TECHNICAL SPECIFICATIONS DIVISIONS 1 - 17 · 2020. 11. 11. · 02340 erosion prevention and sediment control 02600 concrete manholes 02621 stabilization fabric 02622 filter fabric

720 SW WASHINGTON STREET, SUITE 550 • PORTLAND, OREGON 97205 • P. 503.227.1885 • F. 503.227.1747 pw://Carollo/Documents/Client/OR/Medford Water Commission/11397A10/Specifications/_Duff-WTP_TOC

MEDFORD WATER COMMISSION MEDFORD, OREGON

ROBERT A. DUFF WATER TREATMENT PLANT

ENGINEERED LAGOONS 5-8 EXPANSION

CLIENT PROJECT NO. CIP-19-00220

TECHNICAL SPECIFICATIONS DIVISIONS 1 - 17

BID DOCUMENTS

VOLUME 2 of 4

AUGUST 2019

CERTIFICATION SEAL PAGE

ROBERT A. DUFF WATER TREATMENT PLANT ENGINEERED LAGOONS 5-8 EXPANSION, MEDFORD, OREGON

TECHNICAL SPECIFICATIONS

DIVISIONS 1 - 17

The technical material and data contained in this document were prepared under the supervision and direction of the undersigned, whose seals, as professional engineers/architects licensed to practice as such, are affixed below.

Robert Austin Peters, P.E.

Divisions 1, 2, 7, 9, 11, 13, 15

Michael E. Dadik, P.E.

Divisions 3 and 5 Christopher A. Carvalho, P.E

Divisions 16 and 17

August 2019 - BID TOC-1 11397A10 pw://Carollo/Documents/Client/OR/Medford Water Commission/11397A10/Specifications/_Duff-WTP_TOC (Bid)

MEDFORD WATER COMMISSION

ROBERT A. DUFF WATER TREATMENT PLANT

ENGINEERED LAGOONS 5-8 EXPANSION

TECHNICAL SPECIFICATIONS

TABLE OF CONTENTS

SECTION NO. TITLE

DIVISION 01 – GENERAL REQUIREMENTS

01110 SUMMARY OF WORK

01116 CONTRACT DOCUMENT LANGUAGE

01140 WORK RESTRICTIONS

01201 PAYMENT PROCEDURES

01260 CONTRACT MODIFICATION PROCEDURES

01292 SCHEDULE OF VALUES

01312 PROJECT MEETINGS

01324B PROGRESS SCHEDULES AND REPORTS

01329 SAFETY PLAN

01330 SUBMITTAL PROCEDURES

01353 SPECIAL PROCEDURES FOR LOCATING AND VERIFYING CONCEALED EXISTING UTILITIES

01355A STORMWATER POLLUTION PREVENTION

01410 REGULATORY REQUIREMENTS

01424 ABBREVIATIONS AND ACRONYMS

01450 QUALITY CONTROL

01455A SPECIAL TESTS AND INSPECTIONS

01500 TEMPORARY FACILITIES AND CONTROLS

01600 PRODUCT REQUIREMENTS GENERAL

01610 PROJECT DESIGN CRITERIA

01612 SEISMIC DESIGN CRITERIA

01614 WIND DESIGN CRITERIA

01722 FIELD ENGINEERING


SECTION NO. TITLE 01738 SELECTIVE ALTERATIONS AND DEMOLITION

01756 TESTING, TRAINING, AND FACILITY START-UP

01770 CLOSEOUT PROCEDURES

01782 OPERATION AND MAINTENANCE DATA

01783 WARRANTIES AND BONDS

DIVISION 02 - SITE CONSTRUCTION

02050 SOILS AND AGGREGATES FOR EARTHWORK

02200 SITE CLEARING

02240 DEWATERING

02260 EXCAVATION SUPPORT AND PROTECTION

02300 EARTHWORK

02318 TRENCHING

02340 EROSION PREVENTION AND SEDIMENT CONTROL

02600 CONCRETE MANHOLES

02621 STABILIZATION FABRIC

02622 FILTER FABRIC FOR DRAINS AND UNDERDRAINS

02710 SLOTTED UNDERDRAIN PIPING

02742 ASPHALTIC CONCRETE PAVING

02820 FENCES AND GATES

02939 SEEDING

02952 PAVEMENT RESTORATION AND REHABILITATION

DIVISION 03 - CONCRETE

03055 ADHESIVE-BONDED REINFORCING BARS AND ALL THREAD RODS IN CONCETE

03071 EPOXIES

03072 EPOXY RESIN/PORTLAND CEMENT BONDING AGENT

03225 FIBROUS CONCRETE REINFORCEMENT


SECTION NO. TITLE 03301 CONCRETE WORK

03366 TOOLED CONCRETE FINISHING

03600 GROUTING

DIVISION 5 - METALS

05120 STRUCTURAL STEEL

05190 MECHANICAL ANCHORING AND FASTENING TO CONCRETE AND MASONRY

05500 METAL FABRICATIONS

DIVISION 7 – THERMAL AND MOISTURE PROTECTION

07916 PRECAST CONCRETE JOINT SEALER

DIVISION 9 - FINISHES

09960 HIGH-PERFORMANCE COATINGS

09960 APP HIGH-PERFORMANCE COATINGS APPENDIX

DIVISION 11 - EQUIPMENT

11294C FABRICATED STAINLESS STEEL SLIDE GATES

DIVISION 13 - SPECIAL CONSTRUCTION

13446 MANUAL ACTUATORS

DIVISION 15 - MECHANICAL

15050 COMMON WORK RESULTS FOR MECHANICAL EQUIPMENT

15052 COMMON WORK RESULTS FOR GENERAL PIPING

15075 EQUIPMENT IDENTIFICATION

15110 COMMON WORK RESULTS FOR VALVES

15116 PLUG VALVES


SECTION NO. TITLE 15121 PIPE COUPLINGS

15211 DUCTILE IRON PIPE: AWWA C151

15265 PLASTIC PIPING

15281 COPPER WATER TUBE: SEAMLESS, ASTM B88

15956 PIPING SYSTEMS TESTING

15958 MECHANICAL EQUIPMENT TESTING

DIVISION 16 - ELECTRICAL

16050 COMMON WORK RESULTS FOR ELECTRICAL

16060 GROUNDING AND BONDING

16070 HANGERS AND SUPPORTS

16075 IDENTIFICATION FOR ELECTRICAL SYSTEMS

16123 600-VOLT OR LESS WIRES AND CABLES

16130 CONDUITS

16134 BOXES

16140 WIRING DEVICES

16150 LOW VOLTAGE WIRE CONNECTIONS

16412 LOW VOLTAGE MOLDED CASE CIRCUIT BREAKERS

16510 LIGHTING: LED LUMINAIRES

16950 FIELD ELECTRICAL ACCEPTANCE TESTS

DIVISION 17 - INSTRUMENTATION AND CONTROLS

17201 LEVEL MEASUREMENT: SWITCHES

August 2019 - BID 01110-1 11397A10 pw://Carollo/Documents/Client/OR/Medford Water Commission/11397A10/Specifications/01110 (Bid)

SECTION 01110

SUMMARY OF WORK

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Detailed description of the Work.

1.02 THE WORK

A. The Work consists of construction of four new concrete washwater lagoons, including piping, valves, and appurtenances, repair and reconstruction of existing improvements affected by the Work, and incidentals for complete and usable facility.

B. Except as specifically noted otherwise, provide and pay for: 1. Insurance and bonds. 2. Labor, materials, and equipment. 3. Tools, equipment, and machinery required for construction. 4. Utilities required for construction. 5. Temporary facilities including sheeting and shoring. 6. Traffic control and dust control measures. 7. Other facilities and services necessary for proper execution and completion of

the Work.

C. Secure and pay for all permits including OSHA excavation permits, Department of Transportation permits, government fees, and licenses. The Medford Water Commission will pay for building permits.

D. Comply with codes, ordinances, regulations, orders, and other legal requirements of public authorities having bearing on the performance of the Work.

E. All work shall be conducted within the work restrictions as Specified in Section 01140 – Work Restrictions.

1.03 LOCATION OF PROJECT

A. The Work is located at the Robert A. Duff Water Treatment Plant, 8301 Table Rock Road, White City, OR 97503.

1.04 ACTIVITIES BY OTHERS

A. OWNER, utilities, and others may perform activities within Project area while the Work is in progress. 1. Schedule the Work with OWNER, utilities, and others to minimize mutual

interference.

B. Cooperate with others to minimize interference and delays. 1. When cooperation fails, submit recommendations and perform Work in

coordination with work of others as directed.


C. When the Work depends for proper execution or results upon work performed by others, inspect and promptly report apparent discrepancies or defects in work performed by others. 1. Assume responsibility for work performed by others, except for defects

reported as specified in this paragraph and defects that may become apparent in work performed by others after execution of the Work.

1.05 COORDINATION OF WORK

A. Maintain overall coordination of the Work.

B. Obtain construction schedules from each subcontractor, and require each subcontractor to maintain schedules and coordinate modifications.

C. Existing facilities shall remain in operation throughout the entire duration of the Work. Contractor shall coordinate all required tie-ins with existing infrastructure with the OWNER, in accordance with the requirements of Section 01140 – Work Restrictions

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01116

CONTRACT DOCUMENT LANGUAGE

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes: Explanation of arrangement, language, reference standards and format.

1.02 REFERENCES

A. Construction Specifications Institute (CSI): 1. MasterFormat™. 2. SectionFormat™. 3. PageFormat™.

1.03 PROJECT MANUAL ARRANGEMENT

A. Document and Section numbers used in Project Manual, and Project Manual arrangement are in accordance with CSI MasterFormat™, except where departures have been deemed necessary.

B. Sections are written in CSI SectionFormat™, Three-Part Section Format, except where departures have been deemed necessary.

C. Page format for Sections in the Project Manual is in PageFormat™, except where departures have been deemed necessary.

1.04 CONTRACT DOCUMENT LANGUAGE

A. Specification Section Paragraphs entitled "Section Includes" summarize briefly what is generally included in the section. 1. Requirements of Contract Documents are not limited by "Section Includes"

paragraphs.

B. Specifications have been partially streamlined by intentionally omitting words and phrases, such as "the Contractor shall," "in conformity therewith," "shall be" following "as indicated," "a," "an," "the" and "all." 1. Assume missing portions by inference.

C. Phrase "by Engineer" modifies words such as "accepted," "directed," "selected," "inspected," and "permitted," when they are unmodified.

D. Phrase "to Engineer" modifies words such as "submit," "report," and "satisfactory," when they are unmodified.

E. Colons (:) are used to introduce a list of particulars, an appositive, an amplification, or an illustrative quotation:


1. When used as an appositive after designation of product, colons are used in place of words "shall be."

F. Word "provide" means to manufacture, fabricate, deliver, furnish, install, complete, assemble, erect in place, test, render ready for use or operation, including necessary related material, labor, appurtenances, services, and incidentals.

G. Words "Contractor shall" are implied when direction is stated in imperative mood.

H. Term "products" includes materials and equipment as specified in Section 01600 - Product Requirements.

1.05 REFERENCE STANDARDS

A. Use edition or amendment of referenced standards in effect on date of Notice of Award.

B. Notify ENGINEER when referenced standard, code, or specification conflicts with Contract Documents.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01140

WORK RESTRICTIONS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Requirements for sequencing and scheduling the Work affected by existing site and facility, work restrictions, and coordination between construction operations and plant operations.

B. Existing facilities shall remain in operation throughout the entire duration of the Work. Contractor must coordinate all work in accordance with the requirements of this specification.

1.02 GENERAL CONSTRAINTS ON WORK AND SCHEDULING OF WORK

A. General Requirements and Milestones: 1. The Robert A. Duff Water Treatment Plant serves as a source of drinking

water for the OWNER. 2. Conduct work such that the OWNER's ability to meet its customer's demands

for treated drinking water shall not be impaired or reduced in terms of the required quantity or quality of treated water. Do not impair the operational capabilities of essential elements of the treatment process or reduce treatment capacity below levels sufficient to meet demands for water throughout the contract time. The quantities of and quality of treated water required are described hereinafter.

3. The status of the treatment plant shall be defined as "operational" when the plant is capable of meeting the OWNER's customer's demands for treated drinking water in terms of the required quantity or quality of treated water as defined herein.

4. Conduct commissioning activities as specified in Section 01756 - Commissioning in a manner that will not impair capabilities of essential elements of the treatment process or reduce treatment capacity below levels sufficient to meet demands for water throughout the contract time. The quantities of and quality of treated water required are described in this Section.

5. Project Milestones a. The work is currently budgeted based on a two year project and budget

cycle. As such, final completion of all work shall be achieved by June 30, 2021.

b. The 36-inch FWW piping from the tie in with the existing 36-inch FWW pipe through to each Lagoon 5-8 influent isolation valve shall be completed before March 1, 2020.

c. Work related to the new outfall, new outfall drainage ditch, and associated piping work below the high water line shall be completed when the Duff Water Treatment Plant is offline.

B. Work Sequence and Constraints: 1. The bulk of construction activities can occur at any time without direct impact

to plant operation. Exceptions include but are not limited to:


a. Connection of new 36-inch FWW pipe to the existing 36-inch FWW. b. Excavation of new outfall and connection to existing drainage waterway. c. Piping work in the new outfall below the high water line. d. Electrical tie-ins to existing electrical infrastructure.

2. Utilize description of critical events in work sequence in this Section as a guideline for scheduling and undertaking the Work.

3. Work sequence and constraints presented do not include all items affecting completion of the Work, but are intended to describe critical events necessary to minimize disruption of the existing facilities and to ensure compliance with National Pollutant Discharge Elimination System and water quality permit requirements

4. The WTP operates on a seasonal basis. a. The WTP is typically off-line between November 1 through March 1; and

is operational during the remainder of the year. 5. The existing lagoons (WWL #1- #4) need to remain in operation while the plant

is on-line. This includes maintaining access to all portions of the existing lagoons for inspection, normal daily operations, and seasonal cleaning as well as access to the existing lagoon discharge for monitoring. a. Normal daily operations includes manually adjusting existing valves,

solids sampling and monitoring, discharge sampling and monitoring, and general maintenance.

b. Seasonal cleaning operations include solids removal with large equipment (front loader, backhoe, etc.) and solids transport with dump trucks

6. Contractor shall maintain provisions such that, at any time throughout the construction work, the Duff Water Treatment Plant can be made operational within 24 hours of notification by the owner. This includes provisions such that Lagoons 1-4 are capable of receiving and discharging water within 24 hours of notification by the owner.

7. At the Contractors request, and subject to approval by the owner, a maximum 8 hour shutdown may be permitted, not to exceed 1 shutdown every 7 days.

1.03 SHUTDOWN AND CONSTRUCTION CONSTRAINTS

A. General shutdown constraints: 1. Execute the Work while the existing facility is in operation. 2. Most activities can be accomplished without a shutdown or operations

disruptions. 3. Apply to activities of construction regardless of process or work area. 4. Activities that disrupt plant or utilities operations must comply with these

shutdown constraints. 5. Organize work to be completed in a minimum number of shutdowns or plant

disruptions. 6. Provide thorough advanced planning, including having required equipment,

materials, and labor on hand at time of shutdown. 7. Where required to minimize treatment process interruptions while complying

with specified sequencing constraints, provide temporary pumping, power, lighting, controls, instrumentation, and safety devices.

8. Final determination of the permitting of shutdowns will be the sole judgment of the Owner.

9. Owner maintains the ability to abort on the day of the scheduled shutdown.

B. Interruptions of Treatment Processes: 1. Execute the Work while the existing facility is in operation as specified.


2. Indicate required shutdowns of existing facilities or interruptions of existing operations on Progress Schedule. Shutdowns will be permitted to the extent that existing operation of the plant will not be jeopardized and identified constraints are satisfied.

3. Submit notification of required shutdowns of existing facilities at least 14 days prior to the planned date of shutdown. Request shall be made in writing and formal, written approval provided by the OWNER.

4. The ENGINEER and the Plant Personnel will evaluate the request based on the plant's ability to reliably meet capacity demands.

5. Do not begin alterations until ENGINEER's written permission has been received.

6. Minimize shutdown times by thorough advanced planning. Have required equipment, materials, and labor on hand at time of shutdown.

7. Where required to minimize treatment process interruptions while complying with specified sequencing constraints, provide temporary pumping, power, lighting, controls, instrumentation, and safety devices.

C. Shutdown activities: 1. Scheduling:

a. Perform plant shutdowns or plant service interruptions between the hours approved by Owner.

2. Unplanned shutdowns due to emergencies are not defined in this Section. 3. Extended shutdown of the facility while on-line is strictly prohibited.

1.04 COMPLIANCE WITH NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT

A. The existing facility is operating under the terms of a National Pollutant Discharge Elimination System permit issued by the Oregon Department of Environmental Quality. This permit specifies the water quality limits that the plant must meet before discharge of NPDES filter washwater.

B. The existing facility is operating under the terms of a 200-J General Discharge permit issued by the Oregon Department of Environmental Quality. This permit specifies the water quality limits that the plant must meet before discharge of filter washwater water.

C. Perform work in a manner that will not prevent the existing facility from achieving the quality requirements established by regulations.

D. Bear the cost of penalties imposed on the OWNER for discharge and water quality violations caused by actions of the CONTRACTOR.

1.05 REQUIREMENTS FOR OPERATION OF PLANT AND MAINTAINING CONTINUOUS OPERATION OF EXISTING FACILITIES

A. Facilities or conditions required to keep the existing plant operational when on-line include, but are not limited to, the following: 1. Electrical power including transformers, distribution wiring, and motor control

centers. 2. Raw (untreated) water. 3. Piping for conveyance of raw, partially treated filter washwater and finished

water.


4. A means of adding coagulant chemicals and disinfectant. 5. Chemical storage, metering, conveyance, and control facilities. 6. Flocculation and Sedimentation Basins. 7. Ozonation 8. Filters. 9. Backwash Pumps: Existing backwash pumps are located on the filtered water

reservoir. 10. Storage of treated water. This is accomplished with the existing filtered water

reservoir. 11. Plant Water. 12. Laboratory facilities. 13. Office, toilets and washrooms. 14. Sludge Disposal: Existing drain lines convey filter washwater and sludge from

various locations (ozone, filter, sedimentation basins) to the existing washwater lagoons.

15. Fencing and gates. 16. Lighting. 17. Heating, ventilation and air conditioning. 18. Instrumentation, meters, controls and telemetry equipment. 19. Safety equipment and features. 20. Parking for employees and vehicles required for operation and maintenance. 21. Telephone, internet and other data systems. 22. Storm drainage.

B. Conduct the Work and provide temporary facilities required to keep the existing plant continuously operational.

C. Unless plant is off-line, do not remove or demolish existing facilities required to keep the existing plant operational at the capacities specified until the existing facilities are replaced by temporary, new, or upgraded facilities or equipment. The replacement facilities shall have been tested and demonstrated to be operational prior to removing or demolishing existing facilities.

1.06 OPERATIONS AND MAINTENANCE ACCESS

A. Provide safe, continuous access to process control equipment for plant operations personnel.

1.07 UTILITIES

A. Provide advance notice to and utilize services of Blue Stake, Underground Services Alert (U.S.A.), or related services for location and marking of underground utilities operated by utility agencies other than the Owner.

B. Maintain electrical, telephone, water, gas, sanitary facilities, and other utilities within existing facilities in service. Provide temporary utilities when necessary.

C. New yard utilities were designed using existing facility drawings. 1. Field verification of utilities locations was not performed during design. 2. Services crossed or located nearby by new yard utilities may require relocation

and possible shutdowns. 3. Pipe alignments as indicated on the Drawings.


D. Verify locations of utilities and facilities that may exist by consulting with the OWNER, utility companies, and Blue Stake or Underground Services Alert (USA) or other service available in area of Project. Abide by easement and right-of-way restrictions.

E. Notify the OWNER, owners of facilities when the Work will be in progress. Make arrangements for potential emergency repairs in accordance with requirements of owners of utility facilities, including individual or residential facilities.

F. Assume responsibility for repair of facilities damaged by performance of the Work.

G. Expose sanitary and storm sewers, water, gas, electric, telephone utility lines, and other underground facilities indicated to permit survey location prior to commencement of Work in affected area. 1. Expose in ample time to permit relocation of interfering utilities with minimum

delaying effect on contract time.

H. Work required for raising, lowering, or relocating utilities not indicated will be performed by affected utility owners or as part of the Work at option of affected owners of utilities. 1. When part of the Work, perform work in accordance with standards of affected

utility owner, and adjustment to Contract Price and Contract Times will be made as stipulated in conditions of contract.

1.08 TEMPORARY SERVICES, MATERIALS, AND EQUIPMENT

A. Locate temporary facilities in a manner that minimizes interference to OWNER's operation and maintenance personnel.

B. Unless otherwise specified, install temporary pipelines of the same size as its connection to the existing facility at the downstream end of the pipeline.

C. Provide piping of suitable material for the material being conveyed.

D. Provide submittals on proposed temporary electrical and instrumentation components necessary to maintain existing facilities.

E. Dewater and promptly clean basins and channels temporarily removed from service.

F. Dimensions for all existing structures, piping, paving, and other nonstructural items are approximate. The CONTRACTOR shall field verify all dimensions and conditions and report any discrepancies to the ENGINEER a minimum of 14 days in advance of any construction in the area.

G. Discrepancies between coordinates, bearings and lengths, and stationing shall be resolved in the following order of precedence: 1. Coordinates. 2. Bearings and lengths. 3. Stationing.


PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


APPENDIX A “Method of Procedure” (MOP)

Instructions and Forms

Definition and Purpose

“Method of Procedure” (MOP) is a detailed document submitted by the Contractor to request process shutdown(s), utility tie-in(s), work in areas that may risk unanticipated outages, or flow diversions to accommodate site construction activities during a project. Such activities may include (but are not limited to) new tie-ins to utilities or structures, mechanical modifications to process piping or equipment, demolition, bulkhead installation, and cleaning processes.

The MOP provides a detailed plan to the Owner and Engineer that describes specific aspects of the work including purpose, time of execution, and anticipated impacts on treatment processes. The MOP also includes contingency measures and provisions for rapid closure in the event that shutdown or work progress difficulties are encountered. Information from relevant trades associated with the requested shutdown, diversion, or tie-in is also included.

The Owner should use the information within the MOP to define operational procedures and methods to safely and successfully assist the Contractor.

MOP Process Summary

WHO STEP TIMING

Contractor 1. Identify MOPs needed on MOP Log and Baseline Schedule.

No later than 7 days prior to Preconstruction Scheduling Meeting

Contractor, Owner, Engineer

2. Pre-MOP Meeting. More than 28 days prior to work

Contractor 3. Submits MOP. No later than 28 days prior to work

Owner 4. Reviews MOP.

Owner 5. MOP finalized. No later than 7 days prior to work

Contractor 6. Complete Readiness Checklist. No later than 5 days prior to work

Contractor 7. Complete Safety Checklist. Immediately prior to commencing work

Contractor 8. Complete Work.

Contractor 9. Update MOP Log and Progress Schedules.

Monthly


MOP Process Detail

STEP 1. Identifies MOPs needed on MOP Log and Baseline Schedule.

Contractor submits a preliminary list of anticipated project MOPs on MOP Log. MOPs identified but not limited to those shutdowns, diversions, or tie-ins described in the Contract Documents. Incorporate MOPs as tasks in Baseline Schedule. Date scheduled MOPs to coincide with the appropriate construction activities.

STEP 2. Pre-MOP Meeting.

Contractor requests a Pre-MOP Meeting with the Owner and Engineer to discuss the nature of the shutdown, diversion, or tie-in, and to gather the information necessary to complete the MOP Form. The pre-MOP meeting may be waived by the Owner or Engineer if the work is deemed to be minor.

STEP 3. Submits MOP.

Contractor completes the MOP Form and submit 3 copies for approval to the Owner’s Project Manager (OPM).

STEP 4. Reviews MOP.

OPM distributes MOP Form for review by the Owner’s Construction Coordinator, O&M Representative, and Engineer’s Project Representative. Review MOP Form for completeness, accuracy, compliance with both the construction schedule, constraints defined in contract documents, and to ensure that the requested work does not negatively impact plant operations or other concurrent project activities. Additional information may be requested to better understand the nature of and method for completing the Work.

STEP 5. MOP finalized.

Once the MOP is agreed to by all parties, the MOP will be finalized by signature. Copies are distributed to the Owner, Engineer, and Contractor.

STEP 6. Complete Readiness Checklist.

Contractor verifies everything is ready for the work.

STEP 7. Complete Safety Checklist.

Contractor ensures safety.

STEP 8. Complete work.

Contractor complete work.

STEP 9. Update MOP Log and Progress Schedules.

Contractor updates MOP Log weekly and distributes at the regularly scheduled construction progress meetings.


METHOD OF PROCEDURE (MOP) FORM Owner: Date:

Contractor: Carollo Project No.:

Project Name: Submittal No.:

Submittal Title: Spec/Dwg. Reference:

MOP # Task Title (Provide <10 word title): Submittal Date: (No later than 28 days prior to work) SCHEDULE OF WORK ACTIVITY START: (Date/Time) END: (Date/Time) REQUESTOR: PRIMARY POINT OF CONTACT: PHONE/PAGER: SECONDARY POINT OF CONTACT: PHONE/PAGER: NOTIFY Control Room, Phone Security, Phone BUILDING: LOCATION OF WORK FLOOR/LEVEL: DESCRIPTION OF WORK: (Provide sufficient details on process isolation, work sequencing, and safety (i.e., control of significant hazards unique to the work) to demonstrate an understanding of the work and how it will be completed within the constraints, and its impact on the processes and facility.) Task Summary: Processes Affected: Trades Affected:

WORK PLAN: Work Sequencing: Process Isolation: Spill Prevention Plan: Contingency Plans:

CRITICAL EQUIPMENT/TOOLS: (pumps and discharge hoses with correct fittings, blind flanges and pipe plugs, no-hub fittings, properly sized electrical service components, generators, portable lighting, chlorine for potable water pipe breaks, etc.)

Acoustic Ceiling/or Walls Access Excavation Permit Lock Out/Tag Out

Chemical Use Approval Fire Sprinkler Impairment Life Safety Systems

Confined Space Permit Flammable Materials Roof Protocol

Critical Lift Plan Flush / Discharge Work After Dark

Energized Electrical Work High Pressure Test

Elect. Panel Schedules Hot Work/Open Flame EXISTING SERVICE(S) AT RISK:

Breathing Air Elect Normal Process Access Telephones

Chemical Distribution Fire Protection Safety Showers UPS

City Water HVAC SCADA VAX/DATA

Communication Inert Gas Security

Domestic Drain Instrument - Air Solvent Drain

Elect-Bus Duct Life Safety System Specialty Gases

Elect Emergency Natural Gas Storm Drain REVIEWER’S INSTRUCTIONS / COMMENTS:

PREJOB BRIEFING MUST BE COMPLETED PRIOR TO COMMENCING WORK: Full Name (printed) Signature Phone Date Submitted By System Owner Reviewer (if needed) Reviewer (if needed) Reviewer (if needed)


READINESS CHECKLIST (5 days prior to work)

Checklist provided as a guide but is not all inclusive.

1. Confirm all parts and materials are on site:

2. Review work plan:

3. Review contingency plan:


SAFETY CHECKLIST (Just prior to commencing work)

Checklist provided as a guide but is not all inclusive. 1. Location awareness:

a. Emergency exits: b. Emergency shower and eyewash: c. Telephones and phone numbers: d. Shut-off valve: e. Electrical disconnects:

2. Inspect work area: a. Take time to survey the area you are working in. Ensure that what you want to do will

work. Do you have enough clearance? Is your footing secure? Do you have adequate lighting and ventilation? Are surrounding utilities out of the way for you to perform your work?

3. SDS (Safety Data Sheets): a. Understand the chemicals and substances in the area you are working in by reading

the SDS. 4. Lockout/Tagout Procedure:

a. Lockout/tagout energy sources before beginning work. b. Make sure all valves associated with the work are locked out and tagged out on each

side of the penetration. c. Make sure the lines are depressurized.

5. Overhead work: a. Use appropriate personal protective equipment; i.e., safety harness, lifeline, etc. b. Select appropriate tie-off points; i.e., structurally adequate, not a pipe or conduit, etc. c. Spotter assigned and in position. d. Pipe rack access; i.e., check design capacity, protective decking or scaffolding in

place, exposed valves or electrical switches identified and protected. 6. Safety equipment:

a. Shepherd's hook. b. ARC flash protection. c. Fire extinguisher. d. Other: .

7. Accidents: a. Should accidents occur, do not shut off and do not attempt to correct the situation,

unless you are absolutely positive that your action will correct the problem and not adversely affect other people or equipment.

8. Review process start-up documents: a. In the event the system is shutdown, the Control Center should have a working

knowledge of the process start-up procedures in order to deal effectively with unforeseen events.

9. Evacuation procedures: a. Do not obstruct evacuation routes. b. Take time to survey the area for evacuation routes.


Method of Procedure (MOP) Log Sample

MOP Number Task Title

Date Requested

Date Approved

Date Work Planned

Work Completed

(yes/no)

001

002

003


SECTION 01201

PAYMENT PROCEDURES

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes: Procedures for submitting applications for payment and means used as a basis for Progress Payments, including: 1. Cost Summaries. 2. Payment for Mobilization. 3. Start-up. 4. Demobilization.

1.02 BASIS FOR PROGRESS PAYMENTS

A. Base Application for Payment on the breakdown of costs for each scheduled activity in the Progress Schedule and the Percentage of Completion for each activity. Generate Application for Payment by downloading cost data from the Progress Schedule to a spreadsheet type format. Identify each activity on the Progress Schedule that has a cost associated with it, the cost of each activity, the estimated Percent Complete for each activity, and the Value of Work Completed for both the payment period and job to date.

1.03 PAYMENT REQUESTS

A. Prepare progress payment requests on a monthly basis. Base requests on the breakdowns of costs for each scheduled activity and the percentage of completion for each activity.

B. Indicate total dollar amount of work planned for every month of the project. Equate sum of monthly amounts to Lump Sum Contract Price.

C. Generate Progress Payment request forms by downloading cost data from the schedule information to a spreadsheet type format. Identify each activity on the Progress Schedule that has a cost associated with it, the cost for each activity, the estimated percent complete for each activity, and the value of work completed for both the payment period and job to date.

D. Prepare summary of cost information for each Major Item of Work listed in the Schedule of Values. Identify the value of work completed for both the payment period and job to date.

E. Payment requests shall be submitted electronically, by the 25th of each month. 1. Certified Payroll must be received by the 5th of the following month. 25% of

payment request will not be released until the certified payroll for that month is received.

F. Acceptance of the Baseline Schedule, as defined in Section 01324B, by the Owner shall be completed before payment are made.


1.04 COST SUMMARIES

A. Prepare Summary of Cost Information for each Major Item of Work listed in the Schedule of Values. Identify the Value of Work Completed for both the payment period and job to date.

B. Cash Flow Summary: Prepare cash flow summary, indicating total dollar amount of work planned for each month of the project. Equate sum of monthly amounts to Lump Sum contract price.

1.05 PAYMENT FOR MOBILIZATION

A. Limit amounts included under Mobilization to the following items: 1. Moving on the site any equipment required for first month operations. 2. Installing temporary construction power and wiring. 3. Establishing fire protection system. 4. Developing construction water supply. 5. Providing field office trailers for the CONTRACTOR and the ENGINEER,

complete with all specified furnishings and utility services including telephones. 6. Providing on-site sanitary facilities and potable water facilities as specified. 7. Arranging for and erection of CONTRACTOR's work and storage yard. 8. Subcontractor insurance and bonds. 9. Obtaining all required permits, licenses, and fees. 10. Developing construction schedule. 11. Provide and erect the project sign. 12. CONTRACTOR bonds and insurance.

B. Furnish data and documentation to substantiate the amounts claimed under mobilization.

C. Limit price for mobilization to no more than 5 percent of Contract Price.

1.06 PAYMENT FOR START-UP AND DEMOBILIZATION

A. Total Price for start-up and demobilization shall not be less than 3 percent of Contract Price.

PART 2 PRODUCTS Not Used.

PART 3 EXECUTION Not Used.

END OF SECTION


SECTION 01260

CONTRACT MODIFICATION PROCEDURES

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes: 1. Administrative and procedural requirements for executing a change in the

Work.

1.02 PRELIMINARY REQUIREMENTS

A. Change Order Cost Basis Summary Form: 1. Submit a sample to Engineer for review within 15 calendar days following

Notice to Proceed. a. Items will be reviewed and their value, percentage, or calculation method

mutually agreed to by the Contractor and Owner prior to executing a Change Order on the Project.

2. Used by the Contractor for pricing each Change Order required for additions, deletions, or revisions in the Work.

3. Include the following information: a. Agreed upon markups, percentages, and procedures for calculating all

surcharges, etc. associated with the Cost of the Change Order Work. b. References for unit price information and special unit price information. c. Attachments with the following information:

1) Certified labor rates breakdown. 2) Equipment rates. 3) Bond and insurance rates (PI&I).

1.03 REQUEST FOR INFORMATION OR INTERPRETATION (RFI)

A. Contractor may issue RFIs to request interpretation of the documents or to request for information that may be missing.

B. General Instructions: 1. Use RFI Form attached at the end of this document - Request for Information

or Interpretation (RFI). a. Use of other RFI Forms is acceptable if the form includes the information

in the form provided in the referenced form, at a minimum. 2. Number RFIs consecutively.

a. Add a consecutive letter to the RFI number on modified submittals of the same RFI (i.e., RFI 4B).

3. Provide RFI for 1 item. a. There may be exceptions when multiple items are so functionally related

that expediency indicates review of the group of items as a whole. b. RFIs with multiple items will be rejected without review.

4. Contractor sign and date RFIs indicating review and approval. a. Contractor’s signature indicates that they have satisfied RFI review

responsibilities and constitutes Contractor's written approval of RFI.


b. RFIs without Contractor's signature will be returned to the Contractor unreviewed. Subsequent submittal of this information will be counted as the first resubmittal.

C. Engineer will render a written clarification, interpretation, or decision on the issue submitted or initiate an amendment or supplement to the Contract within 21 days. 1. In the event the Contractor identifies an RFI as critical to the progress of the

project, Engineer will make every effort to reduce the RFI response time.

1.04 PRELIMINARY PROCEDURES

A. Owner or Engineer may initiate changes by submitting a Request for Proposal (RFP) to Contractor including the following information: 1. Detailed description of the Change, Products, and location of the change in the

Project. 2. Supplementary or revised drawings or specifications. 3. Projected time span for making the change, and a specific statement if

overtime work is authorized. 4. A specific period of time during which the requested price will be considered

valid. 5. Such request is for information only, and is not an instruction to execute the

changes, or to stop work in progress.

B. Contractor may initiate changes by submitting a Change Proposal to Engineer containing the following: 1. Description of proposed changes. 2. Reason for making changes. 3. Specific period of time during which requested price will be considered valid. 4. Effect on Total Contract Cost and/or Contract Time. 5. Documentation supporting any change in Total Contract Cost and/or Contract

Time, as appropriate.

1.05 WORK CHANGE DIRECTIVE AUTHORIZATION

A. In lieu of a Request for Proposal (RFP), Engineer may issue a Work Change Directive Authorization for Contractor to proceed with a change for subsequent inclusion in a Change Order.

B. Authorization will describe changes in the Work, both additions and deletions, with attachments of revised Contract Documents to define details of the change, and will designation method of determining any change in the Contract Sum and/or the Contract Time, as appropriate.

C. Owner and Engineer will sign and date the Work Change Directive Authorization as authorization for the Contractor to proceed with the changes.

D. Contractor may sign and date the Work Change Directive Authorization to indicate agreement with the terms.

1.06 DOCUMENTATION OF CHANGE PROPOSALS

A. Change proposal:


1. Support with sufficient substantiating data to allow Engineer to evaluate the quotation. a. Lump sum. b. Unit prices: Use previously established unit prices. c. Time-and-material/force account basis:

1) Name of the Owner’s authorized agent who ordered the work, and date of the order.

2) Dates and times work was performed, and by whom. 3) Time record, summary of hours worked, and hourly rates paid. 4) Receipts and invoices for:

a) Equipment used, listing dates and times of use. b) Products used, listing of quantities. c) Subcontracts.

2. Provide additional data to support time and cost computations: a. Labor required. b. Equipment required. c. Products required:

1) Recommended source of purchase and unit cost. 2) Quantities required.

d. Taxes, insurance, and bonds. e. Credit for work deleted from Contract, similarly documented. f. Overhead and profit. g. Justification for change to Contract Time.

1.07 PREPARATION OF CHANGE ORDERS AND FIELD ORDERS

A. Engineer will prepare each Change Order and Field Order.

B. Change Orders: 1. Will describe changes in the Work, both additions and deletions, with

attachments of revised Contract Documents to define details of the change. 2. Will provide an accounting of the adjustment in the Contract Sum and in the

Contract Time. 3. Recommendation of Change Proposal is indicated by Engineer's signature. 4. Upon signature and execution by Owner, the Change Proposal becomes a

Change Order altering the Contract Time and Total Contract Cost, as indicated. a. Owner’s Representative will transmit one signed copy each to Contractor

and Engineer. 5. Contractor may only request payment for changes in the Work against an

approved Change Order. 6. If either Engineer or Owner’s Representative disapproves the Change

Proposal, the reason for disapproval will be stated. a. A request for a revised proposal or cancellation of the proposal will be

shown.

C. Field Orders: 1. Order minor changes in the Work without changes in Contract Price or

Contract Times.

1.08 LUMP-SUM/FIXED PRICE CHANGE ORDER

A. Content of Change Orders will be based on, either:


1. Engineer’s Proposal Request and Contractor’s responsive Change Proposal as mutually agreed between Owner and Contractor.

2. Contractor’s Change Proposal for a change, as recommended by Engineer.

B. Owner and Engineer will sign and date the Change Order to establish the change in Contract Sum and in Contract Time and serve as authorization for the Contractor to proceed with the changes.

C. Contractor will sign and date the Change Order to indicate agreement with the terms.

1.09 TIME AND MATERIAL/FORCE ACCOUNT CHANGE ORDER/WORK CHANGE DIRECTIVE AUTHORIZATION

A. Engineer will issue a Work Change Directive for the Owner’s signature authorizing Contractor to proceed with the changes.

B. At completion of the change, Contractor shall submit itemized accounting and supporting data as specified in this Section.

C. Engineer will determine the allowable cost of such work, as provided in the Contract Documents.

D. Owner and Engineer will sign and date the Change Order to establish the change in Contract Sum and in Contract Time and serve as authorization for the Contractor to proceed with the changes.

E. Contractor will sign and date the Change Order to indicate their agreement.

1.10 CORRELATION WITH CONTRACTOR’S SUBMITTALS

A. Periodically revise Schedule of Values and Applications for Payment forms to record each Change Order as a separate item of Work, and to record the adjusted Contract Sum.

B. Periodically revise the Construction Schedule to reflect each change in Contract Time. Revise subschedules to show changes for other items of work affected by the changes.

C. Upon completion of work under a Change Order, enter pertinent changes in Record Documents.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


REQUEST FOR INFORMATION (RFI)

Owner: Date:

Contractor: Project No.:

Project Name: RFI No.:

RFI Title: Spec/Dwg. Reference:

Authored By:

Information and Reason Requested

Authored By:

Date Submitted:

Response to Request:

In the event, Contractor believes the RFI response does or will cause a change to the requirements of the Contract, Contractor shall immediately

provide written notice stating that Contractor considers the response to be a Change Order.

Firm:

Signature: Date Returned:


SECTION 01292

SCHEDULE OF VALUES

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes: Requirements for preparation, format, and submittal of Schedule of Values.

1.02 PREPARATION

A. Prepare Schedule of Values identifying costs of Major Items of Work and other costs shown in sample included at end of this Section.

B. Divide the Work into following Major Items of Work: 1. General earthwork and grading. 2. Yard piping. 3. General electrical work. 4. New lagoons.

C. Assign prices to Major Items of Work that aggregate the Contract Price. Base prices on costs associated with scheduled activities based on the Project Schedule for each Major Item of Work.

D. When the schedule is changed or revised to include added or deleted work, the Schedule of Values shall also be revised such that the sum total of all cost-loaded activities continuously equal the current Contract value.

1.03 SUBMITTALS

A. Within ten days after the Effective Date of the Agreement CONTRACTOR shall submit to ENGINEER for its timely review: 1. A preliminary progress schedule indicating the times (numbers of days or

dates) for starting and completing the various stages of the Work, including any Milestones specified in the Contract Documents.

2. A preliminary schedule of Shop Drawing and Sample submittals that will list each required submittal and the times for submitting, reviewing, and processing such submittal.

3. A preliminary schedule of values for all of the Work which includes quantities and prices of items which when added together equal the Contract Price and subdivides the Work into component parts in sufficient detail to serve as the basis for progress payments during performance of the Work. Such prices will include an appropriate amount of overhead and profit applicable to each item of Work.

B. Unless otherwise provided in the Contract Documents, at least ten days before submission of the first Application for Payment a conference attended by CONTRACTOR, ENGINEER, and others as appropriate will be held to review for acceptability to ENGINEER as provided below the schedules submitted in


accordance with Paragraph 1.03.A. CONTRACTOR shall have an additional ten days to make corrections and adjustments and to complete and resubmit the schedules. No progress payment shall be made to CONTRACTOR until acceptable schedules are submitted to ENGINEER. 1. The progress schedule will be acceptable to ENGINEER if it provides an

orderly progression of the Work to completion within any specified Milestones and the Contract Times. Such acceptance will not impose on ENGINEER responsibility for the progress schedule, for sequencing, scheduling, or progress of the Work nor interfere with or relieve CONTRACTOR from CONTRACTOR's full responsibility therefor.

2. CONTRACTOR's schedule of Shop Drawing and Sample submittals will be acceptable to ENGINEER if it provides a workable arrangement for reviewing and processing the required submittals.

3. CONTRACTOR's schedule of values will be acceptable to ENGINEER as to form and substance if it provides a reasonable allocation of the Contract Price to component parts of the Work.

C. Upon request, support prices with data that will substantiate their correctness.

D. If activities are added or removed from the Progress Schedule revise the Schedule of Values and resubmit.

1.04 SAMPLE SCHEDULE OF VALUES

A. Following is an acceptable form for Schedule of Values.

(SAMPLE ONLY)

SCHEDULE OF VALUES

NO. DESCRIPTION OF ITEM LUMP SUM COST

1. Mobilization.

2. General earthwork and grading.

3. Miscellaneous yard piping.

4. General electrical work not included on Major Items of Work.

5. Major Items of Work (for example, new lagoons)

6. General instrumentation work not included on Major Items of Work.

7. Start-up and Commissioning

8. Demobilization

9. Miscellaneous work items and other prices not included in previous items and necessary to complete the Work.

TOTAL LUMP SUM BID


PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION



SECTION 01312

PROJECT MEETINGS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Requirements for conducting conferences and meetings for the purposes of addressing issues related to the Work, reviewing and coordinating progress of the Work and other matters of common interest, and includes the following: 1. Qualifications of Meeting Participants. 2. Pre-construction Conference. 3. Progress Meetings. 4. Pre-Installation Meetings. 5. Schedule Update Meetings. 6. Quality Control Meetings. 7. Pre-Shutdown Meetings. 8. Pre-Process Start-up Meetings. 9. Electrical Coordination Meetings. 10. Close-out meeting. 11. Post Construction Meeting.

1.02 QUALIFICATIONS OF MEETING PARTICIPANTS

A. Representatives of entities participating in meetings shall be qualified and authorized to act on behalf of entity each represents.

1.03 PRE-CONSTRUCTION CONFERENCE

A. Upon issuance of Notice to Proceed, or earlier when mutually agreeable, Engineer will arrange pre-construction conference in place convenient for most invitees.

B. Pre-construction Conference invitees: Contractor's project manager and superintendent, Owner, Engineer, representatives of utilities, major subcontractors and others involved in performance of the Work, and others necessary to agenda.

C. Engineer will preside at conference.

D. Purpose of conference: To establish working understanding between parties and to discuss Construction Schedule, shop drawing and other submittals, cost breakdown of major lump sum items, processing of submittals and applications for payment, and other subjects pertinent to execution of the Work.

E. Agenda will include: 1. Adequacy of distribution of Contract Documents. 2. Distribution and discussion of list of major subcontractors and suppliers. 3. Proposed progress schedules and critical construction sequencing. 4. Major equipment deliveries and priorities. 5. Project coordination. 6. Designation of responsible personnel.


7. Procedures and processing of: a. Field decisions. b. Proposal requests. c. Submittals. d. Change Orders. e. Request for Information/Interpretations. f. Applications for Payment. g. Record Documents.

8. Use of premises: a. Office, construction, and storage areas. b. Owner's requirements.

9. Construction facilities, controls, and construction aids. 10. Shoring requirements and submittal of Contractor’s geotechnical report. 11. Temporary utilities. 12. Safety and first aid procedures. 13. Security procedures. 14. Housekeeping procedures.

F. Engineer will record minutes of meeting and distribute copies of minutes within 7 days of meeting to participants and interested parties.

1.04 PROGRESS MEETINGS

A. Conduct progress meetings at least once every week in CONTRACTOR's field office, ENGINEER's field office or other mutually agreed upon place.

B. Distribute to each anticipated participant written notice and agenda of each meeting at least 4 days before meeting.

C. Attendance required: Owner, Engineer, Contractor, Contractor’s Project Manager, superintendent, quality control manager, project scheduler, major subcontractors and suppliers as appropriate to agenda topics for each meeting.

D. Additional invitees: Owner utility companies when the Work affects their interests, and others necessary to agenda.

E. Invite OWNER, ENGINEER, utility Companies when the Work affects their interests, and others necessary to agenda.

F. Complete and bring Application for Payment and Progress Schedule to progress meeting.

G. Prepare and distribute agenda.

H. Preside at meetings.

I. Purpose of Progress Meetings: To expedite work of subcontractors or other organizations that are not meeting scheduled progress, resolve conflicts, and coordinate and expedite execution of the Work.

J. Review progress of the Work, Progress Schedule, narrative report, Application for Payment, record documents, and additional items of current interest that are pertinent to execution of the Work.


K. Verify: 1. Actual start and finish dates of completed activities since last progress

meeting. 2. Durations and progress of activities not completed. 3. Reason, time, and cost data for Change Order Work that will be incorporated

into Progress Schedule and application for payment. 4. Percentage completion of items on Application for Payment. 5. Reasons for required revisions to Progress Schedule and their effect on

Contract Time and Contract Price.

L. Discuss potential problems that may impede scheduled progress and corrective measures.

M. CONTRACTOR shall record minutes of meeting and distribute copies of minutes within 7 days of meeting to participants and interested parties.

N. General Meeting Agenda: 1. Review minutes of previous meeting/minutes. 2. Safety and security. 3. Construction schedule summary. 4. Review of 3 weeks schedule. 5. Review of off-site fabrication and delivery schedules. 6. Review of submittals schedule and status of submittals. 7. Request for information (RFI’s) status. 8. MOP’s/shutdown coordination. 9. Change order management status. 10. Maintenance of quality standards (QA/QC). 11. Field observations, problems, and conflicts. 12. Commissioning and process start-up. 13. Partnering recognition status (optional). 14. General Items. 15. Action items. 16. Next meeting.

1.05 PRE-INSTALLATION MEETINGS

A. When required in individual specification sections or requested by Engineer, convene pre-installation meeting at Project site before commencing work of specific section.

B. Require attendance of parties directly affecting, or affected by, Work of specific section.

C. Notify Owner and Engineer no later than 7 calendar days in advance of meeting date.

D. Prepare agenda and preside at meeting: 1. Review conditions of installation, preparation and installation procedures. 2. Review coordination with related work.

E. Contractor will record minutes and distribute electronic copies within 7 calendar days after meeting to participants, with copies to Engineer, Owner, and those affected by decisions made.


1.06 QUALITY CONTROL MEETINGS

A. Contractor will schedule and administer meetings throughout progress of the Work at maximum weekly intervals.

B. Contractor will make arrangements for meetings, prepare agenda with copies for participants, and preside at meetings.

C. Attendance Required: Construction Manager and staff, Contractor’s Quality Control Manager and staff.

D. Agenda: 1. Review minutes of previous meetings. 2. Review of Work progress and schedule. 3. Review of out-of-compliance inspection or test results. 4. Field observations, problems, and decisions. 5. Review of offsite fabrication and delivery schedules. 6. Planned progress during succeeding work period. 7. Coordination of required inspections and tests. 8. Review 6-week schedule report with upcoming inspections and special tests. 9. Maintenance of quality and work standards. 10. Other business relating to Work.

E. Contractor will record minutes and distribute electronic copies within 5 calendar days after meeting to participants, and those affected by decisions made.

1.07 PRE-SHUTDOWN MEETINGS

A. All short-term and longer-term shutdowns and other tie-ins that require Owner approval and also require a pre-shutdown meeting at Project site prior to commencing shutdown for tie-in or modification of specific plant systems.

B. Require attendance of parties directly affecting, or affected by shutdown, including Engineer, specific work crews, Owner’s construction, operations, and maintenance staff.


D. Prepare agenda and preside at meeting: 1. Review conditions of shutdown, preparation, and installation procedures. 2. Review timelines and sequences. 3. Review responsibilities. 4. Review dry run plan and schedule, as necessary. 5. Review coordination with related work.

E. Contractor will record minutes and distribute copies within 5 calendar days after meeting and prior to scheduled shutdown to participants, with copies to Engineer, Owner, and those affected by decisions made.


1.08 PRE-PROCESS START-UP MEETINGS

A. All processes and equipment that requires testing and process start-up also requires a pre-startup meeting at Project site before commencing process start-up of specific plant systems.

B. Require attendance of parties directly affecting, or affected by process start-up and testing, including Engineer, specific work crews, Owner’s construction operations, and maintenance staff.


D. Prepare agenda and preside at meeting: 1. Review conditions of process start-up and testing, preparation, and installation

procedures. 2. Review timelines and sequences. 3. Review responsibilities. 4. Review dry run plan and schedule, as necessary. 5. Review coordination with related work.

E. Contractor will record minutes and distribute electronic copies within 5 calendar days after meeting and prior to scheduled process start-up to participants, with copies to Engineer, Owner, and those affected by decisions made.

1.09 CLOSE-OUT MEETING

A. Owner’s Construction Manager will schedule close-out meeting.

B. Owner Construction Manager will make arrangements for meeting, prepare agenda with copies for participants, and preside at meeting.

C. Attendance required: Owner, Engineer, Contractor, Contractor’s Project Manager, Superintendent.

D. Agenda: 1. Review punch list completion. 2. Transfer of record documents. 3. Finalize payment.

E. Engineer will record minutes and within 5 calendar days after meeting distribute copies to participants.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION

August 2019 - BID 01324B-1 11397A10 pw://Carollo/Documents/Client/OR/Medford Water Commission/11397A10/Specifications/01324B (Bid)

SECTION 01324B

PROGRESS SCHEDULES AND REPORTS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Preparation, submittal, and maintenance of computerized progress schedule and reports, contract time adjustments, and payment requests, including the following: 1. Preliminary Schedule. 2. Baseline Schedule. 3. Monthly Schedule Updates. 4. Weekly Summary Schedule. 5. Schedule of Submittals. 6. Manpower Schedule. 7. Equipment Schedule. 8. Commissioning and Process Start-up Schedule. 9. As-built Schedule.

1.02 RESPONSIBLE PERSON / SCHEDULER

A. Designate, in writing and within 5 calendar days after Notice of Award, person responsible for preparation, maintenance, updating and revision of all schedules.

B. Qualifications of scheduler: 1. Authority to act on behalf of Contractor. 2. 5 years verifiable experience in preparation of complex construction schedules

for projects of similar value, size, and complexity. 3. Knowledge of critical path method (CPM) scheduling.

C. Owner reserves the right to disapprove scheduler when submitted by Contractor if not qualified. Owner reserves the right to remove scheduler from the project if found to be incompetent.

1.03 SCHEDULING FORMAT AND SOFTWARE

A. Schedule format: Utilize CPM format.

B. Prepare computerized schedule utilizing Microsoft Project or other software that can be exported to Microsoft Project for Owner’s use. 1. Provide 1 licensed copy of the scheduling software to the Engineer, registered

in the Engineer’s name, for the duration of the project. 2. The provided copy of the software shall be a standalone version for installation

on a standalone computer.

1.04 PRECONSTRUCTION SCHEDULING MEETING

A. Owner’s agent will conduct Preconstruction Scheduling Meeting with Contractor’s Project Manager, General Superintendent, and scheduler within 7 calendar days


after Notice To Proceed. This meeting is separate from the Preconstruction Conference Meeting and is intended to cover schedule issues exclusively.

B. At the meeting, review scheduling requirements. These include schedule preparation, reporting requirements, updates, revisions, and schedule delay analysis. Present schedule methodology, planned sequence of operations, cost and resource loading methodology, and proposed activity coding structure.

C. Coding structure: 1. Submit proposed coding structure, identifying the code fields and the

associated code values it intends to use in the project schedule. 2. A minimum, include code fields for Project Segment or Phase, Area of Work,

Type of Work. 3. Submittal/Procurement/Construction and Responsibility/Subcontractor. Refer

to NETWORK DETAILS AND GRAPHICAL OUTPUT for listing of activity categories to be included in the schedule.

D. Naming convention: Name schedule files with the year, month and day of the data date, revision identifier, and a description of the schedule. 1. Example 1: 2014_07_30 rev 1 draft baseline schedule.mpp. 2. Example 2: 2014_09_30 rev 2 sep final update.mpp.

E. Filing: Post submitted files to Owner’s construction document control system.

1.05 SCHEDULE PREPARATION

A. Preparation and submittal of Progress Schedule represents Contractor's intention to execute the Work within specified time and constraints. Failure to conform to requirement may result in termination for cause as specified in the General Specifications under Volume 1 of these contract documents.

B. Contractor's bid covers all costs associated with the execution of the Work in accordance with the Progress Schedule.

C. During preparation of the preliminary Progress Schedule, Engineer will facilitate Contractor's efforts by being available to answer questions regarding sequencing issues, scheduling constraints, interface points, and dependency relationships.

D. Prepare schedule utilizing Precedence Diagramming Method (PDM).

E. Prepare schedule utilizing activity durations in terms of working days. Do not exceed 15 working day duration on activities except concrete curing, submittal review, and equipment fabrication and deliveries. Where duration of continuous work exceeds 15 working days, subdivide activities by location, stationing, or other sub-element of the Work. Coordinate holidays to be observed with the Owner and incorporate them into the schedule as non-working days.

F. Failure to include an activity required for execution of the Work does not excuse Contractor from completing the Work and portions thereof within specified times and at price specified in Contract. Contract requirements are not waived by failure of Contractor to include required schedule constraints, sequences, or milestones in schedule. Contract requirements are not waived by Owner’s acceptance of the


schedule. In event of conflict between accepted schedule and Contract requirements, terms of Contract govern at all times, unless requirements are waived in writing by the Owner.

G. Reference schedule to working days with beginning of Contract Time as Day "1".

H. Baseline Schedule and Project Completion: Should Contractor submit a Baseline Schedule showing project completion more than 20 working days prior to Contract completion date Owner may issue Change Order, at no cost to Owner, revising time of performance of Work and Contract completion date to match Contractor’s schedule completion date. Adjust accordingly any Contract milestone dates.

I. Contract float is for the mutual benefit of both Owner and Contractor. Changes to the project that can be accomplished within this available period of float may be made by Owner without extending the Contract time, by utilizing float. Time extensions will not be granted nor delay damages owed until Work extends beyond currently accepted Contract completion date. Likewise, Contractor may utilize float to offset delays other than delays caused by Owner. Mutual use of float can continue until all available float shown by schedule has been utilized by either Owner or Contractor, or both. At that time, extensions of the Contract time will be granted by Owner for valid Owner-caused or third party-caused delays which affect the planned completion date and which have been properly documented and demonstrated by Contractor.

J. Schedule logic: Assembled to show order in which Contractor proposes to carry out Work, indicate restrictions of access, availability of Work areas, and availability and use of manpower, materials, and equipment. Form basis for assembly of schedule logic on the following criteria: 1. Which activities must be completed before subsequent activities can be started? 2. Which activities can be performed concurrently? 3. Which activities must be started immediately following completed activities? 4. What major facility, equipment or manpower restrictions are required for

sequencing these activities?

K. Non-sequestering of float: Pursuant to float sharing requirements of Contract, schedule submittals can be rejected for, use of float suppression techniques such as preferential sequencing or logic, special lead or lag logic restraints, extended activity durations or imposed dates.

L. Interim milestone dates, operational constraints: In event there are interim milestone dates and/or operational constraints set forth in Contract, show them on schedule. Do not use Zero Total Float constraint or Mandatory Finish Date on such Contract requirements.

M. Schedule windows for owner-furnished, Contractor-installed equipment or materials: Immediately after Award of Contract, obtain from Engineer anticipated delivery dates of Owner furnished equipment or materials. Show these dates in the schedule in same manner indicated by Engineer.

N. Cost loading: All schedules: 1. Only on-site construction activities.


2. The sum total of all cost loaded activities equal the current value of the Contract, including change orders, at all times.

3. Owner acceptance of the Baseline Schedule creates the Schedule of Values required as specified in Section 01292 - Schedule of Values.

4. Provide updated Schedule of Values as the monthly Payment Application as specified in Section 01201 - Payment Procedures.

5. Payments will not be made until updated Schedule of Values is accepted.

1.06 NETWORK DETAILS AND GRAPHICAL OUTPUT

A. Produce a clear, legible, and accurate calendar based, time scaled, graphical network diagram. Group activities related to the same physical areas of the Work. Produce the network diagram based upon the early start of all activities.

B. Include for each activity, the description, activity number, estimated duration in working days, total float, and all activity relationship lines.

C. Illustrate order and interdependence of activities and sequence in which Work is planned to be accomplished. Incorporate the basic concept of the precedence diagram network method to show how the start of 1 activity is dependent upon the start or completion of preceding activities and its completion restricts the start of following activities.

D. Indicate the critical path for the project.

E. Delineate the specified contract duration and identify the planned completion of the Work as a milestone. Show the time period between the planned and Contract completion dates, if any, as an activity identified as project float unless a Change Order is issued to officially change the Contract completion date.

F. Identify system shutdown dates, system tie-in dates, specified interim completion or milestone dates and contract completion date as milestones.

G. Include, in addition to construction activities: 1. Submission dates and review periods for major equipment submittals, shoring

submittals, and indicator pile program: a. Shoring reviews: Allow 4-week review period for each shoring submittal. b. Pile indicator program: Allow 3-week review period for analysis of

program. 2. Any activity by the Owner or the Engineer that may affect progress or required

completion dates. 3. Equipment and long-lead material deliveries over 8 weeks. 4. Approvals required by regulatory agencies or other third parties.

H. Produce network diagram on 22-inch by 34-inch sheets with grid coordinate system on the border of all sheets utilizing alpha and numeric designations.

1.07 SUBMITTAL OF PROGRESS SCHEDULES

A. Submit preliminary and baseline schedule.

B. Submit, on a monthly basis, updated schedules as specified.


C. Submit final schedule update as specified.

D. Submit revised schedules and time impact analyses as specified.

E. Submit schedules in the media and number of copies as follows: 1. 3 sets of the CPM network and/or bar chart (as specified by the Owner) on

D-size sheets. Color-coding to be specified by the Owner. 2. 3 sets of Tabular reports listing all activities sorted numerically identifying

duration, early start, late start, early finish, late finish, total float, and all predecessor/successor information.

3. 2 sets of CPM Schedule data electronic files in a backed-up file (.mpp) stored on CD/DVD.

1.08 PRELIMINARY SCHEDULE

A. Submit Preliminary Schedule within 10 calendar days after Notice to Proceed. Include a detailed plan of operations for first 90 calendar days of Work after receipt of Notice to Proceed.

B. Meet with Engineer within 7 calendar days after receipt of Preliminary Schedule to review and make necessary adjustments. Submit revised preliminary schedule within 5 calendar days after meeting.

C. Submit schedule of costs for all activities on revised Preliminary Schedule.

D. Schedule of costs: 1. Schedule of Values required under Section 01292 - Schedule of Values for

first 90 calendar days of Work. 2. Submittal and acceptance of Preliminary Schedule is condition precedent to

making of progress payments under Section 01201 - Payment Procedures and payments for mobilization costs otherwise provided for in the Contract.

3. No pay item Work shall commence until Preliminary Schedule and schedule of costs have been accepted by Owner.

E. Incorporated unchanged, the accepted Preliminary Schedule as first 90 calendar days of activity in Contractor’s Baseline Schedule.

F. Updated monthly during first 90 calendar days after Notice to Proceed. Updated Preliminary Schedule shall be the payment application required under Section 01201 - Payment Procedures.

1.09 BASELINE SCHEDULE

A. No more than 45 calendar days after Notice to Proceed, submit the Baseline Schedule for all Work of the project. Show sequence and interdependence of all activities required for complete performance of all Work, beginning with date of Notice to Proceed and concluding with date of final completion of Contract.

B. Acceptance of the Baseline Schedule by the Owner is a condition precedent to making payments as specified in Section 01201 - Payment Procedures after the first 90 calendar days after Notice to Proceed.


C. Identify the Execution of the following, omitting items not applicable to the Work: 1. Mobilization. 2. All required submittals and submittal review times showing 30 calendar day

duration for such activities and equal amount of time for re-submittal reviews. 3. Equipment and materials procurement/fabrication/delivery. 4. Excavation. 5. Shoring design and submission of detailed shoring submittals. Identify

submission as a milestone. 6. Shoring review, shoring materials procurement, shoring installation and

shoring removal. 7. Backfill and compaction. 8. Dewatering. 9. Grading, subbase, base, paving, and curb and gutters. 10. Fencing and landscaping. 11. Concrete, including installation of forms and reinforcement, placement of

concrete, curing, stripping, finishing and patching. 12. Tests for leakage of concrete structures intended to hold water. 13. Metal fastenings, framing, structures, and fabrications. 14. Wood structures, finish carpentry, architectural woodwork, and plastic fabrications. 15. Pumps and drives, including identification of ordering lead time, factory testing

and installation. 16. Trenching, pipe laying, and trench backfill and compaction. 17. Piping, fittings and appurtenances, including identification of ordering and

fabrication lead time, layout, installation and testing. 18. Valves, gates and operators, including identification of order lead time,

installation and testing. 19. Plumbing specialties. 20. Electric transmission, service, and distribution equipment, including

identification of ordering lead time, and factory testing. 21. Other electrical work including lighting, heating and cooling, and special

systems, including identification of ordering lead time. 22. Instrumentation and controls, including identification of ordering lead time. 23. Preliminary testing of equipment, instrumentation and controls. 24. Final testing, including preparation time. 25. Seven-day operational test. 26. Substantial completion. 27. Punch list work. 28. Operation and maintenance training. 29. Demobilization.

1.10 WEATHER DAYS ALLOWANCE

A. Include as a separate identifiable activity on the critical path, an activity labeled "Weather Days Allowance." Insert this activity at the end of the schedule.

B. The contract time includes a weather day allowance of 20 working days. No extensions in Contract Time will be allowed for the first 20 working days lost due to weather conditions.

C. Insert an activity in critical path to reflect weather day occurrences when weather days are experienced and accepted by ENGINEER. Identify this activity as a weather delay.


D. Reduce duration of Weather Days Allowance activity as weather delays are experienced and inserted into the schedule. Remaining weather days in Weather Day Allowance at completion of project is considered float.

E. Weather conditions that prevent or inhibit the Contractor’s performance of the Work and affect the Critical Path indicated on the Schedule shall be referred to as a Weather Day. A Weather Day is defined as the Contractor being unable to perform at least 4 hours of work on the Critical Path. The Contractor shall provide a written notice to the Engineer of the occurrence of a weather day within 2 days after the onset of such weather and shall describe in reasonable detail the type of weather encountered and the Work interfered with or interrupted. A schedule update will not suffice as a written notice. The Engineer will determine if the weather day constitutes a use of a portion of the Weather Day Allowance. After use of all the Weather Day Allowance, the Engineer will determine if the Contractor is entitled to an extension of the Contract Time due to weather conditions. Weather days are considered excusable delay as defined in this Section.

1.11 REVIEW AND ACCEPTANCE OF SCHEDULES

A. Engineer will review Baseline Schedule, Schedule Updates, Schedule Revisions, and Time Impact Analyses to ascertain compliance with specified project constraints, compliance with milestone dates, reasonableness of durations and sequence, accurate inter-relationships and completeness.

B. Engineer and Owner will issue written comments following completion of review of Baseline Schedule within 21 calendar days after receipt.

C. Written comments on review of Schedule Updates and Schedule Revisions and Time Impact Analyses will be returned to Contractor within 14 calendar days after receipt by Engineer.

D. Revise and resubmit schedule in accordance with Engineer’s comments within 7 calendar days after receipt of such comments, or request joint meeting to resolve objections.

E. If Engineer requests a meeting the Contractor and all major subcontractors must participate in the meeting with Engineer. 1. Revise and resubmit schedule within 7 calendar days after meeting.

F. Use accepted schedule for planning, organizing, and directing the work and for reporting progress.

G. Engineer’s submittal review response: 1. When schedule reflects Owner's and Contractor's agreement of project

approach and sequence, schedule will be accepted by Owner. 2. Engineer’s submittal review response for schedule submittal will be “Receipt

Acknowledged - Filed for Record” including applicable comments. 3. Acceptance of the schedules by the Owner is for general conformance with the

Contract Documents and for Owner’s planning information, and does not relieve the Contractor of sole responsibility for planning, coordinating, and executing the Work within the contract completion dates. Omissions and errors in the accepted schedules shall not excuse performance less than that


required by the Contract Documents. Acceptance by the Owner in no way constitutes an evaluation or validation of the Contractor’s plan, sequence or means, methods, and techniques of construction.

1.12 SCHEDULE UPDATES

A. Any update: 1. Prepare update using most recent accepted version of schedule including:

a. Actual start dates of activities that have been started. b. Actual finish dates of activities that have been completed. c. Percentage of completion of activities that have been started but not

finished. d. Actual dates on which milestones were achieved. e. Update activities by inputting percent complete figures with actual dates. f. Use retained logic in preparing Schedule Updates. g. When necessary, input remaining durations for activities whose finish

dates cannot be calculated accurately with a percent complete figure only. h. Revisions to the schedule may be included that have been previously

approved as specified in this Section under Revisions to Schedule.

B. Monthly updates: 1. Submit written narrative report in conjunction with each Schedule Update

including descriptions of the following: a. Activities added to or deleted from the schedule are to adhere to cost and

other resource loading requirements. 1) Identify added activities in manner distinctly different from original

activity designations. b. Changes in sequence or estimated duration of activities. c. Current or anticipated problems and delays affecting progress, impact of

these problems and delays and measures taken to mitigate impact. d. Assumptions made and activities affected by incorporating change order

work into the schedule. 2. Submit updated schedule and materials specified under Submittal of Progress

Schedules, 5 calendar days before the monthly schedule update meeting. 3. Since Monthly Schedule Update is the application for progress payment

required as specified in Section 01201 - Payment Procedures, submittal and acceptance of the monthly Schedule Update is a condition precedent to the making of any progress payments.

C. Weekly progress meeting: 1. Update the schedule prior to weekly progress meeting.

a. Identify overall progress of each Major Item of Work in the Summary Schedule.

b. If there are significant changes to the schedule, submit a written report at the weekly progress meeting.

2. Should monthly Schedule Update show project completion earlier than current Contract completion date, show early completion time as schedule activity, identified as “Project Float”.

3. Should monthly Schedule Update show project completion later than current Contract completion date, prepare and submit a Schedule Revision in accordance with the Revisions to Schedule.


1.13 REVISIONS TO SCHEDULE

A. Submit Revised Schedule within 5 calendar days: 1. When delay in completion of any activity or group of activities indicates an

overrun of the Contract time or milestone dates by 20 working days or 5 percent of the remaining duration, whichever is less.

2. When delays in submittals, deliveries, or work stoppages are encountered making necessary the replanning or rescheduling of activities.

3. When the schedule does not represent the actual progress of activities. 4. When any change to the sequence of activities, the completion date for major

portions of the work, or when changes occur which affect the critical path. 5. When Contract modification necessitates schedule revision, submit schedule

analysis of change order work with cost proposal.

B. Create a separate submittal for Schedule Revisions: 1. Comply with schedule updates as specified in this Section. 2. Do not submit with Schedule Updates.

C. Schedule Revisions will not be reflected in the schedule until after the revision is accepted by the Owner: 1. This includes Schedule Revisions submitted for the purpose of mitigating a

Contractor-caused project delay (Recovery Schedule).

1.14 PAYMENT REQUESTS AND CASH FLOW

A. After Baseline Schedule has been submitted and accepted by the Owner, submit on a monthly basis, a tabular and graphic report showing anticipated earnings each month of the contract period. This tabulation will be based on the summation of the cost-loaded activities each month. Submit an updated payment schedule each month showing actual earned amounts and anticipated remaining earnings.

B. Utilize cost loaded monthly Schedule Updates with the applications for payment, Applications for Payment. Payment application shall be a listing in Excel format of all schedule activities showing cost and percentage completion during the current month for which payment is sought. Submittal of the monthly Schedule Update shall be a condition precedent to the issuance of any payment under this Contract.

1.15 WEEKLY SCHEDULE

A. Submit to Engineer, at every weekly progress meeting, a 4-Week Schedule showing the activities completed during the previous week and the Contractor’s schedule of activities for following 3 weeks.

B. Use the logic and conform to the status of the current progress schedule when producing a Weekly Schedule in CPM schedule or a bar chart format. In the event that the Weekly Schedule no longer conforms to the current schedule, Contractor may be required to revise the schedule as specified in this Section.

C. The activity designations used in the Weekly Schedule must consistent with those used in the Baseline Schedule and the monthly Schedule Updates.

D. Contractor and Engineer must agree on the format of the Weekly Schedule.


1.16 SCHEDULE OF VALUES

A. Requirements for Schedule of Values are specified in Section 01292 - Schedule of Values.

B. Submit, in conjunction with the Progress Schedule, a Schedule of Values identifying costs of all on-site construction activities as generated by the cost loaded schedule. Equate the aggregate of these costs to the Lump Sum Contract Price.

1.17 ADJUSTMENT OF CONTRACT TIMES

A. Contract Time will be adjusted only for causes specified in Contract Documents. 1. Non-excusable delay: Non-excusable delays include actions or inactions of the

Contractor, or events for which the Contractor has assumed contractual responsibility (including actions or inactions of subcontractors, suppliers, or material manufacturers at any tier) that would independently delay the completion of the Work beyond the current Contract completion date). No time extensions will be granted for non-excusable delays.

2. Excusable delay: Events which are unforeseeable, outside the control of, and without the fault or negligence of either the Owner or the Contractor (or any party for whom either is responsible), which would independently delay the completion of the Work beyond the current Contract completion date. The Contractor is entitled to a time extension only. No other damages will be approved.

3. Compensable delay: Actions or inactions of the Owner, or events for which the Owner has assumed contractual responsibility, which would independently delay the completion of the Work beyond the current Contract completion date. The Contractor is entitled to a time extension and delay damages.

4. Concurrent delay: Concurrent delay is any combination of the above 3 types of delay occurring on the same calendar date. a. Exception to concurrent delay: Cases where the combination consists of

2 or more instances of the same type of delay occurring on the same calendar date. When one cause of delay is Owner-caused or caused by an event which is beyond the control and without the fault or negligence of either the Owner or the Contractor and the other Contractor-caused, the Contractor is entitled only to a time extension and no delay damages.

B. If the Contractor believes that the Owner has impacted its work, such that the project completion date will be delayed, the Contractor must submit proof demonstrating the delay to the critical path. This proof, in the form of a Time Impact Analysis, may entitle the Contractor to an adjustment of contract time.

C. The Time Impact Analysis: 1. Use the accepted schedule update that is current relative to the time frame of

the delay event (change order, third party delay, or other Owner-caused delay). Represent the delay event in the schedule by: a. Inserting new activities associated with the delay event into the schedule, b. Revising activity logic, or c. Revising activity durations.

2. If the project schedule’s critical path and completion date are impacted as a result of adding this delay event to the schedule, a time extension equal to the magnitude of the impact may be warranted.


3. The Time Impact Analysis submittal must include the following information: a. A fragnet of the portion of the schedule affected by the delay event. b. A narrative explanation of the delay issue and how it impacted the

schedule. c. A CD containing the schedule file used to perform the Time Impact

Analysis.

D. When a delay to the project as a whole can be avoided by revising preferential sequencing or logic, and the Contractor chooses not to implement the revisions, the Contractor will be entitled to a time extension and no compensation for extended overhead.

E. Indicate clearly that the Contractor has used, in full, all project float available for the work involved in the request, including any float that may exist between the Contractor's planned completion date and the Contract completion date. Utilize the latest version of the Schedule Update accepted at the time of the alleged delay, and all other relevant information, to determine the adjustment of the contract time.

F. Adjustment of the Contract Times will be granted only when the Contract Float has been fully utilized and only when the revised date of completion of the Work has been pushed beyond the contract completion date. Adjustment of the Contract Times will be made only for the number of days that the planned completion of the work has been extended.

G. Actual delays in activities which do not affect the critical path work or which do not move the Contractor's planned completion date beyond the Contract completion date will not be the basis for an adjustment to the contract time.

H. If completion of the project occurs within the specified contract time, the Contractor is not entitled to job-site or home office overhead beyond the Contractor's originally planned occupancy of the site.

I. Notify ENGINEER of a request for contract time adjustment. Submit request in accordance with ARTICLE 10 - CHANGES IN THE WORK; CLAIMS, of the General Conditions. In cases where the CONTRACTOR does not submit a request for contract time adjustment for a specific change order, delay, or CONTRACTOR request within the specified period of time, then it is mutually agreed that the particular change order, delay, or CONTRACTOR request has no time impact on the Contract completion date and no time extension is required.

J. The Engineer will, within 30 calendar days after receipt of a contract time adjustment, request any supporting evidence, review the facts and advise the Contractor in writing. 1. Include the new Progress Schedule data, if accepted by the Owner, in the next

monthly Schedule Update.

1.18 SUMMARY SCHEDULE

A. Provide Summary Schedule, which consolidates groups of activities associated with Major Items of Work shown on Baseline Schedule. Summary Schedule is intended to give an overall indication of the project schedule without a large amount of detail.


B. Submit updated Summary Schedule at weekly progress meetings and after each Schedule Update or Schedule Revision.

1.19 SCHEDULE OF SUBMITTALS

A. Schedule of Submittals shall include submittals required in the Contract Documents but not limited to Commissioning and Process Start-up Plans, Training Plans, test procedures, operation and maintenance manuals, shop drawings, samples, record documents, and specifically required certificates, warranties, and service agreements.

B. Preliminary Schedule of Submittals: 1. Due date: After Preliminary Schedule has been submitted and accepted by

Owner. 2. Format:

a. Include submittals anticipated in the first 90 calendar days after Notice to Proceed using early start dates.

b. Indicate week and month anticipated for each submittal. c. Indicate “Priority” submittals where review time can impact Contractor’s

schedule. 1) “Priority” indication will not alter review times specified in Section

01330 - Submittal Procedures. 2) Engineer will endeavor to provide early review of “Priority” submittals

where possible. 3. Submittal of Preliminary Schedule of Submittals shall be a condition precedent

to Owner making progress payments during the first 90 calendar days after Notice to Proceed.

C. Final Schedule of Submittals: 1. Due date: After Baseline Schedule has been submitted and accepted by Owner. 2. Format:

a. Include submittals using early start dates. b. Include all submittals, including those required in the preliminary Schedule

of Submittals. c. Indicate week and month anticipated for each submittal. d. Indicate “Priority” submittals where review time can impact Contractor’s

schedule. 1) “Priority” indication will not alter review times specified in Section

01330 - Submittal Procedures. 2) Engineer will endeavor to provide early review of “Priority” submittals

where possible. 3. Submittal of Final Schedule of Submittals shall be a condition precedent to

Owner making progress payments after the first 90 calendar days after Notice to Proceed.

D. Provide updated Schedule of Submittals with updated schedules if schedule revisions change listing and timing of submittals.

1.20 COMMISSIONING AND PROCESS START-UP SCHEDULE SUBMITTAL

A. Proposed Commissioning and Process Start-up Schedule: 1. Due date: As specified in Section 01756 - Commissioning.


2. Schedule requirements: As specified in Section 01756 - Commissioning. 3. Engineer response due within 20 calendar days of receipt. 4. Contractor responsible for updating schedule and resubmitting within

10 calendar days of receipt of Engineer and Owner comments.

B. The Commissioning and Process Start-up Schedule may not be combined with the Detailed Schedule until Engineer acceptance of the Proposed Commissioning and Process Start-up Schedule.

C. Commissioning and Process Start-up Schedule monthly update requirements: 1. Highlight percentages of completion, actual start and finish dates, and

remaining durations, as applicable. 2. Include activities not previously included in the previously accepted detail work

plan Commissioning and Process Start-up Schedule. 3. Change Order required for any change to contractual dates. 4. Reviews of these submittals by Engineer will not be construed to constitute

acceptance within the time frames, durations, or sequence of work for each added activity.

1.21 FINAL SCHEDULE SUBMITTAL

A. The final Schedule Update becomes the As-Built Schedule. 1. The As-Built Schedule reflects the exact manner in which the project was

constructed by reflecting actual start and completion dates for all activities accomplished on the project.

2. Contractor’s Project Manager and scheduler sign and certify the As-Built Schedule as being an accurate record of the way the project was actually constructed.

B. Retainage will not be released until final Schedule Update is provided.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01329

SAFETY PLAN

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Development and maintenance of a Construction Safety Plan.

1.02 REFERENCES

A. National Fire Protection Association (NFPA): 1. 70E - Standard for Electrical Safety in the Workplace.

B. Occupational Safety and Health Administration (OSHA).

1.03 CONSTRUCTION SAFETY PLAN

A. Detail the Methods and Procedures to comply with NFPA 70E, Federal, and Local Health and Safety Laws, Rules and Requirements for the duration of the Contract Times. Methods and procedures must also comply with the Owner’s Safety Plan. Include the following: 1. Identification of the Certified or Licensed Safety Consultant who will prepare,

initiate, maintain and supervise safety programs, and procedures. 2. Procedures for providing workers with an awareness of safety and health

hazards expected to be encountered in the course of construction. 3. Safety equipment appropriate to the safety and health hazards expected to be

encountered during construction. Include warning devices, barricades, safety equipment in public right-of-way and protected areas, safety equipment used in multi-level structures, personal protective equipment (PPE) as required by NFPA 70E.

4. Methods for minimizing employees' exposure to safety and health hazards expected during construction.

5. Procedures for reporting safety or health hazards. 6. Procedures to follow to correct a recognized safety and health hazard. 7. Procedures for investigation of accidents, injuries, illnesses, and unusual

events that have occurred at the construction site. 8. Periodic and scheduled inspections of general work areas and specific

workstations. 9. Training for employees and workers at the jobsite. 10. Methods of communication of safe working conditions, work practices and

required personal protection equipment. 11. Provision of a site specific emergency action and evaluation plan. 12. Verify safety plan includes reference to and compliance with latest Owner

safety policies.

B. Assume sole responsibility for every aspect of Health and Safety on the jobsite, including the health and safety of subcontractors, suppliers, and other persons on the jobsite:


1. Forward available information and reports to the Safety Consultant who shall make the necessary recommendations concerning worker health and safety at the jobsite.

2. Employ additional health and safety measures specified by the Safety Consultant, as necessary, for workers in accordance with OSHA guidelines.

C. Transmit to Owner and Engineer copies of reports and other documents related to accidents or injuries encountered during construction.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01330

SUBMITTAL PROCEDURES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Requirements and procedures for submittals, including but not limited to requirements and procedures for submitting Shop Drawings, Product Data, Samples, other submittals relating to products, and as specified in individual sections.

1.02 REFERENCES

A. NSF International: 1. NSF 61 - Drinking Water System Components – Health Effects.

1.03 DEFINITIONS

A. Certificates: Describe certificates that document affirmations by the Contractor or other entity that the work is in accordance with the Contract Documents.

B. Extra stock materials: Describe extra stock materials to be provided for the Owner's use in facility operation and maintenance.

C. Maintenance material submittals: Use this article to categorize maintenance materials submittals requiring no Engineer action other than confirmation of receipt under an explanatory heading.

D. Manufacturer's instructions: Instructions, stipulations, directions, and recommendations issued in printed form by the manufacturer of a product addressing handling, installation, erection, and application of the product; manufacturer's instructions are not prepared especially for the Work.

E. Product data: Product data usually consists of manufacturers' printed data sheets or catalog pages illustrating the products to be incorporated into the project.

F. Samples: Samples are full-size actual products intended to illustrate the products to be incorporated into the project. Sample submittals are often necessary for such characteristics as colors, textures, and other appearance issues.

G. Spare parts: Describe spare parts necessary for the Owner's use in facility operation and maintenance; identify the type and quantity here, but include the actual characteristics of the spare parts in Product as part of the specification of the product.

H. Shop drawings: Shop drawings are prepared specifically for the project to illustrate details, dimensions, and other data necessary for satisfactory fabrication or construction that are not shown in the contract documents. Shop drawings could include graphic line-type drawings, single-line diagrams, or schedules and lists of products and their application.


I. Submittals: Submittals are samples, product data, shop drawings, and others that demonstrate how Contractor intends to conform with the Contract Documents.

J. Tools: Tools are generally defined as items such as special wrenches, gauges, circuit setters, and other similar devices required for the proper operation or maintenance of a system that would not normally be in the Owner's tool kit.

1.04 GENERAL INSTRUCTIONS

A. Certification: Contractor is responsible to determine and verify all field measurements, field construction criteria, materials, dimensions, catalog numbers and similar data, and check and coordinate each item with other applicable approved shop drawings and all Contract requirements.

B. Provide submittals that are specified or reasonably required for construction, operation, and maintenance of the Work.

C. Where multiple submittals are required, provide a separate submittal for each specification section. 1. In order to expedite construction, the Contractor may make more than

1 submittal per specification section, but a single submittal may not cover more than 1 specification section: a. The only exception to this requirement is when 1 specification section

covers the requirements for a component of equipment specified in another section.

b. For example, circuit breakers are a component of switchgear. The switchgear submittal must also contain data for the associated circuit breakers, even though they are covered in a different specification section.

D. Edit submittals so that the submittal specifically applies to only the equipment furnished.

E. Neatly cross out all extraneous text, options, models, etc. that do not apply to the equipment being furnished, so that the information remaining is only applicable to the equipment being furnished.

F. Prepare submittals in the English language. Do not include information in other languages.

G. Present measurements in customary American units (feet, inches, pounds, etc.).

H. Must be clear and legible, and of sufficient size for presentation of information.

I. Minimum page size will be 8 1/2 inches by 11 inches: 1. Maximum page size will be 11 inches by 17 inches.

J. Show dimensions, construction details, wiring diagrams, controls, manufacturers, catalog numbers, and all other pertinent details.

K. Provide submittal information from only 1 manufacturer for a specified product. Submittals with multiple manufacturers for 1 product will be rejected without review.


1.05 SUBMITTAL ORGANIZATION

A. Organize submittals in exactly the same order as the items are referenced, listed, and/or organized in the specification section.

B. For submittals that cover multiple devices used in different areas under the same specification section, the submittal for the individual devices must list the area where the device is used.

C. Bookmarks: 1. Bookmarks shall match the table of contents. 2. Bookmark each section (tab) and heading. 3. Drawings: Bookmark at a minimum, each discipline, area designation, or

appropriate division. 4. At file opening, display all levels of bookmarks as expanded.

D. Thumbnails optimized for fast web viewing.

E. Attachments: 1. Specification section: Include with each submittal a copy of the relevant

specification section. a. Indicate in the left margin, next to each pertinent paragraph, either

compliance with a check (√) or deviation with a consecutive number (1, 2, 3).

b. Provide a list of all numbered deviations with a clear explanation and reason for the deviation.

2. Drawings: Include with each submittal a copy of the relevant Drawing, including relevant addendum updates. a. Indicate either compliance with a check (√) or deviation with a consecutive

number (1, 2, 3). b. Provide a list of all numbered deviations with a clear explanation and

reason for the deviation. c. Provide field dimensions and relationship to adjacent or critical features of

the Work or materials.

F. Contractor: Prepare submittal information in sufficient detail to show compliance with specified requirements. 1. Determine and verify quantities, field dimensions, product dimensions,

specified design and performance criteria, materials, catalog numbers, and similar data.

2. Coordinate submittal with other submittals and with the requirements of the Contract Documents.

3. Check, verify, and revise submittals as necessary to bring them into conformance with Contract Documents and actual field conditions.

4. All submittals, regardless of origin, shall be approved by Contractor and clearly identified with the name and number of this Contract, Contractor's name, and references to applicable specification paragraphs and Contract Drawings. Each copy of all submittals, regardless of origin, shall be stamped or affixed with an approval statement of Contractor. Each submittal shall indicate the intended use of the item in the Work. When catalog pages are submitted, applicable items shall be clearly identified and inapplicable data crossed out. The current revision, issue number, and date shall be indicated on all drawings and other descriptive data.


5. Contractor shall be solely responsible for the completeness of each submittal. Contractor's stamp or affixed approval statement of a submittal is a representation to the Owner and Engineer that Contractor accepts sole responsibility for determining and verifying all quantities, dimensions, field construction criteria, materials, catalog numbers, and similar data, and that Contractor has reviewed and coordinated each submittal with the requirements of the Work and the Contract Documents.

6. All deviations from the Contract Documents shall be identified as deviations on each submittal and shall be tabulated in Contractor's letter of transmittal. Deviations from the Contract Documents represented in submittals shall be accompanied by a request for substitution for each deviation. Such submittals shall, as pertinent to the deviation, indicate essential details of all changes proposed by Contractor (including modifications to other facilities that may be a result of the deviation) and all required piping and wiring diagrams.

7. Engineer will not accept submittals from anyone but Contractor. Submittals shall be consecutively numbered in direct sequence of submittal and without division by subcontracts or trades.

1.06 SUBMITTAL METHOD AND FORMAT

A. Submittal numbering and electronic format. 1. Submittal numbering shall begin with a simple numeric chronology starting

with the number (1) and continuing; followed by the specification section being submitted on; the sub-item number being submitted, the resubmittal number; and a brief description of the submittal. Refer to the following example: a. 1 – 03300 – 2 – 0 – Concrete Admixtures. b. In this case the (1) represents the simple numeric chronology, 03300

represents the specification section being submitted on, (2) represents the section sub-item being submitted on, (0) being the resubmittal number, finishing with the simple description.

2. The CONTRACTOR will provide a complete list of submittals required under the provisions of the plans and specifications. The list will be submitted using the preceding number formatting, and will be reviewed by the OWNER and ENGINEER.

3. All submittals must follow this convention. Any submittal that is made with the improper designation will not be reviewed. It will be returned to the CONTRACTOR marked incomplete.

4. The CONTRACTOR will be responsible to provide monthly updates to the submittal list, unless there is an addition or change to the list. If there is a change or addition to the list, the CONTRACTOR will provide have 2 business days to provide an updated list.

5. Submittals shall be submitted by email in Adobe Acrobat’s Portable Document Format (PDF) electronic format unless individual specifications indicate a hard copy requirement, in which case both hard copy and electronic will be necessary. Email submittals will have the following requirements: a. Email submittals will be directed to the designated representative of the

Engineer of Record; all correspondence will be cc’d to the OWNER’S Construction Administrator;

b. All emails will include “Lagoons 5-8” initially in the subject line, followed by the submittal number, and a brief description;

c. PDF submittals will be (1) single file, with the content ordered appropriately, and named according to the agreed upon submittal list;


d. PDF files will not exceed 5MB. Files that are larger than 5MB can be broken into multiple files of a quantity that will allow each file to be smaller than 5MB, with the stipulation that each file will be named according to the agreed upon convention with the addition of the designation (1 of 2), (2 of 2), at the end of the file name as is necessary.

1.07 SUBMITTAL PROCEDURE

A. Engineer: Review submittal and provide response: 1. Review description:

a. Engineer will be entitled to rely upon the accuracy or completeness of designs, calculations, or certifications made by licensed professionals accompanying a particular submittal whether or not a stamp or seal is required by Contract Documents or Laws and Regulations.

b. Engineer's review of submittals shall not release Contractor from Contractor's responsibility for performance of requirements of Contract Documents. Neither shall Engineer's review release Contractor from fulfilling purpose of installation nor from Contractor's liability to replace defective work.

c. Engineer's review of shop drawings, samples, or test procedures will be only for conformance with design concepts and for compliance with information given in Contract Documents.

d. Engineer's review does not extend to: 1) Accuracy of dimensions, quantities, or performance of equipment

and systems designed by Contractor. 2) Contractor's means, methods, techniques, sequences, or procedures

except when specified, indicated on the Drawings, or required by Contract Documents.

3) Safety precautions or programs related to safety which shall remain the sole responsibility of the Contractor.

e. Engineer can Approve or Not Approve any exception at their sole discretion.

2. Review timeframe: a. Except as may be provided in technical specifications, a submittal will be

returned within 21 days. b. When a submittal cannot be returned within the specified period, Engineer

will, within a reasonable time after receipt of the submittal, give notice of the date by which that submittal will be returned.

c. Engineer’s acceptance of progress schedule containing submittal review times less than those specified or agreed to in writing by Engineer will not constitute Engineer’s acceptance of review times.

d. Critical submittals: 1) Contractor will notify Engineer in writing that timely review of a

submittal is critical to the progress of Work. 3. Schedule delays:

a. No adjustment of Contract Times or Contract Price will be allowed due to Engineer’s review of submittals, unless all of the following criteria are met: 1) Engineer has failed to review and return first submission within the

agreed upon time frame. 2) Contractor demonstrates that delay in progress of Work is directly

attributable to Engineer’s failure to return submittal within time indicated and accepted by Engineer.


4. Review response will be returned to Contractor with one of the following dispositions: a. Approved:

1) No Exceptions: a) There are no notations or comments on the submittal and the

Contractor may release the equipment for production. 2) Make Corrections Noted - See Comments:

a) The Contractor may proceed with the work, however, all notations and comments must be incorporated into the final product.

b) Resubmittal not required. 3) Make Corrections Noted - Confirm:

a) The Contractor may proceed with the work, however, all notations and comments must be incorporated into the final product.

b) Submit confirmation specifically addressing each notation or comment to the Engineer within 15 calendar days of the date of the Engineer’s transmittal requiring the confirmation.

b. Not approved: 1) Correct and resubmit:

a) Contractor may not proceed with the work described in the submittal.

b) Contractor assumes responsibility for proceeding without approval.

c) Resubmittal of complete submittal package is required within 30 calendar days of the date of the Engineer’s submittal review response.

2) Rejected - See Remarks: a) Contractor may not proceed with the work described in the

submittal. b) The submittal does not meet the intent of the Contract

Documents. Resubmittal of complete submittal package is required with materials, equipment, methods, etc. that meet the requirements of the Contract Documents.

c. Receipt acknowledged - Filed for record: 1) This is used in acknowledging receipt of informational submittals that

address means and methods of construction such as schedules and work plans, conformance test reports, health and safety plans, etc.

d. Receipt acknowledged with comments - Resubmit: 1) This is used in acknowledging receipt of informational submittals that

address means and methods of construction such as schedules and work plans, conformance test reports, health and safety plans, etc. Feedback regarding missing information, conflicting information, or other information that makes it incomplete can be made with comments.

B. Contractor: Prepare resubmittal, if applicable: 1. Clearly identify each correction or change made. 2. Include a response in writing to each of the Engineer’s comments or questions

for submittal packages that are resubmitted in the order that the comments or questions were presented throughout the submittal and numbered consistent with the Engineer’s numbering. a. Acceptable responses to Engineer’s comments are listed below:


1) “Incorporated” Engineer’s comment or change is accepted and appropriate changes are made.

2) “Response” Engineer’s comment not incorporated. Explain why comment is not accepted or requested change is not made. Explain how requirement will be satisfied in lieu of comment or change requested by Engineer.

b. Reviews and resubmittals: 1) Contractor shall provide resubmittals which include responses to all

submittal review comments separately and at a level of detail commensurate with each comment.

2) Contractor responses shall indicate how the Contractor resolved the issue pertaining to each review comment. Responses such as “acknowledged” or “noted” are not acceptable.

3) Resubmittals which do not comply with this requirement may be rejected and returned without review.

4) Contractor shall be allowed no extensions of any kind to any part of their contract due to the rejection of non-compliant submittals.

5) Submittal review comments not addressed by the Contractor in resubmittals shall continue to apply whether restated or not in subsequent reviews until adequately addressed by the Contractor to the satisfaction of the reviewing and approving authority.

c. Any resubmittal that does not contain responses to the Engineer’s previous comments shall be returned for Revision and Resubmittal. No further review by the Engineer will be performed until a response for previous comments has been received.

3. Resubmittal timeframe: a. Contractor shall provide resubmittal within 30 days. b. When a resubmittal cannot be returned within the specified period,

Contractor shall notify Engineer in writing. 4. Review costs:

a. Costs incurred by Owner as a result of additional reviews of a particular submittal after the second time it has been reviewed shall be borne by Contractor.

b. Reimbursement to Owner will be made by deducting such costs from Contractor's subsequent progress payments.

1.08 SHOP DRAWINGS

A. Contractor to field verify elevation, coordinates, and pipe material for pipe tie-in to pipeline or structure prior to the preparation of shop drawings.

B. Details: 1. Fabrication drawings: Drawn to scale and dimensioned. 2. Front, side, and, rear elevations, and top and bottom views, showing all

dimensions. 3. Locations of conduit entrances and access plates. 4. Component layout and identification. 5. Weight. 6. Finish. 7. Temperature limitations, as applicable. 8. Nameplate information.


C. Minor or incidental products and equipment schedules: 1. Details:

a. Shop Drawings of minor or incidental fabricated products will not be required, unless requested.

b. Submit tabulated lists of minor or incidental products showing the names of the manufacturers and catalog numbers, with Product Data and Samples as required to determine acceptability.

1.09 PRODUCT DATA

A. Details: 1. Supplier name and address. 2. Subcontractor name and address.

B. Include: 1. Catalog cuts. 2. Bulletins. 3. Brochures. 4. Manufacturer’s Certificate of Compliance: Signed by product manufacturer

along with supporting reference data, affidavits, and tests, as appropriate. 5. Manufacturer’s printed recommendations for installation of equipment. 6. Quality photocopies of applicable pages from manufacturer’s documents.

C. Motor Data Sheet: 1. Provide completed Motor Data Sheet as specified in Section 16222 - Low

Voltage Motors Up to 500 Horsepower, for every motor furnished as part of the associated equipment submittal.

D. Test reports including the following information: 1. Test description. 2. List of equipment used. 3. Name of the person conducting the test. 4. Date and time the test was conducted. 5. Ambient temperature and weather conditions. 6. All raw data collected. 7. Calculated results. 8. Clear statement if the test passed or failed the requirements stated in Contract

Documents. 9. Signature of the person responsible for the test.

E. Certificates: 1. As specified in technical sections. 2. For products that will be in contact with potable water, submit evidence from a

nationally recognized laboratory that the products comply with the requirements of the NSF 61 standard.

1.10 SAMPLES

A. Details: 1. Submit labeled samples where indicated. 2. Samples will not be returned. 3. Provide samples from manufacturer’s standard colors, materials, products, or

equipment lines.


a. Clearly label samples to indicate any that represent non-standard colors, materials, products, or equipment lines and that if selected, will require an increase in Contract Time or Contract Price.

4. Provide number of sample submittals as below: a. Total: 2 minimum.

1) Owner: 1. 2) Engineer: 1. 3) Contractor: None.

B. Field samples: 1. As specified in technical sections.

1.11 DESIGN CALCULATIONS

A. Defined in technical sections: 1. Calculations must bear the original seal and signature of a Professional

Engineer licensed in the state where the project is located and who provided responsible charge for the design.

1.12 SCHEDULES

A. Progress schedules: As specified in Section 01324B - Progress Schedules and Reports. 1. Each schedule submittal specified in these Contract Documents shall be

submitted as a native backed-up file (.mpp) of the scheduling program as specified in Section 01324B - Progress Schedules and Reports.

2. The schedule and all required reports shall also be submitted as a PDF file. 3. Schedule of values: As specified in Section 01292 - Schedule of Values. 4. Schedule of submittals: As specified in Section 01324B - Progress Schedules

and Reports.

A. Progress reports and quantity charts: 1. As specified in Section 01324B - Progress Schedules and Reports.

1.13 REQUESTS FOR SUBSTITUTIONS (RFS)

A. As specified in Section 01600 - Product Requirements.

1.14 REQUESTS FOR INFORMATION (RFI)

A. As specified in Section 01260 - Contract Modification Procedures.

1.15 CONTRACTOR’S PROFESSIONAL ENGINEER (P.E.) CERTIFICATION FORM

A. Submit a completed Contractor’s P.E. Certification Form, provided in this Section, to comply with technical sections requirement for a professional engineer’s certification from an engineer licensed in the state the project is located.

1.16 CLOSEOUT SUBMITTALS

A. Provide closeout submittals as specified in Section 01770 - Closeout Procedures.

B. Operation and Maintenance Manuals: final documents shall be submitted as specified in Section 01782 - Operation and Maintenance Data.


C. Extra materials, spare parts, etc.: Submittal forms shall indicate when actual materials are submitted.


PART 3 EXECUTION Not Used.

END OF SECTION


APPENDIX A

CONTRACTOR’S P.E. CERTIFICATION FORM


DOCUMENT 01330 CONTRACTOR’S P.E. CERTIFICATION FORM

Owner: Date:

Contractor: Registration State:

Project Name: Project No.:

Responsibilities:

Spec Section:

Statement of Certification

The undersigned hereby certifies that he/she is a professional engineer registered in the State of and that he/she has been employed by

The undersigned further certifies that he/she has performed the said design in conformance with all applicable local, state, and federal codes, rules, and regulations; and, that his/her signature and P.E. stamp have been affixed to all calculation and drawings used in, and resulting from, the design.

The undersigned hereby agrees to make all original design drawings and calculations available to:

(Name of Owner, or Owner’s representative within 7 days of receiving a written request by the Owner.)

Prof. Engineer Signature: Date:

Printed Name: Company Name:

Contractor’s Signature: Date:

Printed Name:


APPENDIX B

CONTRACTOR SUBMITTAL TRANSMITTAL FORM


DOCUMENT 01330 CONTRACTOR SUBMITTAL TRANSMITTAL FORM

Owner: Date:


Project Name: Submittal Number:

Submittal Title:

To:

From:

Specification No. and Subject of Submittal / Equipment Supplier

Spec No.: Subject:

Authored By: Date Submitted:

Submittal Certification

Check Either (A) or (B):

(A) We have verified that the equipment or material contained in this submittal meets all the requirements specified in the project manual or shown on the contract drawings with no exceptions.

(B) We have verified that the equipment or material contained in this submittal meets all the requirements specified in the project manual or shown on the contract drawings except for the deviations listed.

Certification Statement: By this submittal, I hereby represent that I have determined and verified all field measurements, field construction criteria, materials, dimensions, catalog numbers and similar data, and I have checked and coordinated each item with other applicable approved shop drawings and all Contract requirements.

General Contractor’s Reviewer’s Signature:

Printed Name:

In the event, Contractor believes the Submittal response does or will cause a change to the requirements of the Contract, Contractor shall immediately give written notice stating that Contractor considers the response to be a Change Order.

Firm: Signature: Date Returned:

PM/CM Office Use

Date Received GC to PM/CM:

Date Received PM/CM to Reviewer:

Date Received Reviewer to PM/CM:

Date Sent PM/CM to GC:


SECTION 01353

SPECIAL PROCEDURES FOR LOCATING AND VERIFYING CONCEALED EXISTING UTILITIES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Special procedures for locating and verifying concealed existing utilities.

1.02 CONCEALED EXISTING UTILITIES

A. Verify locations of utilities which may exist by consulting with the Owner, utility companies, and Blue Stake or Underground Services Alert (USA) or other service available in area of Project: 1. Abide by easement and right-of-way restrictions.

B. A private locate service is required to identify utilities located within Medford Water Commission property. This is required in addition to public utility locates within the right-of-way.

C. Perform exploratory vacuum excavation potholing, as necessary to more accurately identify location, depth, configuration, and utility service in congested utility areas prior to preparation of shop drawings and subsequent excavation. 1. Potholing shall be backfilled immediately after purpose has been satisfied and

the surface restored and maintained in a manner satisfactory to Engineer. 2. Adjustments in construction methods shall be made to accommodate utility

location information gained from potholing as necessary to protect existing utilities and maintain plant in operations.

3. Note that installation of all underground yard piping and utilities in this project are considered to be installed in congested utility areas.

4. Some variation from the conditions indicated on the Drawings is to be expected.

D. Notify the Owner, owners of facilities when the Work will be in progress.

E. Assume responsibility for repair of utilities and facilities damaged by performance of the Work.

F. Work required for raising, lowering, or relocating utilities not indicated will be performed by affected utility owners or as part of the Work at option of affected owners of utilities: 1. When part of the Work, perform work in accordance with standards of affected

utility owner, and adjustment to Contract Price and Contract Times will be made as stipulated in conditions of Contract.


PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION

August 2019 - BID 01355A-1 11397A10 pw://Carollo/Documents/Client/OR/Medford Water Commission/11397A10/Specifications/01355A (Bid)

SECTION 01355A

STORMWATER POLLUTION PREVENTION

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Requirements for the preparation and implementation of the Stormwater

Pollution Prevention Plan (SWPPP) for the Contractor's construction activities.

B. Contractor shall be responsible for taking the proper actions to prevent contaminants and sediments from entering off-site water bodies, groundwater, or storm sewer drainage system.

1.02 REFERENCES

A. National Pollutant Discharge Elimination System (NPDES).

B. United States Code of Federal Regulation (CFR): 1. 40 - Protection of Environmental:

a. 117 - Determination of reportable quantities for hazardous substance. b. 302 - Designation, reportable quantities, and notification.

1.03 SUBMITTALS

A. Stormwater Pollution Prevention Plan: 1. Prepare and submit a site-specific Stormwater Pollution Prevention Plan

(SWPPP) in accordance with the General Construction Activity Stormwater Permit to the Owner for reference.

2. Prepare and submit a monitoring program and reporting plan in accordance with the General Construction Activity Stormwater Permit to the Owner for reference.

1.04 GENERAL REQUIREMENTS

A. The owner has procured 1200-C Permit for use on this project. The permit is included in the Contract Documents as an Appendix.

B. The Contractor shall prepare an updated Erosion and Sediment Control Plan (ESCP) as described herein and Section 02340 – Erosion Prevention and Sediment Control. The purpose of the Erosion and Sediment Control Plan (ESCP) is to improve water quality by reducing pollutants in stormwater discharges and soil erosion from the construction site. The Contract Drawings include a general site ESCP. The Contractor shall use this ESCP as a base and modify as required to fulfill all permit requirements. Measures shown on the ESCP in the Contract Documents are a minimum. CONTRACTOR’S ESCP shall incorporate additional measures as required to meet 1200-C permit requirements at no additional cost to the Owner.


C. The 1200-C permit will be transferred to the CONTRACTOR and the CONTRACTOR will be responsible for compliance with all of the permit requirements and the day-to-day implementation of the ESCP and 1200 C permit requirements.

D. Before the Preconstruction Conference, the CONTRACTOR shall submit a completed 1200-C Name Change and Permit Transfer Application to DEQ Northwest Region.

E. Upon completion of all excavation, structural and landscaping work, the CONTRACTOR shall submit Notice of Termination Application for NPDES General Permit to Discharge Strom Water Associated with Construction Activity to DEQ Northwest Region.

F. The CONTRACTOR shall have sole responsibility for the implementation of the Contractors modified ESCP and 1200 C permit requirements.

G. Contractor shall comply with all requirements of Section 02340 Erosion Protection and Sediment Control as well as this section.

H. Contactor shall include and implement provisions to avoid and address any unforeseen circumstances and prevent contaminants and sediments from entering off-site water bodies, groundwater, or storm sewer drainage system. The Contractor shall take immediate action if directed by the Engineer, or if the Contractor observes contaminants and/or sediments leaving the site.

I. Supplemental Forms 1. The following forms are required to be filled out by the Contractor and are

available from the Oregon Department of Environmental Quality website. a. Notice of Termination for NPDES General Permit to Discharge Storm

Water Associated with Construction Activity. b. Name Change and/or Permit Transfer for NPDES or WPCF Permit.

2. Contractor shall submit forms as indicated in the forms instructions.

1.05 REGULATORY REQUIREMENTS

A. Contractor shall comply with the State of Oregon, county, city and other local agency requirements regarding stormwater discharges and management.

B. Oregon Department of Transportation – Standard Specification Section 00280 – Erosion Control and 00290 – Environmental Protection.

C. All authorizations, prohibitions, limitations, and permit conditions of the General Permit.

D. Contractor shall not begin any construction work until the General Construction Activity Stormwater Permit has been received.

E. Contractor shall comply with the following prohibitions and limitations, which are contained in the Stormwater Permit: 1. Discharge prohibitions:


a. Discharges of materials other than stormwater, which are not otherwise regulated by a NPDES permit, to a separate stormwater sewer system or water of the nation are prohibited.

b. Stormwater discharges shall not cause or threaten to cause pollution, contamination (including sediment), or nuisance.

c. Stormwater discharges regulated by this general permit shall not contain a hazardous substance equal to or in excess of a reportable quantity listed in 40 CFR 117 and 40 CFR 302.

2. Receiving water limitations: a. Stormwater discharges to any surface or groundwater shall not adversely

impact human health or the environment.

F. Requirements: 1. Comply with Jackson County stormwater pollution prevention requirements

including the Rogue Valley Stormwater Quality Design Manual (January, 2018).

1.06 STORMWATER POLLUTION PREVENTION PLAN IMPLEMENTATION

A. Contractor shall implement all activities required by the General Permit and as detailed in the Stormwater Pollution Prevention Plan, Monitoring Program, and Reporting Plan.

B. Contractor shall utilize Best Management Practices (BMPs) to manage and prevent stormwater pollution. BMPs are measures or practices used to reduce the amount of pollution entering surface water. BMPs may take the form of a process, activity, or physical structure. Some BMPs are simple and can be put into place immediately, while others are more complicated and require extensive planning or space. They may be inexpensive or costly to implement. No additional compensation shall be made for implementation of BMPs.

1.07 NON-STORMWATER MANAGEMENT

A. Stormwater Pollution Prevention Plan shall discuss any non-stormwater sources (i.e., landscaping irrigation, pipe flushing, street washing, and dewatering). In addition, the Plan shall include standard observation measures and best management practices, including best available technologies economically achievable and best conventional pollutant control technologies that are to be implemented in order to reduce the pollutant loading to the waters.

1.08 AMENDMENTS

A. Contractor shall amend the Stormwater Pollution Prevention Plan, Monitoring Program, and Reporting Plan whenever there is a change in construction or operations which may affect the discharge of pollutants to stormwater.

B. The Stormwater Pollution Prevention Plan shall also be amended if it is in violation of any conditions of the general permit or has not achieved the general objective of reducing pollutants in stormwater discharges.

C. All amendments shall be completed at no additional cost to the Owner.


1.09 NOTICE OF TERMINATION

A. Contractor shall provide all necessary information for the completion of a Notice of Termination (NOT) upon completion of all construction activities (refer to Section C of the General Construction Activity Stormwater Permit for general requirements). Upon review of the information submitted, the LRP will certify and submit the NOT via SMARTS.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION


A. Nonhazardous material/waste management: 1. Designated area: The Contractor shall propose designated areas of the project

site, for approval by the Engineer, suitable for material delivery, storage, and waste collection that, to the maximum extent practicable, are near construction entrances and away from catch basins, gutters, drainage courses, and creeks.

2. Granular material: a. Contractor shall store granular material at least 50 feet away from catch

basin and curb returns. b. Contractor shall not allow granular material to enter storm drains, creeks,

or rivers. c. When rain is forecast within 24 hours or during wet weather, the Engineer

may require the Contractor to cover granular material with a tarpaulin and to surround the material with sand bags. 1) All stockpiles are required to be protected immediately if they are not

scheduled to be used within 14 days. 3. Dust control: The Contractor shall use reclaimed water to control dust on a

daily basis or as directed by the Construction Manager. 4. Street sweeping and vacuuming:

a. At the end of each working day or as directed by the Engineer, the Contractor shall clean and sweep roadways and on-site paved areas of all materials attributed to or involved in the work.

b. Contractor shall not use water to flush down streets in place of street sweeping.

c. Additionally, the Contractor shall not use kick brooms or sweeper attachments.

B. Spill prevention and control: 1. Contractor shall keep a stockpile of spill cleanup materials, such as rags or

absorbents, readily accessible on-site. 2. Contractor shall immediately contain and prevent leaks and spills from

entering storm drains, and properly clean up and dispose of the waste and cleanup materials. a. If the waste is hazardous, the Contractor shall dispose of hazardous

waste only at authorized and permitted treatment, storage, and disposal facilities, and use only licensed hazardous waste haulers to remove the waste off-site, unless quantities to be transported are below applicable


threshold limits for transportation specified in State and Federal regulations.

3. Contractor shall not wash any spilled material into streets, gutters, storm drains, creeks, or rivers and shall not bury spilled hazardous materials.

4. Contractor shall immediately report any hazardous materials spill to the Owner and Engineer for reporting to all applicable regulatory agencies.

C. Vehicle/equipment cleaning: 1. Contractor shall not perform vehicle or equipment cleaning on-site or in the

street using soaps, solvents, degreasers, steam cleaning equipment, or equivalent methods.

2. Contractor shall perform vehicle or equipment cleaning, with water only, in a designated, bermed area that will not allow rinse water to run off-site or into streets, gutters, storm drains, creeks, or rivers.

D. Vehicle/equipment maintenance and fueling: 1. Contractor shall perform maintenance and fueling of vehicles or equipment in

designated, bermed area(s) or over a drip pan that will not allow run-on of stormwater or runoff of spills.

2. Contractor shall use secondary containment, such as a drip pan, to catch leaks or spills any time that vehicle or equipment fluids are dispensed, changed, or poured.

3. Contractor shall keep a stockpile of spill cleanup materials, such as rags or absorbents, readily accessible on-site.

4. Contractor shall clean up leaks and spills of vehicle or equipment fluids immediately and dispose of the waste and cleanup materials as hazardous waste, as described in section "Spill prevention and control" above.

5. Contractor shall not wash any spilled material into streets, gutters, storm drains, creeks, or rivers and shall not bury spilled hazardous materials.

6. Contractor shall report any hazardous materials spill to the Owner and Engineer and all applicable regulatory agencies.

7. Contractor shall inspect vehicles and equipment arriving on-site for leaking fluids and shall promptly repair leaking vehicles and equipment. Drip pans shall be used to catch leaks until repairs are made.

8. Contractor shall recycle waste oil and antifreeze, to the maximum extent practicable.

9. The Contractor shall comply with Federal, State, and City requirements for aboveground storage tanks.

3.02 SPECIFIC REQUIREMENTS

A. Paving operations: 1. Project site management:

a. When rain is forecast within 24 hours or during wet weather, the Engineer may prevent the Contractor from paving.

b. Engineer may direct the Contractor to protect drainage courses by using control measures, such as earth dike, straw bale, and sand bag, to divert runoff or trap and filter sediment in addition to those already shown on the construction plan sheets.

c. Contractor shall place drip pans or absorbent material under paving equipment when not in use.


d. Contractor shall cover catch basins and manholes when paving or applying seal coat, tack coat, slurry seal, or fog seal.

e. If the paving operation includes an on-site mixing plant, the Contractor shall comply with applicable Federal, State, and local General Industrial Activities Stormwater Permit requirements.

2. Paving waste management: a. Contractor shall not sweep or wash down excess sand (placed as part of

a sand seal or to absorb excess oil) into gutters, storm drains, or creeks. 1) Instead, the Contractor shall either collect the sand and return it to

the stockpile, or dispose of it in a trash container. b. Contractor shall not use water to wash down fresh asphalt concrete

pavement.

B. Saw cutting: 1. During saw cutting, Contractor shall cover or barricade catch basins using

control measures, such as filter fabric, straw bales, sand bags, and fine gravel dams, to keep slurry out of the storm drain system. When protecting a catch basin, the Contractor shall ensure that the entire opening is covered.

2. Contractor shall vacuum saw cut slurry and pick up the waste prior to moving to the next location or at the end of each working day, whichever is sooner.

3. If saw cut slurry enters catch basins, the Contractor shall remove the slurry from the storm drain system immediately.

C. Concrete, grout, and mortar waste management: 1. Material management: Contractor shall store concrete, grout, and mortar away

from drainage areas and ensure that these materials do not enter the storm drain system.

2. Concrete truck/equipment washout: a. Contractor shall not washout concrete trucks or equipment into streets,

gutters, storm drains, creeks, or rivers. 1) Washout areas should be located at least 50 feet from storm drains,

open ditches, or water bodies. b. Contractor shall perform washout of concrete trucks or equipment in a

designated area. 1) Washout site should be lined so there is no discharge into the

underlying soil. 3. Exposed aggregate concrete wash water:

a. Contractor shall avoid creating runoff from washing of exposed aggregate concrete. Contractor shall collect and return sweepings from exposed aggregate concrete to a stockpile or dispose of the waste in a trash container.

END OF SECTION


SECTION 01410

REGULATORY REQUIREMENTS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Regulatory authorities and codes.

1.02 AUTHORITIES HAVING JURISDICTION

A. Building Department: Jackson County.

B. Fire Department: Jackson County Fire District No. 3

C. State of Oregon: Oregon Health Authority and Department of Environmental Quality.

D. Regional Stormwater and Sewer: Rogue Valley Sewer Services.

1.03 APPLICABLE CODES

A. International Code Council (ICC). 1. Building code:

a. International Building Code (IBC), 2015. 2. Electrical code:

a. National Fire Protection Association (NFPA), NFPA 70: National Electrical Code (NEC), 2014.

3. Energy code: a. International Energy Conservation Code (IECC), 2015.

4. Fire code: a. International Fire Code (IFC), 2015.

5. Mechanical code: a. International Mechanical Code (IMC), 2015.

6. Plumbing code: a. International Plumbing Code (IPC), 2015.

B. Oregon Department of Consumer and Business Services, Building Codes Division (BCD): 1. Building code:

a. Oregon Structural Specialty Code (OSSC) - 2014. 2. Electrical code:

a. Oregon Electrical Specialty Code (OESC) - 2014. 3. Fire code:

a. Oregon Fire Code (OFC) - 2014. 4. Mechanical code:

a. Oregon Mechanical Specialty Code (OMSC) - 2014. 5. Plumbing code:

a. Oregon Plumbing Specialty Code (OPSC) – 2014.


PART 2 PRODUCTS

Not used

PART 3 EXECUTION

Not used

END OF SECTION


SECTION 01424

ABBREVIATIONS AND ACRONYMS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Abbreviations and meanings.

1.02 INTERPRETATIONS

A. Interpret abbreviations by context in which abbreviations are used.

1.03 ABBREVIATIONS

A. Abbreviations used to identify reference standards:

AA Aluminum Association AABC Associated Air Balance Council AAMA Architectural Aluminum Manufacturers Association AAN American Association of Nurserymen AASHTO American Association of State Highway and Transportation Officials ABC Associated Air Balance Council AATCC American Association of Textile Chemists and Colorists. ABMA American Bearing Manufacturers' Association

(formerly AFBMA, Anti-Friction Bearing Manufacturers' Association) ABPA Acoustical and Board Products Association ACGIH American Conference of Government Industrial Hygienists ACI American Concrete Institute ACIL American Council of Independent Laboratories ADC Air Diffusion Council ABMA American Bearing Manufacturers' Association

(formerly AFBMA, Anti-Friction Bearing Manufacturers' Association) AGA American Gas Association AGC Associated General Contractors AGMA American Gear Manufacturers' Association AHRI Air-Conditioning, Heating, and Refrigeration Institute AI Asphalt Institute AIA American Institute of Architects AIMA Acoustical and Insulating Materials Association AISC American Institute of Steel Construction AISI American Iron and Steel Institute AITC American Institute of Timber Construction AMCA Air Moving and Conditioning Association International, Inc. AMG Arizona Masonry Guild ANSI American National Standards Institute APA American Plywood Association API American Petroleum Institute ASAHC American Society of Architectural Hardware Consultants


ASCE American Society of Civil Engineers ASHRAE American Society of Heating, Refrigeration and Air Conditioning

Engineers ASME American Society of Mechanical Engineers ASTM ASTM International AWI Architectural Woodwork Institute AWPA American Wood Protection Association AWPI American Wood Preservers Institute AWS American Welding Society AWSC American Welding Society Code AWWA American Water Works Association

BHMA Builders Hardware Manufacturers Association BIA Brick Institute of America BSI Building Stone Institute

CFR United States Code of Federal Regulations CLFMI Chain Link Fence Manufacturers Institute CPSC U.S. Consumer Product Safety Commission CRI Carpet and Rug Institute CRSI Concrete Reinforcing Steel Institute CS Commercial Standards CSA CSA International CSI Construction Specifications Institute CTI Ceramic Tile Institute

DHI Door and Hardware Institute

EIFS Exterior Insulation and Finish System EJCDC Engineers Joint Contract Documents Committee EPA United States Environment Protection Agency

FDA Food and Drug Administration FGMA Flat Glass Marketing Association FHWA Federal Highway Administration FIA Factory Insurance Association FM FM (Factory Mutual) Global FS Federal Specifications FTI Facing Tile Institute

GA Gypsum Association HI Hydraulic Institute HMMA Hollow Metal Manufacturers Association

IAPMO International Association of Plumbing and Mechanical Officials ICBO International Conference of Building Officials ICC International Code Council ICEA Insulated Cable Engineer’s Association ICRI International Concrete Repair Institute IEC International Electrotechnical Commission IEEE Institute of Electrical and Electronics Engineers


ISA International Society of Automation ISO International Organization for Standardization JIC Joint Industrial Council

MIA Marble Institute of America ML/SFA Metal Lath/Steel Framing Association MS Military Specifications

NAAMM National Association of Architectural Metal Manufacturers NACE NACE International NAPA National Asphalt Pavement Association NAVFAC Department of the Navy Facilities Engineering Command NBHA National Builders Hardware Association NCMA National Concrete Masonry Association NEBB National Environmental Balancing Bureau NEC National Electrical Code NECA National Electrical Contractors Association NETA InterNational Electrical Testing Association NEMA National Electrical Manufacturers Association NFPA National Fire Protection Association NFPA National Forest Products Association NIOSH National Institute for Occupational Safety and Health NIST National Institute of Standards and Technology NMWIA National Mineral Wool Insulation Association NPCA National Paint and Coatings Association NRCA National Roofing Contractors Association NSF NSF International NTMA National Terrazzo and Mosaic Association NWMA National Woodwork Manufacturer's Association OSHA Occupational Safety and Health Administration

PCA Portland Cement Association PCI Prestressed Concrete Institute PDCA Paint and Decorating Contractors of America PDI Plumbing and Drainage Institute PEI Porcelain Enamel Institute PS Product Standard

RCSC Research Council on Structural Connections RILEM International Union of Testing and Research Laboratories for

Materials and Structures RTI Resilient Tile Institute

SAE SAE International SCPA Structural Clay Products Association SDI Steel Door Institute SIGMA Sealed Insulating Glass Manufacturers Association SJI Steel Joist Institute SMACNA Sheet Metal and Air Conditioning Contractors National Association SSPC Society for Protective Coatings


TABB Testing, Adjusting, and Balancing Bureau TCA Tile Council of America

UL Underwriters Laboratories, Inc. UNS Unified Numbering System USDA United States Department of Agriculture USACE U.S. Army Corps of Engineers USEPA U.S, Environmental Protection Agency

VA Vermiculite Association

WCLA West Coast Lumberman's Association WCLIB West Coast Lumber Inspection Bureau WPA Western Pine Association WPOA Western Plumbing Officials Association WRC Welding Research Council WSCPA Western States Clay Products Association WWPA Western Wood Products Association

B. Abbreviations used in Specifications and Drawings:

a year or years (metric unit) A ampere or amperes am ante meridian (before noon) ac alternating current ac-ft acre-foot or acre-feet atm atmosphere AWG American Wire Gauge

bbl barrel or barrels bd board bhp brake horsepower BIL basic impulse insulation level bil gal billion gallons BOD biochemical oxygen demand Btu British thermal unit or units Btuh British thermal units per hour bu bushel or bushels BV bed volume(s)

C degrees Celsius cal calorie or calories cap capita cd candela or candelas cfm cubic feet per minute Ci curie or curies CIPP Cured-in-Place Pipe cm centimeter or centimeters cmu concrete masonry unit CO carbon monoxide


Co. Company CO2 carbon dioxide COD chemical oxygen demand Corp. Corporation counts/min counts per minute cu cubic cu cm cubic centimeter or centimeters cu ft cubic foot or feet cu ft/day cubic feet per day cu ft/hr cubic feet per hour cu ft/min cubic feet per minute cu ft/sec cubic feet per second cu in cubic inch or inches cu m cubic meter or meters cu yd cubic yard or yards

d day (metric units) day day (English units) db decibels D/d column diameter to particle diameter ratio DB dry bulb (temperature) dc direct current diam diameter DO dissolved oxygen DS dissolved solids

EBCT empty bed contact time EER energy efficiency ratio emf electromotive force

fpm feet per minute F degrees Fahrenheit ft feet or foot fc foot-candle or foot candles ft/day feet per day ft/hr feet per hour ft/min feet per minute ft/sec feet per second

g gram or grams G gravitational force gal gallon or gallons gal/day gallons per day gal/min gallons per minutes gal/sec gallons per second gfd gallons per square foot per day g/L grams per liter gpd gallons per day gpd/ac gallons per day per acre gpd/cap gallons per day per capita gpd/sq ft gallons per day per square foot gph gallons per hour


gpm gallons per minute gpm/sq ft gallons per minute per square foot gps gallons per second g/cm3 grams per cubic centimeter

h hour or hours (metric units) ha hectare or hectares hp high point hp horsepower hp-hr horsepower-hour or horsepower-hours hr hour or hours (English units) Hz hertz

ID inside diameter ihp indicated horsepower Inc. Incorporated inch inch inches inches inches/sec inches per second I/O input/output

J joule or joules JTU Jackson turbidity unit or units

k kips K kelvin K thermal conductivity kA kiloampere kcal kilocalorie or kilocalories kcmil thousand circular mils kg kilogram or kilograms kip kilopound or kilopounds km kilometer or kilometers kN kilonewton or kilonewtons kPa kilopascal or kilopascals ksi kips per square inch kV kilovolt or kilovolts kVA kilovolt-ampere or kilovolt-amperes kW kilowatt or kilowatts kWh kilowatt hour

L liter or liters lb/1000 cu ft pounds per thousand cubic foot lb/acre-ft pounds per acre-foot lb/ac pounds per acre lb/cu ft pounds per cubic foot lb/day/cu ft pounds per day per cubic foot lb/day/acre pounds per day per acre lb/sq ft pounds per square foot L/D Ratio Ratio of filter height to filter media particle diameter lin linear, lineal lin ft linear foot or feet


lm lumen or lumens lmh liters per square meter per hour log logarithm (common) ln logarithm (natural) lx lux

m meter or meters M molar (concentration) mA milliampere or milliamperes max maximum mCi millicurie or millicuries meq milliequivalent meq/mL milliequivalents per milliliter MFBM thousand feet board measure mfr manufacturer mg milligram or milligrams mgd/ac million gallons per day per acre mgd million gallons per day mg/L milligrams per liter mrem millirem F microfarad or microfarads Mil 0.001 inch (used for coating thickness) mile mile mil. gal million gallons miles miles min minimum min minute or minutes MLSS mixed liquor suspended solids MLVSS mixed liquor volatile suspended solids mm millimeter or millimeters mol wt molecular weight mol mole Mpa megapascal or megapascals mph miles per hour MPN most probable number MPT National Pipe Thread, male fitting mR milliroentgen or milliroentgens Mrad megarad or megarads mV millivolt or millivolts MW megawatt or megawatts g/L micrograms per liter m micrometer or micrometers µS/cm microSeimens per centimeter

N newton or newtons N normal (concentration) ND not detected nm nanometer No. number Nos numbers NPT National Pipe Thread NRC noise reduction coefficient


NTU or ntu nephelometric turbidity unit

oc on center OD outside diameter ORP oxidation-reduction potential OT ortho-tolidine OTA ortha-tolidine-arsenite oz ounce or ounces oz/sq ft ounces per square foot Pa pascal or pascals pl plate or property line pm post meridiem (afternoon) ppb parts per billion ppm parts per million ppt parts per thousand pr pair psf/hr pounds per square foot per hour psf pounds per square foot psi pounds per square inch psia pounds per square inch absolute psig pounds per square inch gauge PVC polyvinyl chloride

qt quart or quarts

R radius R roentgen or roentgens rad radiation absorbed dose RH relative humidity rpm revolutions per minute rps revolutions per second

s second (metric units) S Siemens (mho) scfh standard cubic feet per hour scfm standard cubic feet per minute SDI sludge density index or silt density index sec second (English units) SI International System of Units sp static pressure sp gr specific gravity sp ht specific heat sq square cm2 or sq cm square centimeter or centimeters sq ft square feet or foot sq inch square inch sq inches square inches km2 or sq km square kilometer or kilometers m2 or sq m square meter or meters mm2 or sq mm square millimeter or millimeters sq yd square yard or yards


SS suspended solids STC Sound Transmission Class SVI sludge volume index

TDS total dissolved solids TEFC totally enclosed, fan-cooled TKN total Kjeldahl nitrogen TLM median tolerance limit TOC total organic carbon TOD total oxygen demand TOW top of weir TS total solids TSS total suspended solids TVS total volatile solids

U U Factor/U Value U Coefficient of Heat Transfer U heat transfer coefficient UNS Uniform Numbering System US United States

V volt or volts VA volt-ampere or volt-amperes

W watt or watts WB wet bulb wg water gauge wk week or weeks WRT water remediation technologies wt weight

yd yard or yards yr year or years (English unit)

C. Abbreviations used on Drawings: As listed on Drawings or in Specifications.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01450

QUALITY CONTROL

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Quality control and control of installation. 2. Tolerances. 3. References. 4. Mock-up requirements. 5. Authority and duties of Owner’s representative or inspector. 6. Sampling and testing. 7. Testing and inspection services. 8. Contractor’s responsibilities.

1.02 QUALITY CONTROL AND CONTROL OF INSTALLATION

A. Monitor quality control over suppliers, manufacturers, products, services, site conditions, and workmanship, to produce Work of specified quality.

B. Comply with manufacturers' instructions, including each step in sequence.

C. When manufacturers' instructions conflict with Contract Documents, request clarification from Engineer before proceeding.

D. Comply with specified standards as minimum quality for the Work except where more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship.

E. Perform Work by persons qualified to produce required and specified quality.

F. Verify field measurements are as indicated on Shop Drawings or as instructed by manufacturer.

G. Secure products in place with positive anchorage devices designed and sized to withstand stresses, vibration, physical distortion, or disfigurement.

H. When specified, products will be tested and inspected either at point of origin or at Work site: 1. Notify Engineer in writing well in advance of when products will be ready for

testing and inspection at point of origin. 2. Do not construe that satisfactory tests and inspections at point of origin is final

acceptance of products. Satisfactory tests or inspections at point of origin do not preclude retesting or re-inspection at Work site.

I. Do not ship products which require testing and inspection at point of origin prior to testing and inspection.


1.03 TOLERANCES

A. Monitor fabrication and installation tolerance control of products to produce acceptable Work. Do not permit tolerances to accumulate.

B. Comply with manufacturers' tolerances. When Manufacturers' tolerances conflict with Contract Documents, request clarification from Engineer before proceeding.

C. Adjust products to appropriate dimensions; position before securing products in place.

1.04 REFERENCES

A. ASTM International (ASTM): 1. E329 - Standard for Agencies Engaged in Construction Inspection, Testing or

Special Inspection.

1.05 PRODUCT REQUIREMENTS AND WORKMANSHIP

A. Perform and complete work in thorough manner. 1. Call ENGINEER's attention to apparent errors, conflicts, discrepancies, or

omissions in Contract Documents and request instructions before proceeding with the Work.

2. ENGINEER will issue written clarification or interpretation of requirements of the Contract Documents.

B. Provide new products of specified quality, and equal to accepted samples when samples were submitted.

C. For products or workmanship specified by association, trade, or other consensus standards, comply with requirements of standard, except when more rigid requirements are specified or are required by applicable codes.

D. Conform to reference standard by date of issue current on date of Contract Documents, except where specific date is established by code.

E. Obtain copies of standards where required by product specification sections.

F. When specified reference standards conflict with Contract Documents, request clarification from Engineer before proceeding.

G. When specified, products will be tested and inspected either at point of origin or at Work site: 1. Notify ENGINEER in writing well in advance of when products will be ready for

testing and inspection at point of origin. 2. Do not construe that satisfactory tests and inspections at point of origin is final

acceptance of products. Satisfactory tests or inspections at point of origin do not preclude retesting or reinspection at Work site.

1.06 AUTHORITY AND DUTIES OF OWNER'S REPRESENTATIVE OR INSPECTOR

A. Owner’s Project Representative employed or retained by Owner is authorized to inspect the Work.


B. Inspections may extend to entire or part of the Work and to preparation, fabrication, and manufacture of products for the Work.

C. Deficiencies or defects in the Work which have been observed will be called to Contractor’s attention.

D. Inspector will not: 1. Alter or waive provisions of Contract Documents. 2. Inspect Contractor’s means, methods, techniques, sequences, or procedures

for construction. 3. Accept portions of the Work, issue instructions contrary to intent of Contract

Documents, or act as foreman for Contractor. Supervise, control, or direct Contractor’s safety precautions or programs; or inspect for safety conditions on Work site, or of persons thereon, whether Contractor’s employees or others.

E. Inspector will: 1. Conduct on-site observations of the Work in progress to assist Engineer in

determining when the Work is, in general, proceeding in accordance with Contract Documents.

2. Report to Engineer whenever Inspector believes that Work is faulty, defective, does not conform to Contract Documents, or has been damaged; or whenever there is defective material or equipment; or whenever Inspector believes the Work should be uncovered for observation or requires special procedures.

1.07 TESTING AND INSPECTION SERVICES

A. Owner will employ and pay for specified services of an “Owner’s independent testing firm” certified to perform testing and inspection as required in the technical specifications for various work and materials or stipulated in Section 01455A - Special Tests and Inspections to confirm Contractor’s compliance with Contract Documents. This includes the following: 1. All testing services relating to Cast in Place Concrete Special Inspection, 2. Soils verification and inspection 3. Structural steel special inspection

B. Contractor will employ and pay for specified services of an independent firm to perform Contractor quality control testing as required in the technical specifications for various work and materials.

C. The qualifications of laboratory that will perform the testing, contracted by the Owner or by the Contractor, shall be as follows: 1. Has authorization to operate in the state where the project is located. 2. Meets “Recommended Requirements for Independent Laboratory

Qualification,” published by American Council of Independent Laboratories. 3. Meets requirements of ASTM E329. 4. Laboratory Staff: Maintain full time specialist on staff to review services. 5. Testing Equipment: Calibrated at reasonable intervals with devices of

accuracy traceable to National Bureau of Standards (NBS) or accepted values of natural physical constants.

6. Will submit copy of report of inspection of facilities made by Materials Reference Laboratory of NBS during most recent tour of inspection, with memorandum of remedies of deficiencies reported by inspection.


D. Testing, inspections and source quality control may occur on or off project site. Perform off-site testing inspections and source quality control as required by Engineer or Owner.

E. Contractor shall cooperate with Owner’s independent testing firm, furnish samples of materials, design mix, equipment, tools, storage, safe access, and assistance by incidental labor as requested. 1. Notify Engineer and Owner’s independent testing firm 48 hours prior to

expected time for operations requiring testing. 2. Make arrangements with Owner’s independent testing firm and pay for

additional samples and tests required for Contractor’s use.

F. Limitations of authority of testing Laboratory: Owner’s independent testing firm or Laboratory is not authorized to: 1. Agency or laboratory may not release, revoke, alter, or enlarge on

requirements of Contract Documents. 2. Agency or laboratory may not approve or accept any portion of the Work. 3. Agency or laboratory may not assume duties of Contractor. 4. Agency or laboratory has no authority to stop the Work.

G. Testing and employment of an Owner’s independent testing firm or laboratory shall not relieve Contractor of obligation to perform Work in accordance with requirements of Contract Documents.

H. Re-testing or re-inspection required because of non-conformance to specified requirements shall be performed by same Owner’s independent testing firm on instructions by Engineer. Payment for re-testing or re-inspection will be charged to Contractor by deducting testing charges from Contract Sum/Price.

I. The Owner’s independent testing firm responsibilities will include: 1. Test samples of mixes submitted by Contractor. 2. Provide qualified personnel at site. Cooperate with Engineer and Contractor in

performance of services. 3. Perform specified sampling and testing of products in accordance with

specified standards. 4. Ascertain compliance of materials and mixes with requirements of Contract

Documents. 5. Promptly notify Engineer and Contractor of observed irregularities or non-

conformance of Work or products. 6. Perform additional tests required by Engineer. 7. Attend preconstruction meetings and progress meetings.

J. Owner’s independent testing firm individual test reports: After each test, Owner’s independent testing firm will promptly submit electronically and 3 hard copies of report to Engineer and to Contractor. Include the following: 1. Date issued. 2. Project title and number. 3. Name of inspector. 4. Date and time of sampling or inspection. 5. Identification of product and specifications section. 6. Location in Project. 7. Type of inspection or test. 8. Date of test.


9. Certified test results stamped and signed by a registered Engineer in the State of Oregon.

10. Summary of conformance with Contract Documents. 11. When requested by Engineer, the Owner’s independent testing firm will

provide interpretation of test results.

K. Owner’s independent testing firm will provide monthly report of certification to identify all work performed for special inspections and other contract requirements on this project. The following certified monthly report at a minimum will include but not limited to: 1. Results of testing. 2. Testing logs. 3. Outstanding deficiencies. 4. Various statistical data. 5. Testing curves (up to 4 types) as required by the Engineer.

1.08 CONTRACTOR'S RESPONSIBILITIES

A. Cooperate with Owner’s independent testing firm or laboratory personnel and provide access to construction and manufacturing operations.

B. Secure and deliver to Owner’s independent testing firm or laboratory adequate quantities of representative samples of materials proposed to be used and which require testing.

C. Provide to Owner’s independent testing firm or laboratory and Engineer preliminary mix design proposed to be used for concrete, and other materials mixes which require control by testing laboratory.

D. Furnish electronically and 5 hard copies of product test reports.

E. Furnish incidental labor and facilities: 1. To provide access to construction to be tested. 2. To obtain and handle samples at Work site or at source of product to be

tested. 3. To facilitate inspections and tests. 4. For storage and curing of test samples.

F. Notify Owner’s independent testing firm or laboratory 48 hours in advance of when observations, inspections and testing is needed for laboratory to schedule and perform in accordance with their notice of response time.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01455A

SPECIAL TESTS AND INSPECTIONS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: This Section describes the requirements for providing special tests and inspections.

1.02 REFERENCES

A. American Concrete Institute (ACI): 1. 530 – Building Code Requirements for Masonry Structures. 2. 530.1 – Specification for Masonry Structures.

B. American Institute of Steel Construction (AISC): 1. 360 – Specification for Structural Steel Buildings.

C. ASTM International (ASTM): 1. A706 – Standard Specification for Deformed and Plain Low-Alloy Steel Bars

for Concrete Reinforcement.

1.03 DEFINITIONS

A. Special Inspection: Inspection of the materials, installation, fabrication, erection, or placement of components and connections requiring special expertise to ensure compliance with approved construction documents and referenced standards.

B. Special Inspection, Continuous: The full-time observation of work requiring special inspection by an approved special inspector who is present in the area where the work is being performed.

C. Special Inspection, Periodic: The part-time, or intermittent observation of work requiring special inspection by an approved special inspector who is present in the area where the work is being performed and at the completion of the work.

D. Structural Observation: The visual observation of the structural system by a registered design professional for general conformance to the approved construction documents at significant construction stages and at completion of the structural system.

1.04 DESCRIPTION

A. This Section describes special inspections, special tests and structural observation of structural assemblies and components to be performed in compliance with the building code specified in Section 01410 - Regulatory Requirements.

B. These special tests and inspections are in addition to the requirements specified in Section 01450 - Quality Control, and by the individual Sections.


C. The Owner will employ 1 or more inspectors who will provide special inspections during construction.

1.05 SPECIAL INSPECTION

A. Owner will employ 1 or more special inspectors who will provide special inspections during construction.

B. Special inspector(s) shall be qualified for inspection of the particular type of materials or operations requiring special inspection.

C. Duties of Special Inspector: 1. General: Required duties of the special inspector(s) shall be as described in

Chapter 17 of the building code specified in Section 01410 - Regulatory Requirements.

2. Reporting: Special inspector(s) shall provide reports of each inspection to the Contractor. Contractor shall distribute copes of inspection reports to the Owner. a. Reports shall, at a minimum, include the following items:

1) Date and time of inspection, and name(s) of individual(s) preforming the inspection.

2) Structures and areas of the structure where work or testing was observed.

3) Discrepancies between the requirements of the Contract Documents and the work or testing observed.

4) Other areas of deficiency in the Work.

D. Special inspections shall not be construed as fulfilling the requirements for structural observation.

1.06 TESTING

A. Testing laboratory: Special tests will be performed by Owner's testing laboratory as specified in Section 01450 - Quality Control.

B. Selection of the material to be tested shall be by Owner's testing laboratory, and not the Contractor.

1.07 STRUCTURAL OBSERVATION

A. Owner will employ 1 or more registered design professionals who will provide structural observation(s) during construction. 1. Registered design professional shall be a civil or structural engineer currently

licensed as such in the State of Oregon and regularly engaged in the structural design of structures equivalent or similar to those indicated on the Drawings.

B. Structural observations shall not be construed as fulfilling the requirements for special inspections.


PART 2 PRODUCTS Not used

PART 3 EXECUTION

3.01 SPECIAL TESTING AND INSPECTIONS

A. The following types of work require special inspection as described in Chapter 17 of the building code specified in Section 01410 - Regulatory Requirements, and shall be provided wherever such work occurs unless otherwise specified. Refer to the following schedules. 1. Appendix A, Cast-In-Place Concrete Special Inspection Schedule. 2. Appendix D, Soils Verification and Inspection Schedule. 3. Appendix E, Structural Steel Special Inspection Schedule.

3.02 STRUCTURAL OBSERVATION

A. The following work requires structural observation in accordance with Section 1704.5 of the building code specified in Section 01455 - Regulatory Requirements.

B. All structures in all areas: 1. Foundations. 2. Elevated slabs. 3. Walls and columns. 4. Roof framing and diaphragms.

3.03 SCHEDULE

A. Contractor shall allow time necessary for Special Inspections as listed above.

B. Sufficient notice shall be given so that the Special Inspections can be performed. This includes time for off-site Special Inspectors to plan the inspection and travel to site.

3.04 PROCEDURE

A. The Special Inspector will immediately notify the Engineer of any corrections required and follow notification with appropriate documentation.

B. Contractor shall not proceed until the work is satisfactory to the Engineer.

END OF SECTION


APPENDIX A

CAST-IN-PLACE CONCRETE SPECIAL INSPECTION SCHEDULE

(Reference: IBC 2012 Table 1705.3)

Verification and Inspection Reference Standard

Frequency of Inspection

Continuous During

Task Listed

Periodic During

Task Listed

1. Inspection of reinforcing steel, including prestressing tendons, and placement.

- X

2. Inspection of reinforcing steel welding.

2a. Verification of weldability.

2b. Welding in moment frames.

2c. Welding in shear walls.

IBC Table 1705.2.2, Item 2B

X -

3. Inspection of anchors cast in concrete. X -

4. Inspection of post-installed anchors in hardened concrete members.

X

5. Verifying use of required design mix. - X

6. At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.

X -

7. Inspection of concrete and shotcrete placement for proper application techniques.

X -

8. Inspection for maintenance of specified curing temperature and techniques.

- X

9. Inspect formwork for shape, location, and dimensions of concrete member being formed.

X

10. Erection of precast concrete. X


APPENDIX B

SOILS VERIFICATION AND INSPECTION SCHEDULE

(Reference IBC 2012 Table 1705.6)



Continuous During

Task Listed

Periodic During

Task Listed

1. Verify materials below footings/shallow foundations are adequate to achieve the design bearing capacity.

- X

2. Verify excavations are extended to proper depth and have reached proper material.

- X

3. Perform classification and testing of compacted fill materials.

- X

4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of fill.

X -

5. Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly.

- X


APPENDIX C

STRUCTURAL STEEL SPECIAL INSPECTION SCHEDULE



Continuous During

Task Listed

Periodic During

Task Listed

1. Material verification of high-strength bolts, nuts and washers:

a. Identification markings to conform to ASTM standards specified in the approved construction documents.

- X

b. Manufacturer's certificate of compliance required.

- X

2. Inspection of high-strength bolting:

a. Bearing-type connections. - X

b. Slip-critical connections. X X

3. Material verification of structural steel:

a. Identification markings to conform to ASTM standards specified in the approved construction documents.

- X

b. Manufacturers' certified mill test reports. X -

4. Material verification of weld filler materials:

a. Identification markings to conform to AWS specification in the approved construction documents.

- X

b. Manufacturer's certificate of compliance required.

- X

5. Inspection of welding:

a. Structural steel: - -

1) Complete and partial penetration groove welds.

X -

2) Multi-pass fillet welds. X -

3) Single-pass fillet welds > 5/16". X -

4) Single-pass fillet welds < 5/16". - X

5) Floor and deck welds. - X

b. Reinforcing steel: - -

1) Verification of weldability of reinforcing steel other than ASTM A706.

- X




Continuous During

Task Listed

Periodic During

Task Listed

2) Reinforcing steel-resisting flexural and axial forces in boundary elements of special reinforced concrete shear walls and shear reinforcement.

X -

3) Shear reinforcement. X -

4) "Form Saver" (reinforcing couplers). X -

6. Inspection of steel frame joint details for compliance with approved construction documents:

X

a. Details such as bracing and stiffening. X -

b. Member locations. X -

c. Application of joint details at each connection.

X

7. Seismic force resisting systems identified on structural plans.

X -


SECTION 01500

TEMPORARY FACILITIES AND CONTROLS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Furnishing, maintaining, and removing construction facilities and temporary

controls, including temporary utilities, construction aids, barriers and enclosures, security, access roads, temporary controls, project sign, field offices and sheds, and removal after construction.

1.02 REFERENCE

A. American National Standards Institute (ANSI).


1.03 SUBMITTALS

A. Submit as specified in Section 01330 - Submittal Procedures.

1.04 TEMPORARY UTILITIES

A. Temporary electrical power: 1. Owner will provide power.

a. Temporary electrical power is available at the following locations: 1) A 480V / 100 AMP panel (SEDPP-27) is available on the north end of

the sludge line valve vault (SLVV), at grade. b. The Contractor is responsible for providing all breakers, switches,

transformers, and cables required to obtain temporary power from this location.

c. The Owner will pay all charges for construction power obtained from these locations.

2. Provide and maintain adequate jobsite power distribution facilities conforming to applicable Laws and Regulations.

B. Temporary electrical lighting: 1. In work areas, provide temporary lighting sufficient to maintain lighting levels

during working hours not less than lighting levels required by OSHA and state agency which administers OSHA regulations where Project is located.

2. When available, permanent lighting facilities may be used in lieu of temporary facilities: a. Prior to Substantial Completion of the Work, replace bulbs, lamps, or

tubes used by Contractor for lighting.

C. Temporary water: 1. Owner will provide non-potable water.

a. Temporary water service is available at the following locations:


1) A 1.5-inch non-potable water service is available at the southeast corner of Lagoon No. 1.

b. The Contractor is responsible for providing all piping, valves, and fittings required to obtain temporary water from these location(s).

c. The Owner will pay all charges for water obtained from these locations. 2. Remove temporary piping and connections and restore affected portions of the

facility to original condition before final completion. 3. Potable water shall be provided by the Contractor

D. Temporary sanitary facilities: 1. Provide suitable and adequate sanitary facilities that are in compliance with

applicable Laws and Regulations. 2. Existing facility use is not allowed. 3. At completion of the Work, remove sanitary facilities and leave site in neat and

sanitary condition.

E. Temporary fire protection: Provide sufficient number of fire extinguishers of type and capacity required to protect the Work and ancillary facilities.

F. First aid: Post first aid facilities and information posters conforming to requirements of OSHA and other applicable Laws and Regulations in readily accessible locations.

G. Utilities in existing facilities: As specified in Section 01140 - Work Restrictions.

1.05 CONSTRUCTION AIDS

A. Provide railings, kick plates, enclosures, safety devices, and controls required by Laws and Regulations and as required for adequate protection of life and property.

B. Use construction hoists, elevators, scaffolds, stages, shoring, and similar temporary facilities of ample size and capacity to adequately support and move loads.

C. Design temporary supports with adequate safety factor to ensure adequate load bearing capability: 1. When requested, submit design calculations by professional registered

engineer prior to application of loads. 2. Submitted design calculations are for information and record purposes only.

D. Accident prevention: 1. Exercise precautions throughout construction for protection of persons and

property. 2. Observe safety provisions of applicable Laws and Regulations. 3. Guard machinery and equipment, and eliminate other hazards. 4. Make reports required by authorities having jurisdiction, and permit safety

inspections of the Work. 5. Before commencing construction work, take necessary action to comply with

provisions for safety and accident prevention.

E. Barricades: 1. Place barriers at ends of excavations and along excavations to warn

pedestrian and vehicular traffic of excavations. 2. Provide barriers with flashing lights after dark.


3. Keep barriers in place until excavations are entirely backfilled and compacted. 4. Barricade excavations to prevent persons from entering excavated areas in

streets, roadways, parking lots, treatment plants, or other public or private areas.

F. Warning devices and barricades: Adequately identify and guard hazardous areas and conditions by visual warning devices and, where necessary, physical barriers: 1. Devices shall conform to minimum requirements of OSHA and State agency

which administers OSHA regulations where Project is located.

G. Hazards in public right-of-way: 1. Comply with local jurisdiction standards and requirements for right-of-way

barricades and other safety devices. 2. Mark at reasonable intervals, trenches, and other continuous excavations in

public right-of-way, running parallel to general flow of traffic, with traffic cones, barricades, or other suitable visual markers during daylight hours: a. During hours of darkness, provide markers with torches, flashers, or other

adequate lights. 3. At intersections or for pits and similar excavations, where traffic may

reasonably be expected to approach head on, protect excavations by continuous barricades: a. During hours of darkness, provide warning lights at close intervals.

H. Hazards in protected areas: Mark or guard excavations in areas from which public is excluded, in manner appropriate for hazard.

I. Above grade protection: On multi-level structures, provide safety protection that meets requirements of OSHA and State agency which administers OSHA regulations where Project is located.

J. Protect existing structures, trees, shrubs, and other items to be preserved on Project site from injury, damage, or destruction by vehicles, equipment, worker or other agents with substantial barricades or other devices commensurate with hazards.

K. Fences: 1. Enclose site of the Work with fence adequate to protect the Work against acts

of theft, violence, and vandalism. 2. Enclose temporary offices and storage areas with fence adequate to protect

temporary facilities against acts of theft, violence, and vandalism. 3. When entire or part of site is to be permanently fenced, permanent fence may

be built to serve for both permanent and temporary protection of the work site, provided that damaged or defaced fencing is replaced prior to final completion.

4. Protect temporary and permanent openings and close openings in existing fences to prevent intrusion by unauthorized persons. a. Bear responsibility for protection of plant and material on site of the Work

when openings in existing fences are not closed. 5. During night hours, weekends, holidays, and other times when no work is

performed at site, provide temporary closures or enlist services of security guards to protect temporary openings.

6. Fence temporary openings when openings are no longer necessary.


1.06 SECURITY

A. Make adequate provision for protection of the work area against fire, theft, and vandalism, and for protection of public against exposure to injury.

1.07 ACCESS ROADS

A. General: 1. Build and maintain access roads to and on site of the Work to provide for

delivery of material and for access to existing and operating plant facilities on site.

2. Build and maintain dust free roads which are suitable for travel at 20 miles per hour.

B. Off-site access roads: 1. Build and maintain graded earth roads. 2. Build roads only in public right-of-way or easements obtained by Owner. 3. Obtain rights-of-way or easements when electing to build along other

alignment.

C. On-site access roads: 1. Maintain access roads to storage areas and other areas to which frequent

access is required. 2. Maintain similar roads to existing facilities on site of the Work to provide

access for maintenance and operation. 3. Protect buried vulnerable utilities under temporary roads with steel plates,

wood planking, or bridges. 4. Maintain on-site access roads free of mud. Under no circumstances shall

vehicles leaving the site track mud off the site onto the public right-of-way.

1.08 TEMPORARY CONTROLS

A. Dust control: 1. Prevent dust nuisance caused by operations, unpaved roads, excavation,

backfilling, demolition, or other activities. 2. Control dust by sprinkling with water, use of dust palliatives, modification of

operations, or other means acceptable to agencies having jurisdiction.

B. Noise control: 1. Comply with noise and work hours regulations by local jurisdiction. 2. In or near inhabited areas, particularly residential, perform operations in

manner to minimize noise. 3. In residential areas, take special measures to suppress noise during night

hours.

C. Mud control: 1. Prevent mud nuisance caused by construction operations, unpaved roads,

excavation, backfilling, demolition, or other activities.


1.09 REMOVAL

A. Remove temporary facilities and controls before inspection for final Completion or when directed.

B. Clean and repair damage caused by installation or use of temporary facilities.

C. Remove underground installations to minimum depth of 24 inches and grade to match surrounding conditions.

D. Restore existing facilities used during construction to specified or original condition.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01600

PRODUCT REQUIREMENTS GENERAL

1.01 SUMMARY

A. Section includes: Product requirements.

1.02 REFERENCES


B. NSF International (NSF): 1. 61 - Drinking Water System Components - Health Effects. 2. 372 - Drinking Water System Components – Lead Content.

1.03 DEFINITIONS

A. Products: Inclusive of raw materials, finished goods, equipment, systems, and shop fabrications.

B. Special tools: Tools that have been specifically made for use on a product for assembly, disassembly, repair, or maintenance.

1.04 SUBMITTALS

A. As specified in Section 01330 - Submittal Procedures.

B. Calculations/certifications in accordance with NSF 61 and NSF 372 for materials in contact with drinking water.


A. Comply with Specifications and referenced standards as minimum requirements.

B. Provide products by same manufacturer when products are of similar nature, unless otherwise specified.

C. Provide like parts of duplicate units that are interchangeable.

D. Provide equipment or product that has not been in service prior to delivery, except as required by tests.

E. When necessary, modify manufacturer's standard product to conform to specified requirements or requirements indicated on the Drawings.

1.06 SUBSTITUTIONS

A. Formal substitution request procedure: 1. Submit a written formal substitution request to Engineer for each proposed

substitution within 30 days of effective date of Contract. 2. Engineer will return initial opinion and request for additional information within

30 days.


3. Engineer will notify Contractor in writing of decision to accept or reject the substitution request within 30 days of receiving required information.

B. Formal substitution request contents: 1. Provide Substitution Request Form, Appendix A, as specified in this Section. 2. Manufacturer’s literature including:

a. Manufacturer’s name and address. b. Product name. c. Product description. d. Reference standards. e. Certified performance and test data. f. Operation and maintenance data.

3. Samples, if applicable. 4. Shop drawings, if applicable. 5. Reference projects where the product has been successfully used:

a. Name and address of project. b. Year of installation. c. Year placed in operation. d. Name of product installed. e. Point of contact: Name and phone number.

6. Itemized comparison of the proposed substitution with product specified including a list of significant variations: a. Design features. b. Design dimensions. c. Installation requirements. d. Operations and maintenance requirements.

7. Define impacts: a. Impacts to construction schedule. b. Impacts to other contracts. c. Impacts to other work or products. d. Impact to Contract Sum:

1) Do not include costs under separate contracts. 2) Do not include Engineer’s costs for redesign or revision of Contract

Documents. 3) Required license fees or royalties.

e. Availability of maintenance services and sources of replacement materials.

8. Contractor represents the following: a. Contractor shall pay associated costs for Engineer to evaluate the

substitution. b. Contractor bears the burden of proof of the equivalency of the proposed

substitution. c. Proposed substitution does not change the design intent and will have

equal performance to the specified product. d. Proposed substitution is equal or superior to the specified product. e. Contractor will provide the warranties or bonds that would be provided on

the specified product on the proposed substitution, unless Owner requires a Special Warranty.

f. Contractor will coordinate installation of accepted substitution into the Work and will be responsible for the costs to make changes as required to the Work.

g. Contractor waives rights to claim additional costs caused by proposed substitution which may subsequently become apparent.


C. Substitutions will not be considered for acceptance under the following conditions: 1. No formal substitution request is made. 2. The substitution is simply implied or indicated on shop drawings or product

data submittals. 3. The formal substitution request is submitted by a subcontractor or supplier.

D. Substitution requests submitted after the deadline will not be considered unless the following evidence is submitted to the Engineer: 1. Proof that the specified product is unavailable for reasons beyond the control

of the Contractor. a. Reasons may include manufacturing discontinued, bankruptcy, labor

strikes, or acts of God. b. Contractor placed or attempted to place orders for the specified products

within 10 days after the effective date of the Agreement. c. The formal substitution request is submitted to Engineer within 10 days of

Contractor discovering the specified product cannot be obtained.

E. Engineer’s decision on a substitution requests will be final and binding. 1. Approved substitutions will be incorporated into the Contract Documents with a

Change Order. 2. Requests for time extensions and additional costs based on submission of,

approval of, or rejection of substitutions will not be allowed.

PART 2 PRODUCTS

2.01 GENERAL

A. Material requirements: 1. Materials: Provide corrosion resistance suitable for project conditions as

specified in Section 01610 - Project Design Criteria. 2. Dissimilar metals: Separate contacting surfaces with dielectric material.

B. Edge grinding: 1. Sharp projections of cut or sheared edges of ferrous metals which are not to

be welded shall be ground to a radius required to ensure satisfactory paint adherence.

2.02 PRODUCTS IN CONTACT WITH DRINKING WATER

A. Materials in contact with drinking waters: In accordance with NSF 61 and NSF 372. 1. Certification by an independent ANSI accredited third party, including, but not

limited to, NSF International, as being lead free.

2.03 PRODUCT SELECTION

A. When products are specified by standard or specification designations of technical societies, organizations, or associations only, provide products that meet or exceed reference standard and Specifications.

B. When products are specified with names of manufacturers but no model numbers or catalog designations, provide: 1. Products by one of named manufacturers that meet or exceed Specifications.


2. Engineer deemed "or equal" evidenced by an approved shop drawing or other written communication.

C. When products are specified with names of manufacturers and model numbers or catalog designations, provide: 1. Products with model numbers or catalog designations by one of named

manufacturers. 2. Engineer deemed "or equal" evidenced by an approved shop drawing or other

written communication.

D. When products are specified with names of manufacturers, but with brand or trade names, model numbers, or catalog designations by one manufacturer only, provide: 1. Products specified by brand or trade name, model number, or catalog

designation. 2. Products by one of named manufacturers proven, in accordance with

requirements for an "or equal", to meet or exceed quality, appearance and performance of specified brand or trade name, model number, or catalog designation.

3. Engineer deemed "or equal" evidenced by an approved shop drawing or other written communication.

E. When Products are specified with only one manufacturer followed by "or Equal," provide: 1. Products meeting or exceeding Specifications by specified manufacturer. 2. Engineer deemed "or equal" evidenced by an approved shop drawing or other

written communication.

2.04 SHIPMENT

A. Mandatory requirements prior to shipment of equipment: 1. Engineer approved shop drawings. 2. Engineer approved Manufacturer’s Certificate of Source Testing as specified in

Section 01756 - Commissioning, when required by specifications. 3. Draft operations and maintenance manuals, as specified in Section 01782 -

Operation and Maintenance Data, when required by specifications.

B. Prepare products for shipment by: 1. Tagging or marking products to agree with delivery schedule or shop

drawings. 2. Including complete packing lists and bills of material with each shipment. 3. Packaging products to facilitate handling and protection against damage

during transit, handling, and storage. 4. Securely attach special instructions for proper field handling, storage, and

installation to each piece of equipment before packaging and shipment.

C. Transport products by methods that avoid product damage.

D. Deliver products in undamaged condition in manufacturer's unopened containers or packaging.

2.05 SPARE PARTS, MAINTENANCE PRODUCTS, AND SPECIAL TOOLS

A. Provide spare parts and maintenance products as required by Specifications.


B. Provide one set of special tools required to install or service the equipment.

C. Box, tag, and clearly mark items.

D. Contractor is responsible for spare parts, maintenance products, and special tools until acceptance by Owner.

E. Store spare parts, maintenance products, and special tools in enclosed, weather-proof, and lighted facility during the construction period. 1. Protect parts subject to deterioration, such as ferrous metal items and

electrical components with appropriate lubricants, desiccants, or hermetic sealing.

F. Provide spare parts and special tools inventory list, see Appendix B: 1. Equipment tag number. 2. Equipment manufacturer. 3. Subassembly component, if appropriate. 4. Quantity. 5. Storage location.

G. Store large items individually: 1. Weight: Greater than 50 pounds. 2. Size: Greater than 24 inches wide by 18 inches high by 36 inches long. 3. Clearly labeled:

a. Equipment tag number. b. Equipment manufacturer. c. Subassembly component, if appropriate.

H. Store in spare parts box smaller items: 1. Weight: Less than 50 pounds. 2. Size: Less than 24 inches wide by 18 inches high by 36 inches long. 3. Clearly labeled:

a. Equipment tag number. b. Equipment manufacturer. c. Subassembly component, if appropriate.

I. Spare parts and special tools box: 1. Wooden box:

a. Size: 24 inches wide by 18 inches high by 36 inches long. 2. Hinged wooden cover:

a. Strap type hinges. b. Locking hasp. c. Spare parts inventory list taped to underside of cover.

3. Coating: As specified in Section 09960 - High-Performance Coatings. 4. Clearly labeled:

a. The words “Spare Parts and/or Special Tools”. b. Equipment tag number. c. Equipment manufacturer.


PART 3 EXECUTION

3.01 DELIVERY AND HANDLING

A. Handle equipment in accordance with manufacturer's instructions.

B. Provide equipment and personnel to handle products by methods to prevent soiling or damage.

C. Upon delivery, promptly inspect shipments: 1. Verify compliance with Contract Documents, correct quantities, and

undamaged condition of products. 2. Acceptance of shipment does not constitute final acceptance of equipment.

3.02 STORAGE AND PROTECTION

A. Immediately store and protect products and materials until installed in Work.

B. Store products with seals and legible labels intact.

C. Maintain products within temperature and humidity ranges required or recommended by manufacturer.

D. Protect painted or surfaces against impact, abrasion, discoloration, and damage. 1. Repaint damaged painted or surfaces.

E. Exterior storage of fabricated products: 1. Place on aboveground supports that allow for drainage. 2. Cover products subject to deterioration with impervious sheet covering. 3. Provide ventilation to prevent condensation under covering.

F. Store moisture sensitive products in watertight enclosures.

G. Furnish covered, weather-protected storage structures providing a clean, dry, noncorrosive environment for mechanical equipment, valves, architectural items, electrical and instrumentation equipment and special equipment to be incorporated into this project. 1. Storage of equipment shall be in strict accordance with the “instructions for

storage” of each equipment supplier and manufacturer including connection of heaters, placing of storage lubricants in equipment, etc.

2. The Contractor shall furnish a copy of the manufacturer’s instructions for storage to the Engineer prior to storage of all equipment and materials.

H. Store loose granular materials on solid surfaces in well-drained area. 1. Prevent materials mixing with foreign matter. 2. Provide access for inspection.

I. Payment will not be made for equipment or and materials improperly stored or stored without providing Engineer with the manufacturer's instructions for storage.

J. Provide an Equipment Log including, as a minimum, the equipment identification, date stored, date of inspection/maintenance, date removed from storage, copy of manufacturer’s recommended storage guidelines, description of


inspection/maintenance activities performed, and signature of party performing inspection/maintenance.

3.03 PROTECTION AFTER INSTALLATION

A. Provide substantial coverings as necessary to protect installed products from damage from traffic and subsequent construction operations. 1. Remove covering when no longer needed. 2. Replace corroded, damaged, or deteriorated equipment, product, or parts

before acceptance of the project.

B. Update Equipment Log on a monthly basis with description of maintenance activities performed in accordance with the manufacturer’s recommendation and industry standards and signature of party performing maintenance.

3.04 QUALITY ASSURANCE

A. Employ entities that meet or exceed specified qualifications to execute the Work.

B. Verify project conditions are satisfactory before executing subsequent portions of the Work.

3.05 COMMISSIONING

A. As specified in Section 01756 - Commissioning.

3.06 CLOSEOUT ACTIVITIES

A. Owner may request advanced delivery of spare parts, maintenance products, and special tools. 1. Deduct the delivered items from the inventory list and provide transmittal

documentation.

B. Immediately prior to the date of Substantial Completion, arrange to deliver spare parts, maintenance products, and special tools to Owner at a location on site chosen by the Owner. 1. Provide itemized list of spare parts and special tools that matches the

identification tag attached to each item. 2. Owner and Engineer will review the inventory and the itemized list to confirm it

is complete and in good condition prior to signing for acceptance.

3.07 ATTACHMENTS

A. Appendix A - Sample Substitution Request Form.

B. Appendix B - Spare Parts, Maintenance Products, and Special Tools Inventory List.

END OF SECTION


APPENDIX A

SUBSTITUTION REQUEST FORM


DOCUMENT 01600 SUBSTITUTION REQUEST FORM

Owner: Date:


Project Name:

To: From:

Re:

Contract For:

Engineering Project Number:

Substitution Request Number:

Specification Information

Title:

Number: Page: Article/Paragraph:

Description:

Proposed Substitution

Product:

Manufacturer:

Address: Phone:

Trade Name:

Model No.:

Installer:

Address: Phone:

History: New

Product 2-5 years old

5-10 years old

More than 10 years old

Differences between proposed substitution and specified product:

Point-by-point comparative data and impacts attached – REQUIRED BY ENGINEER


Reason For Not Providing Specified Item

Reason:

Similar Installation:

Project:

Address: Date Installed:

Owner: Architect:

Proposed substitution affects other parts of Work:

No Yes, Explain:

Benefit to Owner For Accepting Substitution

Savings: ($)

Proposed substitution changes Contract Time:

No Yes (Add) (Deduct) days

Supporting Data Attached

Drawings Product Data Samples Tests Reports

Reference Projects Other:

Certifications

The undersigned certifies:

Proposed substitution has been fully investigated and determined to be equal or superior in all respects to specified product.

Same warranty will be furnished for proposed substitution as for specified product, unless Owner requires a Special Warranty.

Same maintenance service and source of replacement parts, as applicable, is available.

Proposed substitution will have no adverse effect on other trades and will not affect or delay progress schedule.

Cost data as stated above is complete. Claims for additional costs related to accepted substitution which may subsequently become apparent are to be waived.

Proposed substitution does not affect dimensions and functional clearances.

Payment will be made for changes to building design, including Engineer design, detailing, and construction costs caused by the substitution.

Coordination, installation, and changes in the Work as necessary for accepted substitution will be complete in all respects.


Certifications

Submitted by:

Signed by:

Firm Name:

Firm Address:

Phone:

Attachments:

Engineer’s Review And Action

Substitution accepted - Make submittals as specified in Section 01330 - Submittal Procedures.

Substitution accepted as noted - Make submittals as specified in Section 01330 - Submittal Procedures.

Substitution rejected - Use specified materials.

Substitution Request received too late - Use specified materials.

Signed by: Date:

Additional Comments

Additional Comments:

Contractor Subcontractor Supplier Manufacturer Engineer

Other:

Comments:


APPENDIX B

SPARE PARTS, MAINTENANCE PRODUCTS, AND SPECIAL TOOLS INVENTORY LIST

Owner: Date:


Project Name:

Inventory List

Spec Number: Spec Title:

Equipment Tag No.:

Equipment Manufacturer:

Quantity Subassembly Component Description

Manufacturer’s Part Number

Storage Location


SECTION 01610

PROJECT DESIGN CRITERIA

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Project design criteria such as temperature and site elevation.

1.02 PROJECT DESIGN CRITERIA

A. All equipment and materials for the project are to be suitable for performance in domestic water treatment plant sludge conveyance and storage environment and under following conditions: 1. Design temperatures are: -4 degrees Fahrenheit to 114 degrees Fahrenheit

maximum. 2. Design groundwater elevation: 6 inches below existing ground surface. 3. Site elevation: Approximately 1,240 feet above mean sea level.

B. Additional geotechnical and soils information is provided in Appendix A – Geotechnical Data Report, of these Contract documents.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01612

SEISMIC DESIGN CRITERIA

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Seismic design criteria for the following: 1. Anchorage of mechanical and electrical equipment. 2. Seismic design and design of anchorage for small tanks fabricated off site and

shipped to the Project site. 3. Other structures or items as specified or indicated on the Drawings.

1.02 REFERENCES

A. American Society of Civil Engineers (ASCE): 1. 7-10 - Minimum Design Loads for Buildings and Other Structures.

1.03 SYSTEM DESCRIPTION

A. Design in accordance with the requirements of the building code as specified in Section 01410 - Regulatory Requirements.

B. Design spectral acceleration at short period, SDS: 0.47.

C. Design of non-structural components and their connections to structures: 1. Component amplification factor, ap: In accordance with ASCE 7, Tables 13.5-1

and 13.6-1. 2. Component response modification factor, Rp: In accordance with ASCE 7,

Tables 13.5-1 and 13.6-1. 3. Component importance factor, Ip:

Table 1: Component Importance Factor, Ip

Component Description Ip

Electrical Equipment and appurtenances provided and installed under Division 16.

1.5

D. Seismic Design Category (SDC): 1. Seismic Design Category (SDC) for certification of mechanical and electrical

equipment as required by ASCE 7: a. Water Treatment Facility.

All areas: Seismic Design Category D.

E. Design requirements: Anchorage of equipment to structures. 1. Do not use friction to resist sliding due to seismic forces. Do not design or

provide connections that use friction to resist seismic loads. Resist seismic forces through direct tension and/or shear on anchors and fasteners.


2. Do not use more than 60 percent of the weight of the mechanical and electrical equipment for designing anchors for resisting overturning due to seismic forces.

3. Do not use more than 60 percent of the weight of the tank for resisting overturning due to seismic forces.

4. Anchoring and fastening to concrete and masonry: a. Provide anchors specified in Section 03055 - Adhesive-Bonded

Reinforcing Bars and All Thread Rods.

1.04 SUBMITTALS

A. Shop drawings and calculations: Complete shop drawings and seismic calculations.

B. Calculations shall be signed and stamped by a civil or structural engineer licensed in the state where the Project is located.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01614

WIND DESIGN CRITERIA

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Wind design criteria.


A. Design requirements: 1. Building code criteria: Design for wind in accordance with building code as

specified in Section 01410 - Regulatory Requirements: a. Risk category: IV. b. Wind speed, Vult: 115 miles per hour. c. Exposure category: C. d. Topographic factor, Kzt: 1.0.

2. Resist wind forces through direct bearing on anchors and fasteners. Do not design or provide connections that use friction to resist wind loads.

3. Anchoring and fastening to concrete and masonry: a. Provide anchors specified in Section 03055 - Adhesive-Bonded

Reinforcing Bars and All-Thread Rods and 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

1.03 SUBMITTALS

A. Shop drawings and calculations: Complete shop drawings and wind design calculations.

B. Calculations shall be signed and stamped by a civil or structural engineer licensed in the state where the Project is located.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01722

FIELD ENGINEERING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Field engineering to establish lines and grades for the Work.

1.02 SUBMITTALS


B. Qualifications of the professional land surveyor or registered civil engineer in Oregon that will be performing the field engineering.

C. Pre-Excavation Report.

1.03 PRE-EXCAVATION REPORT

A. Prior to the start of the Work, create a report confirming the verification of the following data: 1. Site elevation. 2. Existing structures including but not limited to buildings, manholes (sanitary,

storm, electrical, and other), drainage inlets: a. Location coordinates. b. Top of wall elevation and coordinates. c. Floor elevations. d. Invert elevations.

3. Existing utilities as specified in Section 01353 - Special Procedures for Locating and Verifying. Concealed Existing Utilities.

4. Proposed building corners, tank, and equipment locations. 5. Verify existing electrical, instrumentation, and phone utilities.

B. Incorporate information from Pre-Excavation Report into the record drawings.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.01 SURVEY REFERENCE POINTS

A. A basic reference line, a beginning point on basic reference line, and a benchmark will be provided by Owner, as indicated in Volume I – General Specifications. All other surveying requirements shall be provided by the Contractor.


B. From these reference points, establish other control and reference points as required to properly lay out the Work.

C. Locate and protect control points prior to starting site work, and preserve permanent reference points during construction: 1. Make no changes or relocations without prior written notice. 2. Replace Project control point, when lost or destroyed, in accordance with

original survey control.

D. Set monuments for principal control points and protect them from being disturbed and displaced: 1. Re-establish disturbed monuments. 2. When disturbed, postpone parts of the Work that are governed by disturbed

monuments until such monuments are re-established.

3.02 PROJECT SITE SURVEY REQUIREMENTS

A. Establish minimum of 2 permanent benchmarks on site referenced to data established by survey control points.

B. Record permanent benchmark locations with horizontal and vertical data on Project Record Documents.

C. Perform verifications and checking in accordance with standard surveying practice.

D. Maintain complete, accurate log of control points and survey.

E. Affix civil engineer's or professional land surveyor's signature and registration number to Record Drawings to certify accuracy of information shown.

3.03 CONSTRUCTION STAKES, LINES, AND GRADES

A. Execute the Work in accordance with the lines and grades indicated.

B. Make distances and measurements on horizontal planes, except elevations and structural dimensions.

3.04 QUALITY CONTROL

A. Accuracy of stakes, alignments, and grades may be checked randomly by Engineer until verified: 1. Notice of when checking will be conducted will be given. 2. When notice of checking is given, postpone parts of the Work affected by

stakes, alignments, or grades to be checked until checked. 3. Engineer's check does not substitute or complement required field quality

control procedures.

3.05 RECORD DOCUMENTS

A. Prepare and submit Record Documents as specified in Section 01770 - Closeout Procedures.


B. Provide certified site survey at an appropriate scale including buildings, benchmarks, and appurtenances sealed and signed by professional land surveyor or registered civil engineer.

END OF SECTION


SECTION 01738

SELECTIVE ALTERATIONS AND DEMOLITION

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Cutting, patching, or modifying of existing and new work. 2. Partial demolition of structures. 3. In-place abandonment of pipe.

1.02 REFERENCES

A. American National Standards Institute (ANSI): 1. A10.6 - Safety and Health Program Requirements for Demolition Operations.

B. International Concrete Repair Institute (ICRI): 1. Guideline No. 310.2R - Selecting and Specifying Concrete Surface

Preparation for Sealers, Coatings, Polymer Overlays, and Concrete Repair. 2. Guideline No. 310.3R - Guide for the Preparation of Concrete Surfaces for

Repair Using Hydrodemolition Methods.

1.03 DEFINITIONS

A. Chipping hammer: A hand-operated electrical or pneumatic demolition device for removal of hardened concrete or masonry materials having a weight of less than 15 pounds and an impact frequency of greater than 2,000 blows/minute.

B. Concrete breaker: A hand-operated electrical or pneumatic demolition device for removal of hardened concrete or masonry materials having a weight greater or impact frequency less than the limits defined for a chipping hammer.

C. Coring equipment: Non-impact rotary drill with diamond cutting edges.

D. Heavy abrasive blast: Cleaning procedure by which various abrasives materials, or steel shot, are forcibly propelled by high pressure against a surface to remove loose material and produce a concrete surface roughened to ICRI Surface Profile CSP-7, or higher, as specified in ICRI 301.3R.

1.04 DESCRIPTION OF WORK

A. The work includes partial demolition, cutting, and modifying of existing facilities, utilities, and/or structures.

B. These facilities may be occupied and/or operational. Satisfactory completion of the work will require that the Contractor plan activities carefully to work around unavoidable obstacles and to maintain overall stability of structures and structural elements. It will further require restoration of existing facilities, utilities, and


structures that are to remain in place and that are damaged by demolition or removal operations.

C. Patching existing or new work after demolition, cutting, or modifications have been done.

1.05 SUBMITTALS

A. General: 1. Submit specified in Section 01330 - Submittal Procedures.

B. Shop drawings: Include: 1. The location of all embedded items shall be documented using diagrams

and/or other media that clearly show dimensions and locations of existing structural elements, existing embedded items and any new embedded items and their relationship to each other.

C. Submittals for information only: 1. Permits and notices authorizing demolition. 2. Certificates of severance of utility services. 3. Permit for transport and disposal of debris.

D. Quality assurance submittals: 1. Qualifications of non-destructive testing agency/agencies.

E. Project record documents.

F. Drawings and/or other media documenting locations of service lines and capped utilities.


A. Qualifications: 1. Assign relocation, removal, cutting, coring and patching to trades and workers

qualified to perform the Work in manner that causes the least damage and that provides means of returning surfaces to an appearance at least equal to that of the surrounding areas unaffected by the Work.

2. Non-destructive testing agencies: Minimum of 5 years' experience performing non-destructive testing for location of steel reinforcement in existing concrete under conditions similar to that required for this Work.

1.07 SEQUENCING

A. Perform Work in sequences and within times specified in Section 01140 - Work Restrictions.

B. If the facility or utility to be modified cannot be removed from service, perform the Work while the facility is in operation using procedures and equipment that do not jeopardize operation or materially reduce the efficiency of that facility.

C. Coordinate the Work with operation of the facility: 1. Do not begin alterations of designated portions of the Work until specific

permission for activities in each area has been granted by Owner in writing.


2. Complete Work as quickly and with as little delay as possible.

D. Operational functions of the facility that are required to be performed to facilitate the Work will be performed by facility personnel only.

E. Owner will cooperate in every way practicable to assist in expediting the Work.

F. When necessary for the proper operation or maintenance of portions of the facility, reschedule operations so the Work will not conflict with required operations or maintenance.

1.08 REGULATORY REQUIREMENTS

A. Dispose of debris in accordance with governing regulatory agencies.

B. Comply with applicable air pollution control regulations.

C. Obtain permits for building demolition, transportation of debris to disposal site and dust control.

1.09 PROJECT CONDITIONS

A. Do not interfere with use of adjacent structures and elements of the facility not subject to the Work described in this Section. Maintain free and safe passage to and from such facilities.

B. Provide erect and maintain barricades, lighting, guardrails, and protective devices as required to protect building occupants, general public, workers, and adjoining property: 1. Do not close or obstruct roadways without permits. 2. Conduct operations with minimum interference to public or private roadways.

C. Prevent movement, settlement, or collapse of structures: 1. Provide and place bracing or shoring. 2. Cease operations and notify Engineer immediately when safety of structures

appears to be endangered. Take precautions to properly support structure. Do not resume operations until safety is restored.

3. Assume liability for movement, settlement, or collapse. Promptly repair damage.

D. Arrange and pay for capping and plugging utility services. Disconnect and stub off. 1. Notify affected utility company in advance and obtain approval before starting

demolition. 2. Place markers to indicate location of disconnected services.

E. Unknown conditions: 1. The drawings may not represent all conditions at the site and adjoining areas.

Compare actual conditions with drawings before commencement of Work. 2. Existing utilities and drainage systems below grade are located from existing

documents and from surface facilities such as manholes, valve boxes, area drains, and other surface fixtures.

3. If existing active services encountered are not indicated or otherwise made known to the Contractor and interfere with the permanent facilities under


construction, notify the Engineer in writing, requesting instructions on their disposition. Take immediate steps to ensure that the service provided is not interrupted, and do not proceed with the Work until written instructions are received from the Engineer.

PART 2 PRODUCTS

2.01 SALVAGE MATERIALS

A. Salvage materials: None

PART 3 EXECUTION

3.01 EXAMINATION

A. Prior to beginning selective demolition operations, perform a thorough inspection of the facility and site, and report to the Engineer defects and structural damage to or deterioration of existing construction to remain.

B. Examine areas affected by the Work and verify the following conditions prior to commencing demolition: 1. Disconnection of utilities as required. 2. That utilities serving occupied or active portions of surrounding facilities will not

be disturbed, except as otherwise indicated.

C. If unsatisfactory conditions exist, notify the Engineer, and do not begin demolition operations until such conditions have been corrected.

3.02 PREPARATION

A. Provide adequate temporary support as necessary to ensure structural integrity of affected portion of Work.

B. Provide devices and methods to protect other portions of Project from damage and persons from injury.

C. Protection: 1. Erect weatherproof closures to protect the interior of facilities and elements or

equipment that are not designed for exposure to the weather. Provide temporary heat, cooling, and humidity control as necessary to prevent damage to existing and new construction. Maintain existing exiting paths and/or provide new paths in compliance with Building Code requirements.

2. Erect and maintain dustproof partitions as required to prevent spread of dust, to other parts of building. Maintain negative pressure in the area where the Work is being performed to prevent the accidental spread of dust and to minimize the spread of fumes related to the Work.

3. Upon completion of Work, remove weatherproof closures and dustproof partitions, and repair damaged surfaces to match adjacent surfaces.

4. Provide and maintain protective devices to prevent injury from falling objects. 5. Locate guardrails in stairwells and around open shafts to protect workers. Post

clearly visible warning signs.


6. Cause as little inconvenience to adjacent building areas as possible. 7. Protect benchmarks and existing construction to remain from damage or

displacement. 8. Carefully remove designated materials and equipment to be salvaged by

Owner or reinstalled. 9. Provide protection from elements for that portion of Project that may be

exposed by cutting and patching, and maintain excavations free from water.

3.03 DEMOLITION

A. General: 1. Perform demolition work in accordance with ANSI A10.6. 2. Demolish designated portions of structures and appurtenances in orderly and

careful manner in accordance with the Selective Demolition Plan. 3. Conduct demolition and removal work in a manner that will minimize dust and

flying particles. a. Use water or dust palliative when necessary to prevent airborne dust. b. Provide and maintain hoses and connections to water main or hydrant.

4. Demolish concrete and masonry in small sections. Perform demolition with small tools as much as possible. Blasting with explosive charges is not permitted.

5. Sawcut concrete to establish the edges of demolition, wherever possible. a. Do not use a concrete breaker within 6 inches of reinforcing or structural

metals that are designated to remain. b. At edges that are not sawcut, remove the final 6 inches of material with a

chipping hammer as defined herein. At surfaces where material is removed with a chipping hammer, follow with a heavy abrasive blast to remove all loose material and microcracking.

c. Alternate techniques to remove concrete may be used if acceptable to the Engineer; however, techniques other than those deemed by ICRI Guideline No. 310.2R to provide a low risk of introducing microcracking will require a subsequent procedure to remove loose material.

d. Provide final surface preparation for repairs as specified in Section 03301 6. At locations indicated on the Drawings that the existing reinforcing is to be

preserved, remove concrete using methods that do not damage the reinforcing. Use one of the following techniques: a. Hydrodemolition techniques as outlined in ICRI Guideline No. 310.3R. b. Chipping hammer, as defined herein, followed by heavy abrasive blast to

remove all loose material and microcracking at remaining surfaces impacted by the chipping hammer.

c. Alternate methods may be used, only if acceptable to the Engineer. d. For all methods, provide a small completed area for Engineer's review

and acceptance. If the proposed method, in the opinion of the Engineer, damages the reinforcing, revise the removal method to remove the concrete with a less aggressive technique to protect the reinforcing.

7. Remove materials carefully, to the extent indicated and as required. a. Provide neat and orderly junctions between existing and new materials. b. Use methods that terminate surfaces in straight lines at natural points of

division. 8. Do not remove anything beyond the limits of Work indicated without prior

written authorization of the Engineer. If in doubt about whether to remove an item, obtain written authorization of the Engineer prior to proceeding.


9. Perform work so as to provide the least interference and most protection to existing facilities to remain.

10. Assume possession of demolished materials, unless otherwise indicated on the Drawings or specified. a. Remove demolished materials from site at least weekly and dispose of in

accordance with Laws and Regulations. b. Do not burn materials on site.

B. Sizing of openings in existing concrete or masonry: 1. Make openings large enough to permit final alignment of pipe and fittings

without deflections, but without oversizing. 2. Allow adequate space for packing around pipes and conduit to ensure

watertightness. 3. If the Engineer deems the opening to be insufficient in size to accomplish this

criteria, remove additional material using the procedures outlined in this Section.

C. Cutting openings in existing concrete or masonry: 1. Do not allow saw cuts to extend beyond limits of openings. 2. Create openings by the following method or other means acceptable to the

Engineer that prevents over-cutting of member at corners: a. Core-drill through slab or wall at corners, being careful not to damage

materials beyond the area to be removed. b. Saw cut completely through the member, between the core holes at the

corners. c. As an alternate to sawcutting through the member, score the edges of the

opening with a saw to a 1-inch depth on both surfaces (when accessible). 1) Remove concrete or masonry to within 6 inches of material to remain

with a concrete breaker. 2) Remove the remaining material with a chipping hammer.

d. Remove the remaining material at the corners left by the core-drilling with a chipping hammer.

3. Prevent debris from falling into adjacent tanks or channels in service or from damaging existing equipment and other facilities.

D. Immediately upon discovery, remove and dispose of contaminated, vermin-infested, or dangerous materials using safe means that will not endanger health of workers and public.

E. Remove demolished materials, tools, and equipment upon completion of demolition.

3.04 RESTORATION

A. General: 1. Repair damage caused by demolition to a conditions equal to those that

existing prior to beginning of demolition. a. Patch and replace portions of existing finished surfaces that are damaged,

lifted, and discolored with matching material. Refinish patched portion surfaces in a manner which produces uniform color and texture to entire surface.

b. When existing finish cannot be matched, refinish entire surface to nearest change of plane where angle of change exceeds 45 degrees.


2. The cost of repairs shall be at the Contractor’s expense at no increase in the Contract Price.

3. When new construction abuts or finishes flush with existing construction, make smooth transitions. Match finish of existing construction.

4. Where partitions are removed, patch floors, walls, and ceilings with finish materials that match existing materials.

5. Where removal of partitions results in adjacent spaces becoming one, rework floors, walls, and ceilings to provide smooth planes without breaks, steps, or bulkheads.

6. Where changes of plane exceed 2 inches, request instructions for making transition.

7. Trim and refinish existing doors as necessary to clear new floors. 8. Match patched construction with adjacent construction in texture and

appearance so that patch or transition is invisible at 5-foot distance. 9. When finished surfaces are cut so that smooth transition is impossible,

terminate existing surface in neat manner along straight line at natural line of division and provide appropriate trim.

B. Restore existing concrete reinforcement as follows: 1. Where existing reinforcement is to be incorporated into the new Work, protect,

clean, and extend into new concrete. 2. Where existing reinforcement is not to be retained, cut off as follows:

a. Where new concrete joins existing concrete at the removal line, cut reinforcement flush with concrete surface at the removal line.

b. Where concrete surface at the removal line will become the finished surface, cut reinforcement 2 inches below the surface, paint ends with epoxy, and patch holes with dry pack mortar.

C. Restore areas affected by removal of existing equipment, equipment pads and bases, piping, supports, electrical panels, electric devices, and conduits such that little or no evidence of the previous installation remains: 1. Fill areas in existing floors, walls, and ceilings from removed piping, conduit,

and fasteners with non-shrink grout and finish smooth. 2. Remove concrete bases for equipment and supports by:

a. Saw cutting clean, straight lines with a depth equal to the concrete cover over reinforcement minus 1/2 inch below finished surface. 1) Do not cut existing reinforcement on floors.

b. Chip concrete within scored lines and cut exposed reinforcing steel and anchor bolts.

c. Patch with non-shrink grout to match adjacent grade and finish. 3. Terminate abandoned piping and conduits with blind flanges, caps, or plugs.

3.05 FIELD QUALITY CONTROL

A. Do not proceed with demolition without Engineer's inspection of lay out.

B. Do not deviate from the submitted demolition plan without notifying the Engineer prior to Work.

END OF SECTION


SECTION 01756

TESTING, TRAINING, AND FACILITY START-UP

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes: Requirements for equipment and system testing and facility start-up, including the following: 1. Start-up Plan. 2. Performance Testing. 3. General Start-up and Testing Procedures. 4. Functional Testing. 5. Operational Testing. 6. Certificate of Proper Installation. 7. Services of manufacturer's representatives. 8. Training of OWNER's personnel. 9. Final testing requirements for the complete facility.

1.02 GENERAL TESTING, TRAINING, AND START-UP REQUIREMENTS

A. Contract Requirements: Testing, training, and start-up are requisite to the satisfactory completion of the Contract.

B. Complete testing, training, and start-up within the Contract Times.

C. Allow realistic durations in the Progress Schedule for testing, training, and start-up activities.

D. Furnish labor, power, chemicals, tools, equipment, instruments, and services required for and incidental to completing functional testing, performance testing, and operational testing.

E. Provide competent, experienced technical representatives of equipment manufacturers for assembly, installation and testing guidance, and operator training.

1.03 START-UP PLAN

A. Submit start-up plan for each piece of equipment and each system not less than 3 weeks prior to planned initial start-up of equipment or system.

B. Provide detailed sub-network of Progress Schedule with the following activities identified: 1. Manufacturer's services. 2. Installation certifications. 3. Operator training. 4. Submission of Operation and Maintenance Manual. 5. Functional testing. 6. Performance testing. 7. Operational testing.


C. Provide testing plan with test logs for each item of equipment and each system when specified. Include testing of alarms, control circuits, capacities, speeds, flows, pressures, vibrations, sound levels, and other parameters.

D. Provide summary of shutdown requirements for existing systems which are necessary to complete start-up of new equipment and systems.

E. Revise and update start-up plan based upon review comments, actual progress, or to accommodate changes in the sequence of activities.

1.04 PERFORMANCE TESTING

A. Test equipment for proper performance at point of manufacture or assembly when specified.

B. When source quality control testing is specified: 1. Demonstrate equipment meets specified performance requirements. 2. Provide certified copies of test results. 3. Do not ship equipment until certified copies have received written acceptance

from ENGINEER. Written acceptance does not constitute final acceptance. 4. Perform testing as specified in the equipment specification sections.

C. Include costs associated with witnessing performance tests in the bid price. Include costs for one OWNER's representative for travel, lodging, transportation to and from lodging, and 50 Dollars meal allowance per person per day.

1.05 GENERAL START-UP AND TESTING PROCEDURES

A. Mechanical Systems: As specified in the individual equipment specification sections and Sections 15050 – Common Work Results for Mechanical Equipment and 15958 – Mechanical Equipment Testing. 1. Remove rust preventatives and oils applied to protect equipment during

construction. 2. Flush lubrication systems and dispose of flushing oils. Recharge lubrication

system with lubricant recommended by manufacturer. 3. Flush fuel system and provide fuel for testing and start-up. 4. Install and adjust packing, mechanical seals, O-rings, and other seals.

Replace defective seals. 5. Remove temporary supports, bracing, or other foreign objects installed to

prevent damage during shipment, storage, and erection. 6. Check rotating machinery for correct direction of rotation and for freedom of

moving parts before connecting driver. 7. Perform cold alignment and hot alignment to manufacturer's tolerances. 8. Adjust V-belt tension and variable pitch sheaves. 9. Inspect hand and motorized valves for proper adjustment. Tighten packing

glands to insure no leakage, but permit valve stems to rotate without galling. Verify valve seats are positioned for proper flow direction.

10. Tighten leaking flanges or replace flange gasket. Inspect screwed joints for leakage.

11. Install gratings, safety chains, handrails, shaft guards, and sidewalks prior to operational testing.


B. Electrical Systems: As specified in Section 16050 - Basic Electrical Materials and Methods and the individual equipment specification sections. 1. Perform insulation resistance tests on wiring except 120 volt lighting wiring and

control wiring inside electrical panels. 2. Perform continuity tests on grounding systems. 3. Instrumentation Systems: As specified in Division 16.

1.06 FUNCTIONAL TESTING

A. Perform checkout and performance testing as specified in the individual equipment specification sections.

B. Functionally test mechanical and electrical equipment, and instrumentation and controls systems for proper operation after general start-up and testing tasks have been completed.

C. Demonstrate proper rotation, alignment, speed, flow, pressure, vibration, sound level, adjustments, and calibration. Perform initial checks in the presence of and with the assistance of the manufacturer's representative.

D. Demonstrate proper operation of each instrument loop function including alarms, local and remote controls, instrumentation and other equipment functions. Generate signals with test equipment to simulate operating conditions in each control mode.

E. Conduct continuous 8 hour test under full load conditions. Replace parts which operate improperly.

1.07 OPERATIONAL TESTING

A. After completion of operator training, conduct operational test of the entire facility. Demonstrate satisfactory operation of equipment and systems in actual operation.

B. Conduct operational test for continuous seven day period.

C. OWNER will provide operations personnel, power, fuel, and other consumables for duration of test.

D. Immediately correct defects in material, workmanship, or equipment which became evident during operational test.

E. Repeat operational test when malfunctions or deficiencies cause shutdown or partial operation of the facility or results in performance that is less than specified.

1.08 CERTIFICATE OF PROPER INSTALLATION

A. At completion of Functional Testing, furnish written report prepared and signed by manufacturer's authorized representative, certifying equipment: 1. Has been properly installed, adjusted, aligned, and lubricated. 2. Is free of any stresses imposed by connecting piping or anchor bolts. 3. Is suitable for satisfactory full-time operation under full load conditions. 4. Operates within the allowable limits for vibration. 5. Controls, protective devices, instrumentation, and control panels furnished as

part of the equipment package are properly installed, calibrated, and functioning.


6. Control logic for start-up, shutdown, sequencing, interlocks, and emergency shutdown have been tested and are properly functioning.

B. Furnish written report prepared and signed by the electrical and/or instrumentation Subcontractor certifying: 1. Motor control logic that resides in motor control centers, control panels, and

circuit boards furnished by the electrical and/or instrumentation subcontractor has been calibrated and tested and is properly operating.

2. Control logic for equipment start-up, shutdown, sequencing, interlocks and emergency shutdown has been tested and is properly operating.

3. Co-sign the reports along with the manufacturer's representative and subcontractors.

1.09 TRAINING OF OWNER'S PERSONNEL

A. Provide operations and maintenance training for items of mechanical, electrical and instrumentation equipment. Utilize manufacturer's representatives to conduct training sessions.

B. Coordinate training sessions to prevent overlapping sessions. Arrange sessions so that individual operators and maintenance technicians do not attend more than 2 sessions per week.

C. Provide Operation and Maintenance Manual for specific pieces of equipment or systems 1 month prior to training session for that piece of equipment or system.

D. Satisfactorily complete functional testing before beginning operator training.

E. Provide training sessions for each work shift listed below during the time periods shown. Pooling of shifts will not be permitted unless accepted by OWNER.

Shift

Day Monday - Friday, 8 a.m.-5 p.m.

F. Training Sessions: Provide training sessions for equipment as specified in the individual equipment specification sections.

G. The CONTRACTOR shall videotape all training sessions and provide a copy for the OWNER.

H. The CONTRACTOR shall designate and provide one or more persons to be responsible for coordinating and expediting his/her training duties. The person or persons so designated shall be present at all training coordination meetings with the OWNER.

I. The CONTRACTOR’s coordinator shall coordinate the training periods with OWNER personnel and manufacturer’s representatives, and shall submit a training schedule for each piece of equipment or system for which training is to be provided. Such training schedule shall be submitted not less than 21 calendar days prior to the time that the associated training is to be provided and shall be based on the current plan of operation.


1.10 RECORD KEEPING

A. Maintain and submit following records generated during start-up and testing phase of Project: 1. Daily logs of equipment testing identifying all tests conducted and outcome. 2. Logs of time spent by manufacturer's representatives performing services on

the job site. 3. Equipment lubrication records. 4. Electrical phase, voltage, and amperage measurements. 5. Insulation resistance measurements. 6. Data sheets of control loop testing including testing and calibration of

instrumentation devices and setpoints.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used. END OF SECTION



SECTION 01770

CLOSEOUT PROCEDURES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Contract closeout requirements including: 1. Final cleaning. 2. Waste disposal. 3. Touch-up and repair. 4. Disinfection of systems. 5. Preparation and submittal of closeout documents. 6. Certificate of Substantial Completion.

1.02 REFERENCES

A. American Water Works Association (AWWA).

1.03 FINAL CLEANING

A. Perform final cleaning prior to inspections for Substantial Completion.

B. Employ skilled workers who are experienced in cleaning operations.

C. Use cleaning materials which are recommended by manufacturers of surfaces to be cleaned.

D. Prevent scratching, discoloring, and otherwise damaging surfaces being cleaned.

E. Clean roofs, gutters, downspouts, and drainage systems.

F. Broom clean exterior paved surfaces and rake clean other surfaces of site work: 1. Police yards and grounds to keep clean.

G. Remove dust, cobwebs, and traces of insects and dirt.

H. Clean grease, mastic, adhesives, dust, dirt, stains, fingerprints, paint, blemishes, sealants, plaster, concrete, and other foreign materials from sight-exposed surfaces, and fixtures and equipment.

I. Remove non-permanent protection and labels.

J. Polish waxed woodwork and finish hardware.

K. Wash tile.

L. Wax and buff hard floors, as applicable.

M. Wash and polish glass, inside and outside.


N. Wash and shine mirrors.

O. Polish glossy surfaces to clear shine.

P. Vacuum carpeted and soft surfaces.

Q. Clean permanent filters and replace disposable filters when heating, ventilation, and air conditioning units were operated during construction.

R. Clean ducts, blowers, and coils when units were operated without filters during construction.

S. Clean light fixtures and replace burned-out or dim lamps.

T. Probes, elements, sample lines, transmitters, tubing, and enclosures have been cleaned and are in like-new condition.

1.04 WASTE DISPOSAL

A. Arrange for and dispose of surplus materials, waste products, and debris off-site: 1. Prior to making disposal on private property, obtain written permission from

Owner of such property.

B. Do not fill ditches, washes, or drainage ways which may create drainage problems.

C. Do not create unsightly or unsanitary nuisances during disposal operations.

D. Maintain disposal site in safe condition and good appearance.

E. Complete leveling and cleanup prior to Final Completion of the Work.

1.05 TOUCH-UP AND REPAIR

A. Touch-up or repair finished surfaces on structures, equipment, fixtures, and installations that have been damaged prior to inspection for Final Completion.

B. Refinish or replace entire surfaces which cannot be touched-up or repaired satisfactorily.

1.06 FINAL CLEANING OF SYSTEMS OF PLANT FACILITIES

A. Clean channels, pipe, basins, reservoirs, and tanks before start-up and testing.

B. Wash, wherever practicable, or broom sweep channels, pipe, basins, reservoirs, and tanks.

C. Provide ample sampling outlets in pipe for testing.

1.07 FINAL CLEANING AND DISINFECTION OF SYSTEMS OF POTABLE WATER MAINS

A. Clean interior of pipe and fittings.

B. When pipe contains dirt that cannot be removed by flushing, swab pipe interiors with solution containing not less than 500 parts per million of chlorine until clean.


C. Flush 12-inch in diameter and smaller pipe as thoroughly as available water sources will permit.

D. Fill pipe with chlorine solution of sufficient strength to provide 10 parts per million chlorine residual at end of 24 hours.

E. Flush pipes with potable water until chlorine residual is less than 0.6 parts per million before pipe are put into service.

1.08 CLOSEOUT DOCUMENTS

A. Submit following Closeout Submittals before Substantial Completion: 1. Punch list of items to be completed or corrected with the request for issuance

of Substantial Completion. 2. Evidence of Compliance with Requirements of Governing Authorities. 3. Project Record Documents. 4. Approved Operation and Maintenance Manuals. 5. Approved Warranties and Bonds. 6. Keys and Keying Schedule. 7. Completed contract requirements for commissioning and process start-up.

B. Submit following Closeout Submittals before final completion of the Work and at least 7 days prior to submitting Application for Final Payment: 1. Punch list of items have been completed and Engineer and Owner are

satisfied that all deficiencies are corrected. 2. Evidence of Payment and Release of Liens or Stop Payment Notices as

outlined in Conditions of the Contract. 3. Release of claims as outlined in Conditions of the Contract. 4. Submit certification of insurance for products and completed operations, as

specified in the General Conditions. 5. Final statement of accounting.

1.09 EVIDENCE OF COMPLIANCE WITH REQUIREMENTS OF GOVERNING AUTHORITIES

A. Submit the following: 1. Certificate of Occupancy. 2. Certificates of Inspection:

a. Electrical: 1) Lights. 2) Receptacles

1.10 PROJECT RECORD DOCUMENTS

A. Maintain at Project site, available to Owner and Engineer, 1 copy of the Contract Documents, shop drawings, and other submittals in good order: 1. Mark and record field changes and detailed information contained in submittals

and change orders. 2. Record actual depths, horizontal and vertical location of underground pipes,

duct banks, and other buried utilities. Reference dimensions to permanent surface features.


3. Identify specific details of pipe connections, location of existing buried features located during excavation, and the final locations of piping, equipment, electrical conduits, manholes, and pull boxes.

4. Identify location of spare conduits including beginning, ending, and routing through pull boxes and manholes. Record spare conductors, including number and size, within spare conduits and filled conduits.

5. Provide schedules, lists, layout drawings, and wiring diagrams. 6. Make annotations in electronic format. hard copy format with erasable colored

pencil conforming to the following color code:

Additions: Red

Deletions: Green

Comments Blue

Dimensions: Graphite

B. Maintain documents separate from those used for construction: 1. Label documents "RECORD DOCUMENTS."

C. Keep documents current: 1. Record required information at the time the material and equipment is installed

and before permanently concealing. 2. Engineer will review Record Documents weekly to ascertain that changes

have been recorded.

D. Affix civil engineer's or professional land surveyor's signature and registration number to Record Drawings to certify accuracy of information shown.

E. Deliver Record Documents with transmittal letter containing date, Project title, Contractor's name and address, list of documents, and signature of Contractor.

F. Record Documents will be reviewed monthly to determine the percent complete for the monthly pay application.

G. Updated Record Documents are a condition for Engineer’s recommendation for progress payment.

H. Final Schedule Submittal as specified in Section 01324B - Progress Schedules and Reports.

1.11 MAINTENANCE SERVICE

A. Maintenance service as specified in technical specifications.

1.12 SUBSTANTIAL COMPLETION

A. Obtain Certificate of Substantial Completion.

1.13 FINAL COMPLETION

A. When Contractor considers the Work is complete, submit written certification that: 1. Work has been completed in accordance with the Contract Document: 2. Punch list items have been completed or corrected.


3. Work is ready for final inspection.

B. Engineer will make an inspection to verify the status of completion with reasonable promptness.

C. Should the Engineer consider that the Work is incomplete or defective: 1. Engineer will promptly notify the Contractor in writing, listing the incomplete or

defective work. 2. Contractor shall take immediate steps to remedy the stated deficiencies, and

send a second written certification to the Engineer that the Work is complete. 3. Engineer shall re-inspect the Work.

1.14 FINAL ADJUSTMENT OF ACCOUNTS

A. Submit a final statement of accounting to the Engineer at least 7 days prior to final Application for Payment.

B. Statement shall reflect all adjustments to the Contract amount. 1. The original Contract amount. 2. Additions and deductions resulting from:

a. Change Orders. b. Units installed and unit prices. c. Set-offs for uncorrected or incomplete Work. d. Set-offs for liquidated damages. e. Set-offs for reinspection payments. f. Extended engineering and/or inspection services and inspection overtime. g. Excessive shop drawings review cost by the Engineer. h. Other adjustments.

3. Total Contract amount, as adjusted. 4. Previous payments. 5. Remaining payment due.

C. Engineer will prepare a final Change Order reflecting approved adjustments to the Contract amount which were not previously made by Change Orders.

1.15 FINAL APPLICATION FOR PAYMENT

A. Contractor shall submit the final Application for Payment reflecting the agreed upon information provided in the final statement of accounting.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


SECTION 01782

OPERATION AND MAINTENANCE DATA

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Preparation and submittal of Operation and Maintenance Manuals.

1.02 GENERAL

A. Submit Operation and Maintenance Manuals as specified in technical sections.

B. Make approved manuals available at project site for use by construction personnel and Owner.

1.03 SUBMITTALS

A. The operation and maintenance manuals shall be in addition to any instructions or parts lists packed with or attached to the equipment when delivered, or which may be required by Contractor.

B. One preliminary hard copy of each manual shall be submitted to Engineer prior to the date of shipment of the equipment. After review by Engineer, one hard copy and two electronic format copies of each operation and maintenance manual shall be prepared and delivered to Engineer not later than 30 days prior to placing the equipment in operation.

C. Shipment of equipment will not be considered complete until all required manuals and data have been received.

D. Hard Copy Operation and Maintenance Manuals. 1. Hard copies for preliminary and final manuals shall be temporarily bound in

heavy paper covers bearing suitable identification. All manuals and other data shall be printed on heavy, first quality 8 1/2 x 11 inch paper, with standard three-hole punching. Drawings and diagrams shall be reduced to 8 1/2 x 11 inches or 11 x 17 inches. Where reduction is not practicable, larger drawings shall be folded separately and placed in envelopes, which are bound into the manuals. Each envelope shall be suitably identified on the outside. Each volume containing data for three or more items of equipment shall include a table of contents and index tabs. The final hard copy of each manual shall be prepared and delivered in substantial, permanent, three-ring or three-post binders with a table of contents and suitable index tabs.

E. Electronic Operation and Maintenance Manuals. 1. Each electronic copy shall be delivered on a unique CD-ROM in Adobe

Acrobat’s Portable Document Format (PDF). The PDF file(s) shall be fully indexed using the Table of Contents, searchable with thumbnails generated.


2. File names shall use the “eight dot three” convention (XXXXX_YY.pdf), where X is the five digit number corresponding to the specification section, and YY is a two digit number set in sequential order when there are more than one PDF document (more than one O&M manual) per specification section. The initial filename for the O&M submittal will be provided with the request for final O&M manuals.

3. Scanned images must be at a readable resolution. For most documents, they should be scanned at 300 dots per inch (dpi). Optical Character Recognition (OCR) capture must be performed on these images. OCR settings shall be performed with the “original image with hidden text” option in Adobe Acrobat Exchange. Any OCR capture shall be verified for accuracy by the Contractor.

4. One PDF document (PDF file) shall be created for each equipment service manual. The entire manual shall be converted to a single .PDF file via scanning or other method of conversion. Drawings or other graphics shall also be converted to .PDF format and included into the single PDF document. Pages that must be viewed in landscape format shall be rotated to the appropriate position for easy reading on screen.

5. The PDF documents shall have a bookmark created in the navigation frame for each major entry (“Section” or “Chapter”) in the Table of Contents. Thumbnails shall be generated for each page or graphic in the PDF file.

6. The opening view for each PDF document shall be as follows: a. Initial View: Bookmarks and Page. b. Magnification: Fit In Window. c. The file shall open to the cover page of the manual, with bookmarks to the

left, and the first bookmark shall be linked to the Table of Contents. 7. Labeling. As a minimum, the following information shall be included on all final

O&M manual materials, including CD-ROM disks, jewel cases, and hard copy manuals: a. Manufacturer’s name. b. Equipment name and/or O&M title spelled out in complete words. c. Example:

“Operations and Maintenance Manual”

“_______________”

Specification Section Number. Example: “Section 15500”

Project Name. “___________________________”

Owner Project/Contract Number. “Contract No. __________”

File Name and Date. Example: “15500_01.pdf”, “5-05-02”

1.04 PREPARATION

A. General requirements: 1. All O&M materials shall be site specific. It is the responsibility of the

Contractor to mark out or delete all irrelevant, unrelated, or inapplicable information from O&M materials. Materials submitted which contain information as described above will be immediately rejected and returned to contractor. O&M data and manuals are considered a portion of contract


closeout, therefore project retainage will not be released until this work is approved by the Owner and Engineer.

2. Provide dimensions in English units.

1.05 CONTENTS

A. Label the spines: 1. Equipment name. 2. Tag number. 3. Project name. 4. Owner name.

B. Cover page: 1. Operation and Maintenance Manual. 2. Equipment name. 3. Specification Section Number 4. Equipment tag number. 5. Owner's name. 6. Project number and name. 7. Date.

C. Table of Contents: General description of information provided within each tab section.

D. Equipment Summary Form: Completed form as specified in Appendix A of this Section.

E. Equipment Maintenance Summary Form: Completed form as specified in Appendix B of this Section.

F. Electric Motor Technical Data Form: Completed form as specified in Appendix C of this Section.

G. Description of equipment function, normal operating characteristics, and limiting conditions.

H. Manufacturer's product data sheets: 1. Where printed material covers more than 1 specific model, indicate the model

number, calibrated range, and other special features.

I. Assembly, installation, alignment, adjustment, and checking instructions.

J. Storage instructions: Control diagrams: 1. Internal and connection wiring, including logic diagrams, wiring diagrams for

control panels, ladder logic for computer based systems, and connections between existing systems and new additions, and adjustments such as calibrations and set points for relays, and control or alarm contact settings.

2. Complete set of 11-inch by 17-inch drawings of the control system. 3. Complete set of control schematics.

K. Programming: Copies of Contractor furnished programming.


L. Start-up procedures: Recommendations for installation, adjustment, calibration, and troubleshooting.

M. Operating procedures: 1. Step-by-step instructions including but not limited to the following:

a. Safety precautions. b. Guidelines. c. Manual keyboard entries. d. Entry codes. e. System responses. f. Other information as needed for safe system operation and maintenance.

2. Modes: a. Startup. b. Routine and normal operation. c. Regulation and control. d. Shutdown under specified modes of operation. e. Emergency operating shutdown.

N. Preventative maintenance procedures: 1. Recommended steps and schedules for maintaining equipment. 2. Troubleshooting.

O. Lubrication information: Required lubricants and lubrication schedules.

P. Overhaul instructions: Directions for disassembly, inspection, repair and reassembly of the equipment; safety precautions; and recommended tolerances, critical bolt torques, and special tools that are required.

Q. Parts list: 1. Complete parts list for equipment including but not limited to the following

information: 2. Catalog data: Generic title and identification number of each component part

of equipment. 3. Include bearing manufacturer, model and ball or roller pass frequencies for

every bearing. 4. Availability. 5. Service locations.

R. Spare parts list: Recommended number of parts to be stored at the site and special storage precautions.

S. Engineering data: 1. Drawings: Complete set of 11-inch by 17-inch equipment drawings. 2. Exploded view or plan and section views with detailed callouts. 3. Outline, cross-section, and assembly drawings. 4. System drawings: Provide interconnection and wiring diagrams, plan views,

panel layouts, bill of materials, etc. 5. Packaged equipment system drawings: Provide instrumentation loop drawing,

control schematic diagrams, interconnection and wiring diagrams, plan views, panel layouts, bill of materials, etc.

6. System drawings and data sheets: Include drawings and data furnished by the Engineer and the Supplier; provide "as installed" version.


7. Provide electrical and instrumentation schematic record drawings.

T. Test data and performance curves, when applicable.

U. Manufacturer's technical reference manuals.

V. Source (factory) Test results: Provide copies of Source Tests reports as specified in technical sections.

W. Functional Test results: After Functional Tests are completed, insert Functional Test reports as specified in technical sections.

1.06 ARCHIVAL DOCUMENTATION

A. Typically does not require updating to remain valid and should be stored in a format that preserves the document and limits one's ability to make changes.

B. Types of archival documents include the following: 1. Record drawings. 2. Reports. 3. Specifications. 4. Shop drawings. 5. Vendor Equipment O & M Manuals. 6. Photos. 7. Demonstration and training videos. 8. Other.

1.07 LIVING DOCUMENTATION

A. Requires periodic updates to remain valid and should be stored in formats that are easy to update.

B. Types of living documents include the following: 1. Facility O&M Manuals. 2. Standard Operating Procedures. 3. Other.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


APPENDIX A

EQUIPMENT SUMMARY FORM 1. EQUIPMENT ITEM 2. MANUFACTURER 3. EQUIPMENT IDENTIFICATION NUMBER(S)

(maps equipment number) 4. LOCATION OF EQUIPMENT 5. WEIGHT OF INDIVIDUAL COMPONENTS (OVER 100 POUNDS)

NAMEPLATE DATA - Horsepower

Amperage Voltage Service Factor (S.F.) Speed ENC Type Capacity Other

7. MANUFACTURER'S LOCAL REPRESENTATIVE

Name

Address

Telephone Number

8. MAINTENANCE REQUIREMENTS

9. LUBRICANT LIST

10. SPARE PARTS (recommendations)

11. COMMENTS


APPENDIX B

EQUIPMENT MAINTENANCE SUMMARY

1. Equipment Item:

2. Manufacturer:

3. Serial No. (if applicable):

4. Manufacturer’s Order No. (if applicable):

5. Nameplate Data (horsepower, voltage, speed, etc.):

6. Manufacturer’s Local Representative:

Name:

Address:

Telephone:

7. Maintenance Requirements:

Maintenance Operation Frequency

Lubricant (if applicable) Comments

(List each operation required. Refer to specific information in Manufacturer’s Manual, if applicable)

(List required frequency of each maintenance operation)

(Refer by symbol to lubricant list as required)

8. Lubricant List:

Reference Symbol

Conoco Phillips Exxon/Mobil BP/Amoco Other (List)

(Symbols used in Item 7 above)

(List equivalent lubricants, as distributed by each manufacturer for the specific use recommended)

9. Spare Parts: (Include recommendation on what spare parts should be kept on the job):

____________________________________________________________________________

____________________________________________________________________________


APPENDIX C

ELECTRIC MOTOR TECHNICAL DATA

Technical Data for Each Motor:

Application: ________________________________________________________________

Manufacturer: ________________________________________________________________

Frame No.: __________________________ Type: ______________________________

Code Letter: _______________________ Design Letter: _____________________________

Rating:

Horsepower: ____________________Voltage: _______________ Phase: ____________

Cycles: ________________________Full Load rpm: ____________________________ (wound rotor secondary)

Volts: __________________________ Amperes: _______________

Full Load Current: _____________________ amperes

Locked Rotor Current: __________________ amperes

Locked Rotor or Starting Torque (percent of full load): ________ percent

Full Load Torque: _____________________ ft-lb

Breakdown Torque: ___________________ percent

Efficiency: Power Factor:

Full Load: ________ percent Full Load ______ percent

3/4 Load: ________ percent 3/4 Load: ______ percent

1/2 Load: ________ percent 1/2 Load: ______ percent

Insulation:

Type: ________________________

Class: ________________________

Temperature Rise: _____________________ Above Ambient: _________________

Enclosure: ________________________

Net Weight: ________________________ lbs

Wk2: ________________________________ lbs/sq ft

Type of Bearings: ____________________

Service Factor: ____________________

Noise Level in Decibels: ________________

Heaters: ___________________________ kW, ________ Phase, ________ volts

Altitude: ___________________________


SECTION 01783

WARRANTIES AND BONDS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Warranty and bonds requirements.

1.02 SUBMITTALS

A. For each item of material or equipment furnished under the Contract: 1. Submit form of manufacturer's warranty prior to fabrication and shipment of the

item from the manufacturer's facility. 2. Submit form of manufacturer's special warranty when specified.

B. Provide consolidated warranties and bonds within 15 calendar days of Substantial Completion. 1. Contents:

a. Organize warranty and bond documents: 1) Include Table of Contents organized by specification section number

and the name of the product or work item. b. Include each required warranty and bond in proper form, with full

information, are certified manufacturer as required, and are properly executed by Contractor, or subcontractor, supplier, or manufacturer.

c. Provide name, address, phone number, and point of contact of manufacturer, supplier, and installer, as applicable.

2. Electronic copy in PDF format: a. Submit 1 copy.

1.03 OWNER'S RIGHTS

A. Owner reserves the right to reject warranties.

B. Owner reserves the right to refuse to accept Work for the project if the required warranties have not been provided.

1.04 RELATIONSHIP TO GENERAL WARRANTY AND CORRECTION PERIOD

A. Warranties specified for materials and equipment shall be in addition to, and run concurrent with, both Contractor's general warranty and the correction period requirements.

B. Disclaimers and limitations in specific materials and equipment warranties do not limit Contractor's general warranty, nor does such affect or limit Contractor's performance obligations under the correction period.

1.05 MANUFACTURER'S WARRANTY MINIMUM REQUIREMENTS

A. Written warranty issued by item's manufacturer.


B. Project-specific information, properly executed by product manufacturer, and expressly states that its provisions are for the benefit of the Owner.

C. Covers all costs associated with the correction of the defect, including but not limited to removal of defective parts, new parts, labor, and shipping. 1. When correcting warranted Work that has failed, remove and replace other

Work that had been damaged as a result of such failure or that must be removed and replaced to provide access for correction of warranted Work.

D. Provides a timely response to correct the defect. 1. Manufacturer shall provide, in a timely fashion, temporary equipment as

necessary to replace warranted items requiring repair or replacement, when warranted items are in use and are critical to the treatment process, as defined by Owner.

2. In the case that Owner has to provide temporary equipment to replace function of warranted item requiring repair or replacement, manufacturer shall reimburse Owner for such costs associated with the temporary equipment.

E. Warranty commence running on the date of substantial completion. 1. For items of Work for which acceptance is delayed beyond Date of Substantial

Completion, submit warranty within 10 calendar days after acceptance, listing date of acceptance as beginning of warranty period.

F. Duration of Warranty: 1 year.

1.06 MANUFACTURER'S SPECIAL WARRANTY

A. Manufacturer's special warranty is a written warranty published by the manufacturer which includes the requirements specified in the section where the item is specified. 1. Includes Project-specific information and requirements, properly executed by

product manufacturer, and expressly states that its provisions are for the benefit of the Owner. Technical sections indicate Project-specific requirements that differ from the minimum warranty requirements for that item. a. Examples include extending the duration of manufacturer's warranty or to

provide increased rights to Owner.

1.07 WARRANTY WORK

A. Contractor's responsibilities: 1. Manufacturer's disclaimers and limitations on product warranties do not relieve

the Contractor of the warranty on the work that incorporates the product, nor does it relieve suppliers, manufacturers, and subcontractors required to countersign special warranties with Contractor.

B. Replacement cost: 1. Upon determination that work covered by warranty has failed, replace or

rebuild the work to an acceptable condition complying with requirement of the Contract Documents. a. Contractor is responsible for the cost of replacing or rebuilding defective

work regardless of whether Owner has benefited from the use of the work through a portion of its anticipated useful service life.


C. Related damages and losses: 1. When correcting warranted work that has failed, remove and replace other

work that has been damaged as a result of such failure or that must be removed and replaced to provide access for correction of warranted work.

D. Owner's recourse: 1. Written warranties are in addition to implied warranties, and shall not limit the

duties, obligations, rights, and remedies otherwise available under the law, nor shall warranty periods be interpreted as limitation on time in which Owner can enforce such other duties, obligations, rights, or remedies.

E. Reinstatement of warranty: 1. When work covered by a warranty has failed and has been corrected by

replacement or rebuilding, reinstate the warranty by written endorsement. a. The reinstated warranty shall be equal to the original warranty with an

equitable adjustment for depreciation.

1.08 IMPLIED WARRANTIES

A. Warranty of title and intellectual rights: 1. Except as may be otherwise indicated in the Contract Documents, implied

warranty of title required by Laws and Regulations is applicable to the Work and to materials and equipment incorporated therein.

2. Provisions on intellectual rights, including patent fees and royalties, are in the General Conditions, as may be modified by the Supplementary Conditions.

B. Implied warranties: Duration in accordance with Laws and Regulations.

1.09 BONDS

A. Equipment bond and other bond requirements as specified in the technical sections.

B. Bonds commence running on the date of substantial completion. 1. For items of Work for which acceptance is delayed beyond Date of Substantial

Completion, submit warranty within 10 calendar days after acceptance, listing date of acceptance as beginning of bond period.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not used.

END OF SECTION


SECTION 02050

SOILS AND AGGREGATES FOR EARTHWORK

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Material requirements for soils and aggregates.

1.02 REFERENCES

A. ASTM International (ASTM): 1. C117 - Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve

in Mineral Aggregates by Washing. 2. C131 - Standard Test Method for Resistance to Degradation of Small-Size

Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. 3. C136 - Standard Test Method for Sieve Analysis of Fine and Coarse

Aggregates. 4. D2419 - Standard Test Method for Sand Equivalent Value of Soils and Fine

Aggregate. 5. D4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity

Index of Soils. 6. D4829 - Standard Test Method for Expansion Index of Soils.

B. Oregon Department of Transportation, Oregon Standard Specifications for Construction (OSSC).

C. Oregon - Oregon Department of Transportation (ODOT): 1. Oregon Standard Specifications for Construction.

1.03 SUBMITTALS

A. Product data: 1. Material source. 2. Gradation. 3. Testing data.

B. Quality control for aggregate base course: 1. Test Reports: Reports for tests required by OSSC Section 00165. 2. Certificates of Compliance: As required by OSSC Section 00165.

1.04 DELIVERY, STORAGE, AND HANDLING

A. Storage and protection: Protect from segregation and excessive moisture during delivery, storage, and handling.


PART 2 PRODUCTS

2.01 MATERIALS - GENERAL

A. Provide material having maximum particle size not exceeding 4 inches and that is free of trash, lumber, debris, leaves, grass, roots, stumps, and other organic matter.

B. Materials derived from processing demolished or removed asphalt concrete are not acceptable.

2.02 NATIVE MATERIAL

A. Sound, earthen material passing 1-inch sieve.

B. Percent of material by weight passing Number 200 sieve shall not exceed 30 when tested in accordance with ASTM D 422.

C. Expansion index less than 35 when tested in accordance with ASTM D 4829.

2.03 AGGREGATE BASE COURSE

A. Under Roads: 1. Aggregate Base Course: Meeting requirements of Section 00641 and 02630

of the OSSC with the exception that aggregate have less than 10 percent passing the No. 200 sieve.

2. Aggregate Size: 3/4-inch minus.

B. Under Structures and Adjacent to Walls: 1. Aggregate Base Course: Meeting requirements of Section 02630 of the OSSC with

the exception that aggregate have less than 2 percent passing the No. 200 sieve. 2. Aggregate Size: 3/4 inch minus.

2.04 DRAIN ROCK:

A. Consist of hard, durable, crushed particles of stone or gravel, screened or crushed to specified size and gradation.

B. Free from organic matter, lumps or balls of clay, or other deleterious matter.

C. Crush or waste coarse material and waste fine material as required to meet gradation requirements.

Conform to size and grade within the limits as follows when tested in accordance with ASTM C 117 and C 136:

Sieve Size (Square Openings)

Percent By Weight

Passing Sieve

2 inch 100

1-1/2 inch 95-100

3/4 inch 50-100

3/8 inch 15-55

Number 200 0-2


2.05 SAND

A. Clean, coarse, natural sand.

B. Nonplastic when tested in accordance with ASTM D 4318.

C. 100 percent shall pass a 1/2-inch screen.

D. No more than 2 percent shall pass a Number 200 sieve.

2.06 RIPRAP MATERIAL

A. Material: Native rock.

B. Size and weight: 1/8 cubic to 1 cubic foot and 20-150 pounds, except small stones and spalls used to chink interstices shall not weigh less than 10 pounds and at least 50 percent shall weigh not less than 100 pounds.

C. Material Shapes: 1. Capable of forming stable protection of required depth. 2. Angular. 3. Flat or needle shapes with thickness more than 1/3 length.

D. Meeting requirements of Section 00390 of the OSSC.

2.07 GRAVEL FOR PATHWAYS:

A. Consist of hard, durable, crushed particles of stone or gravel, screened or crushed to specified size and gradation.

B. Free from organic matter, lumps or balls of clay, or other deleterious matter.

C. Crush or waste coarse material and waste fine material as required to meet gradation requirements.

Conform to size and grade within the limits as follows when tested in accordance with

ASTM C 117 and C 136: Sieve Size

(Square Openings) Percent By Weight

Passing Sieve

1/2 inch 100

3/8 inch 100

Number 4 50 – 80

Number 10 35 – 70

Number 200 8 - 15


PART 3 EXECUTION

3.01 PLACING RIPRAP

A. When required riprap is less than 20 inches in depth, place material by hand. When riprap is 20 inches or more in depth, place material by dumping and spreading in layers by bulldozers or other suitable equipment.

B. Place material to provide minimum voids.

C. Place larger pieces in toe of trench, foundation coarse, and on outer surface of riprap.

D. Place pieces with their longitudinal axis normal to face of embankment and so arranged that each piece above the foundation coarse has a minimum 3-point bearing on underlying stones. Bearing on smaller pieces used to fill voids will not be acceptable.

E. Fill interstices between pieces with small pieces and spalls.

END OF SECTION


SECTION 02200

SITE CLEARING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes stripping project site.

1.02 DEFINITIONS

A. Stripping: Includes the removal and disposal of all organic sod, topsoil, grass and grass roots, and other objectionable material remaining after clearing and grubbing from the areas designated to be stripped. The site has already been substantially stripped and the depth of additional stripping is estimated to be minimal, but the required depth of stripping will be determined by the Engineer.


A. Regulatory requirements: Verify and comply with applicable regulations regarding those governing noise, dust, nuisance, drainage and runoff, fire protection, and disposal.

B. Pre-construction conference: Meet with Engineer to discuss order and method of work.


A. Environmental requirements: 1. For suspected hazardous materials found notify Engineer immediately.

1.05 SEQUENCING AND SCHEDULING

A. Clearing and grubbing: Perform stripping in advance of grading operations.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verification of conditions: Examine site and verify existing conditions for beginning work.


3.02 PREPARATION

A. Protect existing improvements from damage by site preparation work.

3.03 INSTALLATION

A. Stripping: 1. Remove soil material containing sod, grass, or other vegetation to depth of

6 inches from areas to receive fill or pavement and from area within 5 feet outside foundation walls.

2. Deposit stripped material in accordance with following requirements: a. Remove stripping material from site

END OF SECTION


SECTION 02240

DEWATERING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Installation and maintenance of dewatering systems for excavations and

trenching. 2. Disposal of water entering excavation or other parts of the work.


A. Design requirements: 1. Keep excavations reasonably free from water. Draw down static groundwater

level to minimum of 3 feet below anticipated bottom of excavations before the 2. Coordinate dewatering design with excavation and shoring design. Excavation

and shoring design shall consider changes in groundwater conditions and associated earth pressures.

3. Do not place concrete or masonry foundations or concrete slabs in water. Do not allow water to rise over these elements until concrete or mortar has set for at least 24 hours.

4. Maintain operation of dewatering system until complete structure - including walls, slabs, beams, struts, and other structural elements – or pipe trench has been constructed; concrete has attained its specified compressive strength; and backfill has been completed.

5. Provide standby power to ensure continuous dewatering in case of power failure.

B. Dewatering shored excavations: 1. Dewater from within shoring. 2. Use impermeable shoring system to minimize lowering of groundwater outside

shoring. 3. Extend impermeable shoring below bottom of excavation sufficient amount to:

a. Minimize lowering of groundwater outside shoring. b. Prevent unstable excavation due to piping and heave.

4. To minimize settlement outside shoring due to dewatering, do not lower groundwater outside shoring more than 1 foot. Provide groundwater recharge if required to maintain this groundwater elevation outside of shoring.

5. Provide monitoring wells located outside shoring for monitoring groundwater elevation.

C. Obtain written permission from Engineer before locating wells, well points, or drain lines for dewatering within the limits of a structure’s foundation.

D. Locate dewatering facilities where they will not interfere with utilities and construction work to be performed by others.


E. Discharge: 1. Approval of each discharge location shall be obtained from the Engineer.

1.03 SUBMITTALS

A. Dewatering plan: 1. Arrangement, location, depths of system components. 2. Required permits.


PART 3 EXECUTION

3.01 INSTALLATION

A. During construction, provide and maintain ample means and devices to promptly remove and properly dispose of water entering excavation or other parts of the work, whether water is surface water or underground water.

B. Keep excavations reasonably free of water.

C. Make provisions to maintain continuous dewatering: 1. Provide standby power to maintain dewatering during power outages and

interruptions.

D. Intercept and divert precipitation and surface water away from excavations. Use dikes, curb walls, ditches, pipes, sumps, or other means acceptable to Engineer.

E. Disposal of water: 1. Dispose of water from the work in suitable manner without damage to adjacent

property. 2. Do not drain water into work built or under construction. 3. Dispose of water in such manner that it will not be a menace to public health or

safety.

3.02 CONSTRUCTION

A. Prior to release of groundwater to its static level: Confirm that: 1. All groundwater pressure relief devices for structure are fully operational. 2. Construction of structure is complete and concrete has reached its specified

compressive strength. 3. Backfill of structure is complete.

B. Control release of groundwater to its static level to prevent disturbance of natural foundation soils or compacted backfills and fills and to prevent flotation or movement of structures, pipelines, or other facilities.

END OF SECTION


SECTION 02260

EXCAVATION SUPPORT AND PROTECTION

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Requirements for designing, providing, maintaining, and removing excavation support and protection.

1.02 REFERENCES

A. American Society of Civil Engineers (ASCE): 1. Guidelines of Engineering Practice for Braced and Tied-Back Excavations.

B. Department of the Navy Naval Facilities Engineering Command (NAVFAC): 1. Design Manual 7.2 - Foundations and Earth Structures. 2. Design Manual 7.3 - Soil Dynamics and Special Design Aspects.

C. State of California Department of Transportation (Caltrans): 1. Caltrans California Trenching and Shoring Manual.

D. United States Steel Corporation (USS): 1. Steel Sheet Piling Design Manual.

1.03 DEFINITIONS

A. General Engineering Design Practice: General engineering design practice in area of the Project, performed in accordance with recent engineering literature on subject of shoring and stability of excavations.

B. Shoring: A temporary structural system designed to support vertical faces, or nearly vertical faces, of soil or rock for purposes of excavation. Shoring includes cantilevered sheet piling and other similar shoring systems. Sloping of the soil is not shoring.


A. Where general engineering design practice is specified, provide drawings and calculations that are performed and signed by civil or structural engineer registered in State where Project is located: 1. Clearly disclose assumptions made, criteria followed, and stress values used

for materials being used in design calculations. 2. Submit list of references acceptable to Engineer that substantiating

appropriateness of design assumptions, criteria, and stress values.

B. Design requirements: 1. General:

a. For trench excavations 5 feet or more in depth and for trenches less than 5 feet in depth when there is potential for cave-in.


1) Perform design pursuant to general engineering design practice. b. Dewatering:

1) Dewater soil inside shoring as specified in Section 02240 - Dewatering for Structures.

2) Do not lower groundwater outside of shoring more than 1 foot. 3) Recharge groundwater outside shoring to limit groundwater draw

down outside of shoring to amount specified above. c. When electing to design with material stresses for temporary construction

higher than allowable stresses prescribed in building code as specified in Section 01410 - Regulatory Requirements, increase in such stresses shall not exceed 10 percent of value of prescribed stresses.

d. Minimum safety factor used for design shall not be less than 1.5. e. The calculated minimum depth of penetration of shoring below bottom of

excavation shall be increased not less than 30 percent if full value of allowable passive pressure is used in design.

f. Maximum height of cantilever shoring above bottom of excavation shall not exceed 15 feet. Use braced shoring when height of shoring above bottom of excavation exceeds 15 feet.

g. The location of point of fixity for shoring shall not be less than half calculated minimum embedment depth below bottom of excavation.

h. Generally acceptable references for design of shoring and excavations are as follows: 1) ASCE Guidelines of Engineering Practice for Braced and Tied-Back

Excavations. 2) Caltrans California Trenching and Shoring Manual. 3) NAVFAC Design Manual 7.2. 4) NAVFAC Design Manual 7.3. 5) USS Steel Sheet Piling Design Manual.

i. Maximum total deflection of shoring at any point on shoring shall not be more than 3/4 inch.

C. Performance requirements: 1. General:

a. Support faces of excavations and protect structures and improvements in vicinity of excavations from damage and loss of function due to settlement or movement of soils, alterations in ground water level caused by such excavations, and related operations.

b. Specified provisions: 1) Complement, but do not substitute or diminish, obligations of

Contractor for furnishing of safe place of work pursuant to provisions of the Occupational Safety and Health Act of 1970 and its subsequent amendments and regulations and for protection of Work, structures, and other improvements.

2) Represent minimum requirement for: a) Number and types of means needed to maintain soil stability. b) Strength of such required means. c) Methods and frequency of maintenance and observation of

means used for maintaining soil stability. 2. Provide safe and stable excavations by means of sheeting, shoring, bracing,

sloping, and other means and procedures, such as draining and recharging groundwater and routing and disposing of surface runoff, required to maintain stability of soils and rock.


3. Provide support for trench excavations for protection of workers from hazard of caving ground.

4. Provide shoring: a. Where, as result of excavation work and analysis performed pursuant to

general engineering design practice, as defined in this Section: 1) Excavated face or surrounding soil mass may be subject to slides,

caving, or other types of failures. 2) Stability and integrity of structures and other improvements may be

compromised by settlement or movement of soils, or changes in soil load on structures and other improvements.

b. For trenches 5 feet and deeper. c. For trenches less than 5 feet in depth, when there is potential for cave-in. d. Where indicated on the Drawings.

5. For safe and stable excavations, use appropriate design, construction, and maintenance procedures to minimize settlement of supported ground and to prevent damage to structures and other improvements, including: a. Using stiff shoring systems. b. Following appropriate construction sequence. c. Using shoring system that is tight enough to prevent soil loss through the

shoring. d. Using shoring system that extends far enough below bottom of excavation

to prevent piping, heave, or flow of soil under shoring. e. Design for safety factor of not less than 1.50. f. Providing surface runoff routing and discharge away from excavations. g. Where dewatering inside shoring is necessary, recharge groundwater

outside shoring as necessary to prevent settlement in area surrounding shored excavation.

h. Where sheet piling is used, use interlocking type sheets: 1) Sheet piles shall be continuous and driven in interlock. 2) If bottom of the excavation is located below the water table, use “ball

and socket” or "thumb and finger" type interlock. i. Not applying shoring loads to existing structures and other improvements. j. Not changing existing soil loading on existing structures and other

improvements.

1.05 SUBMITTALS

A. Shop drawings and calculations: 1. Calculations for different load, support, and other conditions that occur during

the sequence of installation of shoring, construction of facilities protected by shoring, and sequence of removal of shoring.

2. Sketches showing the condition at various stages of installation and removal of shoring.

3. Show on plan shoring, structures, pipelines, and other improvements located near shoring.

4. When utilities penetrate shoring, show location of penetrations on elevation of all sides of shoring.

5. Show details for ground support and sealing around utility penetrations. 6. Indicate method used for installing driven shoring.


B. Control points and schedule of measurements: 1. Submit location and details of control points and method and schedule of

measurements. 2. Survey data.

C. Detailed sequence of installation and removal of shoring: 1. Consider effects of ground settlement in sequence of installation and removal

of shoring. 2. Provide sketches showing conditions at various stages in sequence of

installation and removal of shoring.

D. Submit submittals for excavation support and protection as complete package and include all items required in this Section: 1. Incomplete submittals will not be reviewed and will be returned for resubmittal

as complete package.

E. Submit dewatering submittals as specified in Section 02240 - Dewatering for Structures with submittals for excavation support and protection.

1.06 SEQUENCING

A. Do not begin construction of any shoring or excavation operations until: 1. Submittals for shoring and dewatering have been accepted. 2. Control points as specified in this Section and on existing structures and other

improvements as indicated on the Drawings have been established and surveyed to document initial elevations and locations.

3. Materials necessary for installation are on site.

B. Submit submittals minimum of 30 days prior to scheduled date to begin excavation work.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.01 CONSTRUCTION

A. Installation of shoring: 1. Install means for providing safe and stable excavations as indicated in

submittals.

B. Removal of shoring: 1. Remove shoring by completion of the Work. Select shoring system and

method of removal, which will minimize soil that sticks to shoring from creating large voids and causing settlement. To prevent settlement caused by pulling shoring, fill voids with sand, pea gravel, or pressure injected grout. The methods used shall prevent settlement. Pressure preservative treated wood lagging may be left in place when acceptable to the Engineer.


C. Maintenance: 1. Where loss of soil occurs, plug gap in shoring and replace lost soil with fill

material acceptable to Engineer. 2. Where measurements and observations indicate possibility of failure or

excessive movement of excavation support, determined in accordance with general engineering design practice, take appropriate action immediately.

END OF SECTION


SECTION 02300

EARTHWORK

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Loosening, excavating, filling, grading, borrow, hauling, preparing subgrade,

compacting in final location, wetting and drying, and operations pertaining to site grading for buildings, basins, reservoirs, boxes, roads, and other facilities.

2. Backfilling and compacting under and around structures.

1.02 REFERENCES

A. American Association of State Highway and Transportation Officials (AASHTO): 1. Standard Specifications for Highway Bridges.

B. ASTM International (ASTM): 1. D698-Standard Test Methods for Laboratory Compaction Characteristics of

Soil Using Standard Effort (12,400 ft-lbf/ft3). 2. D6938 - Standard Test Method for In-Place Density and Water Content of Soil

and Soil-Aggregate by Nuclear Methods (Shallow Depth).

1.03 DEFINITIONS

A. Backfill adjacent to structure: Backfill within volume bounded by the exterior surfaces of structure, the surface of undisturbed soil in the excavation around structure, and finish grade around structure.

B. Embankments: Dikes, levees, berms, and similar facilities.

C. Excavation: Consists of loosening, removing, loading, transporting, depositing, and compacting in final location, wet and dry materials, necessary to be removed for purposes of construction of structures, ditches, grading, roads, and such other purposes as are indicated on the Drawings.


A. Performance requirements: 1. Where mud or other soft or unstable material is encountered, remove such

material and refill space with stabilization material. Wrap stabilization material with stabilization fabric.

2. Obtain acceptable import material from other sources if surplus obtained within Project site does not conform to specified requirements or are not sufficient in quantity.

3. No extra compensation will be made for hauling of fill materials nor for water required for compaction.


1.05 SUBMITTALS

A. Copy of Property Owner’s Agreement allowing placement of surplus soil material on their property.

B. Excavation plan.


A. Initial compaction demonstration: 1. Adequacy of compaction equipment and procedures: Demonstrate adequacy

of compaction equipment and procedures before exceeding any of following amounts of earthwork quantities: a. 50 cubic yards of backfill adjacent to structures. b. 100 cubic yards of embankment work. c. 100 cubic yards of fill. d. 50 cubic yards of roadway base material. e. 100 cubic yards of road fill.

2. Compaction sequence requirements: Until specified degree of compaction on previously specified amounts of earthwork is achieved, do not perform additional earthwork of the same kind.

3. After satisfactory conclusion of initial compaction demonstration and at any time during construction, provide confirmation tests as specified under "FIELD QUALITY CONTROL."

B. Contractor shall perform all work related to this Section in accordance with the approved Stormwater Pollution Prevention Plan (SWPPP) and as specified in Section 01355A - Stormwater Pollution Prevention Construction Activities: Best Management Practices


A. Schedule earthwork operations to meet requirements specified in this Section for excavation and uses of excavated material.

B. If necessary, stockpile excavated material in order to use it at specified locations.

C. Excavation, backfilling, and filling: Perform excavation, backfilling, and filling during construction in manner and sequence that provides drainage at all times.

PART 2 PRODUCTS

2.01 MATERIALS

A. Water for compacting: Use water from source acceptable to Engineer.

B. Soil and rock materials: 1. General:

a. Provide aggregate base course, drain rock, native material, sand, and stabilization material where specified or indicated on the Drawings.

a. If suitable surplus materials are available, obtain native material, material from cut sections or excavations, or imported materials.


2. Aggregate base course materials: As specified in Section 02050 - Soils and Aggregates for Earthwork.

3. Drain rock: As specified in Section 02050 - Soils and Aggregates for Earthwork.

4. Gravel: As specified in Section 02050 - Soils and Aggregates for Earthwork. 5. Native material: As specified in Section 02050 - Soils and Aggregates for

Earthwork. 6. Sand: As specified in Section 02050 - Soils and Aggregates for Earthwork. 7. Select material: As specified in Section 02050 - Soils and Aggregates for

Earthwork. 8. Stabilization material: As specified in Section 02050 - Soils and Aggregates for

Earthwork.

C. Geotextile fabrics: 1. Filter fabric: As specified in Section 02621 – Filter Fabric for Drain and

Underdrain Pipe. 2. Stabilization fabric: As specified in Section 02621 - Stabilization Fabric.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verification of conditions: 1. Character and quantity of material:

a. Verify character and quantity of rock, gravel, sand, silt, water, and other inorganic or organic materials to be encountered in work to be performed.

b. Determine gradation, shrinkage, and swelling of soil, and suitability of material for use intended in work to be performed.

a. Determine quantity of material, and cost thereof, required for construction of backfills, cuts, embankments, excavations, fills, and roadway fills, whether from onsite excavations, or imported materials. Include in cost of work to be performed.

b. Include wasting of excess material, if required, in cost of work to be performed.

3.02 PREPARATION

A. Backfills: 1. After clearing and excavation are completed, scarify entire areas that underlie

backfills or structures to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.

2. Recompact scarified areas to density specified before placing backfill material or concrete.

3. Do not place backfill against walls until: a. Walls have been cast full height of structure and concrete has reached the

specified strength. b. Connecting slabs and beams have been cast, and concrete has reached

the specified strength. 4. Prior to backfilling:

a. Remove all forms.


b. Clean all trash and debris from the excavation site. 5. After inspection of foundation, walls, and pipes, place backfill symmetrically

around structures to prevent eccentric loading of structures.

B. Embankments: 1. After clearing is completed, scarify entire areas that underlie embankments to

a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.

2. Recompact scarified areas to density specified for embankments before placing of embankment material.

C. Fills: 1. After clearing is completed, scarify entire areas that underlie fill sections or

structures to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.

2. Recompact scarified areas to density specified for compacted fills before placing of fill material or concrete.

D. Roadway fills: 1. After clearing is completed, scarify entire areas that underlie roadway fills to a

depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.

2. Recompact scarified areas to density specified for roadway fills before placing of roadway fill material.

E. Sloped surfaces for fill or foundations: 1. Foundations for fill having slopes in excess of 1 vertical to 5 horizontal:

a. Bench or terrace to adequately key existing ground and fill built thereon. 2. Slopes of original hillsides and old fills: Bench minimum of 10 feet horizontally

as fill is placed. 3. Provision of new benches:

a. Start new bench wherever vertical cut of next lower bench intersects existing grade.

b. Recompact material thus cut out along with new embankment material at no additional cost to the Owner.

3.03 INSTALLATION

A. General: 1. Dispose of excavated materials that are not required or are unsuitable for fill

and backfill in lawful manner. 2. Dispose of surplus material on private property only when written permission

agreement is furnished by owner of property. Submit copies of such agreements.

3. Rocks, broken concrete, or other solid materials larger than 4 inches in greatest dimension: Remove from project site at no additional cost to the Owner.

4. Stabilization of subgrade: Provide materials used, or perform work required, to stabilize subgrade so it can withstand loads that may be placed upon it by Contractor's equipment.


B. Borrow area: There is no borrow area on Project site. 1. Where material is required, import material from source located off Project site

selected by the Contractor and subject to acceptance by the Engineer.] 2. There will be no additional cost to the Owner for use of imported material.

C. Compaction: 1. Provide specified compaction for backfills, cuts, embankments, fills, roadway

fills, and other earthwork. 2. Perform confirmation tests to verify and confirm that work has complied, and is

complying at all times, with compaction requirements specified in this Section for initial compaction demonstration and field quality control testing.

3. In-place density of compacted backfills, cuts, embankments, fills, and roadway fills determined in accordance with ASTM D1556 or with ASTM D6938.

4. Maximum density, laboratory compaction: Soil maximum density and optimum water content when tested in accordance with ASTM D698, Method A.

5. To prevent damage to structures due to backfilling operations, compact backfill with light equipment (jumping jack, walker, plates, etc), within a distance from the face of the structure of not less than 1/2 the depth of backfill. The depth of backfill is the distance between the level being compacted and the bottom of the excavation. Outside this distance, heavier compaction equipment may be used.

6. Compact to percentage of maximum density as follows: a. Backfill adjacent to structures: 95 percent. b. Backfilling voids: 95 percent. c. Embankments: 95 percent. d. Subgrade in excavated areas: 95 percent. e. Other areas: 85 percent. f. Under present and future structures: 95 percent. g. Under roadways, parking and storage areas, curbs, and sidewalks:

95 percent. h. Upper 6 inches of cuts: 95 percent. i. Fills: 95 percent.

7. Compaction testing via a “Wheel Roll Test” may be allowed on a case by case basis upon written approval from the Owner’s Representative.

D. Dewatering: As specified in Section 02240 - Dewatering for Structures.

E. Excavation: 1. Blasting: Not permitted. 2. Excavations for trenching: As specified in Section 02318 - Trenching. 3. Excavations for structures:

a. All existing fill and existing sandy clay (CL-SC) shall be removed from beneath structures. Removals shall extend laterally at least 2 feet beyond the outside edges of structure walls and foundations.

b. Provide excavations conforming to dimensions and elevations indicated on the Drawings for each structure.

c. After clearing is complete, excavate for the structure, down to the elevation indicated on the Drawings. Unless directed by Engineer, do not carry excavations below elevation indicated by the Specifications and on the Drawings.


d. Where soil is encountered having unsuitable bearing value, Engineer may direct in writing that excavation be carried to elevations below those indicated on the Drawings.

e. Where excavations are made below elevations indicated on the Drawings, adjust elevations of excavations in accordance with the following requirements: 1) Under slabs: Restore to proper elevation in accordance with

procedure specified for backfill in this Section. 2) Under footings: Restore to the proper elevation using one of the

following: a) Aggregate base course

f. Excavation width: 1) Extend excavations at least 2 feet clear from walls and foundations of

structures to allow for placing and removal of forms, installation of services, and inspection.

2) Do not undercut slopes. 3) Where more than 2 feet of removal is required beneath foundations,

the lateral extent of the removals should be increased by an additional 0.5’ for every 1’ of additional removal.

g. Difficulty of excavation: No extra compensation will be made for removal of rock or any other material due to difficulty of excavation.

h. Additional excavations shall be performed as necessary to remove existing sandy clay (CL-SC) from beneath structures, enable placement of a minimum of 6” of aggregate base course beneath foundations, and additional structural fill and/or drain rock as shown on the drawings.

4. Excavation of lined channels: a. Excavations in open cut for lined channels may be made so as to place

concrete directly against excavated surfaces providing faces of excavations are: 1) Firm and unyielding. 2) Will stand or can be made to stand without sloughing.

b. Excavations to provide subgrade for lined channel or subdrainage material: Excavate to lines and grades indicated on the Drawings.

5. Excavation of unlined channels and basins: a. Excavate to lines and grades indicated on the Drawings. b. Perform excavation and grading so that finish surfaces are in uniform

planes with no abrupt breaks in surface. c. Provide additional excavation as necessary to provide required depth of

rip-rpa or other fill requirements as shown on the drawings. 6. Excavation of ditches and gutters:

a. Cut ditches and gutters accurately to cross sections and grades indicated on the Drawings.

b. Take care not to excavate ditches and gutters below grades indicated on the Drawings.

c. Backfill excessive ditch and gutter excavations to grade with suitable material acceptable to the Engineer.

d. Do not deposit any material within 3 feet of edge of ditch unless otherwise indicated on the Drawings.

e. Provide additional excavation as necessary to provide required depth of rip-rpa or other fill requirements as shown on the drawings.

7. Necessary over excavation:


a. Where it becomes necessary to excavate beyond normal lines of excavation in order to remove boulders or other interfering objects, backfill voids remaining after removal as specified in backfilling of voids below, or as acceptable to the Engineer.

b. Backfill voids with material acceptable to the Engineer: 1) With acceptance of the Engineer, backfill with one of the following:

a) Aggregate base course.

F. Materials for backfills, embankments, fills, and roadway fills: 1. General:

a. Obtain import material from other sources if surplus materials from cuts and excavations obtained from within Project site do not conform to specified requirements or are not sufficient in quantity for construction of Project.

2. Backfills: a. Unless otherwise specified or indicated on the Drawings, material for

structural backfill adjacent to walls shall consist of sand extending from the outside face of wall to a point three feet beyond. All remaining backfill material shall consist of sand or acceptable native material.

b. Backfill material under concrete structures shall consist of aggregate base course material unless otherwise shown on drawings.

c. Backfill in any area under concrete structures shall extend from undisturbed soil or rock to the bottom of aggregate base course or drain rock material layers, as indicated on the Drawings.

d. Extend backfill in any area under concrete structures from undisturbed soil or rock to the bottom aggregate base course material layer.

3. Embankments: a. Unless otherwise specified or indicated on the Drawings, material for

embankments shall consist of native material, or imported material meeting the requirements of native material.

4. Fills: a. Unless otherwise specified or indicated on the Drawings, material for

embankments shall consist of native material, or imported material meeting the requirements of native material.

b. Extend fill in any area under concrete structures from undisturbed soil or rock to the bottom aggregate base course material layer.

5. Roadway fills: One of the following, unless otherwise specified or indicated on the Drawings: a. Aggregate base course material.

G. Placement: 1. General:

a. Lines and grades: 1) Construct backfills, embankments, fills, and road fills, at locations

and to lines and grades indicated on the Drawings. 2) Overbuild all permanent fill slopes by at least 1 foot and then cut to

final grade to provide adequate compaction of the remaining fill. 2. Structural Backfills:

a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.

b. Bring each layer to a moisture content between optimum moisture content and 3 percent above optimum moisture content before compacting.


c. Defective Compacted Backfills: Remove and recompact. 3. Fills:



c. Defective compacted fills: Remove and recompact. 4. Embankments:



c. Defective compacted embankments: Remove and recompact. 5. Roadway Fills:

a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction:


c. Defective Compacted Roadway Fills: Remove and recompact.


A. Confirmation tests: 1. Contractor's responsibilities:

a. Adequacy of compaction equipment and procedures: 1) Demonstrate adequacy of compaction equipment and procedures. 2) At each test location include tests for each type or class of backfill

from bedding to finish grade. b. Compaction sequence requirements:

1) Do not perform additional earthwork of the same kind until specified degree of compaction has been demonstrated.

c. Cost of confirmation tests: Paid for by the Contractor. d. Qualifications of Contractor's testing laboratory: Acceptable to Engineer. e. Copies of confirmation test reports: Submit promptly to the Engineer. a. Frequency of Confirmation Testing:

1) Perform testing not less than the following: a) Structural Backfill: Once every 100 cubic yards of backfill

material placed. b) Aggregate Base Course Material: Once every 50 cubic yards.

B. Tolerances: 1. Finish Grading of Backfills, Cuts, Embankments, Fills, and Roadway Fills:

a. Perform fine grading under concrete structures such that finish surfaces are never above the grade or cross section indicated on the Drawings and are never more than 0.10 feet below.

b. Provide finish surface for areas outside of structures that are within 0.10 feet of grade or cross section indicated on the Drawings.

2. Unlined Channels and Basins: a. In Both Cut and Fill, and Levee and Access Road Side Slopes in Cut:

Vertical tolerance of none above and 3 inches below grade indicated on the Drawings on bottom and side slopes.


b. On Top Surface of Levee and Access Road in Both Cut and Fill, and Levee and Access Road Side Slopes in Fill: Vertical tolerance of none below and 3 inches above grade indicated on the Drawings.

3. Areas Which Are Not under Structures, Concrete, Asphalt, Roads, Pavements, Sidewalks, Dikes, and Similar Facilities: a. Provide finish-graded surfaces of either undisturbed soil, or cohesive

material not less than 6 inches deep. b. Intent of proceeding is to avoid sandy or gravelly areas.

4. Finish Grading of Surfaces: a. Reasonably smooth, compacted, and free from irregular surface changes. b. Provide degree of finish that is ordinarily obtainable from blade grader

operations, except as otherwise specified. c. Uniformly grade areas that are not under concrete. d. Finish ditches and gutters so that they drain readily.

C. Compliance Tests: a. Periodic compliance tests will be made by the Engineer to verify that

compaction is meeting requirements previously specified. b. Remove overburden above level at which the Engineer wishes to test.

Backfill and recompact excavation after testing is completed. c. If compaction fails to meet specified requirements, perform remedial work

by one of the following methods: 1) Remove and replace materials at proper density. 2) Bring density up to specified level by other means acceptable to the

Engineer. d. Retesting:

1) Costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements shall be borne by the Contractor.

2) Contractor's Confirmation Tests during Performance of Remedial Work: Double the normal rate specified herein.

e. Allowable Testing Methods: 1) The primary method for compliance testing will be the nuclear density

test. All compacted structural fill will be tested using the nuclear density method (ASTM D6938) and shall conform to the prescribed compaction requirements.

2) Where practical, and as directed by the Owner's representative, the Contractor shall provide field compaction verification via a "Wheel Roll Test". a) This testing will be provided by observation of a fully loaded

10yd dump truck moving over the compacted area. b) All compacted native materials shall be wheel rolled to

demonstrate the hardness and viability of the materials. c) This testing shall be performed in reasonable intervals at the

request of the Owner's representative. d) All observations and reporting will be provided and paid for by

the Owner. e) The loaded 10 yd. dump truck and driver shall be provided by

the Contractor.


3.05 ADJUSTING

A. Finish grades of excavations, backfills, and fills: 1. Repair and reestablish grades to required elevations and slopes due to any

settlement or erosion that may occur from action of the elements or any other cause prior to final acceptance.

3.06 PROTECTION

A. Finish grades of backfills, cuts, excavations, and fills: 1. Protect newly graded areas from erosion and deterioration by action of the

elements.

B. Ditches and gutters: 1. Maintain ditches and gutters free from detrimental quantities of debris that

might inhibit drainage until final acceptance.

END OF SECTION


SECTION 02318

TRENCHING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Trench excavation and trench backfill.

1.02 REFERENCES

A. ASTM International (ASTM): 1. D698-Standard Test Methods for Laboratory Compaction Characteristics of

Soil Using Standard Effort (12,400 ft-lbf/ft3). 2. D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by

the Sand Cone Method. 3. D1557 - Standard Test Method for Laboratory Compaction Characteristics of

Soil Using Modified Effort (56,000 ft-lbf/ft3). 4. D6938 - Standard Test Method for In-Place Density and Water Content of Soil

and Soil-Aggregate by Nuclear Methods (Shallow Depth). 5. D 2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in

Place by Nuclear Methods (Shallow Depth).

1.03 SUBMITTALS

A. As specified in Section 01330 - Submittal Procedures.

B. Product data on soils and aggregates. 1. Material source. 2. Gradation. 3. Test data to demonstrate compliance with this Section.

C. Samples: 1. Provide 50-pound sample of materials when requested by the Engineer.

D. Confirmation testing: 1. Certification of Contractor's testing laboratory. 2. Record copy report for tests performed by Contractor's testing laboratory.

1.04 DEFINITIONS

A. Backfill: Material placed in trench above the pipe embedment zone.

B. Bedding: Material placed under, around, and over pipes or ducts in trenches.

C. Center bedding: Material placed at the bottom of the trench directly under the center of the pipe to provide a malleable resting surface.

D. Fine grading: Material placed directly below pipes or ducts to provide support at the bottom of the trench and to bring those elements to required grades and elevations.


E. Flexible pipe: Includes steel, ductile iron, thermoplastics such as polyvinyl chloride (PVC) and high-density polyethylene (HDPE), thermosetting plastics such as fiberglass-reinforced polymer (FRP), bar-wrapped concrete cylinder pipe, and corrugated steel pipes.

F. Haunch zone: Material placed below and beside the pipe up to the pipe springline.

G. Lift: A layer of soil or aggregate material, measured before compaction.

H. Maximum density, laboratory compaction: Soil maximum density and optimum water content when tested in accordance with ASTM D698.

I. Maximum density, field compaction: Soil density and water content when tested in accordance with ASTM D6938.

J. Pavement section: Includes pavement plus underlying courses such as base course and subgrade.

K. Pipe embedment zone: Includes bedding, fine grading, center bedding, and haunch zone.

L. Pipe foundation: Material placed at the bottom of trench to provide support.

M. Pipe springline: A horizontal reference line located at mid-height, or halfway point, of a circular conduit, pipe, or tunnel. It is the maximum horizontal dimension or diameter of a circular conduit, pipe, or tunnel.

N. Rigid pipe: Includes reinforced non-cylinder concrete, reinforced concrete cylinder, prestressed concrete cylinder, vitrified clay, polymer concrete, cast iron, asbestos cement and cast-in-place pipes.

PART 2 PRODUCTS

2.01 MATERIALS

A. As specified in Section 02050 - Soils and Aggregates for Earthwork.

B. Class C concrete: As specified in Section 03301 – Concrete Work.

EXECUTION

2.02 PREPARATION

A. Stabilize excavations as specified in Section 02260 - Excavation Support and Protection.

2.03 DEWATERING

A. As specified in Section - 02240 – Dewatering


2.04 TRENCH EXCAVATION AND BACKFILL

A. Trench Excavation and Backfill: In accordance with Medford Water Commission “Standards for Water Facilities”, October 2012, except where specifically modified by this Section

B. Trenches shall be backfilled with compacted fill, placed in lifts not exceeding 8 inches in uncompacted thickness. Thicker lifts may be used with the written approval of the soil engineer, provided satisfactory compaction is achieved. The upper 3 feet of trench backfill shall be compacted to at least 95 percent relative compaction (ASTM D698). Jetting of backfill to obtain compaction is not permitted.


A. Tests: 1. Confirmation Tests:

a. Contractor's Responsibilities: 1) Accomplish specified compaction of trench backfill. 2) Control operations by confirmation tests to verify and confirm that

compaction work complies, and is complying at all times, with requirements specified in this Section concerning compaction, control, and testing.

3) Cost of Confirmation Tests: Paid for by the Contractor. 4) Qualifications of Contractor's Testing Laboratory: Acceptable to

Engineer. Provide lab certification. 5) Copies of Confirmation Test Reports: Submit promptly to the

Engineer. b. Frequency of Confirmation Testing:

1) Perform testing not less than as follows: a) For Trenches: At each test location include tests for each type or

class of backfill from bedding to finish grade. b) In Open Fields: 2 every 1,000 linear feet. c) Along Dirt or Gravel Road or off Traveled Right-of-Way: Two

every 500 linear feet. d) Crossing Paved Roads: two locations along each crossing. e) Under Pavement Cuts or within 2 Feet of Pavement Edges:

1 location every 400 linear feet. 2. Compliance Tests:

a. Frequency of Testing: Periodic compliance tests will be made by the Engineer to verify that compaction is meeting requirements previously specified.

b. If Compaction Fails to Meet Specified Requirements: Perform remedial work by one of the following methods: 1) Remove and replace backfill at proper density. 2) Bring density up to specified level by other means acceptable to the

Engineer. 3. Retesting:

a. Costs of Retesting: Costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements shall be borne by the Contractor.


b. Contractor's Confirmation Tests During Performance of Remedial Work: 1) Performance: Perform tests in manner acceptable to the Engineer. 2) Frequency: Double amount specified for initial confirmation tests.

END OF SECTION


SECTION 02340

EROSION PREVENTION AND SEDIMENT CONTROL

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this Section: 1. ASTM International (ASTM):

a. D3776, Standard Test Method for Mass Per Unit Area (Weight) of Fabric.

b. D4355, Standard Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet Light and Water (Xenon-Arc Type Apparatus).

c. D4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles.

1.02 DEFINITIONS

A. Maintenance Period: Begin maintenance immediately after each area is planted (seed, sod, or sprig) and continue for a period of 8 weeks after all planting under this Section is completed.

B. Satisfactory Stand: Grass or section of grass that has: 1. No bare spots larger than 3 square feet. 2. Not more than 10 percent of total area with bare spots larger than 1 square

foot. 3. Not more than 15 percent of total area with bare spots larger than 6 square

inches.

C. Standard Design Manual when referenced in this Section shall mean the Erosion Prevention and Sediment Control Manual as published by the Oregon Department of Environmental Quality, latest edition.

D. Wet weather period when referenced in this Section shall mean the time period between October 1 and April 30.

E. EPCM: Erosion and Pollution Control Manager

F. EPSC: Erosion Prevention and Sediment Control.

1.03 SUBMITTALS

A. Action Submittals: Product Data: Commercial products.

B. Informational Submittals: 1. Subschedule of drainage, erosion, and sedimentation control. 2. Erosion Prevention Sediment Control Plan (ESCP): Prior to starting

construction, CONTRACTOR shall fill out and submit Permit Transfer forms to assume responsibilities as Operator under the 1200C permit. The Contractor shall use the ESCP as a base and modify as required to fulfill all


permit requirements. Measures shown on the ESCP in the Contract Documents are a minimum. CONTRACTOR’S ESCP shall incorporate additional measures as required. Contractor shall coordinate with permitting agencies for any modifications to the permitted ESCP.

3. Manufacturer’s Installation Instructions: Commercial products. 4. Seed certifications. 5. Copies of delivery invoices or other proof of quantities of mulch and fertilizer. 6. Completed Construction Site BMP Inspection Report form for each

inspection made by the EPCM. Monitoring Form shall be of the format shown in the Inspector Guidance Booklet for Construction Site Erosion and Sediment Control published by Oregon DEQ.

C. Submit name, title, contact information, and qualifications for the Contractor’s designated EPCM. The EPCM shall be competent and experienced in all aspects of construction and erosion and sediment control techniques.

1.04 GENERAL

A. Work under this Section shall be performed in accordance with the, Standard Design Manual and this Section. Materials shall be as specified in the Standard Design Manual and this section.

1.05 DELIVERY, STORAGE, AND PROTECTION

A. EPSC Contingency Items: 1. The contractor shall have on hand at all times, as a minimum, the following

EPSC contingency items: a. 100 linear feet of sediment fence. b. 260 square feet of plastic sheeting. c. 1,000 feet of rope. d. 50 empty sand bags to be filled as needed. e. 10 bales of straw. f. 10 bio-filter bags with stakes.

2. The contingency items are to be installed as required, in the event of a EPSC measure failure or to strengthen in place EPSC measures as deemed necessary by the Engineer and/or the EPCM.

B. Seed: 1. Furnish in standard containers with seed name, lot number, net weight,

percentages of purity, germination, and hard seed and maximum weed seed content, clearly marked for each container of seed.

2. Keep dry during storage.

C. Hydroseeding Mulch: Mark package of wood fiber mulch to show air dry weight.


A. ENGINEER’s acceptance of Construction Period Erosion/Sedimentation Control Plan required prior to starting earth disturbing activities.

B. EPCM shall make inspections and complete monitoring form PT at the intervals specified in the Standards Design Manual.


C. Complete soil preparation, seeding, fertilizing, mulching and matting within 10 days after final grades have been reached.

D. Notify Engineer at least three days in advance of: 1. Materials delivery. 2. Start of planting activity.

E. Seeding: As specified in Section 02939 - Seeding.

F. Do not begin earth disturbing activities before inspection and approval of the flagged clearing limits, wetland buffer zones and perimeter controls. Contractor shall limit operations and earth disturbing activities to within the boundary controls.

G. A minimum of eight weeks prior to Wet Weather period, contractor shall update the ESCP for winterization and shall submit the updated ESCP for review and acceptance by the Engineer.

H. Stabilize all soils disturbed by construction activities as outlined in the Standard Design Manual.

I. Complete all temporary seeding stabilization prior to September 1.

J. During the wet weather period cover all soils disturbed by construction activities at the end of the work day.

1.07 MAINTENANCE

A. Stabilization by Seeding: 1. Watering: Keep seeded surface moist. 2. Washouts: Repair by filling with topsoil, fertilizing, seeding, and mulching. 3. Mulch: Replace wherever and whenever washed or blown away. 4. Reseed unsatisfactory areas of portions thereof immediately at the end

of the maintenance period if a satisfactory stand has not been produced. 5. Reseed during next planting season if scheduled end of maintenance

period falls after September 15. 6. Reseed entire area if satisfactory stand does not develop by July 1 of the

following year. 7. Mowing: Mow to 2 inches after grass height reaches 3 inches, and mow to

maintain grass height from exceeding 3-1/2 inches. 8. EPCM shall inspect the site weekly at a minimum and daily during rainy

periods where a minimum of 0.5 inches of rain has fallen in a 24-hour period. 9. Remove accumulated sediment immediately to ensure proper function of all

erosion and sediment control measures. 10. Mobilize crews to make immediate repairs and replacements during work or

non-work hours as necessary to ensure intended function of erosion control measures, and to maintain approved Erosion and Sediment Control Plan.


PART 2 PRODUCTS

2.01 FERTILIZER

A. Commercial, uniform in composition, free-flowing, suitable for application with equipment designed for that purpose. Minimum percentage of plant food by weight.

B. Application Rates: 20 pounds per 1,000 square foot.

C. Mix: 1. Nitrogen: 10. 2. Phosphoric Acid: 10. 3. Potash: 10.

D. Top Dress Type: As recommended by local authority.

2.02 SEED

A. Fresh, clean new-crop seed that complies with the tolerance for purity and germination established by Official Seed Analysts of North America.

B. Seeds of Legumes: Inoculated with pure culture of nitrogen-fixing bacteria prepared specifically for legume species in accordance with inoculant manufacturer’s instructions.

C. Summer Seed Mix:

Species Chewing Fescue Illahpe Creeping Fescue Red Creeping Fescue Astoria Bent

Proportion By Weight 35 percent 30 percent 25 percent 10 percent

D. Winter Protective Seed:

Species Dwarf Perennial Ryegrass Creeping Red Fescue

Proportion By Weight 80 percent 20 percent

E. Seed application rate: 100 pounds per acre minimum.

2.03 MULCH

A. Wood Cellulose Fiber Mulch: 1. Specially processed wood fiber containing no growth or germination

inhibiting factors. 2. Dyed a suitable color to facilitate inspection of material placement. 3. Manufactured such that after addition and agitation in slurry tanks with

water, the material fibers will become uniformly suspended to form homogenous slurry.


4. When hydraulically sprayed on ground, material will allow absorption and percolation of moisture.

B. Straw: 1. Threshed straw of oats, wheat, barley, or rye, free from seed of noxious

weeds or clean salt hay. Suitable for spreading with mulch blower equipment. 2. Average Stalk Length: 6 inches. 3. Seasoned before baling or loading.

2.04 EROSION CONTROL MATTING

A. Excelsior Manufacturer or straw blanket; staples as recommended by manufacturer or per the Standard Design Manual.

B. Manufacturers: 1. Akzo Industries; Ashville, NC. 2. Curlex Manufacturer. 3. North American Green.

2.05 TACKIFIER

A. Derived from natural organic plant sources containing no growth or germination-inhibiting materials. 1. Capable of hydrating in water, and to readily blend with other slurry

materials. 2. Wood Cellulose Fiber: Add as tracer, at rate of 150 pounds per acre. 3. Manufacturers and Products:

a. Terra; Tack AR. b. J Tack; Reclamare.

2.06 REINFORCED PLASTIC COVERING

A. Co-extruded, copolymer laminate reinforced with non-woven grid of high strength nylon cord submersed in a permanently flexible adhesive media allowing for equal tear resistance in all directions.

B. Black in color and ultraviolet stabilized.

C. Physical Requirement (Minimum Average Roll Values): 1. Tear Strength: 130 pounds. 2. Elongation: 620 percent.

D. Manufacturers: 1. Reef Industries, Inc., Houston, TX. 2. Griffolyn Co., Houston, TX.

2.07 CLEARING LIMIT FENCE

A. Ultraviolet stabilized polyethylene or polypropylene safety fence, three feet in height, and yellow or orange in color.


2.08 SILT FENCE

A. A.Pervious Sheet: Polyester, polypropylene, or nylon filaments, woven into a uniform pattern, distinct and measurable openings. 1. Filaments: Resistant to damage from exposure to ultraviolet rays and heat. 2. Material Edges: Finish so filaments retain their relative positions under

stress. 3. In accordance with requirements of Table No. 1:

Table No. 1 – Silt Fence

Physical Property Required

Value Test Method

Permeability cm/sec 0.005 ASTM D4491

Apparent opening size, U.S. sieve size max. 50 ASTM D4751

Grab Tensile Strength, lb, min. 180 ASTM D4632

Ultraviolet Radiation Resistance, (500 hrs) 90% ASTM D4355

B. Manufacturers: 1. Carthage Mills, Cincinnati, OH; Carthage 30%. 2. Amoco Fabrics & Fibers Co., Austell, GA; Amoco 4545. 3. TC Nicolon, Pendergrass, CA; Mirafi 140NC.

PART 3 EXECUTION

3.01 GENERAL

A. Install and maintain soil stabilization measures in accordance with the Standard Design Manual and this Section to meet regulatory and permit requirements. Inspect and maintain ESC measures to maintain proper function. Update and expand ESC measures as required to meet all regulatory and permit requirements and prevent turbid runoff from leaving the project limits.

3.02 SOIL PREPARATION

A. Grade areas to smooth, even surface with loose, uniformly fine texture. 1. Roll and rake, remove ridges, fill depressions to meet finish grades. 2. Limit such Work to areas to be planted within immediate future. 3. Remove debris, and stones larger than 1-1/2 inch diameter, and other

objects that may interfere with planting and maintenance operations.

B. Moisten prepared areas before planting if soil is dry. Water thoroughly and allow surface to dry off before seeding. Do not create muddy soil.

C. Restore prepared areas to specified condition if eroded or otherwise disturbed after preparation and before planting.

3.03 SEEDING

A. Prepare 1-inch deep seed bed; obtain ENGINEER’s acceptance prior to proceeding.


B. Apply by hydroseeding method on moist soil, but only after free surface water has drained away. Prevent drift and displacement of mixture into other areas.

C. Hydroseeding Application: 1. Application Rate: 100 pounds of seed mix per acre. 2. Apply on moist soil, only after free surface water has drained away. 3. Prevent drift and displacement of mixture into other areas. 4. Upon application, allow absorption and percolation of moisture into ground. 5. Mixtures: Seed and fertilizer may be mixed together, apply within 30 minutes

of mixing to prevent fertilizer from burning seed.

D. Irrigation: 1 inch per week to seeded areas as required to develop satisfactory stand.

3.04 EROSION CONTROL MATTING

A. Place on seeded slopes 3H: 1V and steeper, staple/stake in place and with the appropriate overlap in accordance with the manufacturer’s instruction.

B. Stake per manufacturer’s recommendations or Standard Design Manual, whichever is more stringent.

3.05 TACKIFIER

A. Apply on areas mulched with straw.

B. Spray on after mulch is in place.

C. Apply in quantities sufficient to equal retention properties of a CSS-1 asphalt emulsion being applied at rate of 400 gallons per acre.

3.06 REINFORCED PLASTIC COVERING

A. Place on stockpiles and as a temporary measure where other EPSC measures are ineffective.

B. Install in single thickness, strips parallel to direction of drainage.

C. Maintain tightly in place by using sandbags on ropes with a maximum 10-foot grid spacing in all directions.

D. Tape or weight down full length, overlap seams at least 12 inches.

E. Remove at final acceptance unless notified otherwise by ENGINEER.

3.07 CLEARING LIMIT FENCE

A. A.Install in accordance with manufacturer’s standard instructions and before beginning clearing and grubbing operations for entire perimeter of project limits.

3.08 SILT FENCE

A. Install prior to starting earth disturbing activities upslope of fence.


B. One-piece geotextile or continuously sewn to make one-piece geotextile for full height of the fence, including portion buried in the toe trench.

C. When joints are necessary, splice geotextile together only at a support post, with a minimum 6-inch overlap, and securely fasten both ends to support post.

D. Geotextile shall not extend more than 24 inches above the ground surface. Securely fasten to upslope side of each support post using ties. Geotextile shall not be stapled to existing trees.

E. Take precaution not to puncture geotextile during installation. Repair or replace damaged area.

3.09 SOIL STOCKPILES

A. Protect from erosion with silt fence.

B. Secure with reinforced plastic covering as shown on the Drawings.


A. SEEDING: Upon completion of maintenance period and on written notice from CONTRACTOR, ENGINEER will within 15 days of receipt, determine if a satisfactory stand has been established.

B. If a satisfactory stand has not been established, ENGINEER will make another determination upon written notice from CONTRACTOR following the next growing season.

3.11 EPSC

A. Remove only after final acceptance by ENGINEER and permanent landscaping is established and soils are stabilized.

END OF SECTION


SECTION 02600

CONCRETE MANHOLES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Manhole frames and covers. 2. Manhole grade rings. 3. Manholes cones and risers. 4. Manhole bases.

1.02 REFERENCES

A. American Association of State Highway and Transportation Officials (AASHTO). 1. Standard Specifications for Highway Bridges.

B. ASTM International (ASTM): 1. A48 - Standard Specification for Gray Iron Castings. 2. C33 - Standard Specification for Concrete Aggregates. 3. C150 - Standard Specification for Portland Cement. 4. C443 - Standard Specification for Joints for Concrete Pipe and Manholes

Using Rubber Gaskets. 5. C478 - Standard Specification for Circular Precast Reinforced Concrete

Manhole Sections. 6. C990 - Standard Specification for Joints for Concrete Pipe, Manholes, and

Precast Box Sections Using Preformed Flexible Joint. 7. C923 - Standard Gide for In-Plant Performance Evaluation of Automatic

Pedestrian SNM Monitors. 8. C1244 - Standard Test Method for Concrete Sewer Manholes by the Negative

Air Pressure (Vacuum) Test Prior to Backfill.

C. International Organization of Standardization (ISO): 1. 9001 - Quality Management Standard.

1.03 SUBMITTALS


B. Shop drawings: 1. Manufacturer’s catalog data and details of following items for approval:

a. Frame and covers. b. Grade rings. c. Manhole cones and risers. d. Manhole bases, if precast.

2. Manhole construction details, jointing methods, connection details, materials, and dimensions.

3. Repair procedures and details.


C. Calculations and criteria used in manhole design including material properties, loadings, load combinations, and dimensions assumed.

D. Test methods and results including certification that the manhole riser exceeds the minimum requirements in accordance with ASTM C478.

E. Sealed drawings and design calculations by a registered Professional Engineer licensed in the State where the project is located.

F. Certificates 1. ISO 9001 certificate by a third party confirming that ASTM test reports are

valid and up to date at the time of the bid and during construction period. 2. Manufacturer's Certificate of Source Testing.

1.04 PRODUCT REQUIREMENTS

A. As specified in Section 01600 - Product Requirements General.

B. Provide suitable quantities of lifting equipment to handle the manholes/risers and castings. 1. In no case shall any equipment be used that is not rated to handle the

intended loading or conditions of use to which it will be subjected, or which will damage or gouge the manhole components.

2. Dragging or dropping the manhole components shall not be allowed.

C. Source testing. 1. Perform pre-production and post-production tests by manufacturer staff with a

minimum of 5 years of experience in quality control, inspection, and testing of manholes. a. In lieu of this experience, witness of tests by up to 3 full-time Owner

representatives. 2. Examine each completed manhole section for dimensional requirements,

strength, and workmanship. 3. Complete required testing in accordance with ASTM C478. 4. Provide the Manufacturer's Certificate of Source Testing.

1.05 DESIGN CRITERIA:

A. Manholes shall not include steps.

B. Manhole lids: Locking type.

C. Manhole bases: 1. Constructed as part of the pipe installation or using tee risers.

D. Manhole riser: 1. Made of the same pipe material selected for the project, providing a sealed

connection between the pipe base and riser as indicated on the Drawings and specifications.

2. Manufactured specifically for this project and no materials shall be furnished from stock unless approved by the Engineer.

E. Manhole provider shall coordinate with the pipe manufacturer for dimensions and connections.


F. Manhole systems: 1. Provided by a single manufacturer.

G. Frames and covers: 1. Provided by a single manufacturer unless approved by the Engineer.

1.06 WARRANTY

A. As specified in Section 01783 - Warranties and Bonds.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS

A. Precast Concrete Manholes: 1. Construct precast concrete manholes in accordance with design, size, shape,

form, details, and at locations indicated on the Drawings and specified. 2. Construct manholes of precast eccentric or concentric manhole units in

accordance with the requirements indicated on the Drawings and specified. 3. Provide precast, cylinder units, taper sections, and eccentric flat top sections

meeting strength requirements for "Precast Reinforced Concrete Manhole Risers and Tops," ASTM C 478.

4. Base design and manufacture to A-16 (HS 20-44) loading in accordance with ASTM C 857.

2.02 BASIS OF DESIGN

A. Design in accordance with local jurisdiction requirements including but not limited to the following: 1. Manhole frames and covers. 2. Manhole diameter tolerance. 3. Manhole length. 4. Manhole cover bolting. 5. Manhole backfill.

B. Structural design calculations: 1. Load rating of manhole:

a. Design to support an AASHTO Standard Specifications for Highway Bridges, H-20 vehicle loading.

2. Resist buoyancy: a. Design with sufficient bottom anchorage and side friction to resist

buoyancy. b. Depths will be as indicated on the Drawings. c. Anti-flotation flange:

1) Exterior of manhole riser shall incorporate a 3-inch wide flange at its base.

2) Upon joining of manhole riser to pipe tee, place sufficient concrete around tee and manhole riser to prevent buoyancy.

3) Encase anti-flotation flange in a minimum of 6 inches of concrete. d. Concrete ballast:

1) Pour sufficient concrete around tee-base pipe fitting and manhole riser base to prevent buoyancy


C. Manholes, grade rings, risers, and bases: 1. Manhole:

a. Nominal sizes as indicated on the Drawings. 2. Grade rings:

a. At least 1 but not more than 2 grade rings shall be used. b. Maximum total distance from top of cone section to final grade: 18 inches.

3. Cone and riser sections: a. As specified in this Section and as indicated on the Drawings. b. Cone sections shall be concentric or eccentric.

4. Manhole bases: a. As specified in this Section and as indicated on the Drawings. b. Provide corrosion protection system on unlined concrete.

D. Threaded lifting inserts: 1. Design inserts to be fully threaded:

a. Do not fully penetrate through entire manhole wall. 2. Provide lifting device compatible with spreader bar and chains, hooks and

slings. 3. Design with minimum safety factor of 4.0. 4. Do not use reinforcing steel bars.

2.03 MATERIALS

A. Cast iron manhole frames and covers. 1. In accordance with ASTM A48. 2. Covers: Bolted as specified. 3. Concrete collars: As indicated on the Drawings and as specified.

B. Manhole bases, risers, and grade rings: 1. Cement: Type V portland cement in accordance with ASTM C150. 2. Concrete aggregates: In accordance with ASTM C33, gradation as specified in

approved mix design. 3. Sections: Steel reinforced. 4. Precast concrete sections: Manufactured by a process that will produce a

dense, homogeneous concrete ring. 5. Top and bottom of sections: Parallel.

C. Joint sealant: 1. Preformed, cold applied flexible joint sealant in accordance with ASTM C990

and ASTM C443. 2. Manufacturers: One of the following or equal.

a. Henry Corp., Ram-Nek. b. Kent Seal - Hamilton Kent Corp.

2.04 COMPONENTS

A. Pipe stubs: 1. Provide pipe stubs at manhole locations and in accordance with details

indicated on the Drawings and as specified.


B. Resilient pipe connectors: 1. Unless otherwise indicated on the Drawings or specified, provide a flexible

compression type connector between manhole and pipes entering and leaving the manhole in accordance with ASTM C923.

2. Resilient pipe connectors: a. Manufacturers: The following or equal.

1) A-LOK Premium.

C. Threaded lifting inserts.

D. Drop manholes: 1. Construct drop manholes at locations and in accordance with details indicated

on the Drawings and as specified. 2. Provide inside diameter of drop inlet pipe the same as intercepted sewer

unless otherwise indicated on the Drawings or specified in this Section. 3. Furnish and set fittings as indicated on the Drawings and as specified.

2.05 IDENTIFICATION MARKINGS

A. Identification marks on the exterior of bases, risers, grade rings, and include the following information: 1. Date of manufacture of the item. 2. Name or trademark of the manufacturer. 3. Internal diameter in inches. 4. Number of the manhole as indicated on the Drawings.


A. Manufacturer to provide permanent quality control department and laboratory facility capable of performing inspections and testing as specified by this Section.

B. Material testing, inspection procedures, and manufacturing process are subject to inspection by the Owner or Owner's representative.

C. Perform manufacturer's tests and inspections in accordance with the referenced standards and as specified in this Section including the following: 1. Provide the Manufacturer's Certificate of Source Testing as specified in

Section 01600 - Product Requirements General. 2. Manufacturer shall make available services of representative throughout the

project duration when deemed necessary by the Engineer. 3. Calibrate within last 12 months for equipment such as scales, measuring

devices and calibration tools used in the manufacturing of pipe. a. Each device used in the manufacture of manholes is required to have a

tag recording date of last calibration. b. Devices are subject to inspection by Engineer.

D. Furnish labor necessary to assist the Engineer in inspecting manholes upon delivery.

E. Remove rejected manholes immediately.


PART 3 EXECUTION

3.01 MANHOLE INSTALLATION

A. Excavate and backfill as specified in Section 02318 - Trenching and as indicated on the Drawings.

B. Maintain identification markings on installed pieces throughout installation.

C. Do not use sections with chips or cracks in the joint.

D. Engineer may inspect manhole sections, prior to installation.

E. Repair of manhole sections damaged during installation in accordance with manufacturer’s repair procedures; with the concurrence of the Engineer.

F. Install joint sealant material in accordance with manufacturer’s instructions: 1. Completed manhole: Rigid and watertight.

G. Fill threaded lifting inserts with grout.

H. Lay grade rings on joint sealant with sides plumb and tops level.

I. Set frame and covers as specified and as indicated on the Drawings and as specified.

3.02 CLEANING

A. After completing each manhole, remove debris, construction materials, and equipment from the site of the work, grade, and smooth over the surface and leave the entire right-of-way in a clean, neat, and serviceable condition.

B. After completing each manhole, remove construction material debris from inside the manhole.

3.03 FUNCTIONAL TESTING

A. Provide materials for grouting and patching recommended by the manufacturer or an approved equal.

B. Provide pressure testing of manholes in coordination with pipe testing as described in Section 15958 - Mechanical Equipment Testing.

END OF SECTION


SECTION 02621

STABILIZATION FABRIC

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Woven stabilization fabric used for subgrade enhancement.

1.02 REFERENCES

A. ASTM International (ASTM): 1. D4355 - Standard Test Method for Deterioration of Geotextiles by Exposure to

Light, Moisture and Heat in a Xenon Arc Type Apparatus. 2. D4491 - Standard Test Methods for Water Permeability of Geotextiles by

Permittivity. 3. D4533 - Standard Test Method for Trapezoid Tearing Strength of Geotextiles. 4. D4632 - Standard Test Method for Grab Breaking Load and Elongation of

Geotextiles. 5. D4751 - Standard Test Method for Determining Apparent Opening Size of a

Geotextile. 6. D6241 - Standard Test Method for the Static Puncture Strength of Geotextiles

and Geotextile-Related Products Using a 50-mm Probe.

1.03 DEFINITIONS

A. Stabilization fabric: Woven geotextile fabric manufactured from polypropylene yarns.

1.04 SUBMITTALS

A. Product data.

B. Samples.

C. Quality control submittals: 1. Certificates of Compliance. 2. Manufacturer's Installation Instructions.


A. Storage and protection: 1. Furnish stabilization fabric in protective covers capable of protecting the fabric

from ultraviolet rays, abrasion, and water.


A. Field measurements: 1. Take field measurements to determine the exact lengths and dimensions of

the surfaces to receive the fabric.


PART 2 PRODUCTS

2.01 MANUFACTURERS

A. One of the following or equal: 1. Propex, Geotex 315ST. 2. Ten Cate Geosynthetics, Mirafi 600X

2.02 MATERIAL REQUIREMENTS

A. Physical properties: Meet the following minimum requirements:

Property (1) Test Method Unit Requirements (1)

Grab Tensile Strength ASTM D4632 lbs 315

Grab Elongation ASTM D4632 % 15

Trapezoid Tear Strength ASTM D4533 lbs 120

CBR Puncture Resistance ASTM D6241 lbs 900

UV Resistance (strength retained at 500 hrs)

ASTM D4355 % 70

Apparent Opening Size (AOS) ASTM D4751 US sieve 40

Permittivity ASTM D4491 sec-1 0.05

Flow Rate ASTM D4491 gpm/ft2 4

(1) Minimum average roll values.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verification of conditions: Verify that conditions are satisfactory for the installation of stabilization fabric.

3.02 PREPARATION

A. Surface preparation: During grading operations, take care not to disturb the subgrade. This may require use of lightweight dozers for low strength soils such as saturated, cohesionless, or low cohesion soils.

B. Prior to placement of fabric: Prepare surface to smooth condition free of debris, depressions, or obstructions that may damage the fabric.

3.03 INSTALLATION

A. Follow manufacturer's installation instructions and as complimented in this Section.

B. Place the stabilization fabric smoothly without folds or wrinkles.


C. Use special care when placing the stabilization fabric in contact with the soil so that no void spaces occur between the stabilization fabric and the prepared surface.

D. Overlap the parallel rolls and ends of rolls a minimum of 24 inches and not less than recommended by manufacturer.

E. Do not drag stabilization fabric across subgrade.

F. Make overlaps at ends of rolls in the direction of the aggregate placement with the previous roll on top.

G. Use lightweight dozers, if necessary. Do not allow equipment directly on stabilization fabric.


A. Inspection: Before covering, the condition of the fabric will be observed by the Engineer to determine that no holes or rips exist in the fabric. Repair all holes or rips by placing a new layer of fabric extending beyond the defect in all directions, a distance equal to the minimum overlap required for adjacent rolls.

END OF SECTION


SECTION 02622

FILTER FABRIC FOR DRAINS AND UNDERDRAINS

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes: Nonwoven Engineering Fabrics (Geotextile) for drains and underdrains.

1.02 REFERENCES

A. American Society for Testing and Materials (ASTM): 1. D 4491 - Standard Test Methods for Water Permeability of Geotextiles by

Permittivity. 2. D 4632 - Standard Test Method for Grab Breaking Load and Elongation of

Geotextiles. 3. D 5261 - Standard Test Method for Measuring Mass per Unit Area of

Geotextiles

1.03 DEFINITIONS

A. Filter Fabric for Drains and Underdrains: Nonwoven filter fabric manufactured from polyester, nylon, or polypropylene material, or any combination thereof.


A. Take field measurements to determine the exact lengths and dimensions of the surfaces to receive the fabric.

1.05 SUBMITTALS

A. Product Data.

B. Samples.

C. Quality Control Submittals: 1. Certificates of Compliance. 2. Manufacturer's Instructions.


A. Storage and Protection: 1. Furnish engineering fabrics in protective covers capable of protecting the

fabric from ultraviolet rays, abrasion, and water.


PART 2 PRODUCTS

2.01 MANUFACTURERS

A. One of the Following or Equal: 1. Propex, Geotex 401 2. Tencate, Mirafi 140 NC

2.02 MATERIAL REQUIREMENTS

A. Physical Properties: Meet the following minimum requirements:

Property(1) Test Method Requirements(1)

Weight, minimum ASTM D 5261 4.0 ounces per square yard

Grab tensile strength ASTM D 4632 100 pounds

Grab tensile elongation ASTM D 4632 60 percent

Permitivity, minimum ASTM D 4491 1.5 per second

(1) Minimum average roll values.

PART 3 EXECUTION

3.01 PREPARATION

A. Surface Preparation: During grading operations, take care not to disturb or scarify the subgrade. This may require use of lightweight dozers for low strength soils such as saturated, cohesionless, or low cohesion soils. Recompact if subgrade is scarified.

B. Prior to placement of fabric, prepare surface to smooth conditions free of debris, depressions, or obstructions which may damage the fabric.

3.02 INSTALLATION

A. Follow manufacturer's installation instructions and as complimented herein.

B. Place the geotextile fabric smoothly without folds or wrinkles.

C. Use special care when placing the geotextile in contact with the soil so that no void spaces occur between the geotextile and the prepared surface.

D. Overlap the geotextile sheets according to manufacturer's installation.

E. Place drainage aggregate on the geotextile as specified.


A. Inspection: Before covering, the conditions of the fabric will be observed by the Engineer to determine that no holes or rips exist in the fabric. Repair all such occurrences by placing a new layer of fabric extending beyond the defect in all directions a distance equal to the minimum overlap required for adjacent rolls.

END OF SECTION

SECTION 02710

SLOTTED UNDERDRAIN PIPING

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes: 1. Slotted drain pipe and fittings.

1.02 REFERENCES

A. American Society for Testing Materials (ASTM): 1. D 3350 - Specification for Polyethylene Plastics Pipe and Fittings Materials. 2. F 405 - Specification for Corrugated Polyethylene Tubing and Fittings.

B. AASHTO M 252 - Specification for Corrugated Polyethylene Drainage Tubing.

1.03 ABBREVIATIONS

A. HDPE: High Density Polyethylene.

1.04 FUNCTION

A. Slotted underdrain piping will used at the locations indicated on the drawings.

1.05 SUBMITTALS

A. Product Data.

B. Submit manufacturer's certification that the pipe and fittings were manufactured, tested, and supplied in accordance with the specifications.

C. Submit manufacturer's certificate of date of manufacture.


A. Mark pipe with nominal size, type, class, schedule or pressure rating, and manufacturer.


A. Protect from sunlight, scoring and distortion.

B. Do not allow surface temperature of pipe and fittings to exceed 120 degrees Fahrenheit.

C. Store and handle as recommended by manufacturer.


PART 2 PRODUCTS

2.01 MATERIALS

A. Slotted HDPE corrugated pipe with an integrally formed smooth interior manufactured to comply with AASHTO M 252, Type S, and ASTM F405.

B. Pipe and fittings manufactured from HDPE resin that meets or exceeds requirements of ASTM D3350, cell class 324420C, except that carbon black shall not exceed 5 percent.

C. Slots: 1. Maximum slot width of 0.125 inches and slot length of 0.875 inches, or as

indicated on the Drawings. 2. Provide minimum water inlet area of 2.95 square inches per lineal foot. 3. Slots uniformly spaced at 120-degree centers as shown on the Drawings, or

uniformly distributed around the pipe diameter.

D. Pipe Fittings and Couplings: 1. As specified by the manufacturer. 2. Pipe joined by split or solid couplings conforming to AASHTO M 252.

E. Pipe size as shown on Drawings.

F. Drain rock as specified in Section 02050 - Basic Site Materials.

G. Geotextile as specified in Section 02622 - Filter Fabric For Drains and Underdrains.

PART 3 EXECUTION

3.01 INSTALLATION

A. Use drain rock meeting the requirements of Section 02050 - Basic Site Materials for bedding material for the underdrains.

B. Removal of Water: Provide and maintain ample means and devices to remove and dispose of water entering the trench during the laying operation to the extent required to properly grade the bottom of the trench and allow for proper compaction of the backfill in the pipe zone. Do not lay pipe in water.

C. Preparation of Pipe Prior to Installation: Inspect pipe and fittings before lowering into the prepared trench to ensure that no cracked, broken, or defective pipe or fittings are being used in the work. Clean the ends of the pipe thoroughly and remove foreign matter and dirt from the inside of the pipe. Ensure that the inside surfaces of the bell or collar are smooth and free from any projections which would interfere with the assembly or watertightness of the joint.

D. Handling: Provide and use proper implements, tools and facilities for the safe and proper protection of the work. Lower pipe into the trench in such a manner as to avoid any physical damage to the pipe. Reject damaged pipe and remove from the jobsite. Do not drop or dump pipe into the trench.

3.02 PIPE INSTALLATION

A. Install slotted pipes at the locations and elevations shown on the Drawings.

B. Place joint so that flow line is regular.

C. After a section of pipe has been lowered into the prepared trench, wipe the end of the pipe to be joined and the inside of the joint clean immediately before joining the pipe. Make the joint in accordance with the recommendations of the manufacturer. Provide all special tools and appliances required for the jointing assembly.

D. Joints shall be made in conformance with pipe manufacturer’s installation instruction. After the joint has been made, align and check the pipe for grade. The trench bottom shall form a continuous and uniform bearing and support for the pipe at every point between joints. Apply sufficient pressure in making the joint to assure that the joint is "home" as defined in the standard installation instructions provided by the pipe manufacturer. To assure proper pipe alignment and joint makeup, place sufficient pipe zone material to secure the pipe from movement before the next joint is installed.

E. Prevent dirt or other foreign material from getting into the pipe during the laying operation. At all times when laying operations are not in progress, at the close of the day's work or whenever the workmen are absent from the job, close and block the open end of the last laid section of pipe to prevent entry of foreign material or creep of the gasketed joints.

END OF SECTION



SECTION 02742

ASPHALTIC CONCRETE PAVING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Asphalt concrete pavement on prepared subgrade or aggregate base course, and on existing pavement, to lines, grades, compacted thicknesses, and cross sections indicated on the Drawings.

1.02 REFERENCES

A. American Association of State Highway and Transportation Officials (AASHTO): 1. Standard Specifications for Transportation Materials and Methods of Sampling

and Testing: a. MP1: Specification for Performance Graded Asphalt Binder.

B. ASTM International (ASTM): 1. C117 - Standard Test Method for Material Finer than 75-μm (No. 200) Sieve in

Mineral Aggregates by Washing. 2. C131 - Standard Test Method for Resistance to Degradation of Small-Size

Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. 3. C136 - Standard Test Method for Sieve Analysis of Fine and Coarse

Aggregates. 4. D977 - Standard Specification for Emulsified Asphalt. 5. D2041 - Standard Test Method for Theoretical Maximum Specific Gravity and

Density of Bituminous Paving Mixtures. 6. D4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity

Index of Soils.

C. Oregon Department of Transportation, Oregon Standard Specifications for Construction (OSSC).

D. ODOT Contractor Mix Design Guidelines for Asphalt Concrete.

1.03 DEFINITIONS

A. Bituminous prime coat: Consist of application of hot bituminous material on previously prepared base course.

B. Combined Aggregate: All mineral constituents of an asphalt concrete mix, including mineral filler and separately sized aggregates.

C. Standard Specifications: Where the term "Standard Specifications" is used, such reference shall mean the current edition of Oregon Standard Specifications for Construction. Where reference is made to a specific part of the Standard Specifications, such applicable part shall be considered as part of this Section. In case of a conflict in the requirements of the Standard Specifications and the requirements stated herein, the requirements herein shall prevail.



A. Performance requirements: 1. Compact the asphalt concrete to at least 92 percent of the density of the

theoretical maximum density in accordance with ASTM D2041.

1.05 SUBMITTALS

A. Proposed mix design and gradation of materials.

B. Quality control submittals: 1. Certificate of Compliance.

C. Job Mix Formula (JMF): 1. Shall meet the criteria set fourth in Section 00745.13(b) and (c) and the ODOT

Contractor Mix Design Guidelines for Asphalt Concrete.


A. Asphalt concrete delivery: 1. Transport the mixture from the mixing plant to the point of use in vehicles

having tight bodies previously cleaned of all foreign materials. 2. Treat bodies as necessary to prevent material from sticking to the bodies. 3. Cover each load with canvas or other suitable material of sufficient size and

thickness to protect the asphalt mixture from the weather.


A. Environmental requirements: 1. Asphalt concrete:

a. Place asphalt concrete only when surface is dry, and when atmospheric temperature in the shade is 40 degrees Fahrenheit and rising, or above 50 degrees Fahrenheit if falling.

b. Do not place asphalt concrete when weather is foggy or rainy or when base on which material is to be placed is in wet or frozen condition.

2. Prime coat: a. Do not apply prime coat when atmospheric temperature is below

60 degrees Fahrenheit. b. Apply prime coat only when base course is dry or contains moisture not in

excess of that which will permit uniform distribution and desired penetration.


A. Prime coat: 1. Prior to requesting Engineer's acceptance for application, inspect area to be

coated to determine its fitness to receive bituminous priming material. 2. Do not begin application before area to be coated has been accepted for

application by the Engineer.


PART 2 PRODUCTS

2.01 MATERIALS

A. Sand: Acceptable to the Engineer.

B. Tack coat: Grade SS-1h anionic emulsion in accordance with ASTM D977.

C. Asphalt concrete materials: 1. Asphalt Concrete: ODOT 1/2-inch Dense Level 3 HMAC, as specified in

Section 00745 of the OSSC. 2. Asphalt Binder: Shall conform to PG 64-22.

2.02 EQUIPMENT

A. Bituminous distributor: Designed and equipped so as to distribute bituminous material uniformly at even heat on variable widths of surface at readily determined and controlled rate with pressure range of 25 to 75 pounds per square inch.

B. Liquid asphalt distributor: 1. Designed and operated to distribute asphaltic material in uniform spray without

atomization. 2. Equipped with bitumeter having dial registering feet of travel per minute.

a. Locate dial so that it is visible to truck driver so that he can maintain constant speed required for application at specified rate.

3. Equip pump with tachometer having dial registering gallons per minute passing through nozzles. a. Locate dial so that it is readily visible to operator.

4. Provide means for accurately indicating temperature of asphaltic material in distributor at all times. a. Locate thermometer well so that it is not in contact with, or close to,

heating tube. 5. Have spray bar having normal width of application of not less than 12 feet and

capable of providing for application of lesser width when necessary. 6. Provided with hose and spray nozzle attachment for applying asphaltic

material to patches and areas inaccessible to spray bar. 7. Equipped with heating attachments and capable of circulating asphaltic

material through spray bar during entire heating process.

C. Asphalt concrete mixing plants: 1. Equipment:

a. Use screen and storage bins at plant of sufficient capacity to furnish the necessary amount of all aggregates, when operating at the maximum capacity of the plant, with no periods of undue waiting for material. 1) Use bins consisting of at least 2 compartments, so proportioned as to

ensure adequate storage of appropriate fractions of the aggregate. 2) Provide each compartment with an overflow pipe of such size and at

such location as to prevent any backing up of material into other compartments.

b. Dryer: 1) Designed to heat and dry the aggregate to Specification

requirements and to agitate it continuously during the heating.


2) Capable of preparing aggregates at a rate equal to the full-rated capacity of the plant.

c. Dust collector: 1) So constructed as to waste or return uniformly to the hot elevator all

or any part of the material collected. d. Mixer:

1) Adequate capacity, with twin shafts. e. Thermometers:

1) Furnished for determining the temperature of the mix. f. Weighing and measuring equipment:

1) Weighing or volumetric measuring equipment of sufficient capacity. 2) Devices to permit easy readjustment of any working part needing

readjustment, so that the equipment will function properly and accurately.

3) Attach scales for weighing to the bucket. 4) Test and seal all weighing equipment by a representative of the

Inspector of Weights and Measures having jurisdiction, as often as the Engineer may deem necessary to ensure accuracy.

g. Tanks for storage of bituminous material: 1) Capable of heating the material under effective and positive control

at all times to temperatures within the range stipulated. 2. Asphalt concrete plant operation:

a. Mineral aggregate: 1) Dry and heat mineral and then screen into at least 2 fractions and

conveyed into separate compartments ready for proportioning and mixing.

2) When combined with asphalt cement: b. Aggregate:

1) Contain not more than 2 percent moisture by weight. 2) Be at a temperature within the range of that specified for the asphalt

cement but not more than 25 degrees Fahrenheit above the temperature of the asphalt cement.

c. Combine dry aggregate in the plant in the proportionate amounts of each fraction of aggregate required to meet the specified grading. 1) Introduce the asphalt cement into the mixer in the amount and at the

temperature for the particular material being used. 2) Continue mixing for at least 30 seconds, and for such longer period

as may be necessary to coat all the particles. d. When a continuous mixer is used, determine the mixing time by weight

method using the following formula: 1) Mixing time in seconds = Pugmill dead capacity in pounds. 2) Pugmill output in pounds per second.

D. Asphalt-concrete-placing equipment: 1. Use equipment for placing, spreading, shaping, and finishing asphalt concrete

consisting of a self-contained power machine operating in such manner that no supplemental spreading, shaping, or finishing is required to provide surface that complies with requirements for smoothness contained in this Section. a. In areas inaccessible to the machine, hand spreading may be permitted.

2. Furnish 1 self-propelled, pneumatic-tired roller, and one 8-ton (minimum), smooth-wheel tandem roller.


a. When spreading is in excess of 100 tons per hour, furnish 1 additional roller of either type for each additional 100 tons, or fraction thereof, spread per hour.

2.03 MIXES

A. Asphalt cement: 1. Do not mix at temperatures lower than 275 degrees Fahrenheit or higher than

325 degrees Fahrenheit. 2. Usual amount of asphalt cement, by weight, to be added to aggregate be

5.4 to 5.8 percent of weight of mixture.

B. Asphalt concrete: 1. Before being delivered to the site, mix aggregate with asphalt cement at the

central mixing plant. 2. Use mixing plants that are in good working order with no excessively worn

parts and so equipped that: a. Temperatures of aggregates leaving dryer, of asphalt cement entering

mixer, and of mix leaving mixer can be readily determined and positively controlled within Specification limits at all times.

b. Weights of different sizes of aggregates and of asphalt cement as set by the Engineer can be consistently introduced into the mixer.

c. Asphalt cement can be uniformly distributed throughout the mixture with aggregate completely coated.

d. Mixing time can be positively controlled to minimum specified. e. Bin samples of aggregate can be readily obtained. f. Provide means of calibrating weighing devices.

PART 3 EXECUTION

3.01 PREPARATION

A. Protection 1. Prime-coated surfaces:

a. Maintain surfaces until succeeding layer of pavement has been placed. b. During this interval, protect primed surfaces against damage and repair

any broken spots.

B. Surface preparation: 1. Prime coat:

a. Where portions of base course prepared for immediate treatment are excessively dry, sprinkle such portions lightly with water immediately in advance of prime coat application.

b. Immediately following preparation of base course, apply bituminous material by means of bituminous distributor at the temperature previously specified.

c. Apply priming material in manner that results in uniform distribution being obtained at all points of surface to be primed.

d. Following the application of prime material, allow the surface to dry for a period of not less than 48 hours without being disturbed, or for such additional period of time as may be necessary to obtain penetration into


the base course and drying out or evaporation of the volatiles from prime material.

e. Spread sufficient sand on areas that show an excess of bituminous material to effectively blot up and cure the excess.

2. Base courses: a. Thoroughly clean base and apply prime coat before placing asphalt

concrete. b. Thoroughly clean any existing base, surfacing, or pavement prior to

placing plant-mixed surfacing. c. Where existing pavement is being widened or extended, cut to straight

vertical face and treat with asphalt paint binder prior to paving operations. d. When asphalt concrete is to be applied over existing pavement and local

irregularities in existing surface would result in course of more than specified thickness, bring surface of existing pavement to uniform contour by patching with asphalt concrete thoroughly tamped or rolled until it conforms with surrounding surface, and then apply tack coat.

3.02 APPLICATION

A. At existing asphalt to be paved over: Apply tack coat at minimum rate of 0.10 gallons per square yard.

B. Placing and compacting asphalt concrete: 1. Placing and compacting asphalt mixture: Progress in sections generally not

more than 750 linear feet in length. 2. Spreading of mixture:

a. Spread, shape, and finish by specified equipment. b. Spread each successive strip adjacent to previously spread strip. c. Do not compact minimum 6-inch width of each strip adjacent to new strip

until after new strip has been placed. d. Spread as nearly continuous as possible. e. Laying against vertical surfaces such as gutters: Roughen and clean face

of vertical surfaces as required for proper bonding and then paint with light coating of asphalt cement or emulsified asphalt.

f. At terminations of new surface courses: Feather asphalt mixture into existing surface over such distance as may be required to produce smooth riding transition.

g. Base-course and single-course construction: Joined by vertical butt joints, finished and rolled to smooth surface.

h. Rolling: 1) Perform initial or "breakdown" rolling with tandem power roller and

follow spreading operation when mixture has reached temperature where it does not "pick up" on rolls.

2) Keep rolls properly moistened but do not use surplus of water. 3) Follow initial rolling with pneumatic roller when mixture is in proper

condition and when rolling does not cause undue displacement, cracking, or shoving.

4) Begin rolling at sides and progress gradually to center, lapping each preceding track until entire surface has been rolled.

5) Terminate alternate trips of roller in stops at least three feet distant from any preceding stop.


6) At any place not accessible to roller, thoroughly compact mixture with tampers and finish, if necessary, with hot iron to provide uniform layer over entire width being paved.

3. Provide finish surface having uniform texture.


A. Placement: 1. Place the mixture on the roads, pavements, or walks at a temperature not less

than 225 degrees Fahrenheit.

B. Tests: 1. Provide sampling and control testing for the asphalt concrete.

a. Type and size of the samples: Suitable to determine conformance with stability, density, thickness, compaction, and other specified requirements.

b. Use an approved power saw or core drill for cutting samples. c. Furnish all tools, labor, and materials for cutting samples, testing, and

replacing the pavement where samples were removed. d. Take a minimum of 1 sample per 200 tons of asphalt concrete placed.

C. Inspection: 1. Asphalt concrete:

a. Test with a 10-foot straightedge laid on the surface parallel with the centerline of the road. Variation of the surface from the testing edge of the straightedge not to exceed 1/4 inch.

END OF SECTION


SECTION 02820

FENCES AND GATES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Fence, framework, fabric, and accessories. 2. Excavation for post bases and concrete foundation for posts. 3. Manual gates and related hardware. 4. Gate operators.

1.02 REFERENCES

A. ASTM International (ASTM): 1. A121 - Standard Specification for Metallic-Coated Carbon Steel Barbed Wire. 2. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron

and Steel Products. 3. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel

Hardware. 4. A385 - Standard Practice for Providing High-Quality Zinc Coatings (Hot-Dip). 5. A392 - Standard Specification for Zinc-Coated Steel Chain-Link Fence Fabric. 6. A702 - Standard Specification for Steel Fence Posts and Assemblies, Hot-

Wrought. 7. F626 - Standard Specification for Fence Fittings. 8. F668 - Standard Specification for Polyvinyl Chloride (PVC) and Other Organic

Polymer-Coated Steel Chain-Link Fence Fabric. 9. F1043 - Standard Specification for Strength and Protective Coatings on Steel

Industrial Chain Link Fence Framework. 10. F1184 - Standard Specification for Industrial and Commercial Horizontal Slide

Gates.


A. Fence Height: 6 feet nominal.

B. Line Post Spacing: At intervals not exceeding 10 feet.

C. Fence Post and Rail Strength: Conform to ASTM F 669 Heavy Industrial Fence quality.

1.04 SUBMITTALS

A. Product data: Submit data completely describing products.

B. Shop drawings: 1. Remote and automatic gates: Submit drawings showing connection details

indicating methods and means of mounting, attaching, and installing operators and locks to gates, including wiring diagrams.


C. Samples: Submit 2 samples of fence fabric, end and line posts (6 inch length), fittings and accessories (one each), gate hardware (one each), barbed wire (6 inch length), illustrating construction and finish.

D. Quality control submittals: 1. Certificates of compliance: Provide certification that materials conform to

referenced specifications. 2. Qualifications: Provide installer's references and list of local references. 3. Manufacturer's instructions: Provide for gate operator equipment.

E. Contract closeout submittals: 1. Operation and maintenance manuals: Provide for electrical and mechanical

equipment.


A. Pre-installation conference: Participate in conference, if required.


A. Storage and handling: Unload, store, and protect materials such that they are not damaged.


A. Field measurements: 1. Verify actual field distances so that post spacing can be made uniform. 2. Verify and coordinate gate opening and column distances for driveway.


A. Fences and gates: May be constructed at any time after earthwork, pipe work, and structures to which fence is related has been completed, but prior to erosion control application.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Chain link fence and gates: One of the following or equal: 1. Allied Tube and Conduit. 2. Master-Halco.

2.02 MATERIALS

A. Framing (Steel): ASTM F 1083, Schedule 40 Type 1 Zinc Coating.

B. Fabric Wire (Steel): ASTM A 392.

C. Barbed Wire: ASTM A 121 galvanized steel 12.5 gage thick wire, 3 strands, 4 points at 5 inch on center.

D. Concrete: Commercial grade Portland cement, 2,500 psi strength at 28 days.


E. Tension Wire, Tie Wire, and Hog Rings: Galvanized steel complying with ASTM 824.

2.03 ACCESSORIES

A. Caps: Cast steel galvanized; sized to post diameter, set screw retainer. Provide with hole suitable for through-passage of the top rail. Caps shall fit snugly on posts, and have a means for secure attachment of the post and exclude moisture from tabular post.

B. Fittings: Sleeves, bands, clips, rail ends, tension bars, fasteners and fittings; steel.

C. Extension Arms: Pressed steel galvanized, to accommodate 3 strands of barbed wire, sloped to 45 degrees outward, of sufficient strength to withstand a weight of 250 pounds applied to outer strand of barbed wire.

D. Gate Hardware: Fork latch with gravity drop three-degree gate hinges per leaf and hardware for padlock, and heavy-duty galvanized.

E. Top Rail Couplings: Outside sleeve type at least 6 inches long. A minimum of 20 percent of the couplings shall have an internal heavy spring to take up expansion and contraction.

2.04 FINISHES

A. Components and Fabric: Galvanized to ASTM A 123; 2.0 ounces per square foot coating.

B. Hardware: Galvanized to ASTM A 153, 2.0 ounces per square foot coating.

C. Accessories: Same finish as framing.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verification of conditions: Verify field conditions prior to construction.

3.02 PREPARATION

A. Surface preparation: 1. Before locating fence posts grade ground to permit grade of fence to remain

constant over any local elevations or depressions in ground line.

3.03 INSTALLATION

3.04 INSTALLATION

A. Install framework, fabric, accessories and gates in accordance with manufacturer's instructions.

B. Place fabric on outside of posts and rails.


C. Set posts plumb, in concrete footings with top of footing 2 inches above finish grade. Slope top of concrete for water runoff. Trowel finish tops of footings, and slope or dome to direct water away from posts.

D. Set keepers, stops, sleeves, tracks, eye bolts, and other accessories into concrete as required. Wheel rolling area for sliding gates shall be steel-trowel smooth finish concrete.

E. Line Post Footing Depth Below Finish Grade: 36 inches.

F. Corner, Gate and Terminal Post Footing Depth Below Finish Grade: 42 inches.

G. Brace each gate and corner post to adjacent line post with horizontal center brace rail and diagonal truss rods. Install brace rail one bay from end and gate posts.

H. Provide top rail through line post tops and splice with 6 inch long rail sleeves.

I. Install center and bottom brace rail on corner gate leaves.

J. Do not stretch fabric until concrete foundation has cured 14 days.

K. Stretch fabric between terminal posts or at intervals of 100 feet maximum, whichever is less.

L. Position bottom of fabric 2 inches above finished grade.

M. Fasten fabric to top rail, line posts, braces, and bottom tension wire with tie wire at maximum 15 inches on centers.

N. Attach fabric to end, corner, and gate posts with tension bars and tension bar clips.

O. Install bottom tension wire stretched taut between terminal posts.

P. Install support arms sloped outward and attach barbed wire; tension and secure.

Q. Do not attach the hinged side of gate from building wall; provide gate posts.

R. Install gate with fabric and barbed wire overhang to match fence. Install three hinges per leaf, latch, catches, drop bolt, foot bolts and sockets, torsion spring retainer, retainer and locking clamp.

3.05 ERECTION TOLERANCES

A. Maximum Variation From Plumb: 1/4 inch.

B. Maximum Offset From True Position: 1 inch.

C. Components shall not infringe adjacent property lines.

PART 4 FIELD QUALITY CONTROL

A. Manufacturer's field service: Manufacturer shall check and test all powered gates and accessories before acceptance.


4.02 ADJUSTING

A. Adjust gate travel, stops, and operator position to meet field conditions.

4.03 CLEANING

A. Clean up surplus dirt, concrete, and other waste material and dress grade up upon completion of the work.

4.04 PROTECTION

A. Protect installed fences and gates against damage and, if damaged, repair prior to final acceptance.

END OF SECTION


SECTION 02939

SEEDING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Seeding. 2. Hydromulching. 3. Maintenance

1.02 REFERENCES

A. Association of Official Seed Analysts (AOSA).

B. United States Department of Agriculture (USDA).

C. United States Environment Protection Agency (EPA).

1.03 DEFINITIONS

A. Duff layer: The surface layer of native topsoil that is composed of mostly decayed leaves, twigs, and detritus.

B. Finish grade: Elevation of finished surface of planting soil.

C. Manufactured topsoil: Soil produced off-site by homogeneously blending mineral soils or sand with stabilized organic soil amendments to produce topsoil or planting soil.

D. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. This includes insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. It also includes substances or mixtures intended for use as a plant regulator, defoliant, or desiccant.

E. Pests: Living organisms that occur where they are not desired or that cause damage to plants, animals, or people. These include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and viruses.

F. Planting soil: Standardized topsoil; existing, native surface topsoil; existing, in-place surface soil; imported topsoil; or manufactured topsoil that is modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth.

G. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or top surface of a fill or backfill before planting soil is placed.

H. Surface soil: Soil that is present at the top layer of the existing soil profile at the Project site. In undisturbed areas, the surface soil is typically topsoil, but in disturbed areas such as urban environments, the surface soil can be subsoil.


I. Weeds: Includes Dandelion, Jimsonweed, Quackgrass, Horsetail, Morning Glory, Rush Grass, Mustard, Lambsquarter, Chickweed, Cress, Crabgrass, Canadian Thistle, Russian Thistle, Leafy Spurge, Nutgrass, Poison Oak, Blackberry, Tansy Ragwort, Bermuda Grass, Johnson Grass, Poison Ivy, Nut Sedge, Nimble Weed, Bindweed, Bent Grass, Wild Garlic, Perennial Sorrel, and Brome Grass

1.04 SUBMITTALS

A. Product data: For each type of product indicated: 1. Pesticides and herbicides: Include product label and manufacturer's

application instructions specific to this Project. 2. Fertilizer and organic matter: Include product label and manufacturer's

application instructions specific to this Project. 3. Soil amendment: Analysis.

B. Certification of grass seed: From seed vendor for each grass-seed monostand or mixture stating the botanical and common name, percentage by weight of each species and variety, and percentage of purity, germination, and weed seed. Include the year of production and date of packaging. 1. Certification and inspection as required by governmental authorities of each

seed mixture. Include identification of source and name and telephone number of supplier.

C. Product certificates: For soil amendments and fertilizers, from manufacturer.

D. Maintenance instructions: Recommended procedures to be established by Owner for maintenance of turf and meadows during a calendar year. Submit before expiration of required initial maintenance periods.


A. Installer qualifications: A qualified landscape Installer whose work has resulted in successful turf and meadow establishment. 1. Professional membership: Installer shall be a member in good standing of

either the Professional Landcare Network or the American Nursery and Landscape Association.

2. Experience: 5 years’ successful experience in the installation of seeded areas similar in size to this project.

3. Installer's field supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress.

4. Personnel certifications: Installer's field supervisor shall have certification in all of the following categories from the Professional Landcare Network: a. Certified Landscape Technician - Exterior, with installation and irrigation

specialty area(s). 5. Maintenance proximity: Not more than 2 hours' normal travel time from

Installer's place of business to Project site. 6. Pesticide applicator: State licensed, commercial.


A. Seed and other packaged materials:


1. Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of conformance with state and federal laws, as applicable.

2. Protect seed during delivery and storage. 3. Seed that has become wet or otherwise damaged will not be acceptable.

B. Deliver packaged materials in waterproof bags showing weight, chemical analysis and name or trademark of manufacturer. 1. Provide seed mixture in containers showing percentage of seed mix, year of

production, net weight, date of packaging, percentage of purity (PLS), percentage of germination and location of packaging.

C. Local sourcing of seed not in sealed containers is permitted for smaller projects.

D. Label seed bags per variety.

E. Store materials in protected and covered storage until application or use.

F. Bulk materials: 1. Do not dump or store bulk materials near structures, utilities, walkways and

pavements, or on existing turf areas or plants. 2. Provide erosion-control measures to prevent erosion or displacement of bulk

materials, discharge of soil-bearing water runoff, and airborne dust reaching adjacent properties, water conveyance systems, or walkways.

3. Accompany each delivery of bulk fertilizers, lime, and soil amendments with appropriate certificates.

G. Truck receipts: For verification of all soil amendments and imported topsoil.

1.07 SITE CONDITIONS

A. Planting restrictions: Plant during 1 of the following periods. Coordinate planting periods with initial maintenance periods to provide required maintenance from date. 1. Irrigated seed areas: Seed from ground thaw to July 31 and September 1 to

October 15. 2. Non-irrigated seed areas: Seed from March 15 to July 4 and September 1 to

October 15. 3. Pure Warm Season Grass Seed Areas: Seed from June 1 to August 15. 4. Dormant Seeding Areas: Seed from October 15 to ground freeze. 5. Per seed detail.

B. Coordinate with Contractor’s work requiring access to site over existing vegetation areas. 1. No trucking or moving of equipment or materials shall be permitted over

completed seed areas.

C. Coordinate with installation of all underground system piping and outlets.

D. Weather limitations: 1. Proceed with planting only when existing and forecasted weather conditions

permit planting to be performed when beneficial and optimum results may be obtained.


2. Apply products during favorable weather conditions according to manufacturer's written instructions.

1.08 WARRANTY

A. Warranty: 1. Guarantee all seeding to be alive and healthy for 2 years following date of final

completion by the Engineer. 2. Seeded areas shall have an even stand of grass with germination, over

100 percent of the site within 45 days of seeding. 3. All seeded grass areas are to be ensured of obtaining a satisfactory stand of

growth. 4. The total area occupied by bare spots larger than 0.25 square feet must not

exceed 10 percent of the total seeded area. 5. Maximum single bare spot size of irrigated seed 3 inches by 3 inches. 6. Maximum single bare spot size of non-irrigated seed is 1 square foot. 7. All seeded grass areas which do not meet the satisfactory stand of growth

qualification shall be reseeded and mulched.

B. Replace seeding when it is no longer in a satisfactory condition or do not meet the preceding standard as determined by the Engineer or the duration of the Guarantee/Warranty Period. 1. Make replacements as soon as possible within the recommended seeding

schedule.

C. Replacements: 1. Seed of same mix, quality and species as originally specified, as soon as

possible within the recommended seeding schedule, with a new 1-year warranty commencing on date of replacement.

2. Repairs and replacements shall be made at no expense to the Owner.

PART 2 PRODUCTS

2.01 HYDROMULCHING EQUIPMENT

A. With built-in agitation system sufficient to agitate, suspend, and homogeneously mix slurry containing fiber, fertilizers, chemicals, and seed mix.

B. Capable of slurry distribution line large enough to prevent stoppage.

C. Equipped with set of hydraulic spray nozzles which provide continuous nonfluctuating discharge of minimum 225 pounds per square inch at end of spray nozzle.

2.02 GRASS SEED

A. Seed Mix: Seed mix from latest crop. Minimum pure live seed content to be 80 percent, and tested within the preceding 6 months. Do not use seed mix after expiration date.

B. Typical seed mix is identified below. Hydroseed subcontractor may propose alternate mixture to suit local conditions: 1. Blando Brome: 20 pounds per acre.


2. Annual Rye: 25 pounds per acre. 3. Rose Clover: 20 pounds per acre. 4. Zorro Annual Fescue: 10 pounds per acre.

2.03 WATER

A. Use potable water for making up seed mixture.

2.04 FERTILIZERS

A. Uniform in composition, free flowing and suitable for application with approved equipment, of the proportions necessary to eliminate any deficiencies of topsoil, as indicated in analysis. 1. Fertilizer shall be delivered to the site fully labeled according 10 applicable

state fertilizer laws and shall bear the name, tradename, trademark and warranty of the provider.

2. Fertilizer to be 22-16-8, commercial grade, free flowing, uniform in composition, inorganic.

2.05 MULCHES

A. Mulching material: 1. Straw mulch:

a. Straw of oats, barley, wheat or rye only. b. Straw shall be free from weeds, foreign matter detrimental to plant life,

and dry. 50 percent of straw shall be minimum 10 inches long. c. Hay or chopped cornstalks are not acceptable. d. Straw in such an advanced stage of decomposition as to smother or

retard the normal growth of grass will not be accepted. e. Old straw mulch which breaks during crimping will not be accepted.

2. Wood cellulose fiber mulch: a. Wood cellulose fiber mulch, containing no substance or factor which might

inhibit germination or growth of grass seed, with organic tacilier. b. Wood fibers must be capable of being evenly dispersed and suspended

when agitated in water. c. Furnish dyed wood cellulose fiber with green color to allow visual metering

of its application. 3. As indicated on the Drawings.

B. Hydroseeding Mulch: Wood fiber manufactured for hydroseeding: 1. Manufacturers: One of the following or equal:

a. Grass Growers. b. Conwed Corp., Fibers Div. c. Eva Cell Co.

C. Erosion control blanket: 1. Jute matting, open weave. 2. Excelsior erosion control blankets or approved equal:

a. Regular blanket, machine produced mat of curled wood excelsior of 80 percent 6 inch or longer fiber length with a consistent width of fibers evenly distributed throughout mat; a photo-biodegradable extruded plastic netting shall cover the top side of blanket.


b. Netting shall be secured to wood excelsior by extra heavy lines of plastic woven into the width of each blanket.

c. Blanket shall be smolder resistant with no chemical additives. 3. As indicated on the Drawings.

D. Herbicide and pesticide: Submit labels for approval.

E. Stakes: Softwood lumber, chisel pointed.

2.06 PESTICIDES

A. General: 1. Pesticide, registered and approved by EPA, acceptable to authorities having

jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application.

2. Do not use restricted pesticides unless authorized in writing by authorities having jurisdiction.

B. Pre-emergent herbicide (Selective and Non-Selective): Effective for controlling the germination or growth of weeds within planted areas at the soil level directly below the mulch layer.

C. Post-emergent herbicide (Selective and Non-Selective): Effective for controlling weed growth that has already germinated.

PART 3 EXECUTION

3.01 EXAMINATION

A. Examine areas to be planted for compliance with requirements and other conditions affecting performance. 1. Verify that no foreign or deleterious material or liquid such as paint, paint

washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area.

2. Do not mix or place soils and soil amendments in frozen, wet, or muddy conditions.

3. Suspend soil spreading, grading, and tilling operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results.

4. Uniformly moisten excessively dry soil that is not workable and which is too dusty.

B. Start of work covered in this Section constitutes Contractor’s approval of all existing site conditions. 1. Proceed with installation only after unsatisfactory conditions have been

corrected.

C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by the Engineer and replace with new planting soil.


3.02 PREPARATION

A. Protect existing and new structures, fences, utilities, sidewalks, paving, curbs, and other facilities, trees, shrubs, and plantings from damage caused by planting operations. 1. Protect adjacent and adjoining areas from hydromulching overspray. 2. Protect grade stakes set by others until directed to remove them. 3. Protect landscaping and other features remaining as final work.

B. Install erosion-control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.

C. Do not use any implements that will create an excessive amount of downward movement or clods on sloping areas.

D. Seedbed may be prepared at time of completion of earth-moving work.

3.03 TURF AREA PREPARATION

A. Limit turf subgrade preparation to areas to be planted.

B. Newly graded subgrades: 1. Loosen/scarify subgrade to a minimum depth of 6 inches. 2. Remove stones larger than 1 inch in any dimension and sticks, roots, rubbish,

and other extraneous matter and legally dispose of them off Owner's property. 3. Repeat cultivation in areas where equipment used for hauling and spreading

topsoil has compacted the subgrade. 4. Tolerances: Top of subgrade plus or minus 1 inch.

C. Prepare subgrade and eliminate uneven areas and low spots. 1. Maintain lines, levels, profiles and contours. 2. Make changes in grade gradual. Blend slopes into level areas.

D. Do not prepare subgrade in areas of on-site plant preservation.

E. Do not bury foreign material beneath areas to be seeded.

F. Remove any contaminated subgrade. 1. Apply superphosphate fertilizer directly to subgrade before loosening.

a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days.

b. Mix lime with dry soil before mixing fertilizer. 2. Spread planting soil to a depth of 6 inches but not less than required to meet

finish grades after light rolling and natural settlement. Do not spread if planting soil or subgrade is frozen, muddy, or excessively wet. a. Spread approximately 1/2 the thickness of planting soil over loosened

subgrade. Mix thoroughly into top 4 inches of subgrade. Spread remainder of planting soil.

b. Reduce elevation of planting soil to allow for soil thickness of sod.


G. Unchanged subgrades: If turf is to be planted in areas unaltered or undisturbed by excavating, grading, or surface-soil stripping operations, prepare surface soil as follows: 1. Remove existing grass, vegetation, and turf.

a. Do not mix into surface soil. 2. Loosen surface soil to a depth of at least 6 inches.

a. Apply soil amendments and fertilizers according to planting soil mix proportions and mix thoroughly into top 4 inches of soil.

b. Apply superphosphate fertilizer directly to surface soil before loosening. 3. Remove stones larger than 1 inch in any dimension and sticks, roots, trash,

and other extraneous matter. 4. Legally dispose of waste material, including contaminated soils, grass,

vegetation, and turf, off Owner's property.

H. Finish grading: 1. Grade seeding areas to a smooth, uniform surface plane with loose, uniformly

fine texture. 2. Grade to within plus or minus 1/2 inch of finish elevation. 3. Roll and rake, remove ridges, fill depressions to meet finish grades, and

ensure positive surface drainage. 4. Maintain profiles and contour of subgrade. 5. Limit finish grading to areas that can be planted in the immediate future.

I. Rip topsoil that has been spread to a minimum depth of 8 inches in one direction using an agricultural ripper with tines spaced at no greater than 18 inches. 1. Areas adjacent to walks, structures, curbs, etc., where the use of large

mechanical equipment is difficult, shall be worked with smaller equipment or by hand.

J. Manually spread topsoil close to plant materials and structures to prevent damage.

K. Spread amendments, as determined by the soil test results or indicated on the Drawings, over the entire area to be seeded and incorporate into the top 6 inches of soil by disking or rototilling until a uniform mixture is obtained with no pockets of soil or amendments remaining.

L. Restore fine grade with float drag to remove irregularities resulting from tilling operations. 1. Float drag or rake in 2 directions. 2. Remove any additional stones over 1 inch that have come to the surface. 3. Perform drainage test by applying water with the irrigation system. 4. Do not plant until the finished grade is reviewed by the Engineer. 5. This review does not reduce Contractor's responsibility to provide a finished

product that drains.

M. Apply fertilizer, if necessary, after smooth raking of topsoil and prior to planting of seed. 1. Apply fertilizer at a rate as determined by the soil tests or indicated on the

Drawings. 2. Do not apply fertilizer at same time or with same machine as will be used to

apply seed. 3. Mix thoroughly into upper 6 to 8 inches of soil.


N. Lightly water to aid the dissipation of fertilizer.

O. Remove any additional stones over 1 inch that have come to the surface.

P. Moisten prepared area before planting if soil is dry. 1. Water thoroughly and allow surface to dry before planting. 2. Do not create muddy soil.

Q. Before planting, obtain Engineer’s acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.

R. Tolerances: Top of topsoil plus or minus 1/2 inch.

3.04 PREPARATION FOR EROSION-CONTROL MATERIALS

A. Install erosion-control materials in accordance with manufacturers recommendations.

B. For erosion-control blanket or mesh, install from top of slope, working downward, and as recommended by material manufacturer for site conditions. 1. Fasten as recommended by material manufacturer.

C. Moisten prepared area before planting if surface is dry. 1. Water thoroughly and allow surface to dry before planting. 2. Do not create muddy soil.

3.05 HYDROSEED WATERING

A. Provide temporary watering system or apply water with a water truck acceptable to Engineer.

B. Germination Stage: 1. Initiate watering sequence within 24 hours after hydromulching planted areas.

Leave water on long enough to moisten soil thoroughly to a depth of the fiber, taking care not to supersaturate or wash fiber or soil particles off the slopes. Observe irrigation system continually while in operation.

2. Contractor to repair all seed washing or erosion immediately. 3. Irrigate fiber and seed lightly and frequently to maintain optimum moisture

content for maximum germination. Determine irrigation sequence according to air temperature, prevailing wind velocity, soil texture, orientation and other logistical problems.

4. Keep soil moist at all times during germination period. Continue irrigation sequence until seedlings have grown beyond the germination stage, approximately 30 to 60 days.

C. Establishment Stage: 1. Reduce watering frequency while increasing duration of the water sufficiently

to allow for maximum water penetration for the expanding root system. Take care not to cause erosion.

2. Precise watering reduction program to be determined by Contractor.

D. Hardening-off Stage: 1. Reduce irrigation frequency while increasing the duration of each water cycle. 2. A specific watering program to be approved by Owner.


3.06 HYDROSEED MOWING

A. Contractor to mow seeded areas prior to spring germination.

3.07 SEED ESTABLISHMENT ON SLOPES

A. Protect seeded areas with slopes and swales exceeding 1:4 with erosion-control blankets installed and stapled according to manufacturer's written instructions.

B. Roll fabric onto slopes without stretching or pulling.

C. Lay fabric smoothly on surface in direction of water flow. 1. Bury top end of each section in 6-inch deep excavated topsoil trench. 2. Provide 6-inch overlap of adjacent rolls. 3. Backfill trench and rake smooth, level with adjacent soil.

D. Secure outside edges and overlaps at 24-inch intervals with stakes.

E. Lightly dress slopes with topsoil to ensure close contact between fabric and soil.

F. For sides of ditches, lay fabric laps in direction of water flow. 1. Lap ends and edges minimum 6 inches.

3.08 MULCHING

A. Straw mulching: 1. After seeding, apply 2 tons of small grained straw per acre.

a. Spread straw to give a 1/2 inch to 1 inch thick layer of mulch (3 to 5 straws thick) and crimp in 2 to 3 inches with a mechanical crimper or other approved equipment.

2. Hand crimping shall be employed in areas inaccessible to crimper, or where excessive slopes would cause unsatisfactory results.

3. Crimping against the contour shall not be accepted. 4. Apply water and tackifier with a fine spray immediately after each area has

been mulched. a. Saturate to 4 inches of soil.

B. Hydromulching: 1. Hydromulch all dormant seeded areas with a slurry mix containing additional

tacifier. 2. Utilize hydraulic equipment with nozzle adapted for hydraulic mulching with

storage tanks having means of estimating volume used or remaining in the tank.

3. Hydromulch shall consist of tacifier applied at a rate of 100 pounds per acre and a cellulose fiber mulch mixed to form a homogeneous slurry; spray applied to seeded area at a rate of 2,200 pounds per acre. a. Hydromulch applied to dormant seeded areas shall consist of tacifier

applied at a rate of 150 pounds per acre and a cellulose fiber mulch mixed to form a homogeneous slurry; spray applied to seeded area at a rate of 2,200 pounds per acre.

C. Protect seeded areas with slopes not exceeding 1:4 by spreading straw mulch.


1. Spread uniformly at a minimum rate of 2 tons per acre to form a continuous blanket 1-1/2 inches in loose thickness over seeded areas.

2. Spread by hand, blower, or other suitable equipment. a. Anchor straw mulch by crimping into soil with suitable mechanical

equipment. b. Bond straw mulch by spraying with asphalt emulsion at a rate of 10 to

13 gallons per 1,000 square feet. 1) Take precautions to prevent damage or staining of structures or other

plantings adjacent to mulched areas. 2) Immediately clean damaged or stained areas.

D. Protect seeded areas from hot, dry weather or drying winds by applying hydro mulch and tackifier within 24 hours after completing seeding operations. 1. Soak areas, scatter mulch uniformly to a thickness of 3/16 inch and roll surface

smooth.

3.09 SATISFACTORY SEED AREAS

A. Turf installations shall meet the following criteria as determined by the Engineer: 1. Acceptance for soil preparation (topsoil installation) and final grading shall be

given by the Engineer upon satisfactory completion of each section or area prior to seeding as indicated on the Drawings or as otherwise specified.

2. Final completion for seeded areas shall be given by the Engineer as soon as there is an even stand of grass with germination over 100 percent of the site. a. Warranty:

1) Guarantee all seeding to be alive and healthy for 2 years following date of final completion by the Engineer.

2) Seeded areas shall have an even stand of grass with germination, over 100 percent of the site within 45 days of seeding.

3) All seeded grass areas are to be ensured of obtaining a satisfactory stand of growth.

4) The total area occupied by bare spots larger than 0.25 square feet must not exceed 10 percent of the total seeded area.

5) Maximum single bare spot size of irrigated seed 3 inches by 3 inches.

6) Maximum single bare spot size of non-irrigated seed is 1 square foot. 7) All seeded grass areas which do not meet the satisfactory stand of

growth qualification shall be reseeded and mulched. b. Re-seed areas that in the opinion of the Engineer do not meet the

preceding standards.

B. Use specified materials to reestablish turf that does not comply with requirements and continue maintenance until turf is satisfactory.

3.10 CLEANUP AND PROTECTION

A. Promptly remove soil and debris created by turf work from paved areas. 1. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads,

walks, or other paved areas.

B. Erect temporary fencing or barricades and warning signs as required to protect newly seeded areas from traffic. 1. Maintain fencing and barricades throughout initial seed establishment.


C. Remove nondegradable erosion-control measures after grass establishment period.

D. During landscape installation: 1. All areas shall be reasonably clean at the end of each workday. 2. Sidewalks and other paved areas shall be swept or washed down as needed.

E. Project completion: 1. All debris, soil, and trash resulting from landscape operations shall be

removed from the site. 2. All paved areas shall be washed down.

END OF SECTION


SECTION 02952

PAVEMENT RESTORATION AND REHABILITATION

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Resurfacing roads and paved surfaces in which surface is removed or

damaged by installation of new work.


A. Performance requirements: 1. Limiting dimensions:

a. Determine the exact lengths and dimensions of such roads, pavements, parking areas, and walks that will require removal and replacement for new work.

b. Join existing surfaces to terminals of new surfacing in smooth juncture.

1.03 SUBMITTALS

A. Mix designs: 1. Prior to placement of asphalt concrete, submit full details, including design and

calculations for the asphalt concrete mix proposed. 2. Submit gradation of aggregate base. 3. Submit proposed mix design of portland cement concrete.

PART 2 PRODUCTS

2.01 MATERIALS

A. Aggregate base course: As specified in Section 02050 – Soil and for Earthwork.

B. Asphalt pavement: As specified in Section 02742 - Asphaltic Concrete Paving.

C. Portland cement concrete replacement material: Class A concrete as specified in Section 03301 – Concrete Work

2.02 EQUIPMENT

A. Roads, pavements, parking areas, and walks: 1. Equipment requirements: Good condition, capable of performing work

intended in satisfactory manner.

2.03 ACCESSORIES

A. Material for painting asphalt concrete pavement: Tack coat as specified in Section 02742 - Asphaltic Concrete Paving.


PART 3 EXECUTION

3.01 INSTALLATION

A. Aggregate surface removal replacement: 1. When trench cut is in aggregate surfaced areas, replace aggregate base

course material with material matching existing material compacted to 95 percent of its maximum density.

B. Pavement removal and temporary asphalt replacement: 1. Install temporary asphalt pavement or first course of permanent pavement

replacement immediately following backfilling and compaction of trenches that have been cut through existing pavement.

2. Except as otherwise provided, maintain this temporary pavement in safe and reasonably smooth condition until required permanent pavement is installed.

3. Remove and dispose of temporary paving from project site. 4. Where longitudinal trench is partly in pavement, replace pavement to original

pavement edge, on a straight line, parallel to centerline of roadway. 5. Where no part of longitudinal trench is in pavement, surfacing replacement

shall only be required where existing surfacing materials have been removed.

C. Asphalt pavement replacement: 1. Replace asphalt pavement to same thickness as adjacent pavement and

match as nearly as possible adjacent pavement in texture, unless otherwise indicated on the Drawings.

2. Cut existing asphalt pavements to be removed for trenches or other underground construction by wheel cutter, clay spade, or other device capable of making neat, reasonably straight and smooth cut without damaging adjacent pavement. Cutting device operation shall be subject to acceptance of Engineer.

3. Cut and trim existing pavement after placement of required aggregate base course and just prior to placement of asphalt concrete for pavement replacement, and paint trimmed edges with material for painting asphalt concrete pavement immediately prior to constructing new abutting asphalt pavements. No extra payment will be made for these items, and all costs incurred in performing this work shall be incidental to pipe laying or pavement replacement.

4. Conform replacement of asphalt pavement to contour of original pavement.

D. Portland cement concrete pavement replacement: 1. Where trenches lie within portland cement concrete section of streets, alleys,

sidewalks, and similar concrete construction, saw cut such concrete (to a depth of not less than 1-1/2 inches) to neat, vertical, true lines in such manner adjoining surfaces are not damaged.

2. Place portland cement concrete replacement material to dimension as indicated on the Drawings.

3. Provide expansion joints that match existing. 4. Before placing replacement concrete, thoroughly clean edges of existing

pavement and wash with neat cement and water. 5. Surface finish: Wood float finish.

E. Curb, gutter, and sidewalk replacement:


1. Where any concrete curb, gutter, or sidewalk has been removed or displaced, replace to nearest construction joints with new Class A curb, gutter, or sidewalk to same dimensions and finish as original construction that was removed: a. Provide expansion joints of same spacing and thickness as original

construction.

F. Asphalt pavements: 1. Trim existing asphalt pavements which are to be matched by pavement

widening or pavement extension to neat true line with straight vertical edges free from irregularities with saw specifically designed for this purpose. Minimum allowable depth of cut shall be 1-1/2 inches.

2. Cut and trim existing pavement after placement of required aggregate base course and just prior to placement of asphalt concrete for pavement widening or extension, and paint trimmed edges with material for painting asphalt concrete pavement immediately prior to constructing new abutting asphalt concrete pavements.

3. No extra payment will be made for these items and all costs incurred in performing this work shall be incidental to widening or pavement extension.


A. Tests: 1. Asphalt concrete as specified in Section 02742 - Asphaltic Concrete Paving. 2. Concrete as specified in Section 03301 – Concrete Work.

B. Inspection: 1. Asphalt concrete:

a. Lay 10-foot straightedge parallel to centerline of trench when the trenches run parallel to street, and across pavement replacement when trench crosses street at angle.

b. Remove and correct any deviation in cut pavement replacement greater than 1/4 inch in 10 feet.

2. Portland cement concrete replacement pavement: a. Lay 10-foot straightedge either across pavement replacement or

longitudinal with centerline of gutter or ditch. b. Remove and correct any deviation in cut pavement replacement greater

than 1/4 inch in 10 feet.

END OF SECTION


SECTION 03055

ADHESIVE-BONDED REINFORCING BARS AND ALL THREAD RODS IN CONCRETE

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Bonding reinforcing bars and all thread rods in concrete using adhesives.

1.02 REFERENCES

A. American Concrete Institute (ACI). 1. 355.4 - Qualification of Post-Installed Adhesive Anchors in Concrete and

Commentary.

B. American National Standards Institute (ANSI): 1. Standard B212.15 - Carbide Tipped Masonry Drills and Blanks for Carbide

Tipped Masonry Drills.

C. ASTM international (ASTM): 1. C881 - Standard Specification for Epoxy-Resin-Base Bonding Systems for

Concrete.

D. Concrete Reinforcing Steel Institute (CRSI).

E. ICC Evaluation Service, Inc. (ICC-ES): 1. AC308 - Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete

Elements.

F. Society for Protective Coatings (SSPC): 1. SP-1 - Solvent Cleaning.

1.03 DEFINITIONS

A. Evaluation Service Report (ESR): Report prepared by ICC-ES, or other testing agency acceptable to Engineer and to the Building Official, that documents testing and review of a product to confirm that it complies with the requirements of designated ICC-ES Acceptance Criteria, and to document its acceptance for use under the Building Code specified in Section 01410 - Regulatory Requirements.

1.04 SUBMITTALS

A. Product data: Technical data for adhesives, including: 1. Manufacturer's printed installation instructions (MPII). 2. Independent laboratory test results indicating allowable loads in tension and

shear for concrete of the types included in this Work, with load modification factors for temperature, spacing, edge distance, and other installation variables.

3. Handling and storage instructions.


B. Quality control submittals: 1. Special inspection: Detailed step-by-step instructions for the special inspection

procedures required by the building code specified in Section 01410 - Regulatory Requirements.

2. For each adhesive to be used, Evaluation Report confirming that the product complies with the requirements of AC308 for both un-cracked and cracked concrete and for use in Seismic Design Categories A through F.

3. Installer qualifications: a. Submit evidence of successful completion of adhesive manufacturer's

installation training program. b. Submit evidence of current certification for installation of inclined and

overhead anchors under sustained tension loading.

C. Inspection and testing reports: 1. Inspections: Field quality control: Reports of inspections and tests.

a. Inspections: Field quality assurance: Reports of special inspections and tests.


A. Qualifications: 1. Installation requirements:

a. Have available at the site, and install anchors in accordance with, the adhesive manufacturer's printed installation instructions.

2. Installer qualifications: a. Demonstrating successful completion of adhesive manufacturer's on-site

training program for installation of adhesive-bonded anchors. b. Holding current certification for installation of adhesive-bonded anchors by

a qualified organization acceptable to the Engineer and to the Building Official. 1) Organizations/certification programs deemed to be qualified are:

a) ACI-CRSI Adhesive Anchor Installer Certification Program. b) Adhesive anchor manufacturer's certification program, subject to

acceptance by the Engineer and the Building Official.


A. Store and protect products as follows, unless more restrictive requirements are recommended by the manufacturer: 1. Store adhesives and adhesive components on pallets or shelving in a covered-

storage area protected from weather. 2. Control temperature to maintain storage within manufacturer's recommended

temperature range. a. If products have been stored at temperatures outside manufacturer's

recommended range, test by methods acceptable to the Engineer to confirm acceptability before installing in the Work.

3. Dispose of products that have passed their expiration date.


A. As specified in Section 01612 - Seismic Design Criteria.


PART 2 PRODUCTS

2.01 GENERAL

A. Like items of materials: Use end products of one manufacturer in order to achieve structural compatibility and singular responsibility.

B. Adhesives shall have a current Evaluation Report documenting testing and compliance with the requirements or ACI 355.4 and of ICC-ES AC308 for use with un-cracked concrete and with cracked concrete in the Seismic Design Category specified.

C. Bond reinforcing bars and all thread rods in concrete using epoxy adhesive unless other adhesives specified are specifically indicated on the Drawings or approved in writing by the Engineer.

2.02 EPOXY ADHESIVE

A. Materials: 1. Meeting the physical requirements of ASTM C881, Type IV, Grade 3, Class B

or C depending on site conditions. 2. 2-component, 100 percent solids, insensitive to moisture. 3. Cure temperature, pot life, and workability: Compatible with intended use and

environmental conditions.

B. Packaging: 1. Disposable, self-contained cartridge system furnished in side-by-side

cartridges designed to fit into a manually or pneumatically operated caulking gun, and with resin and hardener components isolated until mixing through manufacturer's static mixing nozzle. a. Nozzle designed to dispense components in the proper ratio and to

thoroughly blend the components for injection from the nozzle directly into prepared hole.

b. Provide nozzle extensions as required to allow full-depth insertion and filing from the bottom of the hole.

2. Container markings: Include manufacturer's name, product name, batch number, mix ratio by volume, product expiration date, ANSI hazard classification, and appropriate ANSI handling precautions.

C. Manufacturers: One of the following or equal: 1. Hilti, Inc., HIT-RE 500-V3. 2. Simpson Strong-Tie Co., Inc., SET-XP.

2.03 ALL THREAD RODS

A. Materials: As specified in Section 05120 - Structural Steel for rods, nuts and washers.

2.04 REINFORCING BARS

A. As specified in Section 03301 - Concrete Work.


PART 3 EXECUTION

3.01 GENERAL

A. Execution of this work is restricted to installers who have personally completed the adhesive manufacturer's on-site training for the products to be installed, and who are personally certified through a qualified certification program described under Quality Assurance and accepted by the Engineer and the Building Official. 1. Do not install holes or adhesive until training is complete.

B. Perform work in strict compliance with the accepted MPII and the following instructions. Where the accepted MPII and the instructions conflict, the MPII shall prevail.

C. Install reinforcing bars and all thread rods to embedment depth, and at spacing and locations indicated on the Drawings. 1. If embedment depth is not indicated, contact Engineer for requirements. 2. Do not install adhesive-bonded all thread rods or reinforcing bars in upwardly

inclined or overhead applications unless accepted in advance by Engineer.

3.02 PREPARATION

A. Do not begin installation of adhesive bonded anchors until: 1. Concrete has achieved an age of at least 21 days after placement. 2. On-site training in installation of adhesive bonded anchors by manufacturer's

technical representative is complete. Do not drill holes in concrete or install adhesive and embeds in holes.

B. Review manufacturer's printed installation instructions (MPII) and "conditions of use" stipulated in the Evaluation Report before beginning work. 1. Bring to the attention of the adhesive manufacturer's technical representative

any discrepancies between these documents, and resolve before proceeding with installation.

C. Install adhesive bonded anchors in full compliance with manufacturer's printed installation instructions using personnel who have successfully completed manufacturer's on-site training for products to be used and who hold certifications specified in this Section.

D. Confirm that adhesive and substrate receiving adhesive are within manufacturer's recommended range for temperature and moisture conditions, and will remain so during the curing time for the product.

3.03 HOLE SIZING AND INSTALLATION

A. Drilling holes: 1. Determine location of reinforcing bars or other obstructions with a

nondestructive indicator device, and mark locations with construction crayon on the surface of the concrete.

2. Do not damage or cut existing reinforcing bars, electrical conduits, or other items embedded in the existing concrete without prior acceptance by Engineer.


B. Hole drilling equipment: 1. Electric or pneumatic rotary impact type with medium or light impact.

a. Installation of anchors in cored holes is not permitted. b. Set drill to "rotation only" mode, or to "rotation plus hammer" mode in

accordance with the manufacturer's installation instructions and the requirements of the Evaluation Report.

c. Where edge distances are less than 2 inches and "rotation plus hammer" mode is permitted, use lighter impact equipment to prevent micro-cracking and concrete spalling during the drilling process.

2. Drill bits: Carbide-tipped in accordance with ANSI B212-15 unless otherwise recommended by the manufacturer or required as a "condition of use" in the Evaluation Report. a. Hollow drill bits with flushing air systems are preferred. Air supplied to

hollow drill bits shall be free of oil, water, or other contaminants that will reduce bond.

C. Hole diameter: As recommended in the manufacturer's installation instructions and the Evaluation Report.

D. Hole depth: As recommended in the manufacturer's installation instructions to provide minimum effective embedment indicated on the Drawings.

E. Obstructions in drill path: 1. If an existing reinforcing bar or other obstruction is hit while drilling a hole,

unless otherwise accepted by Engineer, stop drilling. Prepare and fill the hole with dry-pack mortar. Relocate the hole to miss the obstruction and drill another hole to the required depth. a. Obtain Engineer's acceptance of distance between abandoned and

relocated holes before proceeding with the relocation. b. Allow dry-pack mortar to cure to a strength equal to that of the

surrounding concrete before resuming drilling in the area. c. Epoxy grout may be substituted for dry-pack mortar when accepted by

Engineer. 2. Avoid drilling an excessive number of holes in an area of a structural member,

which would excessively weaken the member and endanger the stability of the structure.

3. When existing reinforcing steel is encountered during drilling and when specifically accepted by Engineer, enlarge the hole by 1/8 inch, core through the existing reinforcing steel at the larger diameter, and resume drilling at original hole diameter using pneumatic rotary impact drill.

4. Bent bar reinforcing bars: Where edge distances are critical, and interference with existing reinforcing steel is likely, if acceptable to Engineer, drill hole at 10 degree (or less) angle from axis of reinforcing bar or all thread rod being installed.

F. Cleaning holes: 1. Insert air nozzle to bottom of hole and blow out loose dust.

a. Use compressed air that is free of oil, water, or other contaminants that will reduce bond.

b. Provide minimum air pressure of 90 pounds per square inch for not less than 4 seconds.


2. Using a stiff bristle brush with diameter that provides contact around the full perimeter of the hole, vigorously brush hole to dislodge compacted drilling dust. a. Insert brush to the bottom of the hole and withdraw using a simultaneous

twisting motion. b. Repeat at least 4 times.

3. Repeat the preceding steps as required to remove drilling dust or other material that will reduce bond, and in the number of cycles required by the MPII and the Evaluation Report.

4. Leave prepared holes clean and dry. 5. Protect prepared and cleaned holes from contamination and moisture until

adhesive is installed. 6. Re-clean and dry previously prepared holes if, in the opinion of the Engineer,

the hole has become contaminated after initial cleaning.

3.04 INSTALLATION OF ADHESIVE AND INSERTS

A. Clean and prepare inserts reinforcing bars and all thread rods: 1. Prepare embedded length of reinforcing bars and all thread rods by cleaning to

bare metal. Inserts shall be free of oil, grease, paint, dirt, mill scale, rust, or other coatings that will reduce bond.

2. Solvent clean prepared reinforcing bars and all thread rods over the embedment length in accordance with SSPC SP-1. Provide an oil and grease free surface for bonding of adhesive to steel.

B. Fill holes with adhesive: 1. Starting at the bottom of the hole, fill hole with adhesive inserting the

reinforcing bar or all thread rod. 2. Fill hole as nozzle is withdrawn without creating air voids. 3. Unless otherwise indicated on the Drawings, fill hole with sufficient adhesive

so that excess adhesive is extruded out of the hole when the reinforcing bar or all thread rod is inserted.

4. Where necessary, seal hole at surface of concrete to prevent loss of adhesive during curing.

C. Installing reinforcing bars and all thread rods. 1. Unless otherwise indicated on the Drawings, install bars and rods

perpendicular to the concrete surface. 2. Insert reinforcing bars and all thread rods into adhesive in accordance with

manufacturer's recommended procedures. 3. Confirm that insert has reached the designated embedment in the concrete,

and that adhesive completely surrounds the embedded portion. 4. Securely brace bars and all thread rods in place to prevent displacement while

the adhesive cures. Bars and rods displaced during curing will be considered damaged and replacement will be required.

5. Clean excess adhesive from the mouth of the hole.

D. Curing and loading. 1. Provide and maintain curing conditions recommended by the adhesive

manufacturer for the period required to fully cure the adhesive at the temperature of the concrete.

2. Do not disturb or load bonded embeds until manufacturer's recommended cure time, based on temperature of the concrete, has elapsed.


3.05 POST-INSTALLATION ACTIVITIES

A. Do not bend bars or all-thread rods after bonding to the concrete, unless accepted in advance by the Engineer.

B. Attachments to all thread rods: 1. After assemblies to be connected are placed, install nuts and washers for

threaded rods as indicated on the Drawings. 2. Draw nuts down tight, using practices specified for "snug tight" installation of

bolts in steel to steel connections.


A. Provide field quality control over the Work of this Section as specified in Section 01450 - Quality Control.

B. Do not allow work described in this Section to be performed by individuals who do not hold the specified certifications and who have not completed the specified job site training.

C. Manufacturer's services: 1. Before beginning installation, furnish adhesive manufacturer's technical

representative to conduct on-site training in proper storage and handling of adhesive, drilling and cleaning of holes, and preparation and installation of reinforcing bars and all thread rods. a. Provide notice of scheduled training to Engineer and to Special

Inspector(s) not less than 10 working days before training occurs. Engineer and Special Inspector may attend training sessions.

2. Submit record, signed by the manufacturer's technical representative, listing Contractor's personnel who completed the training. Only qualified personnel who have completed manufacturer's on-site training shall perform installations.

D. Field inspections and testing: 1. Hole drilling and preparation. 2. Results: Submit records of inspections and testing to Engineer by electronic

copies within 24 hours after completion.

3.07 FIELD QUALITY ASSURANCE

A. Provide field quality assurance over the Work of this Section as specified in Section 01450 - Quality Control.

B. Special inspections, special tests, and structural observation: 1. Provide as specified in Section 01455A - Special Tests and Inspections. 2. Frequency of inspections:

a. Unless otherwise indicated on the Drawings or in this Section, provide periodic special inspection as required by the Evaluation Report for the product installed.

b. Provide continuous inspection for the initial installation of each type and size of adhesive bonded reinforcing bar and all thread rod. Subsequent installations of the same anchor may be installed with periodic inspection as defined in subsequent paragraphs.


c. Provide continuous inspection of all drilling, cleaning and bonding activities for bars and rods installed in horizontal an upwardly inclined positions.

3. Preparation: a. Review Drawings and Specifications for the Work to be observed. b. Review adhesive manufacturer's MPII and recommended installation

procedures. c. Review Evaluation Report "Conditions of Use" and "Special Inspection"

requirements. 4. Inspection: Periodic:

a. Initial inspection. Provide an initial inspection for each combination of concrete and reinforcing bar strength or concrete strength and all thread rod material being installed. During initial inspection, observe the following for compliance with the installation requirements. 1) Concrete: Class (minimum specified compressive strength) and

thickness. 2) Environment: Temperature conditions at work area, and moisture

conditions of concrete and drilled hole. 3) Holes: Locations, spacing, and edge distances; verification of drill bit

compliance with requirements; cleaning equipment and procedures; cleanliness of hole. Before adhesive is placed, confirm that depth and preparation of holes conforms to the requirements of the Contract Documents, the MPII, and the "conditions of use" listed in the Evaluation Report.

4) Adhesive: Product manufacturer and name; lot number and expiration date; temperature of product at installation; installation procedure. Note initial set times observed during installation.

5) Reinforcing bars and all thread rods: Material diameter and length; steel grade and/or strength; cleaning and preparation; cleanliness at insertion; minimum effective embedment provided.

b. Subsequent inspections: Subsequent installations of the same reinforcing bars or all thread rods may be performed without the presence of the special inspector, provided that: 1) There is no change in personnel performing the installation, the

general strength and characteristics of the concrete receiving the inserts, or the reinforcing bars and all thread rods being used.

2) For ongoing installations, the special inspector visits the site at least once per day during each day of installation to observe the work for compliance with material requirements and installation procedures.

5. Inspection: Continuous. a. Make observations as described under "Inspection - Periodic, Initial

Inspection" during all drilling, cleaning, and bonding activities for all bars and rods installed.

6. Records of inspections: a. Provide a written record of each inspection using forms acceptable to the

Engineer and to the Building Official. b. Submit electronic copies of inspection reports to Engineer within 24 hours

after completion of inspection.

END OF SECTION


SECTION 03071

EPOXIES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Epoxy. 2. Epoxy gel. 3. Epoxy bonding agent.

1.02 REFERENCES

A. ASTM International (ASTM): 1. C881 - Standard Specification for Epoxy-Resin-Base Systems for Concrete. 2. C882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems

Used with Concrete by Slant Shear. 3. D638 - Standard Test Method for Tensile Properties of Plastics. 4. D695 - Standard Test Method for Compressive Properties of Rigid Plastics.


A. Performance requirements: 1. Provide epoxy materials that are new. 2. Store and use products within limitations set forth by manufacturer. 3. Perform and conduct work of this Section in neat orderly manner.

1.04 SUBMITTALS

A. General: Submit as specified in Section 01330 - Submittal Procedures.

B. Product Data: Submit manufacturer's data completely describing epoxy materials: 1. Submit evidence of conformance to ASTM C881. Include manufacturer’s

designations of Type Grade, Class, and Color. 2. Submit documentation that materials meet or exceed the specified strength

and performance characteristics. Indicate test methods and test results.

C. Quality control submittals: 1. Manufacturer's installation instructions.

PART 2 PRODUCTS

2.01 MATERIALS

A. General: 1. Moisture tolerant, water-insensitive, two-component epoxy resin adhesive

material containing 100 percent solids, and meeting or exceeding the


performance properties specified when tested in accordance with the standards specified.

B. Epoxy: Low viscosity product in accordance with ASTM C881; Types I, II and IV; Grade 1; Class C. 1. Manufacturers: One of the following or equal:

a. BASF, MasterInject 1500. b. Dayton Superior, Sure Inject J56. c. Sika Corporation, Sikadur 35 Hi-Mod LV.

2. Required properties:

Table 1 - Material Properties - Epoxy.

Property Test Method Required Results (“neat”)

Tensile Strength (7-day)

ASTM D638 7,100 pounds per square inch, minimum.

Compressive Strength (7-day)


Bond Strength (2-day)

ASTM C882 1,500 pounds per square inch, minimum. Concrete failure before failure of epoxy.

Viscosity (mixed) 250-550 centipoise

Notes: Testing results are for materials installed and cured at a temperature between 72 and 78 degrees Fahrenheit for 7 days, unless otherwise noted.

C. Epoxy gel: Non-sagging product in accordance with ASTM C881, Types I and IV, Grade 3, Class C. 1. Manufacturers: One of the following or equal:

a. BASF, MasterEmaco ADH 327. b. Dayton Superior, Sure Anchor J50. c. Sika Corp., Sikadur 31, Hi-Mod Gel.

2. Required properties:

Table 2 - Material Properties - Epoxy Gel.

Property Test Method Required Results (“neat”)



Compressive Yield Strength (7-day)


Bond Strength

(14-day)

ASTM C882 1,500 pounds per square inch, minimum.



D. Epoxy bonding agent: Non-sagging product in accordance with ASTM C881, Type II, Grade 2, Class C. 1. Manufacturers: One of the following or equal:

a. BASF, MasterEmaco ADH 326. b. Dayton Superior, Sure Bond J58. c. Sika Chemical Corp., Sikadur 32 Hi-Mod LPL.

2. Required properties.

Table 3 - Material Properties - Epoxy Bonding Agent

Property Test Method Required Results



Compressive Yield Strength (7-day)


Bond Strength (14-days)

ASTM C882 1,800 pounds per square inch, minimum. Concrete failure before failure of epoxy bonding agent.


3. If increased contact time is required for concrete placement, epoxy resin/portland cement bonding agent as specified in Section 03072 - Epoxy Resin/Portland Cement Bonding Agent may be used instead of epoxy bonding agent.

PART 3 EXECUTION

3.01 INSTALLATION

A. Install and cure epoxy materials in accordance with manufacturer's installation instructions.

B. Epoxy: 1. Apply in accordance with manufacturer's installation instructions.

C. Epoxy gel: 1. Apply in accordance with manufacturer's installation instructions. 2. Use for vertical or overhead work, or where high viscosity epoxy is required. 3. Epoxy gel used for vertical or overhead work may be used for horizontal work.

D. Epoxy bonding agent: 1. Apply in accordance with manufacturer's installation instructions. 2. Bonding agent will not be required for filling form tie holes or for normal

finishing and patching of similar sized small defects.

END OF SECTION


SECTION 03072

EPOXY RESIN/PORTLAND CEMENT BONDING AGENT

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Epoxy resin/portland cement bonding agent.

1.02 REFERENCES

A. ASTM International (ASTM): 1. C109 - Standard Test Method for Compressive Strength of Hydraulic Cement

Mortars (Using 2-in. Cube Specimens). 2. C348 - Standard Test Method for Flexural Strength of Hydraulic-Cement

Mortars. 3. C496 - Standard Test Method for Splitting Tensile Strength of Cylindrical

Concrete Specimens. 4. C882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems

Used With Concrete By Slant Shear.

B. Federal Highway Administration (FHWA): 1. FHWA-RD-86-193 - Highway Concrete Pavement Technology Development

and Testing Volume V: Field Evaluation of SHRP C9206 Test Sites (Bridge Deck Overlays).

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Sika Corp., Sika Armatec 110.

B. Substitutions: The use of other than the specified product will be considered, providing the Contractor requests its use in writing to the Engineer. This request shall be accompanied by: 1. A certificate of compliance from an approved independent testing laboratory

that the proposed substitute product meets or exceeds specified performance criteria, tested in accordance with the specified test standards.

2. Documented proof that the proposed substitute product has a 1-year proven record of performance of bonding portland cement mortar/concrete to hardened portland cement mortar/concrete, confirmed by actual field tests and 5 successful installations that the Engineer can investigate.

2.02 MATERIALS

A. Epoxy resin/portland cement adhesive: 1. Component "A" shall be an epoxy resin/water emulsion containing suitable

viscosity control agents. It shall not contain butyl glycidyl ether. 2. Component "B" shall be primarily a water solution of a polyamine.


3. Component "C" shall be a blend of selected portland cements and sands. 4. The material shall not contain asbestos.

2.03 PERFORMANCE CRITERIA

A. Properties of the mixed epoxy resin/portland cement adhesive: 1. Pot life: 75 to 105 minutes. 2. Contact time: 24 hours. 3. Color: Dark gray.

B. Properties of the cured epoxy resin/portland cement adhesive: 1. Compressive strength in accordance with ASTM C109:

a. 3 day: 4,500 pounds per square-inch minimum. b. 7 days: 6,500 pounds per square-inch minimum. c. 28 days: 8,500 pounds per square-inch minimum.

2. Splitting tensile strength in accordance with ASTM C496: a. 28 days: 600 pounds per square-inch minimum.

3. Flexural strength: a. 1,100 pounds per square-inch minimum in accordance with ASTM C348.

4. Bond strength in accordance with ASTM C882 modified at 14 days: a. 0 hours open time: 2,800 pounds per square-inch minimum. b. 24 hours open time: 2,600 pounds per square-inch minimum.

5. The epoxy resin/portland cement adhesive shall not produce a vapor barrier. 6. Material must be proven to prevent corrosion of reinforcing steel when tested

under the procedures as set forth by the FHWA Program Report Number FHWA-RD-86-193. Proof shall be in the form of an independent testing laboratory corrosion report showing prevention of corrosion of the reinforcing steel.

PART 3 EXECUTION

3.01 INSTALLATION

A. Mixing the epoxy resin: Shake contents of Component "A" and Component "B." Empty all of both components into a clean, dry mixing pail. Mix thoroughly for 30 seconds with a jiffy paddle on a low-speed with 400 to 600 revolutions per minute drill. Slowly add the entire contents of Component "C" while continuing to mix for a minimum of 3 minutes and until uniform with no lumps. Mix only the quantity that can be applied within its pot life.

B. Placement procedure: 1. Apply to prepared surface with stiff-bristle brush, broom, or "hopper-type"

spray equipment: a. For hand applications: Place fresh plastic concrete/mortar while the

bonding bridge adhesive is wet or dry, up to 24 hours. b. For machine applications: Allow the bonding bridge adhesive to dry for

12 hours minimum.

C. Adhere to all limitations and cautions for the epoxy resin/portland cement adhesive in the manufacturer's current printed literature.


3.02 CLEANING

A. Leave finished work and work area in a neat, clean condition without evidence of spillovers onto adjacent areas.

END OF SECTION


SECTION 03225

FIBROUS CONCRETE REINFORCEMENT

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Fibrous concrete reinforcement for the concrete lining for the settling basins. Fiber reinforced basin linings shall include floor slabs, sloped walls, entrance ramps, and overflow spillways.

1.02 REFERENCES

A. ASTM International (ASTM): 1. C 39 - Standard Method of Testing for Compressive Strength of Cylindrical

Concrete Specimens. 2. C 78 - Standard Testing Method for Flexural Strength of Concrete (using

simple beam with third-point loading). 3. C 94 – Standard Specification for Ready-Mixed Concrete. 4. C 496 - Standard Test Method for Splitting Tensile Strength of Cylindrical

Concrete Specimens. 5. C 1018 - Standard Test Method for Flexural Toughness and “First-Crack

Strength of Fiber-Reinforced Concrete (using beam with third-point loading). 6. C 1116 - Standard Specification for Fiber-Reinforced Concrete and Shotcrete.

1.03 SUBMITTALS:

A. The CONTRACTOR shall submit printed product data from the manufacturer of the fibrous concrete reinforcing material in accordance with Section 01330. Data shall be clearly marked to indicate proposed fibrous concrete reinforcement materials. Printed data shall state that 1.5 pounds, 0.1 percent by volume, of fiber shall be added to each cubic yard of each type of concrete.

B. The CONTRACTOR shall submit copies of fibrous concrete reinforcing material manufacturer’s printed batching and mixing instructions and recommendations for the fibrous concrete reinforcement materials.

C. The CONTRACTOR shall submit data showing 5 years of continued satisfactory performance and compliance with the referenced standards.

D. The CONTRACTOR shall submit copies of a certificate prepared by the concrete supplier stating that the approved fibrous concrete reinforcement materials at the rate of 1.5 pounds per cubic yard was added to each batch of concrete delivered to the project site. Each certificate shall be accompanied by 1 copy of each batch delivery ticket indicating amount of fibrous concrete reinforcement material added to each batch of concrete.



A. The CONTRACTOR shall provide services of a qualified technical representative from the fibrous concrete reinforcement manufacturer to instruct the concrete supplier in the proper batching and mixing of the material to be provided.

B. The CONTRACTOR shall provide the services of a qualified technical representative from the fibrous concrete reinforcement manufacturer to instruct field personnel in the proper pouring, curing, and finishing of fibrous reinforced concrete.

C. Manufacturer’s Qualifications: 1. Minimum 5-year satisfactory performance history for synthetic fibrous concrete

reinforcement.


A. Delivery: Deliver synthetic fiber reinforcement in manufacturer’s original, unopened, undamaged containers and packaging, with labels clearly identifying product name, unique identification number, code approvals, directions for use, manufacturer, and weight of fibers.

B. Storage: 1. Store synthetic fiber reinforcement in clean, dry area indoors in accordance

with manufacturer’s instructions. 2. Keep packaging sealed until ready for use.

C. Handling: Protect synthetic fiber reinforcement during handling to prevent contamination.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. One of the following or equal: 1. Propex: Fibermesh 300.

2.02 FIBROUS CONCRETE REINFORCEMENT

A. General: Provide 100 percent virgin polyproplene fibrillated fibers specifically manufactured for use as concrete reinforcement and so certified by the manufacturer. The material shall contain no reprocessed olefin materials.

B. Physical Characteristics: 1. Specific gravity 0.91 2. Modulus of elasticity 0.5 x 106 to 0.7 x 106 3. Tensile strength 70 to 110 ksi 4. Fiber lengths 1/2-inch

C. Design Requirements: Fibrous concrete reinforcement shall be added to the accepted 4,000 psi project concrete mix at dosage of 1.5 pounds per cubic yard of concrete.


PART 3 EXECUTION

3.01 MIXING

A. Add synthetic fiber reinforcement to concrete mixture in accordance with manufacturer’s instructions.

B. Add fibrous concrete reinforcement to concrete materials at the time concrete is batched in at a minimum application rate of 1.5 pounds per cubic yard of concrete.

C. Mix batched concrete in strict accordance with fibrous concrete reinforcement manufacturer’s instructions and recommendations for uniform and complete dispersion.

D. Concrete shall be as specified in Section 03301 – Concrete Work.

3.02 CONCRETE PLACING AND FINISHING

A. Pour, cure, place, and finish concrete materials as specified in Section 03301 – Concrete Work.

END OF SECTION


SECTION 03301

CONCRETE WORK

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Concrete formwork; concrete accessories; concrete reinforcement; batching and mixing of concrete to be cast-in-place; concrete placement and curing: and tooled concrete finishes.

1.02 REFERENCES

A. American Concrete Institute (ACI): 1. 117 - Standard Specifications for Tolerances for Concrete Construction and

Materials. 2. 305 - Specification for Hot Weather Concreting. 3. 306 - Standard Specification for Cold Weather Concreting. 4. 318 - Building Code Requirements for Structural Concrete and Commentary. 5. SP-66 - ACI Detailing Manual.

B. ASTM International (ASTM): 1. A185 - Standard Specification for Steel Welded Wire Reinforcement, Plain, for

Concrete. 2. A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for

Concrete Reinforcement. 3. C31 - Standard Practice for Making and Curing Concrete Test Specimens in

the Field. 4. C33 - Standard Specification for Concrete Aggregates. 5. C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens. 6. C40 - Standard Test Method for Organic Impurities in Fine Aggregates for

Concrete. 7. C88 - Standard Test Method for Soundness of Aggregates by Use of Sodium

Sulfate or Magnesium Sulfate. 8. C94 - Standard Specification for Ready-Mixed Concrete. 9. C114 - Standard Test Methods for Chemical Analysis of Hydraulic Cement. 10. C131 - Standard Test Method for Resistance to Degradation of Small-Size

Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. 11. C138 - Standard Test Method for Density (Unit Weight), Yield, and Air Content

(Gravimetric) of Concrete. 12. C143 - Standard Test Method for Slump of Hydraulic-Cement Concrete. 13. C150 - Standard Specification for Portland Cement. 14. C156 - Standard Test Method for Water Loss Through Liquid Membrane-

Forming Curing Compounds for Concrete. 15. C171 - Standard Specification for Sheet Materials for Curing Concrete. 16. C172 - Standard Practice for Sampling Freshly Mixed Concrete. 17. C173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the

Volumetric Method. 18. C260 - Standard Specification for Air-Entraining Admixtures for Concrete.


19. C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

20. C311 - Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete.

21. C494 - Standard Specification for Chemical Admixtures for Concrete. 22. C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use in Concrete. 23. C1017 - Standard Specification for Chemical Admixtures for Use in Producing

Flowing Concrete. 24. C1064 - Standard Test Method for Temperature of Freshly Mixed Hydraulic-

Cement Concrete. 25. C1260 - Standard Test Method of Potential Alkali Reactivity of Aggregates

(Mortar Bar Method). 26. D1751 - Standard Specification for Preformed Expansion Joint Filler for

Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

27. D1752 - Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction.

28. D2103 - Standard Specification for Polyethylene Film and Sheeting.

C. Concrete Reinforcing Steel Institute (CRSI): 1. Manual of Standard Practice.

1.03 DEFINITIONS

A. Average daily temperature: The average of the highest and lowest temperatures during a 24-hour period from midnight to midnight.

B. Cold weather: A period when, for more than 3 consecutive days, the average daily temperature drops below 40 degrees Fahrenheit. 1. When the temperature is above 50 degrees Fahrenheit for more than half of

any 24-hour duration, that period need not be regarded as cold weather.

C. Green concrete: Concrete whose current compressive strength is less than 100 percent of the minimum specified compressive strength, f’c.

D. Hand mixed concrete: Concrete mixed at or near the point of placement using shovels, hoes, or other similar manually operated tools.

E. Hot weather: A period when project conditions such as low humidity, high temperature, solar radiation, and high winds promote rapid drying of freshly placed concrete.

F. Neat cement grout: Grout made from a mixture of portland cement and water.

1.04 SUBMITTALS

A. General: 1. Submittal as specified in Section 01330 - Submittal Procedures unless

modified in this Section.


B. Product data: 1. Formwork:

a. Formwork facing materials. Data on facing materials for concrete exposed to view in the finished work, if different from that specified in this Section.

b. Form release agent. Manufacturer’s name and catalog data, including materials safety data sheet and documentation of suitability for use in contact with potable water.

2. Joint materials: a. Preformed expansion joint material: Manufacturer’s name and catalog

data with documentation of conformance to materials standards specified for each type and thickness of material.

3. Reinforcement: a. Mill certificates for each heat of steel provided. b. Concrete bar supports:

1) Precast concrete bar supports (“dobies”): Manufacturer’s product data indicating compression strength of concrete supports and material used for tie wires.

2) Wire chairs and slab bolsters: Manufacturer’s product data. 4. Concrete materials:

a. Cement: 1) Mill certificate in accordance with ASTM C150. Include “Type” and

results of testing for alkali content. b. Aggregates:

1) Type, pit or quarry location, and producer’s name. 2) Commercial laboratory test reports for samples of each aggregate

proposed for use. Tests shall have been made not more than 90 days prior to the date of the submittal. a) Fine aggregate: Gradation analysis, specific gravity, and reports

of deleterious materials to document compliance in accordance with ASTM C33.

b) Coarse aggregate: Gradation analysis, specific gravity, and reports of deleterious materials to document compliance in accordance with ASTM C33 for each size used.

c. Admixtures: 1) Manufacturer’s catalog cuts and product data indicating compliance

with the standards specified. 2) Fly ash: Mill test reports documenting compliance in accordance with

ASTM C618 and any additional requirements of this Section. 5. Concrete mixes: Submit full details, including:

a. Mix proportions and concrete properties for each class of concrete proposed for use. 1) Information on correction of batching for varying moisture contents of

fine aggregate. b. Data to establish the average compressive strength:

1) If established by field test records, submit: a) Product and test data for the materials actually used in the mix. b) Actual mix proportions used in the mix producing the record. c) Field test data for slump, air content, and 28-day compressive

strength. Include not less than 15 tests in accordance with ACI 318 Chapter 5.

2) If established by testing of trial batches, submit: a) Confirmation that the materials and proportions used in the trial

batches are those that will be provided for the mix.


b) Mix test data for slump, air content, and 28-day compressive strength.

3) For either method, include calculations for: a) Standard deviation, calculated in accordance with ACI 318

requirements. b) Required average compression strength (f’cr) using the standard

deviation calculated in accordance with ACI 318 requirements. c) Statement demonstrating that the average compression strength

from field test records or from trial batch testing for each mix (f’cavg) exceeds the required average compressive strength (f’cr) for that mix.

6. Concrete finishing and curing materials: a. Manufacturer’s name and product data sheets.

C. Shop drawings: 1. Reinforcement:

a. Submit drawings showing bending and placement of reinforcement. 1) Drawings shall be in accordance with ACI SP-66. 2) Clearly show placement, shapes, and dimensions of each bar listed

in the bill of materials, including additional reinforcement at corners and openings required by details in the Contract Documents.

3) Show splice locations and bar lengths reflecting Contractor’s intended placement sequence.

b. Drawings that, in the Engineer’s opinion, are not sufficiently clear or complete will be rejected and a re-submittal will be required. 1) Such determination will be solely at the discretion of the Engineer,

and rejection may occur with or without review comments.

D. Samples: 1. Form ties: If requested by the Engineer. 2. Concrete bar supports: If requested by the Engineer, provide samples f:

a. Precast concrete bar supports (“dobies”). b. Wire chairs and slab bolsters.

E. Procedures: 1. Contractor’s plans for production, placement, finishing, curing, protection, and

temperature monitoring of concrete during the following environmental conditions: a. Hot weather. b. Cold weather.

2. Contractor’s proposed sequence of concrete placements.

F. Project record documents: 1. For the following items, note location of concrete in the structure, and include

tag numbers of associated cylinders for compression strength tests. 2. Concrete delivery tickets. Submit copies of concrete delivery tickets within

24-hours after delivery when requested by the Engineer. 3. Field test reports: Results of field-testing for slump, temperature, unit weight,

and air entrainment. 4. Testing laboratory reports for compression strength.

G. Notifications: 1. Modifications to concrete mixes:


a. Submit notification of any adjustments to mixture proportions and any changes in materials made during the course of the Work for Engineer’s review.

b. Include details of the changes and supporting documentation. 2. Joint locations:

a. Where joint locations other than those indicated on the Drawings are requested, submit proposed locations for Engineer’s review.

b. Provide drawings showing proposed joint locations with joint types labeled and joint details referenced.

3. Reinforcement placement: Where necessary to move reinforcement beyond the specified placing tolerances to avoid interference, submit the proposed arrangement for Engineer’s review.

4. Concrete placements: Submit notification of readiness for each concrete placement at least 24 hours in advance.

5. Concrete repairs: a. Where concrete surfaces or sections exhibit defects after removal of

forms, submit description of existing conditions and of proposed repair procedures and materials.

b. Include photos of existing conditions with submittal.


A. Tolerances on concrete construction: In accordance with ACI 117, unless more stringent requirements are specified in the Contract Documents.

B. Concrete mixtures: 1. Ensure that concrete produced has the specified characteristics in the freshly

mixed state, and that those are maintained to during transport and delivery and to the point of final placement.

1.06 DELIVERY, STORAGE AND HANDLING

A. Deliver, store, and handle concrete materials in manner as to prevent damage and inclusion of foreign substances.

B. Deliver reinforcing steel bundled and tagged with identifying tags marked in a legible manner with waterproof markings showing the same designations as indicated on the submitted shop drawings. 1. Store off the ground and protect from moisture, dirt, oil and other injurious

contaminants.

C. Protect concrete accessories from weather and direct exposure to sunlight before installation.


A. Environmental requirements: 1. Hot weather concreting: Construct in accordance with ACI 305 during

conditions when the ambient air temperature is above 90 degrees Fahrenheit. 2. Cold weather concreting: Construct in accordance with ACI 306 when ambient

air temperature is below 40 degrees Fahrenheit, or is 45 degrees Fahrenheit and falling.


3. Conditions that promote rapid drying of freshly placed concrete, such as low humidity, high temperature, and wind: Take corrective action to minimize loss of water from the concrete.


A. Schedule placing of concrete in such a manner that completes any single placing operation to a construction, or expansion joint as indicated on the Drawings or accepted by the Engineer in advance of the placement.

PART 2 PRODUCTS

2.01 FORMS

A. Forms: 1. Design and performance requirements:

a. Design and performance of formwork shall be the responsibility of the Contractor, subject to the requirements of the Contract Documents.

b. Design, construct, and brace formwork to: 1) Carry all loads applied or transmitted, including the pressure resulting

from placement and vibration of plastic concrete. 2) Remain tight to prevent loss of mortar. 3) Maintain specified tolerances and provide finished surfaces as

specified in this Section. c. Maximum deflection of facing materials and supporting members on

surfaces exposed to view in the finished work: 0.0042 times the clear span (span/240).

d. Maximum deviation from alignment (horizontal or vertical): In accordance with ACI 117.

2. Form facing materials: a. Surfaces exposed to view in the finished work:

1) Facing materials shall produce a smooth, uniform texture on the concrete.

2) Do not use materials with raised grain, tears, worn edges, patches, dents, or other similar defects.

3) Acceptable materials: Plywood with “C” or better face; plastic-faced plywood; tempered concrete form grade hardboard; or steel.

b. Surfaces not exposed to view in the finished work: Special form facing material not required.

3. Forms for chamfers and keyways: a. Uniform steel, plastic, or lumber section of dimensions shown or specified. b. Provide adequate stiffness and support to maintain a true line at the

concrete surface. c. Treated to eliminate bond with the concrete if required to produce a

smooth, uniform, and undamaged finish upon removal.

B. Form ties: 1. General:

a. Provide form ties fabricated by recognized manufacturer of concrete forming equipment and suitable for use with the forming system selected.

b. Provide ties that accurately tie, lock, and spread forms: 1) Do not use wire ties or wood spreaders.


c. Provide form ties of such design that, when forms are removed, the tie leaves no metal or other material within 1-1/2 inches of the surface of the concrete.

d. Do not allow tie holes through forms for ties to leak during concrete placement.

2. Cone snap ties: Tie with removable plastic cone leaving a tapered depression having a minimum diameter of 1 inch at the surface of the concrete and a depth of 1-1/2 inches below the surface.

C. Dry-pack mortar for filling cone snap tie holes: 1. Proportioned mix of 1 part of portland cement to 1 part plaster sand with

potable water added to provide a stiff consistency that can be driven into holes and properly compacted.

2. For repairs in concrete exposed to view in the finished work, mix repair mortar using the same cement and sand as that used for the concrete being patched. a. Mix a trial batch and confirm color compatibility with the surrounding

material. b. Adjust color to match that of the surrounding concrete by adding white

portland cement if necessary. 3. Admixtures or additives to mortar are not permitted.

D. Form release agent: Commercially manufactured, non-staining formwork release agent that will prevent absorption of water by the formwork and will prevent bond between the formwork and the concrete. 1. Form release agent to comply with all local air quality management

regulations.

2.02 JOINT MATERIALS

A. Preformed synthetic sponge rubber expansion joint material: 1. Elastic sponge rubber compound in accordance with ASTM D1752, Type I. 2. Concrete-gray color unless otherwise noted. 3. Thickness: As indicated on the Drawings. 4. Manufacturers: One of the following or equal:

a. Tamms Industries Inc., Horn Expansion Joint Fillers: Cementone. b. Williams Products Inc., Everlastic 1300. c. WR Meadows, Seal Tight Sponge Rubber Expansion Joint.

B. Preformed bituminous fiber expansion joint material: 1. Asphalt-impregnated fiberboard in accordance with ASTM D1751.

C. Sealants and caulking: As specified in Section 07900 - Joint Sealants.

D. Waterstops: 1. Polyvinyl chloride (PVC) waterstops.

2.03 REINFORCEMENT

A. Materials: 1. Deformed bars: In accordance with ASTM A615 Grade 60. 2. Welded wire fabric: Sheets of plain wire in accordance with ASTM A185. 3. Bar supports:

a. Over ground or “mud mat”:


1) Precast concrete blocks with cast-in annealed steel tie wires, 16 gauge or heavier. a) Compressive strength of blocks equal to or exceeding the

compressive strength of the surrounding concrete. 2) Height as required for minimum 3 inches of clear concrete cover

below reinforcement. 3) Minimum block “footprint” of 4 square inches, or as required to

supporting load from reinforcement while maintaining the required concrete cover.

b. Wire supports: Class 3, bright basic wire with galvanized coating. in accordance with CRSI Manual of Standard Practice.

4. Tie wire: Annealed steel.

B. Fabrication: 1. Cut and cold-bend bars in accordance with provisions of ACI 315 and ACI 318. 2. Fabricate reinforcement to the tolerances in accordance with ACI 117. 3. Provide bars free from defects and kinks and from bends not indicated on the

Drawings.

2.04 CONCRETE MIXES

A. Source quality control: 1. Submit documentation that the proposed concrete mixes will conform to the

requirements of this Section and will produce concrete having the required proportions and properties specified. a. Do not place concrete until the design for that mix and the results of any

trial batch testing have been accepted by the Engineer. b. If the Engineer requires changes to the mix design, modify mixes within

limits set forth in this Section and submit new mix design for Engineer’s review.

2. After acceptance, do not change mixes or mix proportions without prior acceptance by the Engineer. a. Exception: At all times, adjust batching of water to compensate for free

moisture content of aggregates. Total water content in the mix shall not exceed that specified.

3. If there is change in source of cement or aggregate, or if there is a significant change in the characteristics or quality of any constituent material received from a source accepted to supply materials, submit new design mixes for each class of concrete affected.

4. Testing of materials and mixes before placement to demonstrate that they comply with the requirements of this Section shall be at the Contractor’s expense.

B. Constituent materials: 1. Cement:

a. Portland cement: In accordance with ASTM C150, Type II or Type I/II, Low Alkali; or ASTM C150, Type III, Low Alkali: 1) Low Alkali materials shall be those having total alkali content of not

more than 0.60 percent when determined in accordance with ASTM C114.

2) Cement for finishes or repairs: Provide cement from same source and of same type as concrete to be finished.


2. Aggregates: a. General:

1) Provide normal weight concrete aggregates that are sound, uniformly graded, and free of deleterious material in excess of the amounts specified.

2) Do not use aggregate made from recycled materials such as crushed and screened hydraulic-cement concrete, brick, or other construction waste.

3) Obtain aggregate from source that is capable of providing uniform quality, moisture content, and grading during any single day's operations.

4) Alkali-silica reactivity: a) Provide fine and coarse aggregate with expansion not greater

than 0.10 percent at 14 days when tested in accordance with ASTM C1260 , unless the aggregate has been determined to be not deleteriously reactive based on testing in accordance with one of the following: (1) ASTM C1293: Expansion not greater than 0.04 percent at

1 year. b. Fine aggregate:

1) Provide fine aggregate consisting of clean, natural sand or of sand prepared from crushed stone or crushed gravel.

2) In accordance with ASTM C33 and the following: a) Provide fine aggregate that does not contain strong alkali nor

organic matter that gives color darker than standard color when tested in accordance with ASTM C40.

c. Coarse aggregate: 1) Provide coarse aggregate consisting of gravel or crushed stone

made up of clean, hard, durable particles free from calcareous coatings, organic matter, or other foreign substances; and in accordance with ASTM C33, Class 4S and the following: a) Soundness when tested in accordance with ASTM C88:

(1) Have loss not greater than 10 percent when tested with sodium sulfate.

b) Abrasion loss: Not exceeding 45 percent after 500 revolutions when tested in accordance with ASTM C131.

2) Grading: Unless otherwise specified or accepted in writing by the Engineer, provide the following: a) Aggregate for Class A, and C Concrete: ASTM C33, Size

Number 57. b) Aggregate for Class CE Concrete: ASTM C33, Size Number 8. c) Where a combination of 2 or more sizes of coarse aggregate are

used, the gradation of the blend shall conform to the grading requirements in accordance with ASTM C33 for the size number specified.

3. Water: a. Water for concrete mixes, for washing aggregate, and for curing concrete:

Potable water, clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.

4. Admixtures: a. General:

1) Do not use admixtures, except those specified, unless written authorization has been obtained from the Engineer.


2) Admixtures shall be compatible with concrete and other admixtures. Admixtures (other than fly ash) shall be the products of a single manufacturer to ensure compatibility.

3) Do not use admixtures containing chlorides in excess of 0.5 percent by weight of cement when calculated as chloride ion.

b. Air entraining admixture: In accordance with ASTM C260. c. Fly ash:

1) In accordance with ASTM C618, Class F. 2) Sampling and testing: In accordance with ASTM C311. 3) Loss on ignition: Not to exceed 4 percent.

d. Water reducing admixture: 1) In accordance with ASTM C494, Type A or Type D. 2) Not containing air-entraining agents.

e. High range water reducing admixtures/plasticizing admixtures: 1) High-range water reducing admixtures: In accordance with

ASTM C494, Type F. 2) Plasticizing admixtures: In accordance with ASTM C1017, Type I. 3) Use shall produce non-segregating concrete mixture with little

bleeding that remains in a plastic state for not less than 2 hours. f. Coloring admixture:

1) To produce red-colored concrete for encasement of electrical ducts, conduits, and similar items: a) Mix 10 pounds of coloring agent into each cubic yard of

concrete, unless otherwise recommended by the manufacturer and accepted by the Engineer.

2) Manufacturers: One of the following or equal: a) Davis Colors, #100 Utility Red. b) I. Reiss Co., Inc., equivalent product. c) Euclid Chemical Co., Increte Division, “Colorcrete Brick Red.”

C. Mix design and proportioning: 1. Proportion mixes to provide compression strength, workability, and durability

as specified in this Section. 2. Submit documentation that the proposed mixes will conform to the

requirements of this Section and will produce concrete having the required properties.

3. Compression strength: a. Proportion each concrete mix to provide the required average

compressive strength (f’cr) determined in accordance with the provisions of ACI 318 Chapter 5.

b. Determine required average compressive strength (f’cr) for each class of concrete using the specified compressive strength of the mix, f’c, and the standard deviation determined in accordance with ACI 318. 1) Establish the standard deviation in accordance with ACI 318 and

based on either field test records, or based on trial batches. 2) Documentation of standard deviation based on field test records:

a) Calculate standard deviation in accordance with ACI 318 procedures using test records that: (1) Represent materials, quality control procedures, and

conditions similar to those expected for this Work. (2) Do not include provisions for materials and proportions that

are more restrictive than the materials proposed for use in this Work.


(3) Represent a mix proportioned to provide a specified compressive strength (f’c) within 1,000 pounds per square inch of that specified for the corresponding mix in this Section.

3) Documentation of standard deviation based on trial batches plus empirical code requirements: a) When records including at least 15 consecutive tests that span a

period of at least 45 calendar days are not available, determine required average compressive strength (f'cr) from Table A:

TABLE A

Required Average Compressive Strength

Specified Compressive Strength f'c (pounds per square inch)

Required Average Compressive Strength

f'cr (pounds per square inch)

Less than 3,000 f'c + 1,000

3,000 to 5,000 f'c + 1,200

4. Workability: a. Provide concrete with workability and consistency that can be readily

worked into corners and angles of forms and around reinforcement without excessive vibration and without permitting materials to segregate or free water to collect on the surface.

5. Cement content: a. Use only 1 brand of portland cement for all exposed concrete surfaces in

any single structure. b. Minimum cementitious materials content: Conform to values specified in

Table B of this Section. c. Ratio of water to cementitious materials:

1) Conform to values specified in Table B of this Section. 2) Total water, including that from moisture content of aggregates and

admixtures, shall not exceed that specified in Table C of this Section. 6. Aggregates:

a. Ratio of coarse aggregate to fine aggregate: Not less than 1.0 or more than 2.0 for all concrete classes, with exception of Class CE.

7. Admixtures: a. Use in accordance with manufacturer’s instructions. b. Air entraining admixture:

1) Provide concrete with entrained air content indicated in Table B and consisting of evenly dispersed air bubbles.

c. Fly ash: 1) Maximum of 15percent by weight of total weight of cementitious

materials (cement plus fly ash). 2) Other pozzolans shall not be used without prior acceptance by the

Engineer. d. Water reducing admixture:

1) Required in all concrete mixes. 2) No decrease in cementitious materials content is permitted as a

result of use of water reducing admixture. e. High range water reducing admixture/plasticizing admixture:

1) Not permitted.


f. Coloring admixture: 1) Unless otherwise recommended by the manufacturer, mix into each

cubic yard of concrete 10 pounds of coloring agent. 8. Concrete mix design requirements by class:

a. Provide concrete mixes for each “class” specified in this Section and indicated in Table B.

b. Use each class at the locations specified in the following paragraphs or indicated on the Drawings. 1) “Class A” Concrete: General use. Use at all locations unless

otherwise indicated on the Drawings or listed in the following paragraphs.

2) “Class B” Concrete: a) May be substituted for Class A concrete for elements where

high-early strength concrete is needed and that do not require sulfate resistant concrete.

b) Use only after prior acceptance by the Engineer. 3) “Class C” Concrete: May be used as fill for unauthorized excavation,

for thrust blocks and ground anchors for piping, for bedding of pipe, and elsewhere as indicated on the Drawings.

4) Class CE Concrete: Use for electrical conduit and duct bank encasements.

c. Pumped concrete: Provide a separate mix design and substantiation testing for each “class” to be placed by pumping.

TABLE B

Concrete Classes

Co

ncr

ete

Cla

ss

Min

imu

m S

pec

ifie

d

Co

mp

ress

ive

Str

eng

th a

t 28

day

s, f

'c (1

) (p

ou

nd

s p

er s

qu

are

inch

)

Rat

io o

f w

ate

r to

ce

men

titi

ou

s m

ater

ials

(2,3

) (m

inim

um

- m

axim

um

).

Cem

enti

tio

us

Mat

eria

ls

Co

nte

nt

(3)

(po

un

ds

per

cu

bic

yar

d o

f co

ncr

ete

by

wei

gh

t )

Cem

ent

Typ

e

(AS

TM

C15

0, lo

w a

lkal

i)

Max

imu

m C

oar

se

Ag

gre

gat

e S

ize(4

)

Air

En

trai

nm

ent

(per

cen

t)

(N/R

: n

ot

req

uir

ed.)

Ad

mix

ture

s r

equ

ired

(5)

Slu

mp

Ran

ge

(in

ches

)

A 4,500 0.40 to 0.45 564 to 658 II 57 5+1.5

AEA

WRA 2 to 4

C 2,500 Maximum

0.62 max.

Minimum

423 II 57 5+1.5

AEA

WRA 3 to 6

CE 2,500 Maximum

0.62 max.

Minimum

423 II 8 N/R

WRA

CA 3 to 6


TABLE B

Concrete Classes

Co

ncr

ete

Cla

ss

Min

imu

m S

pec

ifie

d

Co

mp

ress

ive

Str

eng

th a

t 28

day

s, f

'c (1

) (p

ou

nd

s p

er s

qu

are

inch

)

Rat

io o

f w

ate

r to

ce

men

titi

ou

s m

ater

ials

(2,3

) (m

inim

um

- m

axim

um

).

Cem

enti

tio

us

Mat

eria

ls

Co

nte

nt

(3)

(po

un

ds

per

cu

bic

yar

d o

f co

ncr

ete

by

wei

gh

t )

Cem

ent

Typ

e

(AS

TM

C15

0, lo

w a

lkal

i)

Max

imu

m C

oar

se

Ag

gre

gat

e S

ize(4

)

Air

En

trai

nm

ent

(per

cen

t)

(N/R

: n

ot

req

uir

ed.)

Ad

mix

ture

s r

equ

ired

(5)

Slu

mp

Ran

ge

(in

ches

)

Notes:

1 At locations where concrete will not be subjected to load from other elements of the structure or from Contractor’s placing operations, maximum time period for achievement of specified compressive strength may be extended to 56 days when accepted by the Contractor’s Engineer.

2 W/C Ratio = Ratio of water to cementitious materials (cement plus fly ash) by weight.

3 Provide mix within the range of W/C ratio and cementitious materials content indicated.

4 Size number in ASTM C33, Table 2

5 Admixtures are designated as follows:

AEA: Air entraining admixture.

CA: Coloring Admixture.

HRWR: High-range water reducing admixture.

SRA: Shrinkage reducing admixture.

WRA: Water reducing admixture.

2.05 CONCRETE BATCHING AND MIXING EQUIPMENT

A. Provide equipment and facilities for accurate measurement and control of materials. 1. At all times, maintain proportions of concrete mix within specified limits. 2. Control and adjust batch weights to secure maximum yield.

B. Measuring or weighing equipment: 1. Furnish apparatus for weighing aggregates and cementitious materials that is

suitably designed and constructed for this purpose. 2. Devices shall bear the current and valid seal of the Sealer of Weights and

Measures having jurisdiction. 3. Furnish devices that have capability of providing successive quantities of

individual materials measured to within 2 percent of desired amount of that material.

C. Mixing equipment: 1. Mixes shall be ready-mix or transit-mixed concrete in accordance with

ASTM C94. Hand-measured or hand-mixed batches shall not be used.


2. Provide equipment capable of combining aggregates, cementitious materials, water, and admixtures into a thoroughly mixed and uniform mass during the time periods specified, and capable of discharging the resulting mixture without segregation.

3. Maintain mixing equipment in good working order. Operate at loads and speeds, and for periods of time recommended by the manufacturer or specified in this Section.

2.06 CONCRETE FINISHING AND CURING MATERIALS

A. Evaporation retardant: 1. Manufacturers: One of the following or equal:

a. Master Builders Technologies, Confilm. b. Euclid Chemical Co., Eucobar.

B. Plastic membrane: 1. White polyethylene film in accordance with ASTM C171:

a. Nominal thickness not less than 0.0040 inches when measured in accordance with ASTM D2103, and thickness at any point not less than 0.0030 inches.

b. Loss of moisture: Not to exceed 0.055 grams per square centimeter of surface when tested in accordance with ASTM C156.

C. Sprayed-on membrane curing compound: 1. In accordance with ASTM C309, Type 1D. Clear with fugitive dye.

PART 3 EXECUTION

3.01 GENERAL

A. Preparation: 1. Use construction methods and sequences that allow time for concrete to reach

adequate strength to prevent damage to or overstress of the concrete structure or its elements during construction.

2. Locations of construction and expansion joints are indicated on the Drawings. a. Make no other joints, except as accepted in advance by the Engineer. b. Schedule placing of concrete to complete any single placing operation

between designated joints. c. Schedule and sequence placements to allow adequate time for concrete

to achieve adequate strength before subsequent placements and loads are applied to the structure.

d. Place concrete for beams, girders, brackets, column capitals, haunches, and drop panels at the same time as the concrete for the adjacent slabs.

B. Verification of conditions: 1. Do not place concrete until:

a. Forms have been cleaned and form release agents have been applied. b. All forms have been thoroughly checked for alignment, level, strength, and

accurate location of reinforcement, joint accessories, and all mechanical and electrical inserts or other embedded items.

c. Reinforcement is secure and properly fastened in its correct position.


d. Dowels, bucks, sleeves, hangers, pipes, conduits, anchor bolts, and any other fixtures required to be embedded in concrete have been placed and adequately anchored.

e. Forms are aligned and secured, and loose form ties at construction joints have been retightened.

2. Notify the Engineer in writing of readiness, not just intention, to place concrete in any portion of the work: a. Provide this notification in such time in advance of operations, as the

Engineer deems necessary to make final observation of preparations at location of the concrete placement.

b. Have forms, reinforcement, screeds, anchors, ties, embeds and inserts in place before notifying Engineer of readiness for final observations.

3. Do not place concrete until Engineer has completed final observations of conditions at the placement, and has given acceptance to proceed.

3.02 FORMING

A. General: 1. Do not use earth cuts as forms for vertical or sloped surfaces unless

specifically required by or indicated on the Contract Documents. 2. Joints: Locate joints as indicated on the Drawings:

a. Submit joint locations other than or differing from those indicated on the Drawings for Engineer’s review before construction.

3. Chamfers: a. Permanently exposed outside corners: Provide 3/4-inch chamfer. b. Re-entrant corners:

1) Chamfer not required. 2) Corner may be left square.

c. Edges of formed joints: Chamfer not required unless indicated on the Drawings.

4. Level strips: Install level strips at top of wall concrete placements to maintain true line at horizontal construction joints.

B. Constructing and erecting formwork: 1. Brace and anchor formwork to ensure vertical and lateral stability and to

maintain finish tolerances when subjected to uplift pressures and lateral pressures from plastic concrete. a. Ensure that formwork is positioned, braced, and firmly held against

previously placed concrete to maintain true surfaces and to prevent loss or leaking of mortar at construction joints. 1) At joints with flush surfaces exposed to view, lap contact surface of

form a maximum of 1-inch over the previously placed concrete. b. Design and construct forms with sufficient strength and stiffness that

deflections resulting from loading by plastic concrete will not exceed the surface tolerance limits specified.

c. Set facing materials in an orderly and symmetrical arrangement, keeping the number of seams to a practical minimum.

d. Form ties: Tie forms together using cone snap ties placed at not more than 2-foot centers vertically and horizontally.

e. Construct formwork to permit easy removal without damage to formed surfaces.

f. Provide temporary openings at the base of column and wall formwork to allow cleaning and inspection immediately before concrete placement.


g. Cracks, openings, or offsets at joints in formwork: Close those that are 1/16-inch or larger by tightening forms or by filling with acceptable crack filler.

2. Where forms are re-used, clean surfaces of mortar, grout, and foreign materials before coating with form release agent and setting.

3. Cover formwork surfaces with form release agent to prevent bond with the concrete: a. Do not allow form release agent to puddle in the forms. b. Do not allow form release agent to contact reinforcement, embeds, or

previously placed concrete. 4. Provide runways supported directly on the formwork for moving equipment and

supplies during preparations for concreting: a. Do not rest such runways on reinforcement.

C. Embeds, joints, and accessories: 1. Position pipes, sleeves, conduits, inserts, anchors, castings, and other

embedded items in the forms, and anchor to formwork to prevent displacement.

2. Fill voids in sleeves, pipes, inserts and anchor slots with readily removable material, and seal if required to prevent entry of mortar.

3. For pipe or conduit runs, position embeds to allow at least 3 inches of clear concrete separation between parallel runs of pipes, conduits or any combination of these items with each other or with reinforcement.

D. Removing formwork: 1. Remove forms after the specified time for curing and protection has been

provided and when operations will not damage concrete. 2. Immediately after forms are removed, carefully examine concrete surfaces.

a. Report any irregularities in surfaces and finishes to the Engineer. b. Where surface repairs are needed, contact Engineer with description of

conditions and description of repair procedures before proceeding with work.

3. Immediately follow form removal with installation of specified curing materials and procedures.

4. After forms are removed from wall and curing is complete, fill tie holes as follows: a. Remove form ties and cones from surfaces. b. Roughen cone-shaped tie holes by heavy sandblasting before repair. c. Clean and dampen tie holes, maintaining a saturated surface for at least

2 hours before applying dry-pack mortar. d. Dry pack cone-shaped tie holes with dry-pack mortar as specified in this

Section.

3.03 PLACING CONCRETE REINFORCEMENT, EMBEDS, AND ACCESSORIES

A. Preparation: 1. Cut and bend deformed steel reinforcement in the shop, and deliver completed

bars to the site for installation. a. Do not field-bend deformed reinforcement.

2. Surface preparation: a. Thoroughly clean reinforcing bars from rust scale, loose mill scale, rust

coat, dirt, oil, and other coatings that adversely affect bonding capacity when placed in the work.


1) Thin coating of red rust resulting from short exposures will not be considered objectionable.

b. Remove concrete or other deleterious coatings from dowels and other reinforcement projecting from previous placements by wire brushing or sandblasting before the reinforcement is embedded in the subsequent placement.

B. Support of reinforcement and accessories: 1. Provide supports for deformed bars and wire fabric to maintain reinforcement

position indicated on the Drawings and to provide specified minimum clear concrete cover around the reinforcement.

2. Use number of supports required to prevent reinforcement form sagging and to support loads during construction, but in no fewer quantities and locations than in accordance with ACI SP-66.

3. Support wire fabric from reinforcing supports: Do not place wire fabric on grade or forms for subsequent lifting into plastic concrete during the concrete placement.

a. Take care to maintain specified position of wire fabric in the concrete section and to prevent bending, draping, or kinking of the wires.

4. Do not: a. Use brick, broken concrete masonry units, concrete spalls, rocks, or other

such material for supporting reinforcement. b. Support reinforcement on additional reinforcing bars installed with less

cover than that required by the Contract Documents (“give away bars”). c. Adjust location of reinforcement indicated on the Drawings to increase

cover over support bars. 5. Furnish and use templates for placing column dowels.

C. Placing reinforcement: 1. Locate reinforcement to provide minimum clear concrete cover specified:

a. Where cover is not specified, in accordance with ACI 318. 2. Accurately place reinforcement in accordance with the tolerances of ACI 117:

a. Where reinforcement must be moved beyond the specified placing tolerances to avoid interference with other reinforcement, conduits, or embeds, submit the proposed arrangement for Engineer’s review.

3. Fasten reinforcement securely in place with wire ties: a. After tying, bend ends of wire ties inward towards the center of the

concrete to match clear concrete cover provided for reinforcement. 4. Do not weld reinforcing bars or wires. 5. Deformed reinforcing bars:

a. Tie slab bars at every intersection around the perimeter of slabs. b. Tie wall bar and slab bar intersections, other than those around the

perimeter, at every fourth intersection, but not more than 48 inches on center each way.

c. Lap splices: 1) Lap reinforcement at splices as indicated on the Drawings or

specified. 2) Unless indicated on the Drawings, install lap splices with bars in

contact and fastened together with tie wire. 3) If lap splice length is not indicated on the Drawings, install in

accordance with ACI 318. 6. Welded wire fabric reinforcement:

a. Bend fabric as indicated on the Drawings or required to fit work.


b. Unroll or otherwise straighten fabric to make perfectly flat sheet before placing in the Work.

c. Extend welded wire fabric across concrete section to provide fabric to within 2 inches of vertical concrete edges.

d. Lap splice welded wire fabric as indicated on the Drawings: 1) If no splice details are indicated, lap fabric at least 12 inches, fasten

with wire ties spaced not more than 24 inches on center, and lace lap with wire of the same diameter of the fabric.

3.04 BATCHING, MIXING, TRANSPORTING AND DELIVERING CONCRETE

A. General: 1. Measure, batch, mix, transport, and deliver ready-mixed concrete in

accordance with ASTM C94. a. On-site volumetric batching using pre-packaged dry materials is not

permitted.

B. Measuring and batching: 1. Measure materials by weighing, except as otherwise specified or where other

methods are specifically authorized in writing by the Engineer. a. Weigh cementitious materials separately.

2. Furnish satisfactory means for checking moisture content of aggregates before batching. a. Adjust mix water to compensate for free moisture content of aggregate.

3. Mixing water: a. Measure by volume or by weight. b. Maximum water-to-cementitious materials ratio for each concrete class

shall not exceed that specified in Table B of this Section. 4. Admixtures:

a. Provide admixtures as specified. b. Batch products by means of mechanical batcher capable of accurate

measurement, and in accordance with the admixture manufacturer’s instructions.

C. Mixing and transporting: 1. Mixing:

a. Equip each truck mixer with device capable of counting number of drum revolutions, and interlocked to prevent discharge of concrete from drum before required number of revolutions is complete.

b. Once drum revolutions commence, continuously revolve drum until it has completely discharged its batch.

c. Do not add water until drum commences revolutions. d. The Engineer may require an increase in the designated minimum

number of revolutions, or a decrease in the designated maximum number of revolutions if necessary to obtain satisfactory mixing. 1) Incorporate such changes without additional costs to the Owner.

2. Do not exceed the following time period for mixing and delivery: a. Total elapsed time from addition of water at batch plant through

discharging of mix: Not to exceed the lesser of 90 minutes nor 300 revolutions of the mixer drum.

b. Total elapsed time for from arrival at the project site to completing discharge of mix: Not to exceed 30 minutes.


c. Under conditions contributing to quick setting, the Engineer may reduce total elapsed time permitted.

D. On-site acceptance of concrete mixes: 1. Concrete shall possess the properties specified in this Section at the point of

placement. 2. Do not place concrete:

a. Having slump outside the limits indicated in Table B. b. That does not conform to specifications for entrained air content. c. For which the total elapsed time of mixing or elapsed time at the site

exceeds the specified maximums.

3.05 CONVEYING, DEPOSITING, AND CONSOLIDATING CONCRETE

A. Preparation: 1. General:

a. Clean construction joints and forming surfaces of dirt, sawdust, chips, and other debris after forms are built and immediately before concrete or grout placement. 1) Use vacuum cleaner if required to provide clean surfaces.

b. Remove snow, ice, frost, and standing water from surfaces of formwork, reinforcement, and embeds in contact with concrete.

c. Secure reinforcement, joint materials, anchors, embeds and other items in place.

d. During conveying, placement, consolidation, and finishing of concrete, protect surrounding construction, including concrete walls and slab surfaces, from concrete splatter.

e. Thoroughly clean surrounding construction at the completion of each placement and before splatter sets up.

2. Slabs of concrete construction on grade: a. Provide subgrade preparation, base materials, and compaction as

required by the Contract Documents. b. Remove loose soils, debris, standing water, snow, or ice from subgrade. c. Provide moist subgrade with no standing or free water and no muddy or

soft spots. 1) When subgrade is not moist, sprinkle with water not less than 2 nor

more than 6 hours in advance of placing concrete. 2) If subgrade becomes dry prior to actual placing of concrete, sprinkle

again, without forming pools of water. 3. Weather conditions:

a. Hot weather: In hot weather conditions, make provisions in advance of placement for windbreaks, shading, fogging, sprinkling, ponding, or wet covering.

b. Cold weather: In cold weather conditions, make provisions to maintain the required concrete temperatures without overheating or drying, and without exposing concrete to carbon dioxide from heater exhaust.

c. Precipitation: 1) Do not begin placements while rain, sleet, or snow is falling or

anticipated, or unless adequate protection is provided. 2) Do not allow precipitation to increase concrete water content or to

damage the surface of the concrete.


d. Wind: 1) Do not begin placements during wind events that will blow dust or

debris into the plastic concrete. 2) Do not allow wind-blown debris to become embedded in or to

damage the surface of the concrete. 3) At all times, have sufficient coverings on hand to protect new

concrete from excessive drying or blowing debris.

B. Conveying concrete: 1. Convey concrete from mixer to place of final deposit by methods that prevent

segregation or loss of materials. 2. Use chutes, pumps, and conveyors of size and design that will ensure

continuous flow of concrete at point of delivery without cold joints. 3. Design and use chutes and devices for conveying and depositing concrete that

direct concrete vertically downward when discharged from the chute or conveying device.

4. Keep conveying equipment clean by thoroughly washing and scraping upon completion of any placement.

C. Depositing concrete: 1. Do not place concrete under the following conditions:

a. After initial set has occurred. b. When re-tempering has occurred.

2. Deposit concrete at or near its final position to avoid segregation caused by rehandling or flowing. a. Do not use vibrators to move concrete from its point of deposit. b. Use tremies for placing concrete where drop is over 5 feet.

3. Place concrete continuously in approximately horizontal layers not exceeding 24 inches in depth. Bring level up evenly in all parts of forms. a. After placement begins, continue without significant interruption and as a

continuous operation until the end of that placement is reached. b. Do not allow “cold joints” to form between adjacent layers or areas of the

placement, or initial set to form on “wet edge” of placements. c. Take precautions to prevent delays between placement of adjacent layers

or areas from exceeding 20 minutes. 1) If more than 20 minutes elapse after the initial surface was placed,

spread a layer of neat cement grout, not less than 1/2 inch in thickness nor more than 1 inch in thickness, over the previously placed surface before depositing additional concrete.

4. Placing concrete on slopes: Commence placement at bottom of slope and work upward.

5. Placing horizontal concrete monolithically with structures below: a. If concrete for slabs, beams, or walkways is to be cast monolithically with

walls or columns below, do not place the horizontal concrete elements until the concrete in walls or columns below has been placed, consolidated, and allowed to achieve initial set.

b. Allow set time of not less than 1 hour. c. Maintain a moist surface at the top of the walls or columns during the

setting period. 6. Placing a second concrete lift over hardened concrete below:

a. Take special precautions in form work at top of old lift and bottom of new lift to prevent: 1) Spreading and vertical or horizontal displacement of forms.


2) Grout "bleeding" onto finished concrete surfaces.

D. Consolidating concrete: 1. Thoroughly consolidate concrete into forms and around reinforcement, pipes,

and other embeds using mechanical vibrators. a. Take special care to place concrete solidly against forms, leaving no

voids. b. Make concrete solid, dense, compact, and smooth.

2. Provide vibration energy sufficient to cause concrete to flow and readily settle into place, leaving no voids. Vibration should visibly affect concrete over a radius of at least 18 inches without segregation.

3. Vibrators: a. At all times, have sufficient vibrators on hand to consolidate concrete as it

is placed. b. In addition to vibrators in use while concrete is being placed, have on

hand at least 1 spare vibrator in serviceable condition. c. Place no concrete until it has been ascertained that all vibrating

equipment, including spares, are in serviceable condition.

3.06 FINISHING CONCRETE

A. Provide concrete finishes specified in Section 03366 - Tooled Concrete Finishing.

B. Liquid evaporation retardant: 1. Apply evaporation retardant when environmental conditions will result in rapid

evaporation of moisture from the surface of the fresh concrete during finishing operations. Such conditions include low humidity, high heat, and wind occurring alone or in combination.

2. Immediately after the concrete is screeded, coat the surface of the concrete with a liquid evaporation retardant.

3. Apply the evaporation retardant again after each work operation as necessary to prevent drying shrinkage cracks and crazing at the surface.

3.07 CURING AND PROTECTING CONCRETE

A. Curing concrete: 1. Cure concrete by methods specified in this Section. 2. Keep concrete continuously moist and at a temperature of at least 50 degrees

Fahrenheit for at least 7 days after placement, unless the details of a particular method specify a longer period.

3. Make provisions to maintain moisture or curing membrane integrity at edges of slabs, tops of walls, and joint surfaces, and to prevent loss of protection.

4. Schedule of curing methods: a. Concrete surfaces that will receive additional materials that require bond

to the initial placement (including concrete; concrete repairs, coatings, paints, sealers; grout, and other materials): 1) Water curing or plastic membrane curing.

b. Formed surfaces: 1) If non-absorbent forms are left in place for 7 days after placement:

No additional requirements. 2) For absorbent forms or when forms are removed during the 7 days

following placement: Cure by water curing, plastic membrane curing, or sprayed membrane curing.


c. Unformed concrete surfaces: 1) Water curing, plastic membrane curing, or sprayed membrane

curing. 5. Water curing:

a. Keep surfaces of concrete constantly and visibly saturated by ponding, continuous fogging, or continuous sprinkling at all times during curing period. 1) Cover surfaces if required to maintain saturated conditions. 2) For horizontal surfaces, pond the surface with at least 2 inches of

water or cover with saturated mats or fabric kept continuously wet. b. Formed surfaces:

1) Each day forms remain in place may be counted as 1 day of water curing.

2) Do not loosen form ties while concrete is being cured by forms left in place.

3) No further credit for curing time will be allowed after contact between the concrete surface and the forms has been broken.

6. Plastic membrane curing: a. Cover concrete with plastic membrane, sealing joints and edges against

displacement by wind or site operations and to prevent loss of moisture. b. Install plastic membrane as soon as concrete is finished and can be

walked on without damage. c. Keep all surfaces of concrete under plastic membrane moist at all times

during the curing period. 7. Sprayed membrane curing:

a. Application of curing compound: 1) Apply curing compound to concrete surface after repairing and

patching, and within 1 hour after forms are removed. a) If more than 1 hour elapses between removal of forms and

application of curing compound, provide water curing of affected surfaces for the full curing period.

2) Contractor is cautioned that the method of applying curing compound specified in this Section may require more compound than normally suggested by manufacturer of compound, and also more than is customary in the trade.

3) Apply curing compound by mechanical, power-operated sprayer with mechanical agitator that will uniformly mix all pigment and compound.

4) Apply compound in at least 2 coats, with each subsequent coat in a direction turned 90 degrees from the preceding coat.

5) Apply curing compound in sufficient quantity that concrete has uniform appearance and that the natural color of the concrete is effectively and completely concealed at time of spraying.

6) Continue to coat and recoat surfaces until specified coverage is achieved and until coating film remains on concrete surfaces.

7) Apply compound to a film thickness that can be scraped from surfaces at any and all points after drying for at least 24 hours.

8) Take care to apply curing compound to edges of placements and over full surface profile of construction joints.

b. Removal of curing compound: 1) Do not remove curing compound from concrete in less than 7 days.


a) During this period, the Contractor may remove curing compound only after receiving Engineer’s acceptance of written request to do so.

b) Include with the request a description of measures that will be provided to adequately cure surfaces where curing compound has been removed.

2) Before placing fresh concrete against a surface previously coated with curing compound, remove the curing compound by heavy sandblasting.

3) Prior to final acceptance of the work, remove any curing compound on surfaces exposed to view by sandblasting or other acceptable method. After removal, only the natural color of finished concrete shall remain visible, and such color shall be uniform over the entire surface.

B. Protecting concrete: 1. Immediately after placement, protect concrete from drying, hot or cold

weather, and mechanical damage. 2. Temperature:

a. Cold weather: Protect concrete during the curing period so that the concrete temperature is maintained within the following requirements. 1) Sections less than 12 inches thick: Minimum 55 degrees Fahrenheit. 2) Sections 12 to 36 inches thick: Minimum 50 degrees Fahrenheit.

b. Hot weather: Protect concrete during the curing period so that the concrete temperature does not exceed 90 degrees Fahrenheit.

c. Remove protection against temperature gradually so that concrete surface temperature does not drop or rise by more than 40 degrees Fahrenheit during any 24-hour period.

3. Maintain forms, shoring, and bracing in place after concrete placement for a periods after concrete placement as indicated in the following paragraphs. Forms may be removed after these periods if the concrete has developed sufficient strength and hardness to resist surface or other damage. a. Vertical forms:

1) General: Minimum 24 hours after concrete placement. 2) Sides of footings: Minimum 24 hours after concrete placement. 3) Sides of beams, girders, and similar members: Minimum 48 hours

after concrete placement. b. Horizontal forms:

1) Slabs, beams, and girders: Until concrete reaches specified compressive strength, f’c, or until shoring is installed.

c. Shoring for slabs, beams, and girders: 1) Shore until concrete strength reaches specified compressive

strength, f’c. a) Temporary shoring may be required after the specified

compressive strength is reached if construction loads will exceed the designated live load capacity of the structure.

d. Wall bracing: 1) Brace until strength of concrete beams and slabs laterally supporting

the wall reaches specified compressive strength, f’c.

C. Loads against or on the concrete: 1. Loading of green concrete, by backfilling or by placing personnel and

equipment on the surface, is not permitted.


2. Backfilling: Do not place backfill against concrete walls until the wall and all elements attached to it, including connecting slabs or beams, are fully braced by the structure and have achieved their minimum specified compressive strength, f’c.

3.08 JOINTS AND JOINT PREPARATION

A. Joint locations and details: 1. Construct concrete work as monolith to the extent practical. 2. Construct joints as indicated on the Drawings and as specified. 3. Locations of construction, expansion, and other joints are indicated on the

Drawings or specified in this Section. a. Do not relocate, add, or delete joints without prior approval from the

Engineer.

B. Construction joints: 1. Where spacing is not indicated on the Drawings, provide construction joints in

slabs and walls at intervals not greater than 35 feet. 2. Construct as indicated on the Drawings. 3. Before placing fresh concrete against the joint: Use heavy sandblast to

thoroughly clean joint surfaces and reinforcement crossing the joint of laitance, grease, oil, mud, dirt, curing compounds, mortar droppings, or other objectionable matter.

4. Just before placing concrete against the joint, wash surface with water to saturate joint surface and concrete surfaces within 12-inches of the joint.

5. Horizontal joints: a. Immediately before placing concrete, thoroughly spread bed of neat

cement over the joint surface. b. Grout thickness: Not less than 1/2 inch, nor more than 1 inch.

C. Expansion joints: 1. Where width is not indicated on the Drawings, provide 3/4-inch wide joint. 2. Construct as indicated on the Drawings. 3. Do not extend through expansion joints reinforcement, conduits, or other items

unless details for such crossings are indicated on the Drawings. 4. Preformed expansion joint material:

a. Accurately position joint filler in the joint and fasten to concrete or forms with adhesive.

b. Tape splices in joint filler to prevent intrusion of mortar. c. Fastening joint filler using nails, bolts, screws, or similar items is not

permitted.

3.09 COLD WEATHER CONCRETING

A. Preparation: 1. Remove snow, ice and frost from surfaces, including soil subgrade that will

receive fresh concrete. 2. Do not place concrete against embedments or reinforcement at a temperature

below freezing, where such items are sufficiently massive to cause adjacent concrete to freeze.

B. Placement during cold weather: 1. Placement temperature:


a. The minimum temperature of concrete immediately after placement shall be as specified in Table C.

b. The temperature of concrete as placed shall not exceed the values shown in Table C by more than 20 degrees Fahrenheit.

2. Protection temperature: a. Unless otherwise specified, the minimum temperature of concrete during

the protection period shall be as shown Table C. b. Temperatures specified to be maintained during the protection period

shall be those measured at the concrete surface, whether the surface is in contact with formwork, insulation, or air.

c. Measure the temperature with a surface measuring device accurate to 2 degrees Fahrenheit.

d. Measure the temperature of concrete in each placement at regular time intervals as specified in the contract documents.

3. Termination of protection: a. The maximum decrease in temperature measured at the surface of the

concrete in a 24-hour period shall not exceed the values listed in Table C. b. Do not exceed these limits until the surface temperature of the concrete is

within 20 degrees Fahrenheit of the ambient temperature of surrounding temperatures.

c. When the surface temperature of the concrete is within 20 degrees Fahrenheit of the ambient temperature, all protection may be removed.

TABLE C

Concrete Temperature Requirements

Least dimension of section (inches)

Minimum temperature of concrete as placed and maintained during the

protection period (degrees Fahrenheit)

Maximum for gradual decrease in surface

temperature during any 24 hour period after end of

protection period (degrees Fahrenheit)

Less than 12 55 50

12 to less than 36 50 40

36 to 72 45 30

Greater than 72 40 20

C. Curing of concrete: 1. Prevent concrete from drying during the required curing period. If water curing

is used, terminate use at least 24 hours before any anticipated exposure of the concrete to freezing temperatures.

D. Protection of concrete: 1. Combustion heaters: Vent flue gases from combustion heating units to the

outside of the enclosures. 2. Overheating and drying: Place and direct heaters and ducts to avoid areas of

overheating or drying of the concrete surface. 3. Maximum air temperature: During the protection period, do not expose the

concrete surface to air having a temperature more than 20 degrees Fahrenheit above the values shown in Table C unless higher values are required by an accepted curing method.


4. Protection against freezing: a. Cure and protect concrete against damage from freezing for a minimum of

3 days, unless otherwise specified. 1) Maintain the surface temperature of the concrete as specified in

Table C. b. During periods not defined as cold weather, but when freezing

temperatures may occur, protect concrete surfaces against freezing for the first 24 hours after placing.

3.10 TOLERANCES

A. Concrete: 1. Finished concrete: Conform to shapes, lines, grades, and dimensions

indicated on the Drawings. 2. In accordance with ACI 117, except as modified in the following paragraphs:

a. Where more restrictive tolerances to accommodate equipment are indicated on the Drawings.

b. Slabs where slope is indicated: 1) Uniformly slope to drain. 2) Without depressions that puddle water.

c. Slabs indicated to be level: 1) Maximum deviation of 1/8 inches in 10 feet without any apparent

changes in grade. 2) Without depressions that puddle water.

B. Embeds: 1. General:

a. Sleeves and inserts: Plus or minus 1/8 inch. b. Projected ends of anchor bolts: Plus 1/4 inch; minus 0 inches. c. Anchor bolt position: Plus or minus 1/16 inch.

2. Equipment: Set inserts to tolerances required for proper installation and operation of equipment or systems to which insert pertains.


A. Contractor shall provide quality control over the Work of this Section as specified in Section 01450.

B. Field testing of concrete: 1. During progress of construction, provide testing to determine whether the

concrete, as it is being produced, complies with requirements specified. 2. Sampling and testing shall be performed by Contractor’s testing laboratory.

Requirements as specified in Section 01450. a. Cooperate in testing by allowing free access to the Work for testing

laboratory to sample and test materials. b. Provide full access for Engineer to observe concrete sampling and testing

at any time. c. Contractor is responsible for providing care of and curing conditions for

test specimens in accordance with ASTM C31 until specimens are collected by testing laboratory. 1) Provide at least 4 firmly braced, insulated, heated, closed wooden

curing boxes, each sized to hold 10 specimens. Include cold weather temperature and hot weather temperature control thermostat for


initial curing and storage from time of fabrication through receipt at Contractor’s testing laboratory.

3. Testing shall include: a. Sampling of concrete in accordance with ASTM C172. b. Temperature of concrete at delivery in accordance with the requirements

of ASTM C1064 and as specified in this Section. c. Slump of concrete using slump cone in accordance with the requirements

of ASTM C143. 1) Test slump at the beginning of each placement, as often as

necessary to keep slump within the specified range, and when requested to do so by the Engineer.

2) Observe concrete during slump test for signs of segregation: a) Observe concrete for mortar or moisture flow from slumped

sample. b) Reject concrete if mortar or moisture flows out of the mix.

d. Unit weight of concrete in accordance with ASTM C138. e. Air entrainment in accordance with ASTM C173.

1) Test percent of entrained air in concrete at the beginning of each placement, as often as necessary to keep entrained air within the specified range, and when requested to do so by the Engineer.

f. Compressive strength, f’c, in accordance with ASTM C39: 1) Make and cure test specimens in accordance with ASTM C31. 2) Number of specimens for each test:

a) Not less than 3 cylinder specimens, 6-inch diameter by 12-inches long, for each test.

3) Frequency of testing: a) Minimum of 1 set of cylinders for each 150 cubic yards of each

class of concrete. b) Minimum of 1 set of cylinders for each class of concrete for each

half-day of placement. 4) Schedule for testing of specimens:

a) One cylinder will be broken at 7 days and 2 cylinders will be broken at 28 days.

4. Contractor shall: a. Furnish concrete for test specimens, and provide manual assistance to

the Engineer in preparing said specimens. b. Assume responsibility for providing care and on-site curing and protection

for test specimens in accordance with ASTM C31.


A. Engineer shall provide on-site observation and field quality assurance for the Work of this Section.

B. Special tests and inspections: As specified in Section 01455A - Special Tests and Inspections.

C. Field inspections: 1. Required inspections:

a. Observe construction for conformance to the Contract Documents and the accepted submittals.

2. Records of inspections: a. Maintain record of each inspection.


b. Submit copies to 3 upon request.

D. Field tests: 1. Engineer may request, at any time, additional testing to confirm that materials

being delivered and placed conform to the requirements of the Specifications. a. If such additional testing shows that the materials do not conform to the

specified requirements, Contractor shall pay the cost of these tests. b. If such additional testing shows that the materials do conform to the

specified requirements, Engineer will pay the cost of these tests.

3.13 NON-CONFORMING WORK

A. Enforcement of specification requirements: 1. Do not place concrete that does not conform to the requirements of these

Specifications. Remove non-conforming materials from the site. 2. Strength requirements:

a. Concrete is expected to reach higher compressive strength than the minimum specified compressive strength f’c as indicated in Table B.

b. Concrete strength will be considered acceptable if following conditions are satisfied: 1) Averages of all sets of 3 consecutive strength test results are greater

than or equal to specified compressive strength f’c. 2) No individual strength test (average of 2 cylinders tested at 28-days)

falls below specified compressive strength f’c by more than 500 pounds per square inch.

c. Whenever 1, or both of the conditions stated above is not satisfied, provide additional curing or testing of the affected portion as directed by the Engineer. 1) The costs of such curing or testing shall be at the Contractor’s

expense.

3.14 ADJUSTING

A. Remove and replace or repair defective work as directed by the Engineer: 1. Do not patch, repair, or cover defective work before observation by the

Engineer. 2. Make no repairs until Engineer has accepted proposed methods for

preparation and repair.

END OF SECTION


SECTION 03366

TOOLED CONCRETE FINISHING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Tooled concrete finishes.


A. Mock-ups: 1. Test panels for concrete finishes:

a. Prepare test panels for F4 and F5 finishes and tie-hole repairs for review by Engineer.

b. Accepted test panels serve as standard of quality and workmanship for project.

2. Prepare test panel showing horizontal and vertical joints proposed for project for review by the Engineer. Refer to finishes specified in this Section.

3. Test panels indicating methods for making concrete repairs: Prepare test panels for proposed repairs at beginning of project for review by Engineer: a. Accepted test panels serve as standard for repairs during the project.


A. Packing and shipping: 1. Deliver and store packaged materials in original containers until ready for use.

PART 2 PRODUCTS

2.01 MIXES

A. Mortar mix for F4 finish: Consist of 1 part cement and 1-1/2 parts of fine sand passing Number 100 screen. Mix with enough water and emulsified bonding agent to have consistency of thick cream.

B. Mortar mix for F5 finish: Consist of 1 part cement to 1-1/2 parts of sand which passes Number 16 screen.

PART 3 EXECUTION

3.01 CONCRETE FINISHES

A. Cement for finishes: 1. Addition of white cement may be required to produce finish which matches

color of concrete to be finished.


B. Finish vertical concrete surfaces with one of the following finishes as indicated in the Finish Schedule: 1. F1 finish: No special treatment other than repair defective work and fill

depressions 1 inch or deeper and tie holes with mortar after removal of curing compound.

2. F2 finish: No special treatment other than repair defective work, remove fins, fill depressions 1/2 inch or deeper and tie holes with mortar after removal of curing compound.

3. F3 finish: Repair defective work, remove fins, offsets, and grind projections smooth. Fill depressions 1/4 inch or larger in depth or width and tie holes with mortar after removal of curing compound.

4. F4 finish: Receive same finish as specified for F3 finish, and, in addition fill depressions and holes 1/16 inch or larger in width with mortar. a. "Brush-Off" sandblast surfaces prior to filling holes to expose all holes

near surface of the concrete. b. Thoroughly wet surfaces and commence filling of pits, holes, and

depressions while surfaces are still damp. c. Perform filling by rubbing mortar over entire area with clean burlap,

sponge rubber floats, or trowels. d. Do not let any material remain on surfaces, except that within pits and

depressions. e. Wipe surfaces clean and moist cure.

5. F5 finish: Receive same finish as specified for F3 finish, and, in addition, receive special stoned finish, in accordance with following requirements: a. Remove forms and perform required repairs, patching, and pointing as

specified in this Section. b. Wet surfaces thoroughly with brush and rub with hard wood float dipped in

water containing 2 pounds of portland cement per gallon. c. Rub surfaces until form marks and projections have been removed. d. Spread grindings from rubbing operations uniformly over surface with

brush in such manner as to fill pits and small voids. e. Moist cure brushed surfaces and allow to harden for 3 days:

1) After curing, obtain final finish by rubbing with carborundum stone of approximately Number 50 grit until entire surfaces have smooth texture and are uniform in color.

2) Continue curing for remainder of specified time. f. If any concrete surface is allowed to become too hard to finish in above

specified manner, sandblast and wash related surfaces exposed to view, whether finished or not. 1) While still damp, rub over surface, plastic mortar, as specified for

brushed surfaces and handstoned with Number 60 grit carborundum stone, using additional mortar for brushed surfaces until surface is evenly filled without an excess of mortar.

2) Continue stoning until surface is hard. 3) After moist curing for 3 days, make surface smooth in texture and

uniform in color by use of Number 50 or Number 60 grit carborundum stone.

4) After stoning, continue curing until 7 day curing period is completed.

C. Finish horizontal concrete surfaces with one of the following finishes as indicated in the Finish Schedule after proper and adequate vibration and tamping: 1. S1 finish: Screeded to grade and leave without special finish.


2. S2 finish: Smooth steel trowel finish. 3. S3 finish: Steel trowel finish free from trowel marks. Provide smooth finish free

of all irregularities. 4. S4 finish: Steel trowel finish, without local depressions or high points, followed

by light hairbroom finish. Do not use stiff bristle brooms or brushes. Perform brooming parallel to slab-drainage. Provide resulting finish that is rough enough to provide nonskid finish. Finish is subject to review and acceptance by the Engineer.

5. S5 finish: Nonslip abrasive: After concrete has been screeded level and hardened enough to support man standing on a board, sprinkle abrasive from shake screen into surface at uniform rate of 25 pounds for each 100 square feet of surface area, wood float into finish, then trowel abrasive into surface with steel trowel properly exposing abrasive in surface as required to provide nonslip surface.

6. S6 finish: Roughened finish: After concrete has been screeded to grade, apply a roughened finish by use of a jitterbug roller or similar device.

D. Finish concrete floor surfaces to which surfacing material is applied: Finish smooth with tolerance within 1/8 inch in 10 feet in any direction from lines indicated on the Drawings.

3.02 CONCRETE FINISH SCHEDULE

A. Finish concrete surfaces as follows: 1. F4 finish for following vertical surfaces:

a. Concrete surfaces specified or indicated to be painted. b. Concrete surfaces, interior or exterior, exposed to view.

2. Surfaces in open channels, basins, and similar structures: a. F3 finish for vertical surfaces which are normally below water surface. b. F4 finish for vertical surfaces located above normal water surface and

exposed to view. c. Remove fins and fill tie holes from concrete surfaces located in closed

boxes or channels where there is normally no access or passageway. 3. S1 finish for following surfaces:

a. Projecting footings which are to be covered with dirt. b. Slab surfaces which are to be covered with concrete fill.

4. S2 finish for following surfaces: a. Tops of corbels. b. Tops of walls and beams not covered above in this Section. c. Tops of slabs not covered above in this Section. d. All other surfaces not specified to be finished otherwise.

5. S3 finish for following surfaces: a. Building and machine room floors which are not covered with surfacing

material: Provide floors that are free from trowel marks. 6. S4 finish for following surfaces:

a. Exterior walkways. b. Tops of exterior walls or beams which are to serve as walkways. c. Tops of exterior walls or beams which are to support gratings. d. Top surface of slabs for basins, channels, digesters, and similar

structures.


7. S6 finish for following surfaces: a. Basin bottoms, or other similar slab surfaces, over which layer of basin

bottom grout will be applied.

END OF SECTION


SECTION 03600

GROUTING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Cement grout. 2. Cement mortar. 3. Dry-pack mortar. 4. Epoxy grout. 5. Grout. 6. Non-shrink epoxy grout. 7. Non-shrink grout.

1.02 REFERENCES

A. ASTM International (ASTM): 1. C109 - Standard Test Method for Compressive Strength of Hydraulic Cement

Mortars (using 2-inch or cube specimens). 2. C230 - Standard Specification for Flow Table for Use in Tests of Hydraulic

Cement. 3. C531 - Standard Test Method for Liner Shrinkage and Coefficient of Thermal

Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes.

4. C579 - Standard Test Method for Compressive Strength of Chemical-Resistant Mortars, Grouts, and Monolithic Surfacings and Polymer Concretes.

5. C939 - Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method).

6. C942 - Standard Test Method for Compressive Strength of Grouts for Preplaced-Aggregate Concrete in the Laboratory.

7. C1107 - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink).

8. C1181 - Standard Test Methods for Compressive Creep of Chemical-Resistant Polymer Machinery Grouts.

B. International Concrete Repair Institute (ICRI): 1. 310.2R - Selecting and specifying Concrete Surface Preparations for Sealers,

Coatings, Polymer Overlays, and Concrete Repair.

1.03 SUBMITTALS

A. Cement grout: 1. Mix design. 2. Material submittals.

B. Cement mortar: 1. Mix design.


2. Material submittals.

C. Non-shrink epoxy grout: 1. Manufacturer's literature.

D. Non-shrink grout: 1. Manufacturer's literature.


A. Deliver materials to jobsite in their original, unopened packages or containers, clearly labeled with manufacturer's product identification and printed instructions.

B. Store materials in cool dry place and in accordance with manufacturer's recommendations.

C. Handle materials in accordance with the manufacturer's instructions.

PART 2 PRODUCTS


A. Non-shrink epoxy grout: 1. Manufacturers: One of the following or equal:

a. Five Star Products, Inc., Five Star Epoxy Grout. b. BASF Construction Chemicals, Masterflow 648 CP Plus. c. L&M Construction Chemicals, Inc., EPOGROUT.

2. Non-shrink epoxy grout shall be 100 percent solid, premeasured, prepackaged system containing 2-component thermosetting epoxy resin and inert aggregate.

3. Maintain flowable consistency for at least 45 minutes at 70 degrees Fahrenheit.

4. Shrinkage or expansion: Less than 0.0006 inches per inch when tested in accordance with ASTM C531.

5. Minimum compressive strength: 10,000 pounds per square inch at 24 hours and 14,000 pounds per square inch at 7 days when tested in accordance with ASTM C579, Method B.

6. Compressive creep: Not exceed 0.0027 inches/per inch when tested under 400 pounds per square inch constant load at 140 degrees Fahrenheit in accordance with ASTM C1181.

7. Coefficient of thermal expansion: Not exceed 0.000018 inches per inch per degree Fahrenheit when tested in accordance with ASTM C531, Method B.

B. Non-shrink grout: 1. Manufacturers: One of the following or equal:

a. Five Star Products, Inc., Five Star Grout. b. BASF Construction Chemicals, Masterflow 928. c. L&M Construction Chemicals, Inc., CRYSTEX.

2. In accordance with ASTM C1107. 3. Preportioned and prepackaged cement-based mixture.


4. Contain no metallic particles such as aluminum powder and no metallic aggregate such as iron filings.

5. Require only addition of potable water. 6. Water for pre-soaking, mixing, and curing: Potable water. 7. Free from emergence of mixing water from within or presence of water on its

surface. 8. Remain at minimum flowable consistency for at least 45 minutes after mixing

at 45 degrees Fahrenheit to 90 degrees Fahrenheit when tested in accordance with ASTM C230. a. If at fluid consistency, verify consistency in accordance with ASTM C939.

9. Dimensional stability (height change): a. In accordance with ASTM C1107, volume-adjusting Grade B or C at

45 degrees Fahrenheit to 90 degrees Fahrenheit. b. Have 90 percent or greater bearing area under bases.

10. Have minimum compressive strengths at 45 degrees Fahrenheit to 90 degrees Fahrenheit in accordance with ASTM C1107 for various periods from time of placement, including 5,000 pounds per square inch at 28 days when tested in accordance with ASTM C109 as modified by ASTM C1107.

2.02 MIXES

A. Cement grout: 1. Use same sand-to-cementitious materials ratio for cement grout mix that is

used for concrete mix. 2. Use same materials for cement grout that are used for concrete. 3. Use water-to-cementitious materials ratio that is no more than that specified

for concrete. 4. For spreading over surfaces of construction or cold joints.

B. Cement mortar: 1. Use same sand-to-cementitious materials ratio for cement mortar mix that is

used for concrete mix. 2. Use same materials for cement mortar that are used for concrete. 3. Use water-to-cementitious materials ratio that is no more than that specified

for concrete being repaired. 4. At exposed concrete surfaces not to be painted or submerged in water: Use

sufficient white cement to make color of finished patch match that of surrounding concrete.

C. Dry-pack mortar: 1. Proportions by weight: 1 part portland cement to 2 parts concrete sand.

a. Portland cement: As specified in Section 03301 – Concrete Work. b. Concrete sand: As specified in Section 03301 – Concrete Work.

D. Epoxy grout: 1. Consist of mixture of epoxy or epoxy gel and sand.

a. Epoxy: As specified in Section 03071 - Epoxies. b. Epoxy gel: As specified in Section 03071 - Epoxies. c. Sand: Clean, bagged, graded, and kiln-dried silica sand.

2. Proportioning: a. For horizontal work: Consist of mixture of 1 part epoxy with not more than

2 parts sand.


b. For vertical or overhead work: Consist of 1 part epoxy gel with not more than 2 parts sand.

E. Grout: 1. Mix in proportions by weight: 1 part portland cement to 4 parts concrete sand.

a. Portland cement: As specified in Section 03301 – Concrete Work. b. Concrete sand: As specified in Section 03301 – Concrete Work.

F. Non-shrink epoxy grout: 1. Mix in accordance with manufacturer's installation instructions.

G. Non-shrink grout: 1. Mix in accordance with manufacturer's installation instructions such that

resulting mix has flowable consistency and is suitable for placing by pouring.

PART 3 EXECUTION

3.01 EXAMINATION

A. Inspect concrete surfaces to receive grout or mortar and verify that they are free of ice, frost, dirt, grease, oil, curing compounds, paints, impregnations, and loose material or foreign matter likely to reduce bond or performance of grout or mortar.

3.02 PREPARATION

A. Surface preparation for grouting other baseplates: 1. Remove grease, oil, dirt, dust, curing compounds, laitance, and other

deleterious materials that may affect bond to concrete and bottoms of baseplates.

2. Roughen concrete surfaces in contact with grout to ICRI CSP-6 surface profile or rougher. a. Remove loose or broken concrete.

3. Metal surfaces in contact with grout: Grit blast to white metal surface.

3.03 INSTALLATION

A. Mixing: 1. Cement grout:

a. Use mortar mixer with moving paddles. b. Pre-wet mixer and empty out excess water before beginning mixing.

2. Cement mortar: a. Use mortar mixer with moving paddles. b. Pre-wet mixer and empty out excess water before beginning mixing.

3. Dry-patch mortar: a. Use only enough water so that resulting mortar will crumble to touch after

being formed into ball by hand. 4. Non-shrink epoxy grout:

a. Keep temperature of non-shrink epoxy grout from exceeding manufacturer's recommendations.

5. Non-shrink grout: a. May be drypacked, flowed, or pumped into place. Do not overwork grout.


b. Do not retemper by adding more water after grout stiffens.

B. Placement: 1. Cement grout:

a. Exercise care in placing cement grout because it is required to furnish structural strength, impermeable water seal, or both.

b. Do not use cement grout that has not been placed within 30 minutes after mixing.

2. Cement mortar: a. Use mortar mixer with moving paddles. b. Pre-wet mixer and empty out excess water before beginning mixing.

3. Epoxy grouts: a. Wet surfaces with epoxy for horizontal work or epoxy gel for vertical or

overhead work prior to placing epoxy grout. 4. Non-shrink epoxy grout:

a. Mix in complete units. Do not vary ratio of components or add solvent to change consistency of mix.

b. Pour hardener into resin and mix for at least 1 minute and until mixture is uniform in color. Pour epoxy into mortar mixer wheelbarrow and add aggregate. Mix until aggregate is uniformly wetted. Over mixing will cause air entrapment in mix.

5. Non-shrink grout: a. Add non-shrink cement grout to premeasured amount of water that does

not exceed the manufacturer's maximum recommended water content. b. Mix in accordance with manufacturer's instructions to uniform consistency.

C. Curing: 1. Cement based grouts and mortars:

a. Keep continuously wet for minimum of 7 days. Use wet burlap, soaker hose, sun shading, ponding, and in extreme conditions, combination of methods.

b. Maintain above 40 degrees Fahrenheit until it has attained compressive strength of 3,000 pounds per square inch, or above 70 degrees Fahrenheit for minimum of 24 hours to avoid damage from subsequent freezing.

2. Epoxy based grouts: a. Cure grouts in accordance with manufacturers' recommendations.

1) Do not water cure epoxy grouts. b. Do not allow any surface in contact with epoxy grout to fall below

50 degrees Fahrenheit for minimum of 48 hours after placement.

D. Grouting equipment bases, baseplates, soleplates, and skids: As specified in Section 15050 - Common Work Results for Mechanical Equipment.

E. Grouting other baseplates: 1. General:

a. Use non-shrink grout as specified in this Section. b. Baseplate grouting shall take place from one side of baseplate to other in

continuous flow of grout to avoid trapping air in grout. c. Maintain hydrostatic head pressure by keeping level of grout in headbox

above bottom of baseplate. Fill headbox to maximum level and work grout down.


d. Vibrate, rod, or chain non-shrink grout to facilitate grout flow, consolidate grout, and remove trapped air.

2. Forms and headboxes: a. Build forms using material with adequate strength to withstand placement

of grouts. b. Use forms that are rigid and liquidtight. Caulk cracks and joints with

elastomeric sealant. c. Line forms with polyethylene for easy grout release. Coating forms with

2 coats of heavy-duty paste wax is also acceptable. d. Headbox shall be 4 to 6 inches higher than baseplate and shall be located

on one side of baseplate. e. After grout sets, remove forms and trim back grout at 45 degree angle

from bottom edges of baseplate.


A. Non-shrink epoxy grout: 1. Test for 24-hour compressive strength in accordance with ASTM C579,

Method B.

B. Non-shrink grout: 1. Test for 24-hour compressive strength in accordance with ASTM C942.

END OF SECTION


SECTION 05120

STRUCTURAL STEEL

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Structural steel shapes and plate. 2. Fasteners and structural hardware:

a. All thread rods. b. High-strength bolts.

3. Welding. 4. Bolting.

1.02 REFERENCES

A. American Institute of Steel Construction (AISC): 1. 303 - Code of Standard Practice for Steel Buildings and Bridges. 2. 360 - Specification for Structural Steel Buildings.

B. American Iron and Steel Institute (AISI): 1. Steel alloys (“types”) as indicated.

C. American Welding Society (AWS): 1. A5.1 - Specification for Carbon Steel Electrodes for Shielded Metal Arc

Welding. 2. A5.17 - Specification for Carbon Steel Electrodes and Fluxes for Submerged

Arc Welding. 3. A5.20 - Specification for Carbon Steel Electrodes for Flux Cored Arc Welding. 4. D1.1 - Structural Welding Code - Steel.

D. ASTM International (ASTM): 1. A6 - Standard Specification for General Requirements for Rolled Structural

Steel Bars, Plates, Shapes, and Sheet Piling. 2. A36 - Standard Specification for Carbon Structural Steel. 3. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron


Hardware. 5. A194 - Standard Specification for Carbon and Alloy Steel Nuts for Bolts for

High Pressure or High Temperature Service, or Both. 6. A380 - Standard Practice for Cleaning, Descaling, and Passivation of Stainless

Steel Parts, Equipment, and Systems. 7. A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon

Steel Structural Tubing in Rounds and Shapes. 8. A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon

Steel Structural Tubing. 9. A563 - Standard Specification for Carbon and Alloy Steel Nuts.


10. A992 - Standard Specification for Structural Steel Shapes. 11. B695 – Standard Specification for Coatings of Zinc Mechanically Deposited on

Iron and Steel. 12. F436 - Standard Specification for Hardened Steel Washers. 13. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and

Studs. 14. F594 - Standard Specification for Stainless Steel Nuts. 15. F959 - Standard Specification for Compressible-Washer-Type Direct Tension

Indicators for Use with Structural Fasteners. 16. F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105 ksi

Yield Strength. 17. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements for

Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners.

18. F3125 - Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength.

E. Research Council on Structural Connections (RCSC): 1. Specification for Structural Joints Using High-Strength Bolts

(RCSC Specification).

1.03 DEFINITIONS

A. Snug-tight: At bolted joints, the tightness attained with a few impacts of an impact wrench, or by the full effort of an ironworker using a spud wrench to bring the connected plies into firm contact.

B. Stainless steel related terms: 1. Descaling: Removal of heavy, tightly adherent oxide films resulting from

hot-forming, heat-treatment, welding, and other high-temperature operations. 2. Pickling: Chemical descaling of stainless steel using aqueous solutions of nitric

and hydrofluoric acid, or various proprietary formulations as specified. 3. Passivation: Chemical treatment of stainless steel with a mild oxidant for the

purpose of enhancing the spontaneous formation of the steel’s protective passive film.

1.04 SUBMITTALS

A. Product data: 1. Welding electrodes for field welds: Electrode manufacturer's data. 2. Stainless steel: Fabricator name and qualifications, member dimensions and

structural section properties, and specifications and procedures used for pickling and passivating members.

B. Shop drawings: 1. Fabrication and erection drawings.

C. Quality control submittals: 1. Welding procedure specifications (WPS) in accordance with AWS D1.1 and

D1.6. a. Submit WPS for each type of welded joint used, whether prequalified or

qualified by testing.


1) State electrode manufacturer and specific electrodes used. 2) Indicate required AWS qualification for joint.

b. Submit WPS with shop drawings that indicate those welds. c. Submit Procedure Qualification Record (PQR) in accordance with AWS

D1.1 and D1.6 for welding procedures qualified by testing. 2. Welder qualifications: For each welding process and position:

a. Welder's qualification certificates. b. Contractor's statement that certificate will be "in effect" at the time(s)

welding will be performed based on the "Period of Effectiveness" provisions of AWS D1.1 and D1.6.

3. Test reports: 3. Certified copies of mill tests and analyses made in accordance with applicable

ASTM standards, or reports from a recognized commercial laboratory, including chemical and tensile properties of each shipment of structural steel or part thereof having common properties.


A. Welding: 1. Perform welding of structural metals in accordance with AWS D1.1 and D1.6

using welders who have current AWS qualification certificate for the process, position, and joint configuration to be welded.

2. Make Welding Procedure Specifications available at the locations where welding is performed.

3. Notify Engineer at least 24 hours before starting shop or field welding. 4. Engineer may check materials, equipment, and qualifications of welders. 5. Remove welders performing unsatisfactory Work, or require requalification. 6. Engineer may use gamma ray, magnetic particle, dye penetrant, trepanning, or

other aids to visual inspection to examine any part of welds or all welds. 7. Contractor shall bear costs of retests on defective welds. 8. Contractor shall also bear costs in connection with qualifying welders.


A. Packing and shipping: Deliver structural steel free from mill scale, rust, and pitting.

B. Storage and protection: Until erection and painting, protect from weather items not galvanized or protected by a shop coat of paint.

PART 2 PRODUCTS

2.01 MATERIALS

A. Unless otherwise specified or indicated on the Drawings, materials shall conform to the following:

2.02 FASTENERS AND STRUCTURAL HARDWARE

A. General: 1. Materials: Of domestic manufacture.


2. Where fasteners and hardware are specified to be galvanized, hot-dip galvanize in accordance with ASTM A153 or ASTM F2329, unless otherwise specified.

B. All thread rods: 1. Carbon steel:

a. In accordance with ASTM A36 unless otherwise indicated on the Drawings.

b. Nuts: ASTM A194. c. Washers: ASTM F436.

2. Galvanized carbon steel: a. In accordance with ASTM A36 unless otherwise indicated on the

Drawings, and hot dip galvanized in accordance with ASTM A153. b. Nuts: ASTM A194, hot-dip galvanized in accordance with ASTM A153. c. Washers: ASTM F436, hot-dip galvanized in accordance with ASTM

A153. 3. Stainless steel:

a. Units descaled, pickled, and passivated as specified in “Fabrication” in this Section.

b. Threaded rods and nuts to be the products of a single manufacturer/fabricator to ensure proper fit without galling. Ship all thread rods with properly fitting nuts attached.

c. Alloy Type 304 or Type 316 as indicated on the Drawings. d. Type 304:

1) Rod: ASTM F593, Group 1, Condition CW, coarse threads. 2) Nuts: ASTM F594. Match alloy of rod (group and UNS designation). 3) Washers: Type 304 stainless steel.

e. Type 316: 1) Rod: ASTM F593, Group 2, Condition CW, coarse threads. 2) Nuts: ASTM F594. Match alloy of rod (group and UNS designation). 3) Washers: Type 316 stainless steel.

C. Anchor bolts, anchor rods, and post-installed steel anchors: As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

D. High-strength bolts: 1. Provide high-strength bolt assembly, with nuts, hardened flat washers, and

compressible-washer-type direct tension indicators. Carbon steel - Uncoated: a. Bolts: Plain heavy hex structural bolts in accordance with ASTM F3125,

Grade A325, Type 1. b. Nuts: Heavy hex nuts in accordance with ASTM A563, Grade C. c. Washers:

1) Adjacent to normal, oversized, and short-slotted holes: Circular, square or rectangular beveled, clipped, or extra thick washers in accordance with ASTM F436, Type 1. Flat circular washers unless otherwise indicated on the Drawings.

2) Adjacent to long slotted holes: Fabricated from 5/16-inch thick plate conforming to ASTM A36.


d. Load indicator devices: At slip critical connections, provide one of the following devices at each bolt: 1) Compressible washer type direct tension indicators (“DTI”): In

accordance with ASTM F959, Type 325-1. 2) Twist-off type tension-control bolt assemblies: ASTM F3125, Grade

F1852. 2. Carbon steel - Galvanized:

a. Bolt and nut assemblies fabricated, galvanized, tested for rotational capacity, and shipped accordance with the provisions ASTM F3125, Grade A325and the RCSC Specification.

b. Bolts, nuts, and washers: Hot-dip galvanized in accordance with ASTM F2329.

c. Bolts: Plain heavy hex structural bolts in accordance with ASTM F3125, Grade A325, Type 1 and galvanized as specified.

d. Nuts: Heavy hex nuts in accordance with ASTM A563, Grade DH, galvanized as specified, and lubricated in accordance with ASTM A563, Supplementary Requirement S1 to minimize galling.

e. Washers: 1) Adjacent to normal, oversized, and short-slotted holes: Circular,

square or rectangular beveled, clipped, or extra thick washers in accordance with ASTM F436, Type 1 and galvanized as specified. Flat circular washers unless otherwise indicated on the Drawings.

2) Adjacent to long slotted holes: 5/16-inch thick plate washer fabricated from steel conforming to ASTM A36, and galvanized in accordance with ASTM A123.

f. Load indicator devices: At slip critical connections, provide one of the following devices at each bolt: 1) Compressible washer type direct tension indicators (“DTI”): In

accordance with ASTM F959, Type 325-1, with mechanically deposited zinc coating conforming to ASTM B695, Class 55.

2) Twist-off type tension-control bolt assemblies: ASTM F3125, Grade F1852 with mechanically deposited zinc coating conforming to ASTM B695, Class 55.

2.03 ISOLATING SLEEVES AND WASHERS

A. As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

2.04 GALVANIZED SURFACE REPAIR

A. Manufacturers: The following or equal: 1. Jelt, Galvinox.

2.05 THREAD COATING

A. Manufacturers: One of the following or equal: 1. Bostik, Never-Seez. 2. Oil Research, Inc., WLR No. 111.


2.06 SUPPLEMENTARY PARTS

A. Furnish as required for complete structural steel erection, whether or not such parts and Work are specified or indicated on the Drawings.

2.07 FABRICATION

A. Shop assembly: 1. Fabricate structural steel in accordance with AISC 360 and AISC 303 unless

otherwise specified or modified by applicable regulatory requirements. 2. Where anchors, connections, or other details of structural steel are not

specifically indicated on the Drawings or specified, their material, size and form shall be equivalent in quality and workmanship to items specified.

3. Round off sharp and hazardous projections and grind smooth. 4. Take measurements necessary to properly fit work in the field. Take

responsibility for and be governed by the measurements and proper working out of all the details.

5. Take responsibility for correct fitting of metalwork. 6. Welded connections:

a. Comply with AWS requirements for the metals to be welded. b. Weld only in accordance with approved Welding Procedure

Specifications. c. Keep Welding Procedure Specifications readily available for welders and

inspectors during fabrication processes.

B. Stainless steel shapes and assemblies: 1. For structural members such as W shapes, S shapes, channels, angles, and

similar rolled shapes not available in quantity, size, and type of stainless steel specified or indicated on the Drawings: a. Fabricate shapes using laser-fused, full penetration welds between pieces

of plate to attain same or higher section modulus and moment of inertia as that of members indicated on the Drawings.

b. Fabricate shapes from dual grade stainless steel. c. Fabricate beams and channels to ASTM A6 tolerances. d. Manufacturers: The following or equal:

1) Stainless Structural, LLC. 2. Cleaning and passivation:

a. Following shop fabrication of stainless steel members and bolts, clean and passivate fabrications at point of manufacture.

b. Finish requirements: Remove free iron, heat tint oxides, weld scale and other impurities, and obtain a bright passive finished surface with no etching, pitting, frosting, or discoloration.

c. Provide quality control testing to verify effectiveness of cleaning agents and procedures and to confirm that finished surfaces are clean and passivated. 1) Conduct sample runs using test specimens with proposed cleaning

agents and procedures as required to avoid adverse effects on surface finishes and base materials.

d. Pre-clean, chemically de-scale (“pickle”), passivate, and final-clean fabrications in accordance with the requirements of ASTM A380.


1) If degreasing is required before cleaning (pickling) to remove scale or iron oxide, cleaning with citric acid treatments is permissible; however, such treatments shall be followed inorganic cleaners.

2) Pickle and passivate stainless steel using a nitric acid solution in accordance with ASTM A380, Annex A2, Table A2.1, Part II.

3) Pickling by citric acid treatment or sulfuric acid treatment is not considered to satisfy the requirements of this Section.

e. Inspect after cleaning using methods specified for “gross inspection” in ASTM A380.

f. Improperly or poorly cleaned and passivated materials shall not be shipped and will not be accepted at the site.

C. Galvanized carbon steel: 1. Where galvanizing is required, hot-dip structural steel after fabrication in

accordance with ASTM A123: 2. Do not electro-galvanize or mechanically-galvanize unless specified or

accepted by Engineer. 3. Re-straighten galvanized items that bend or twist during galvanizing.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verification of conditions: Examine Work in place to verify that it is satisfactory to receive the Work of this Section. If unsatisfactory conditions exist, do not begin this Work until such conditions have been corrected.

3.02 ERECTION

A. General: 1. Fabricate structural and foundry items to true dimensions without warp or twist. 2. Form welded closures neatly, and grind off smooth where weld material

interferes with fit or is unsightly. 3. Install structural items accurately and securely, true to level, plumb, in correct

alignment and grade, with all parts bearing or fitting structure or equipment for which intended.

4. Do not shift out of alignment, re-drill, re-shape, or force fit fabricated items. 5. Place anchor bolts or other anchoring devices accurately and make surfaces

that bear against structural items smooth and level. 6. Rigidly support and brace structural items needing special alignment to

preserve straight, level, even, and smooth lines. Keep structural items braced until concrete, grout, or dry pack mortar has hardened for 48 hours minimum.

7. Erect structural steel in accordance with AISC 303 unless otherwise specified or modified by applicable regulatory requirements.

8. Where anchors, connections, and other details of structural steel erection are not specifically indicated on the Drawings or specified, form, locate, and attach with equivalent in quality and workmanship to items specified.

9. Round off sharp or hazardous projections and grind smooth. 10. Paint or coat steel items as specified in 09960 - High-Performance Coatings.


B. Stainless steel. Take all necessary precautions to avoid iron contamination of stainless steel during delivery, storage, and handling. 1. Segregate stainless steel from iron. 2. Tools and handling devices.

a. Do not use iron tools clamps, chokes, working surfaces, or brushes when fabricating, handling, and erecting stainless steel.

b. Do not use tools that have been contaminated by contact with iron. c. Use stainless steel, polymer coated, or wood tools and handling

equipment. Do not use tools that have been contaminated by contact with iron or steel.

C. Welding: General: 1. Make welds full penetration type, unless otherwise indicated on the Drawings. 2. Remove backing bars and weld tabs after completion of weld. Repair defective

welds observed after removal of backing bars and weld tabs.

D. Welding: Carbon steel: 1. General: In accordance with AWS D1.1:

a. Weld ASTM A36 and A992 structural steel, and ASTM A500 and A501 structural tubing with electrodes in accordance with AWS A5.1, using E70XX electrodes; AWS A5.17, using F7X-EXXX electrodes; or AWS A5.20, using E7XT-X electrodes:

b. Field repair cut or otherwise damaged galvanized surfaces to equivalent original condition using a galvanized surface repair.

E. Welding - stainless steel: 1. General: In accordance with AWS D1.6. 2. Passivation of field-welded surfaces:

a. Provide cleaning, pickling and passivating as specified under “Fabrications” of this Section. Clean using Derustit Stainless Steel Cleaner, or equal.

F. Interface with other products: 1. Where steel members and fasteners come in contact with dissimilar metals

(aluminum, stainless steel, etc.), separate or isolate the dissimilar metals with isolating sleeves and washers as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

G. Fasteners: General: 1. Install bolts to project 2 threads minimum, but 1/2 inch maximum beyond nut. 2. Anchor bolts and anchor rods: Install as specified in Section 05190 -

Mechanical Anchoring and Fastening to Concrete and Masonry. a. Unless otherwise specified, tighten nuts on anchor bolts and anchor rods

specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry to the "snug-tight" condition.

H. Fasteners: High-strength carbon steel bolts: 1. Connections with high-strength bolts shall in accordance with RCSC

Specification for Structural Joints Using High-Strength Bolts. 2. Joints: Slip-critical.


a. Confirm that faying surfaces at connections are free of dirt and other foreign material, have been blast cleaned, and are free of coatings and inadvertent overspray in accordance with RCSC Specification.

b. Furnish hardened flat washers in accordance with ASTM F436: 1) On outer plies with slotted holes. 2) When 1 or more plies of the connected material has a yield strength

less than 40 ksi. 3) Under element, nut, or bolt head, turned in tightening.

c. Install tension indicator washers, placed in accordance with ASTM F959 Figure X1, to confirm adequate tightening of bolts.

d. Tighten bolts to full pretension.

I. Fasteners: Stainless steel bolts: 1. Connections shall be snug-tight joints unless otherwise indicated on the

Drawings. 2. Prior to installing nuts, coat threads of stainless steel fasteners with thread

coating to prevent galling of threads. 3. Rotate nuts using a slow, smooth action without interruptions. Avoid over-

tightening.


A. Provide quality control as specified in Section 01450 - Quality Control.


A. Provide quality assurance as specified in Section 01450 - Quality Control.

B. Special inspections, special tests, and structural observation: 1. Provide as specified in Section 01455A - Special Tests and Inspections.

END OF SECTION


SECTION 05190

MECHANICAL ANCHORING AND FASTENING TO CONCRETE AND MASONRY

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Cast-in anchors and fasteners:

a. Anchor bolts. b. Anchor rods. c. Welded studs.

2. Post-installed steel anchors and fasteners: a. Concrete anchors.

3. Appurtenances for anchoring and fastening: a. Isolating sleeves and washers. b. Thread coating for threaded stainless steel fasteners.

1.02 REFERENCES

A. American Concrete Institute (ACI): 1. 355.2 - Qualification of Post-Installed Mechanical Anchors in Concrete &

Commentary.

B. American National Standards Institute (ANSI): 1. B212.15 - Cutting Tools - Carbide-tipped Masonry Drills and Blanks for

Carbide-tipped Masonry Drills.

C. American Welding Society (AWS): 1. D1.1 - Structural Welding Code - Steel. 2. D1.6 - Structural Welding Code - Stainless Steel.

D. ASTM International (ASTM): 1. A29 - Standard Specification for Steel Bars, Carbon and Alloy, Hot-Wrought,

General Requirements for. 2. A36 - Standard Specification for Carbon Structural Steel. 3. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped,

Zinc-Coated, Welded and Seamless. 4. A108 - Standard Specification for Steel Bars, Carbon and Alloy, Cold Finished. 5. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron


Hardware. 7. A240 - Standard Specification for Chromium and Chromium Nickel Stainless

Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications.

8. A380 - Standard Practice for Cleaning, Descaling, and Passivation of Stainless Steel Parts, Equipment, and Systems.

9. A563 - Standard Specification for Carbon and Alloy Steel Nuts.


10. A1064 - Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plan and Deformed, for Concrete.

11. B633 - Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel.

12. B695 - Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel.

13. E488 - Standard Test Methods for Strength of Anchors in Concrete Elements. 14. F436 - Standard Specification for Hardened Steel Washers. 15. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws and

Studs. 16. F594 - Standard Specification for Stainless Steel Nuts. 17. F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55 and 105-ksi

Yield Strength. 18. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements for


E. International Code Council Evaluation Service, Inc. (ICC-ES): 1. AC193 - Acceptance Criteria for Mechanical Anchors in Concrete Elements.

1.03 DEFINITIONS

A. Built-in anchor: Headed bolt or assembly installed in position before filling surrounding masonry units with grout.

B. Cast-in anchor: Headed bolt or assembly installed in position before placing plastic concrete around.

C. Overhead installations: Fasteners installed on overhead surfaces where the longitudinal axis of the fastener is more than 60 degrees above a horizontal line so that the fastener resists sustained tension loads.

D. Passivation: Chemical treatment of stainless steel with a mild oxidant for the purpose of enhancing the spontaneous formation of the steel’s protective passive film.

E. Post-installed anchor: Fastener or assembly installed in hardened concrete or finished masonry construction, typically by drilling into the structure and inserting a steel anchor assembly.

F. Terms relating to structures or building environments as used with reference to anchors and fasteners: 1. Corrosive locations: Describes interior and exterior locations as follows:

a. Locations used for delivery, storage, transfer, or containment (including spill containment) of chemicals used for plant treatment processes.

b. Exterior and interior locations at the following treatment structures: 2. Wet and moist locations: Describes locations, other than “corrosive locations,”

that are submerged, are immediately above liquid containment structures, or are subject to frequent wetting, splashing, or wash down. Includes: a. Exterior portions of buildings and structures. b. Liquid-containing structures:


1) Locations at and below the maximum operating liquid surface elevation.

2) Locations above the maximum operating liquid surface elevation and: a) Below the top of the walls containing the liquid. b) At the inside faces and underside surfaces of a structure

enclosing or spanning over the liquid (including walls, roofs, slabs, beams, or walkways enclosing the open top of the structure).

c. Liquid handling equipment: 1) Bases of pumps and other equipment that handles liquids.

d. Indoor locations exposed to moisture, splashing, or routine wash down during normal operations, including floors with slopes toward drains or gutters.

e. Other locations indicated on the Drawings. 3. Other locations:

a. Interior dry areas where the surfaces are not exposed to moisture or humidity in excess of typical local environmental conditions.

1.04 SUBMITTALS

A. General: 1. Submit as specified in Section 01330 - Submittal Procedures. 2. Submit information listed for each type of anchor or fastener to be used.

B. Action submittals: 1. Product data:

a. Cast-in anchors: 1) Manufacturer’s data including catalog cuts showing anchor sizes and

configuration, materials, and finishes. b. Post-installed anchors:

1) For each anchor type, manufacturer’s data including catalog cuts showing anchor sizes and construction, materials and finishes, and load ratings.

2. Samples: a. Samples of each type of anchor, including representative diameters and

lengths, if requested by the Engineer. 3. Certificates:

a. Cast-in anchors: 1) Mill certificates for steel anchors that will be supplied to the site.

b. Post-installed anchors: 1) Manufacturer’s statement or certified test reports demonstrating that

anchors that will be supplied to the site comply with the materials properties specified.

4. Test reports: a. Post-installed anchors: For each anchor type used for the Work:

1) Current ICC-ES Report (ESR) demonstrating: a) Acceptance of that anchor for use under the building code

specified in Section 01410 - Regulatory Requirements. b) That testing of the concrete anchor included the simulated

seismic tension and shear tests of AC193, and that the anchor is accepted for use in Seismic Design Categories C, D, E, or F and with cracked concrete.


5. Manufacturer’s instructions: a. Requirements for storage and handling. b. Recommended installation procedures including details on drilling, hole

size (diameter and depth), hole cleaning and preparation procedures, anchor insertion, and anchor tightening.

c. Requirements for inspection or observation during installation. 6. Qualification statements:

a. Post-installed anchors: Installer qualifications: 1) Submit list of personnel performing installations and include date of

manufacturer’s training for each.


A. Qualifications: 1. Post installed anchors shall be in accordance with building code specified in

Section 01410 - Regulatory Requirements. 2. Installers: Post-installed mechanical anchors:

a. Installations shall be performed by trained installers having at least 3 years of experience performing similar installations with similar types of anchors.

B. Special inspection: 1. Provide special inspection of post-installed anchors as specified in

Section 01455A - Special Tests and Inspections and this Section.


A. Deliver post-installed anchors in manufacturer’s standard packaging with labels visible and intact. Include manufacturer’s installation instructions.

B. Handle and store anchors and fasteners in accordance with manufacturer’s recommendations and as required to prevent damage.

C. Protect anchors from weather and moisture until installation.


A. Seismic Design Category (SDC): D.

PART 2 PRODUCTS


A. General: 1. Furnish threaded fasteners with flat washers and hex nuts fabricated from

materials corresponding to the material used for threaded portion of the anchor. a. Cast-in anchors: Provide flat washers and nuts as listed in the ASTM

standard for the anchor materials specified. b. Post-installed anchors: Provide flat washers and nuts supplied for that

product by the manufacturer of each anchor.


2. Size of anchors and fasteners, including diameter and length or minimum effective embedment depth: As indicated on the Drawings or as specified in this Section. In the event of conflicts, contact Engineer for clarification.

3. Where anchors and connections are not specifically indicated on the Drawings or specified, their material, size and form shall be equivalent in quality and workmanship to items specified.

B. Materials: 1. Provide and install anchors of materials as in this Section.

2.02 CAST-IN ANCHORS AND FASTENERS

A. Anchor bolts: 1. Description:

a. Straight steel rod having one end with an integrally forged head, and one threaded end. Embedded into concrete with the headed end cast into concrete at the effective embedment depth indicated on the Drawings or specified, and with the threaded end left to project clear of concrete face as required for the connection to be made.

b. Furnish anchor bolts with heavy hex forged head or equivalent acceptable to Engineer. 1) Rods or bars with angle bend for embedment in concrete (i.e., “L” or

“J” shaped anchor bolts) are not permitted in the Work. 2. Materials:

a. Ship anchor bolts with properly fitting nuts attached. b. Type 316 stainless steel:

1) Surfaces descaled, pickled, and passivated in accordance with ASTM A380.

2) Bolts: ASTM F593, Group 2, Condition CW, coarse threads. 3) Nuts: ASTM F594. Match alloy (group and UNS designation) and

threads of bolts. 4) Washers: Type 316 stainless steel.

c. Type 304 stainless steel: 1) Surfaces descaled, pickled, and passivated in accordance with

ASTM A380. 2) Bolts: ASTM F593, Group 1, Condition CW, coarse threads. 3) Nuts: ASTM F594. Match alloy (group and UNS designation) and

threads of bolts. 4) Washers: Type 304 stainless steel.

d. Galvanized steel: 1) Hot-dip galvanized coating in accordance with ASTM F2329. 2) Bolt: ASTM F1554, Grade 36, heavy hex, coarse thread. 3) Nuts: ASTM A563, Grade A, heavy hex, threads to match bolt. 4) Washers: ASTM F436, Type 1.

B. Anchor rods: 1. Description: Straight steel rod having threads on each end or continuously

threaded from end to end. One threaded end is fitted with nuts or plates and embedded in concrete to the effective depth indicated on the Drawings, leaving the opposite threaded end to project clear of the concrete face as required for the connection to be made at that location.


2. Materials: a. Stainless steel: Type 316:

1) Surfaces descaled, pickled, and passivated in accordance with ASTM A380.

2) Rod: ASTM F593, Group 2, Condition CW, coarse threads. 3) Nuts: ASTM F594. Match alloy (group and UNS designation) and

threads of rods. 4) Washers: Type 316 stainless steel. 5) Plates (embedded): ASTM A240.

b. Stainless steel: Type 304: 1) Surfaces descaled, pickled, and passivated in accordance with

ASTM A380. 2) Rod: ASTM F593, Group 1, Condition CW, coarse threads. 3) Nuts: ASTM F594. Match alloy (group and UNS designation) and

threads or rods. 4) Washers: Type 304 stainless steel. 5) Plates (embedded): ASTM A240.

c. Galvanized: steel: 1) Hot-dip galvanized with coating in accordance with ASTM F2329. 2) Rod: ASTM F1554, Grade 36, coarse thread. 3) Nuts: ASTM A563, Grade A, threads to match rod. 4) Washers: ASTM F436, Type 1. 5) Plates (embedded): ASTM A36.

C. Welded studs: 1. Description: Anchor with forged head for embedment into concrete on one

end, and welding ferrule for attachment to steel on the other. Welded to steel members or plates to provide anchorage for steel connections to concrete.

2. Acceptance criteria: a. Welded studs in accordance with AWS D1.1, Type B.

3. Manufacturers: One of the following or equal: a. Nelson Stud Welding Co., H4L Concrete Anchors or S3L Shear

Connectors as indicated on the Drawings. b. Stud Welding Products, Headed Concrete Anchors (HCA) or Headed

Shear Connectors (HSC) as indicated on the Drawings. 4. Materials:

a. Galvanized steel: 1) Hot-dip galvanized after fabrication with coating in accordance with

ASTM A123. 2) Steel: Carbon steel in accordance with ASTM A108 with

50,000 pounds per square inch minimum yield strength, and 60,000 pounds per square inch minimum tensile strength.

D. Steel plates or shapes for fabrications including assemblies with welded studs or deformed bar anchors: 1. Stainless steel: Type 316L or Type 304L:

a. Plates (embedded): ASTM A240. 2. Galvanized steel:

a. Hot dip galvanized in accordance with ASTM A123. b. Steel: ASTM A36.


2.03 POST-INSTALLED ANCHORS AND FASTENERS - ADHESIVE

A. Epoxy bonding of reinforcing bars, all thread rods, and threaded inserts in concrete: As specified in Section 03055 - Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete.

2.04 POST-INSTALLED ANCHORS AND FASTENERS - MECHANICAL

A. General: 1. Post-installed anchors used for the Work shall hold a current ICC Evaluation

Service Report demonstrating acceptance for use under the building code specified in Section 01410 - Regulatory Requirements. Conditions of use: The acceptance report shall indicate acceptance of the product for use under the following conditions:

1) In regions of concrete where cracking has occurred or may occur. 2) To resist short-term loads due to wind forces. 3) To resist short-term loading due to seismic forces for the Seismic

Design Category of the structure where the product will be used. 2. Substitutions: When requesting product substitutions, submit calculations,

indicating the diameter, effective embedment depth and spacing of the proposed anchors, and demonstrating that the substituted product will provide load resistance that is equal to or greater than that provided by the anchors listed in this Section. a. Calculations shall be prepared by and shall bear the signature and seal of

a Civil or Structural Engineer licensed in the State of Oregon. b. Decisions regarding the acceptability of proposed substitutions shall be at

the discretion of the Engineer.

B. Concrete anchors: 1. Description. Post-installed anchor assembly consisting of a threaded stud and

a surrounding wedge expansion sleeve that is forced outward by torquing the center stud to transfer loads from the stud to the concrete through bearing, friction, or both. (Sometimes referred to as “expansion anchors” or “wedge anchors.”) a. Do not use slug-in, lead cinch, and similar systems relying on deformation

of lead alloy or similar materials to develop holding power. 2. Concrete anchors for anchorage to concrete:

a. Acceptance criteria: 1) Concrete anchors shall have a current ICC-ES Report demonstrating

that the anchors have been tested and qualified for performance in both cracked and un-cracked concrete, and for short-term loading due to wind and seismic forces for Seismic Design Categories A through F in accordance with ACI 355.2 and with ICC-ES AC193 (including all mandatory tests and optional tests for seismic tension and shear in cracked concrete).

2) Concrete anchor performance in the current ICC-ES Report shall be “Category 1” as defined in ACI 355.2.

b. Manufacturers: One of the following or equal: 1) Hilti, Kwik Bolt TZ Expansion Anchor. 2) DEWALT/Powers, PowerStud+ SD2. 3) Simpson Strong-Tie, Strong Bolt 2 Wedge Anchor.


c. Materials. Integrally threaded stud, wedge, washer, and nut: 1) Stainless steel: Type 316.

a) Type 304 stainless steel acceptable for use at wet and moist locations when accepted in writing by the Engineer.

2) Galvanized: Carbon steel, zinc plated in accordance with ASTM B633, minimum 5 microns (Fe/Zn 5).

C. Flush shells: 1. Description: Post-installed anchor assembly consisting of an internally

threaded mandrel that is forced into a pre-drilled concrete hole with a setting tool until the top of the anchor is flush with the face of the concrete. Once installed, a removable threaded bolt is installed in the mandrel.

2. Flush shell anchors are not permitted in the Work.

2.05 APPURTENANCES FOR ANCHORING AND FASTENING

A. Anchor bolt sleeves: 1. Having inside diameter approximately 2 inches greater than bolt diameter and

minimum 10-bolt diameters long. 2. Plastic sleeves:

a. High-density polyethylene, corrugated sleeve, threaded to provide adjustment of location on the anchor bolt.

b. Manufacturers: The following or equal: 1) Portland Bolt & Manufacturing Co.

B. Isolating sleeves and washers: 1. Manufacturers: One of the following or equal:

a. Central Plastics Co. b. Allied Corrosion Industries.

2. Sleeves: Mylar, 1/32-inch thick, 4,000 volts per mil dielectric strength, of proper size to fit bolts and extending half way into both steel washers.

3. One sleeve required for each bolt. 4. Washers: The inside diameter of all washers shall fit over the isolating sleeve,

and both the steel and isolating washers shall have the same inside diameter and outside diameter. a. Proper size to fit bolts. b. Two 1/8-inch thick steel washers for each bolt. c. G3 Phenolic: 2 insulating washers are required for each bolt:

1) Thickness: 1/8 inch. 2) Base material: Glass. 3) Resin: Phenolic. 4) Water absorption: 2 percent. 5) Hardness (Rockwell): 100. 6) Dielectric strength: 450 volts per mil. 7) Compression strength: 50,000 pounds per square inch. 8) Tensile strength: 20,000 pounds per square inch. 9) Maximum operating temperature: 350 degrees Fahrenheit.

C. Coating for repair of galvanized surfaces: 1. Manufacturers: The following or equal:

a. Jelt, Galvinox.


D. Thread coating: For use with threaded stainless steel fasteners: 1. Manufacturers: One of the following or equal:

a. Bostik, Never-Seez. b. Oil Research, Inc., WLR No. 111.

PART 3 EXECUTION

3.01 EXAMINATION

A. Examine Work in place to verify that it is satisfactory to receive the Work of this Section. If unsatisfactory conditions exist, do not begin this Work until such conditions have been corrected.

3.02 INSTALLATION: GENERAL

A. Where anchors and fasteners are not specifically indicated on the Drawings or specified, make attachments with materials specified in this Section.

B. Substitution of anchor types: 1. Post-installed anchors may not be used as an alternative to cast-in/built-in

anchors at locations where the latter are indicated on the Drawings. 2. Cast-in/built-in anchors may be used as an alternative to post-installed

mechanical anchors at locations where the latter are indicated on the Drawings.

C. Protect products from damage during installation. Take special care to protect threads and threaded ends.

D. Accurately locate and position anchors and fasteners: 1. Unless otherwise indicated on the Drawings, install anchors perpendicular to

the surfaces from which they project. 2. Install anchors so that at least 2 threads, but not more than 1/2 inch of

threaded rod, projects past the top nut.

E. Interface with other products: 1. Where steel anchors come in contact with dissimilar metals (aluminum,

stainless steel, etc.), use stainless steel anchors and separate or isolate dissimilar metals using isolating sleeves and washers.

2. Prior to installing nuts, coat threads of stainless steel fasteners with thread coating to prevent galling of threads.

3.03 INSTALLATION: CAST-IN ANCHORS

A. General: 1. Accurately locate cast-in and built-in anchors.

a. Provide anchor setting templates to locate anchor bolts and anchor rods. Secure templates to formwork.

b. Brace or tie off embedments as necessary to prevent displacement during placement of plastic concrete or of surrounding masonry construction.


c. Position and tie cast-in and built-in anchors in place before beginning placement of concrete or grout. Do not “stab” anchors into plastic concrete, mortar, or grout.

d. Do not allow cast-in anchors to touch reinforcing steel. Where cast-in anchors are within 1/4 inch of reinforcing steel, isolate the metals by wrapping the anchors with a minimum of 4 wraps of 10-mil polyvinyl chloride tape in area adjacent to reinforcing steel.

2. For anchoring at machinery bases subject to vibration, use 2 nuts, with 1 serving as a locknut.

3. Where anchor bolts or anchor rods are indicated on the Drawings as being for future use, thoroughly coat exposed surfaces that project from concrete or masonry with non-oxidizing wax. Turn nuts down full length of the threads, and neatly wrap the exposed thread and nut with a minimum of 4 wraps of 10-mil waterproof polyvinyl tape.

B. Anchor bolts: 1. Minimum effective embedment: 10-bolt diameters, unless a longer embedment

is indicated on the Drawings.

C. Where indicated on the Drawings, set anchor bolts in plastic, galvanized steel or stainless steel sleeves to allow for adjustment. Concrete inserts: 1. Provide inserts with minimum clear concrete cover not less than that specified

for reinforcing bars.

D. Welded studs: 1. Butt weld to steel fabrications with automatic stud welding gun as

recommended by the manufacturer. 2. Ensure that butt weld develops full strength of the stud.

3.04 INSTALLATION: POST-INSTALLED ADHESIVE ANCHORS

A. Epoxy and acrylic adhesive bonding of reinforcing bars, all thread rods, and internally threaded inserts in concrete: As specified in Section 03055 - Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete.

3.05 INSTALLATION: POST-INSTALLED MECHANICAL ANCHORS

A. General: 1. Install anchors in accordance with the manufacturer’s instructions, ACI 355.2,

the anchor’s ICC-ES Report. Where conflict exists between the ICC-ES Report and the requirements in this Section, the requirements of the ICC-ES Report shall control.

2. Where anchor manufacturer recommends the use of special tools and/or specific drill bits for installation, provide and use such tools.

3. After anchors have been positioned and inserted into concrete or masonry, do not: a. Remove and reuse/reinstall anchors. b. Loosen or remove bolts or studs.

B. Holes drilled into concrete and masonry: 1. Do not drill holes in concrete or masonry until the material has achieved its

minimum specified compression strength (f’c or f’m).


2. Accurately locate holes: a. Before drilling holes, use a reinforcing bar locator to identify the position of

all reinforcing steel, conduit, and other embedded items within a 6-inch radius of each proposed hole.

b. If the hole depth exceeds the range of detection for the rebar locator, the Engineer may require radiographs of the area designated for investigation before drilling commences.

3. Exercise care to avoid damaging existing reinforcement and other items embedded in concrete and masonry. a. If embedments are encountered during drilling, immediately stop work and

notify the Engineer. Await Engineer’s instructions before proceeding. 4. Unless otherwise indicated on the Drawings, drill holes perpendicular to the

concrete surface into which they are placed. 5. Drill using anchor manufacturer’s recommended equipment and procedures:

a. Unless otherwise recommended by the manufacturer, drill in accordance with the following: 1) Drilling equipment: Electric or pneumatic rotary type with light or

medium impact. Where edge distances are less than 2 inches, use lighter impact equipment to prevent micro-cracking and concrete spalling during drilling process.

2) Drill bits: Carbide-tipped in accordance with ANSI B212-15. Hollow drills with flushing air systems are preferred.

6. Drill holes at manufacturer’s recommended diameter and to depth required to provide the effective embedment indicated.

7. Clean and prepare holes as recommended by the manufacturer and as required by the ICC-ES Report for that anchor. a. Unless otherwise recommended by anchor manufacturer, remove dust

and debris using brushes and clean compressed air. b. Repeat cleaning process as required by the manufacturer’s installation

instructions. c. When cleaning holes for stainless steel anchors, use only stainless steel

or non-metallic brushes.

C. Insert and tighten (or torque) anchors in full compliance with the manufacturer’s installation instructions. 1. Once anchor is tightened (torque), do not attempt to loosen or remove its bolt

or stud.

D. Concrete anchors: Minimum effective embedment lengths unless otherwise indicated on the Drawings:

Concrete Anchors

Nominal Diameter

Minimum Effective Embedment Length Minimum Member

Thickness In Concrete In Grouted Masonry

3/8 inch 2 1/2 inch 2 5/8 inch 8 inch



3/4 inch 5 inch 5 1/4 inch 12 inch


E. Flush shell anchors: 1. Flush shell anchors are not permitted in the Work. 2. If equipment manufacturer’s installation instructions recommend the use of

flush shell anchors, contact Engineer for instructions before proceeding.

F. Sleeve anchors: 1. Minimum effective embedment lengths unless otherwise indicated on the

Drawings:

Sleeve Anchors

Nominal Diameter

Minimum Effective Embedment Length

Minimum Member Thickness In Concrete In Grouted Masonry

M8 (1/2 inch) 70 mm (2 3/4 inch) Not accepted 100 mm (8 inch)

M10 (5/8 inch) 76 mm (3 inch) Not accepted 250 mm (10 inch)


2. Install with the sleeve fully engaged in the base material.

G. Screw anchors: 1. Minimum effective embedment lengths unless otherwise indicated on the

Drawings:

Screw Anchors

Nominal Diameter


Minimum Member Thickness In Concrete In Grouted Masonry



5/8 inch 4 inch 5 inch 10 inch


2. Install screw anchors using equipment and methods recommended by the manufacturer. Continue driving into hole until the washer head is flush against the item being fastened.

H. Undercut concrete anchors: 1. Minimum effective embedment lengths unless otherwise indicated on the

Drawings:

Undercut Anchors

Nominal Diameter

(bolt)


Minimum Member Thickness(1) In Concrete In Grouted Masonry




Undercut Anchors

Nominal Diameter

(bolt)


Minimum Member Thickness(1) In Concrete In Grouted Masonry



Notes:

(1) Thickness indicated is for pre-set units. If through-set units are accepted, obtain minimum member thickness requirements from the Engineer.

2. Installations of undercut anchors shall not be allowed where edge distances are less than 12 times the nominal diameter of the anchor stud.

3. Undercut bottom of hole using cutting tools manufactured for this purpose by the manufacturer of the undercut anchors being placed.


A. Contractor shall provide quality control over the Work of this Section as specified in Section 01450 - Quality Control. 1. Expenses associated with work described by the following paragraphs shall be

paid by the Contractor.

B. Post-installed anchors: 1. Review anchor manufacturer’s installation instructions and requirements of the

Evaluation Service Report (hereafter referred to as “installation documents”) for each anchor type and material.

2. Observe hole-drilling and cleaning operations for conformance with the installation documents.

3. Certify in writing to the Engineer that the depth and location of anchor holes, and the torque applied for setting the anchors conforms to the requirements of the installation documents.


A. Owner will provide on-site observation and field quality assurance for the Work of this Section. 1. Expenses associated with work described by the following paragraphs shall be

paid by the Owner.

B. Field inspections and special inspections: 1. Required inspections: Observe construction for conformance to the approved

Contract Documents, the accepted submittals, and manufacturer’s installation instructions for the products used.

2. Record of inspections: a. Maintain record of each inspection. b. Submit copies to Engineer upon request.

3. Statement of special inspections: At the end of the project, prepare and submit to the Engineer and the authority having jurisdiction inspector’s statement that the Work was constructed in general conformance with the approved Contract Documents, and that deficiencies observed during construction were resolved.


C. Special inspections: Anchors cast into concrete and built into masonry. 1. Provide special inspection during positioning of anchors and placement of

concrete or masonry (including mortar and grout) around the following anchors: a. Anchor bolts. b. Anchor rods.

2. During placement, provide continuous special inspection at each anchor location to verify that the following elements of the installation conform to the requirements of the Contract Documents. a. Anchor:

1) Type and dimensions. 2) Material: Galvanized steel, Type 304 stainless steel, or Type 316

stainless steel as specified in this Section or indicated on the Drawings.

3) Positioning: Spacing, edge distances, effective embedment, and projection beyond the surface of the construction.

4) Reinforcement at anchor: Presence, positioning, and size of additional reinforcement at anchors indicated on the Drawings.

3. Following hardening and curing of the concrete or masonry surrounding the anchors, provide periodic special inspection to observe and confirm the following: a. Base material (concrete or grouted masonry):

1) Solid and dense concrete or grouted masonry material within required distances surrounding anchor.

2) Material encapsulating embedment is dense and well-consolidated.

D. Special Inspections: Post-installed mechanical anchors placed in hardened concrete and in grouted masonry. 1. Provide special inspection during installation of the following anchors:

a. Concrete anchors. 2. Unless otherwise noted, provide periodic special inspection during positioning,

drilling, placing, and torquing of anchors. a. Provide continuous special inspection for post-installed anchors in

“overhead installations” as defined in this Section. 3. Requirements for periodic special inspection:

a. Verify items listed in the following paragraphs for conformance to the requirements of the Contract Documents and the Evaluation Report for the anchor being used. Observe the initial installation of each type and size of anchor, and subsequent installation of the same anchor at intervals of not more than 4 hours. 1) Any change in the anchors used, in the personnel performing the

installation, or in procedures used to install a given type of anchor shall require a new “initial inspection.”

b. Substrate: Concrete or masonry surfaces receiving the anchor are sound and of a condition that will develop the anchor’s rated strength.

c. Anchor: 1) Manufacturer, type, and dimensions (diameter and length). 2) Material (galvanized, Type 304 stainless steel, or Type 316 stainless

steel). d. Hole:

1) Positioning: Spacing and edge distances. 2) Drill bit type and diameter.


3) Diameter, and depth. 4) Hole cleaned in accordance with manufacturer’s required

procedures. Confirm multiple repetitions of cleaning when recommended by the manufacturer.

5) Anchor’s minimum effective embedment. 6) Anchor tightening/installation torque.

4. Requirements for continuous special inspection: a. The special inspector shall observe all aspects of anchor installation,

except that holes may be drilled in his/her absence provided that he/she confirms the use of acceptable drill bits before drilling, and later confirms the diameter, depth, and cleaning of drilled holes.

E. Field tests: 1. Owner may, at any time, request testing to confirm that materials being

delivered and installed conform to the requirements of the Specifications. a. If such additional testing shows that the materials do not conform to the

specified requirements, the Contractor shall pay the costs of these tests. b. If such additional testing shows that the materials do conform to the

specified requirements, the Owner shall pay the costs of these tests.

3.08 NON-CONFORMING WORK

A. Remove misaligned or non-performing anchors.

B. Fill empty anchor holes and repair failed anchor locations using high-strength, non-shrink, non-metallic grout.

C. If more than 10 percent of all tested anchors of a given diameter and type fail to achieve their specified torque or proof load, the Engineer will provide directions for required modifications. Make such modifications, up to and including replacement of all anchors, at no additional cost to the Owner.

3.09 SCHEDULES

A. Stainless steel. Provide and install stainless steel anchors at the following locations: 1. “Corrosive locations” as defined in this Section: Type 316 stainless steel 2. “Wet and moist locations” as defined in this Section: Type 316 stainless steel. 3. “Other locations:”

a. For connecting stainless steel members to concrete or masonry: Type 304 stainless steel.

b. For connecting aluminum members to concrete or masonry. c. For connecting fiber-reinforced plastic (FRP) members to concrete or

masonry. 4. At locations indicated on the Drawings.

B. Galvanized: Provide and install galvanized carbon steel anchors at the following locations: 1. Locations not requiring stainless steel. 2. At locations indicated on the Drawings.

END OF SECTION


SECTION 05500

METAL FABRICATIONS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Aluminum grating stair tread. 2. Aluminum stair nosing. 3. Cast iron stop plank grooves. 4. Concrete inserts. 5. Handrails and guardrails. 6. Ladders. 7. Manhole frames and covers. 8. Metal gratings. 9. Metal tread plate. 10. Preformed channel pipe supports. 11. Stairs. 12. Miscellaneous metals. 13. Associated accessories to the above items.

1.02 REFERENCES

A. Aluminum Association (AA): 1. DAF-45: Designations from Start to Finish.

a. M12-C22-A41.

B. American Association of State Highway and Transportation Officials (AASHTO): 1. Standard Specifications for Highway Bridges.

C. ASTM International (ASTM): 1. A36 - Standard Specification for Carbon Structural Steel. 2. A48 - Standard Specification for Gray Iron Castings. 3. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-

Coated, Welded, and Seamless. 4. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron

and Steel Products. 5. A240 - Standard Specification for Chromium and Chromium-Nickel Stainless

Steel Plate, Sheet, and Strip for Pressure Vessels for General Applications. 6. A276 - Standard Specification for Stainless Steel Bars and Shapes. 7. A307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI

Tensile Strength. 8. A380 - Standard Practice for Cleaning, Descaling, and Passivation of Stainless

Steel Parts, Equipment, and Systems. 9. A489 - Standard Specification for Carbon Steel Lifting Eyes. 10. A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon

Steel Structural Tubing in Rounds and Shapes.


11. A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.

12. A635 - Standard Specification for Steel, Sheet and Strip, Heavy-Thickness Coils, Hot-Rolled, Alloy, Carbon, Structural, High-Strength Low-Alloy, and High-Strength Low-Alloy with Improved Formability, General Requirements for.

13. A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

14. A992 - Standard Specification for Structural Steel Shapes. 15. B209 - Standard Specification for Aluminum and Aluminum-Alloy Sheet and

Plate. 16. B221 - Standard Specification for Aluminum and Aluminum-Alloy Extruded

Bars, Rods, Wire, Profiles, and Tubes. 17. B308 - Standard Specification for Aluminum-Alloy 6061-T6 Standard Structural

Profiles. 18. B429 - Standard Specification for Aluminum-Alloy Extruded Structural Pipe

and Tube. 19. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws and

Studs. 20. F3125 - Standard Specification for High Strength Structural Bolts, Steel and

Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength.

D. American Welding Society (AWS): 1. A2.4 - Standard Symbols for Welding, Brazing, and Nondestructive

Examination.

E. National Association of Architectural Metal Manufacturers (NAAMM): 1. Metal Finishes Manual.

F. Occupational Safety and Health Administration (OSHA).

1.03 DEFINITIONS

A. Passivation: Removal of exogenous iron or iron compounds from the surface of a stainless steel by means of chemical dissolution resulting from treatment with an acid solution that removes the surface contamination but does not significantly affect the stainless steel itself.

1.04 SUBMITTALS

A. Product Data: 1. Aluminum grating stair tread. 2. Aluminum stair nosing. 3. Cast iron stop plank grooves. 4. Handrails and guardrails. 5. Manhole frames and covers. 6. Metal grating.

B. Shop drawings: 1. Handrails and guardrails:

a. Including details on connection attachments, gates, kick plates, ladders, and angles.


b. Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of fasteners, and accessories.

c. Include erection drawings, elevations, and details where applicable. d. Indicate welded connections using standard AWS A2.4 welding symbols.

Indicate net weld lengths. 2. Ladders. 3. Metal grating. 4. Metal tread plate. 5. Stairs. 6. Miscellaneous metals.

C. Samples: 1. Guardrails with specified finishes.

D. Quality control submittals: 1. Design data. 2. Test reports:

a. Guardrails: 3 copies of certified tests performed by an independent testing laboratory certifying that guardrails meet current State and OSHA strength requirements.

b. Gratings: 1) Grating manufacturers' calculations showing that gratings will meet

specified design load, stress, and deflection requirements for each size grating for each span.

2) Reports of tests performed.

PART 2 PRODUCTS

2.01 MATERIALS

A. General: Unless otherwise specified or indicated on the Drawings, structural and miscellaneous metals in accordance with the standards of the ASTM, including the following:

1. Stainless steels are designated by type or series defined by ASTM. 2. Where stainless steel is welded, use low-carbon stainless steel.


A. Aluminum grating stair tread: 1. Manufacturers: One of the following or equal:

a. Harsco Industrial IKG, Aluminum Grating Stair Tread with Mebac® nosing.

b. McNichols Co., Type A-Standard with Corrugated Angle Nosing. 2. Material: Welded aluminum grating tread with non-slip nosing and integral end

plates for bolt on attachment to stair stringers. 3. Size:

a. Tread width: To equal tread spacing plus 1 inch minimum. b. Tread length: Length to suit stringer-to-stringer dimension on the

Drawings. c. Depth: 1-3/4 inches.

4. Bolts: Type 316 stainless steel.


B. Aluminum stair nosing: 1. Manufacturers: One of the following or equal:

a. Wooster Products, Inc., Type 101 Nosing. b. American Safety Tread Co., Inc., Style 801 Nosing.

2. Material: Cast aluminum abrasive nosings with aluminum oxide granules integrally cast into metal, forming permanent, nonslip, long-wearing surface.

3. For installation in cast-in-place stairs. 4. Configuration: 4 inches wide, fabricated with integrally cast stainless steel

anchors at approximately 12-inch centers. Length to extend within 3 inches of stair edge on each side.

C. Handrails and guardrails: 1. General:

a. Design and fabricate assemblies to conform to current local, State, and OSHA standards and requirements.

b. Coordinate layout of assemblies and post spacings to avoid conflicts with equipment and equipment operators: 1) Indicate on the shop drawings locations of such equipment. 2) Highlight locations where railings cannot be made continuous, and

obtain Engineer’s directions on how to proceed before fabricating or installing railings.

2. Aluminum handrails and guardrails (nonwelded pipe): a. Rails, posts, and fitting-assembly spacers:

1) In accordance with ASTM B429, 6005, 6063 or 6105, minimum Schedule 40, extruded aluminum pipe of minimum 1.89-inch outside diameter and 0.14-inch wall thickness.

b. Kick plates: 6061 or 6105 aluminum alloy. c. Fastenings and fasteners: As recommended or furnished by the

manufacturer. d. Other parts: 6063 extruded aluminum, or F214 or F514.0 aluminum

castings: 1) Fabrications: In accordance with ASTM B209 or ASTM B221

extruded bars: a) Bases: 6061 or 6063 extruded aluminum alloy.

2) Plug screws or blind rivets: Type 305 stainless steel. a) Other parts: Type 300 series stainless steel.

e. Finish of aluminum components: 1) Anodized finish, 0.7 mil thick, applied to exposed surfaces after

cutting. Aluminum Association Specification M12-C22-A41, mechanical finish non specular as fabricated, chemical finish-medium matte, anodic coating-clear Class I Architectural.

2) Pretreat aluminum for cleaning and removing markings before anodizing.

f. Fabrication and assembly: 1) Fabricate posts in single, unspliced pipe length. 2) Perform without welding. 3) Do not epoxy bond the parts. 4) Maximum clear opening between assembled railing components as

indicated on the Drawings. g. Manufacturers: One of the following or equal:

1) Moultrie Manufacturing Co., Wesrail. 2) Golden Railings, Riveted System.


3) Craneveyor Corp. Enerco Metals, C-V Rail. 3. Guardrail gates:

a. Supplied by guardrail manufacturer: 1) Of same material, quality, and workmanship as specified for guardrail

system in which they will be installed. 2) Of design similar to that of handrail or railing system in which they

will be installed. b. Components: Gate frame, stainless steel self-closing device, hinges, gate

stops, and durable self-locking type latch. Fabricate components in conformance with OSHA minimum strength requirements.

4. Fastenings and fasteners: As recommended or furnished by guardrail manufacturer for use with this system.

D. Ladders: 1. General:

a. Type: Safety type conforming to local, State, and OSHA standards as minimum. Furnish guards for ladder wells.

b. Size: 18 inches wide between side rails of length, size, shape, detail, and location indicated on the Drawings.

2. Aluminum ladders: a. Materials: 6063-T5 aluminum alloy. b. Rungs:

1) 1-inch minimum solid square bar with 1/8-inch grooves in top and deeply serrated on all sides.

2) Capable of withstanding 1,000 pound load without failure. c. Side rails: Minimum 4-inch by 1/2-inch flat bars. d. Finish of aluminum components:

1) Anodized finish, 0.7 mil thick, applied to exposed surfaces after cutting. Aluminum Association Specification M12-C22-A41, mechanical finish non specular as fabricated, chemical finish-medium matte, anodic coating-clear Class I Architectural.

2) Pretreat aluminum for cleaning and removing markings before anodizing.

e. Fabrication: 1) Welded construction, of size, shape, location, and details indicated

on the Drawings. 2) For ladders over 20 feet high, furnish standard ladder cages or fall

prevention system designed in accordance with State and OSHA requirements.

f. Fall prevention system: Include but not limit to railing, brackets, clamps, 2 sleeves, and 2 belts, satisfying OSHA safe climbing requirements: 1) Manufacturers: One of the following or equal:

a) North Consumer Products, Saf-T-Climb. b) Swager Communications, Climbers Buddy System.

E. Manhole frames and covers: 1. Material: Gray iron castings, in accordance with ASTM A48, Class 30-B. 2. Type: Heavy-duty traffic type, with combined minimum set weight of

265 pounds. 3. Machine horizontal and vertical bearing surfaces to fit neatly, with easily

removable cover bearing firmly in frame without rocking.


4. Frame: a. Bottom flange type. b. Approximately 4-1/2 inches frame height. c. Dimensions as indicated on the Drawings.

1) Minimum inside clear dimension may not be smaller than nominal diameter minus 2 inches.

5. Cover: a. Skid-resistant grid pattern design stamped with name of utility service

provided by manhole, such as "ELECTRICAL," "SEWER," "TELEPHONE," or "WATER."

b. Solid type without ventilation holes. 6. Finish: Unpainted.

F. Metal gratings: 1. General:

a. Fabricate grating to cover areas indicated on the Drawings. b. Unless otherwise indicated on the Drawings, grating over an opening shall

cover entire opening. c. Make cutouts in grating where required for equipment access or

protrusion, including valve operators or stems, and gate frames. d. Band ends of grating and edges of cutouts in grating:

1) End banding: 1/4 inch less than height of grating, with top of grating and top edge of banding flush.

2) Cutout banding: Full-height of grating. 3) Use banding of same material as grating. 4) Panel layout: Enable installation and subsequent removal of grating

around protrusions or piping. 5) Openings 6 inches and larger: Lay out grating panels with edges of

2 adjacent panels located on centerline of opening. 6) Openings smaller than 6 inches: Locate opening at edge of single

panel. 7) Where an area requires more than 1 grating section to cover area,

clamp adjacent grating sections together at 1/4-points with fasteners acceptable to Engineer.

8) Fabricate steel grating sections in units weighing not more than 50 pounds each.

9) Fabricate aluminum grating sections in units of weighing not more than 50 pounds each.

10) Gaps between adjacent grating sections shall not be more than the clear spacing between bearing bars.

e. When requested by Engineer, test 1 section of each size grating for each span length involved on the job under full load: 1) Furnish a suitable dial gauge for measuring deflections.

f. Grating shall be aluminum, unless otherwise specified or indicated on the Drawings.

2. Aluminum grating: a. Material for gratings, shelf angles, and rebates: 6061-T6 or

6063-T6 aluminum alloy, except crossbars may be 6063-T5 aluminum alloy.

b. Shelf angle concrete anchors: Type 304 or Type 316 stainless steel. c. Grating rebate rod anchors: 6061-T6 or 6063-T6 aluminum alloy.


d. Bar size and spacing: As determined by manufacturer to enable grating to support design load.

e. Design live load: A minimum of 100 pounds per square foot uniform live load on entire grating area, but not less than the live load indicated on the Drawings for the area where grating is located.

f. Maximum fiber stress for design load: 12,000 pounds per square inch. g. Maximum deflection due to design load: 1/240 of grating clear span. h. Maximum spacing of main grating bars: 1-1/8 inches clear between bars. i. Minimum grating height: 1-1/2 inches. j. Manufacturers: The following or equal:

1) Harsco Industrial IKG, Grooved aluminum I-bar. 3. Heavy-duty steel grating:

a. Heavy-duty type, fabricated from structural steel and designed in accordance with AASHTO Standard Specifications for Highway Bridges, using H-20 loading.

b. Hot-dip galvanized after fabrication in accordance with ASTM A123. c. Manufacturers: One of the following or equal:

1) Reliance Steel Products Co., Heavy-Duty Steel Grating. 2) Seidelhuber Metal Products, Inc., equivalent product.

G. Metal tread plate: 1. Plate having a raised figured pattern on 1 surface to provide improved traction.

H. Stairs: 1. Aluminum stairs:

a. Stringers: 6061-T6 aluminum alloy. b. Stair treads:

1) Aluminum of same type specified under Aluminum Grating. 2) Of sizes indicated on the Drawings, and 1-3/4 inch minimum depth

with cast abrasive type safety nosings. c. Handrails and guardrails: Aluminum pipe specified under Aluminum

Handrails and Guardrails (Nonwelded Pipe). d. Fasteners: Type 304 or Type 316 stainless steel.

I. Miscellaneous aluminum: 1. Fabricate aluminum products, not covered separately in this Section, in

accordance with the best practices of the trade and field assemble by riveting or bolting.

2. Do not weld or flame cut.

J. Miscellaneous cast iron: 1. General:

a. Tough, gray iron, free from cracks, holes, swells, and cold shuts. b. Quality such that hammer blow will produce indentation on rectangular

edge of casting without flaking metal. c. Before leaving the foundry, clean castings and apply 16-mil dry film

thickness coating of coal-tar epoxy, unless otherwise specified or indicated on the Drawings.

K. Miscellaneous stainless steel: 1. Provide miscellaneous stainless steel items not specified in this Section as

indicated on the Drawings or specified elsewhere.


a. Fabricate and install in accordance with the best practices of the trade. 2. Cleaning and passivation:

a. Following shop fabrication of stainless steel members, clean and passivate fabrications.

b. Finish requirements: Remove free iron, heat tint oxides, weld scale and other impurities, and obtain a passive finished surface.

c. Provide quality control testing to verify effectiveness of cleaning agents and procedures and to confirm that finished surfaces are clean and passivated. 1) Conduct sample runs using test specimens with proposed cleaning

agents and procedures as required to avoid adverse effects on surface finishes and base materials.

d. Pre-clean, chemically descale (pickle), and final clean fabrications in accordance with the requirements of ASTM A380 to remove deposited contaminants before shipping. 1) Passivation by citric acid treatment is not allowed.

a) If degreasing is required before cleaning to remove scale or iron oxide, cleaning (pickling) treatments with citric acid are permissible; however, these treatments shall be followed by inorganic cleaners such as nitric-hydrofluoric acid.

2) Provide acid descaling (pickling) in accordance with Table A1.1 of Annex A1 of ASTM A380.

3) After pickling, final cleaning of stainless steel shall conform to Part II of Table A2.1 of Annex A2 of ASTM A380.

e. After cleaning, inspect using methods specified for “gross inspection” in ASTM A380.

f. Improperly or poorly cleaned and passivated materials shall not be shipped and will not be accepted at the job site.

L. Miscellaneous structural steel: 1. Provide miscellaneous steel items not specified in this Section as indicated on

the Drawings or specified elsewhere. a. Fabricate and install in accordance with the best practices of the trade.

M. Isolating sleeves and washers: 1. As indicated on the Drawings and as specified in Section 05190 - Mechanical

Anchoring and Fastening to Concrete and Masonry.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verification of conditions: 1. Examine work in place to verify that it is satisfactory to receive the work of this

Section. 2. If unsatisfactory conditions exist, do not begin this work until such conditions

have been corrected.


3.02 INSTALLATION

A. General: 1. Install products as indicated on the Drawings, and in accordance with shop

drawings and manufacturer's printed instructions, as applicable except where specified otherwise.

2. Interface between materials: a. Dissimilar metals: Where steel comes in contact with dissimilar metals

(aluminum, stainless steel, etc.), separate or isolate the dissimilar metals. 1) Make application so that the isolating or protective barrier is not

visible in the completed construction. 2) Isolating sleeves and washers: As specified in Section 05190 -

Mechanical Anchoring and Fastening to Concrete and Masonry. b. Aluminum in contact with concrete or masonry: Coat aluminum surfaces

as specified in Section 09960 - High Performance Coatings. c. Aluminum in contact with concrete or masonry.

B. Aluminum stair nosing: 1. Install stair nosings on treads of concrete stairs, including top tread on upper

concrete slab. 2. Omit stair nosings where concrete is submerged. 3. Cast stair nosings in fresh concrete, flush with tread and riser faces. Install

nosing in center of step.

C. Cast iron stop plank grooves: 1. Recess stop plank grooves with cast iron surfaces of groove set flush with

concrete surface.

D. Handrails and guardrails: 1. General:

a. Fasten pipe rails to fittings with Series 300 stainless steel pop rivets or flush set screws.

b. Make pipe cuts clean and straight, free of burrs and nicks, and square and accurate for minimum joint-gap.

c. Drill and countersink holes to proper size, as required for a tight flush fit of screws and other component parts.

d. Space attachment brackets as indicated in the manufacturer's instructions.

2. Aluminum pipe handrails and guardrails: a. During construction, keep exterior surfaces of handrails and guardrails

covered with minimum 0.4 millimeters of heat shrink polyethylene film. b. Do not remove protective film before handrails and guardrails have been

accepted by Engineer nor before other work in proximity of handrails and guardrails has been completed.

c. Discontinue handrails and guardrails at lighting fixtures. d. Provide 1/8-inch diameter weep hole at base of each post. e. Space posts as indicated on the Drawings. f. Anchor posts into concrete by grouting posts into formed holes in

concrete, into stainless steel sleeves cast in concrete; or bracket mount to face of concrete surfaces as specified and indicated on the Drawings.

g. Space rails as indicated on the Drawings.


h. Make adequate provision for expansion and contraction of kick plates and rails. 1) Make provisions for removable sections where indicated on the

Drawings. i. Make lower rails a single, unspliced length between posts, or continuous. j. Make top rails continuous whenever possible, and attach single, unspliced

lengths to 3 posts minimum. k. Draw up fasteners tight with hand wrench or screw driver. l. Space attachment brackets as indicated on shop drawings or in

manufacturer's installation instructions. m. Completed installation shall have handrails and railings rigid and free of

play at joints and attachments. n. Protect handrail and guardrail finish from scratches, gouges, dents, stains,

and other damage. o. Replace damaged or disfigured handrails and guardrails with new. p. Shortly before final acceptance of the work, and after removal of

protective polyethylene film, clean handrails and guardrails with mild detergent or with soap and water. 1) After cleaning, thoroughly rinse handrails and guardrails and wipe

with soft cloth. q. Erect guardrail straight, level, plumb, and true to the positions as indicated

on the Drawings. Correct deviations from true line of grade, which are visible to the eye.

3. Guardrail gates: a. Install gate to be a vertical plane with the guardrail when in the closed

position. b. Install hinges so that each gate can swing 180 degrees from the closed

position to the fully open position. c. Install so that the gates swing to the walkway side of the guardrail only.

1) Install gate stops on the stationary railing posts to prohibit gates from swinging in the wrong direction.

d. Install gate frames, hinges, stops, and latches in conformance with OSHA minimum strength requirements.

E. Ladders: 1. Secure to supporting surface with bent plate clips providing minimum 8 inches

between supporting surface and center of rungs. 2. Where exit from ladder is forward over top rung, extend side rails 3 feet

3 inches minimum above landing, and return the rails with a radius bend to the landing.

3. Where exit from ladder is to side, extend ladder 5 feet 6 inches minimum above landing and rigidly secure at top.

4. Erect rail straight, level, plumb, and true to position indicated on the Drawings: a. Correct deviations from true line or grade which are visible to the eye.

F. Manhole frames and covers: 1. Installation: As specified in Section 02600 – Concrete Manholes.

G. Metal gratings: 1. General:

a. Allow 1/8-inch maximum clearance between ends of grating and inside face of vertical leg of shelf angles.


b. Horizontal bearing leg of shelf angles shall be 2 inches minimum. c. Install aluminum plate or angles where necessary to fill openings at

changes in elevation and at openings between equipment and grating. d. Install angle stops at ends of grating. e. Installed grating shall not slide out of rebate or off support. f. Weld stops in place, unless otherwise specified or indicated on the

Drawings. g. Top surfaces of grating sections adjacent to each other shall lie in same

plane. 2. Aluminum grating:

a. Aluminum grating: Support on aluminum shelf angles or rebates. 3. Heavy-duty steel grating:

a. Support on hot-dip galvanized structural steel rebates embedded and anchored in concrete.

b. Use for roadways, traffic areas, and where indicated on the Drawings.

H. Stairs: 1. General:

a. Install guard railings around stair wells as indicated on the Drawings or specified.

I. Stainless Steel: 1. Welding:

a. Passivate field-welded surfaces: 1) Provide cleaning, pickling and passivating as specified in this Section. 2) Clean using Derustit Stainless Steel Cleaner, or equal.

END OF SECTION


SECTION 07916

PRECAST CONCRETE JOINT SEALER

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Precast concrete joint sealer such as for manholes.

1.02 REFERENCES

A. American Association of State Highway and Transportation Officials (AASHTO): 1. M198 - Standard Specification for Joints for Concrete Pipe, Manholes, and

Precast Box Sections Using Preformed Flexible Joint Sealants.

1.03 SUBMITTALS

A. Product data.

B. Manufacturer's Installation Instructions.

PART 2 PRODUCTS

2.01 PRECAST CONCRETE JOINT SEALER

A. In accordance with AASHTO M198: 1. Manufacturers: One of the following or equal:

a. Henry Co., Ram-Nek. b. J-K Polysource, Inc., Polyseal.

B. Physical properties: As follows: 1. Hydrocarbon content: 50 to 70 percent. 2. Inert mineral filler: 30 to 50 percent by weight. 3. Volatile matter: 2.0 to 3.0 percent by weight lost when heated for 5 hours at

325 degrees Fahrenheit. 4. Specific gravity: 1.20 to 1.35 at 77 degrees Fahrenheit. 5. Ductility: 5.0 at 77 degrees Fahrenheit. 6. Softening point: 320 degrees Fahrenheit. 7. Sag or flow: None. 8. Chemical resistance: No reaction when exposed for 30 days by 5 percent

sulfuric acid, potassium hydroxide, caustic potash, and hydrochloric acid; and saturated hydrogen sulfide solution.

2.02 RELATED MATERIALS

A. Precast concrete joint sealer primer: As recommended by precast concrete joint sealer manufacturer.


PART 3 EXECUTION

3.01 PREPARATION

A. Clean surface of dust, dirt, and other foreign matter including frost, snow, and ice. Proceed when surfaces are clean and dry.

B. Apply primer on joints of horizontally placed concrete pipe and precast box sections.

3.02 INSTALLATION

A. Place single coils of sealant on shoulder of grooves or recesses.

B. Press against joint surface and remove plastic separator.

END OF SECTION


SECTION 09960

HIGH-PERFORMANCE COATINGS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Coatings, including coating systems, surface preparation, application requirements, and quality control requirements.

1.02 REFERENCES

A. ASTM International (ASTM): 1. D16 - Standard Terminology for Paint, Related Coatings, Materials, and

Applications. 2. D2200 – Standard Practice for Use of Pictorial Surface Preparation Standards

and Guides for Painting Steel Surfaces. 3. D3359 - Standard Test Methods for Rating Adhesion by Tape Test. 4. D3960 - Standard Practice for Determining Volatile Organic Compound (VOC)

Content of Paints and Related Coatings. 5. D4262 - Standard Test Method for pH of Chemically Cleaned or Etched

Concrete Surfaces. 6. D4263 - Standard Test Method for Indicating Moisture in Concrete by the

Plastic Sheet Method. 7. D4285 - Standard Test Method for Indicating Oil or Water in Compressed Air. 8. D4414 - Standard Practice for Measurement of Wet Film Thickness by Notch

Gages. 9. D4417 - Standard Test Methods for Field Measurement of Surface Profile of

Blast-Cleaned Steel. 10. D4541 - Standard Test Methods for Pull-Off Strength of Coatings Using

Portable Adhesion Testers. 11. D4787 - Standard Practice for Continuity Verification of Liquid or Sheet Linings

Applied to Concrete Substrates. 12. D5162 - Standard Practice for Discontinuity (Holiday) Testing of

Nonconductive Protective Coating on Metallic Substrates. 13. D7234 - Standard Test Method for Pull-Off Adhesion Strength of Coatings on

Concrete Using Portable Pull-Off Adhesion Testers. 14. E337 - Standard Test Method for Measuring Humidity with a Psychrometer

(the Measurement of Wet- and Dry-Bulb Temperatures). 15. F1869 - Standard Test Method for Measuring Moisture Vapor Emission Rate

of Concrete Subfloor Using Anhydrous Calcium Chloride. 16. F2170 - Standard Test Method for Determining Relative Humidity in Concrete

Floor Slabs Using In-situ Probes.

B. International Concrete Repair Institute (ICRI): 1. 310.2 - Guideline for Selecting and Specifying Concrete Surface Preparation

for Sealers, Coatings, Polymer Overlays, and Concrete Repair.


C. NACE International (NACE): 1. SP0178 - Design, Fabrication, and Surface Finish Practices for Tanks and

Vessels to Be Lined for Immersion Service. 2. SP0188 - Discontinuity (Holiday) Testing of New Protective Coatings on

Conductive Substrates.

D. National Association of Pipe Fabricators (NAPF): 1. 500-03 - Surface Preparation Standard for Ductile Iron Pipe and Fittings in

Exposed Locations Receiving Special External Coatings and/or Special Internal Linings.

E. NSF International (NSF): 1. 61 - Drinking Water System Components - Health Effects.


G. Society of Protective Coatings (SSPC): 1. Glossary - SSPC Protective Coatings Glossary. 2. Guide 6 - Guide for Containing Surface Preparation Debris Generated during

Paint Removal Operations. 3. Guide 15 - Field Methods for Retrieval and Analysis of Soluble Salts on Steel

and Other Nonporous Substrates. 4. PA 1 - Shop, Field, and Maintenance Painting of Steel. 5. PA 2 - Procedure for Determining Conformance to Dry Coating Thickness

Requirements. 6. PA 9 - Measurement of Dry Coating Thickness Using Ultrasonic Gages. 7. QP 1 - Standard Procedure for Evaluating the Qualifications of

Industrial/Marine Painting Contractors. 8. SP 1 - Solvent Cleaning. 9. SP 3 - Power Tool Cleaning. 10. SP 5 - White Metal Blast Cleaning. 11. SP 10 - Near-White Metal Blast Cleaning. 12. SP 11 – Power Tools Cleaning to Bare Metal. 13. SP 13 - Surface Preparation of Concrete. 14. SP 16 - Brush-Off Blast Cleaning of Coated and Uncoated Galvanized Steel,

Stainless Steels, and Non-Ferrous Metals. 15. SP COM - Surface Preparation Commentary. 16. SP VIS 1 - Guide and Reference Photographs for Steel Surfaces Prepared by

Dry Abrasive Blast Cleaning. 17. SP WJ-1 - Waterjet Cleaning of Metals -- Clean to Bare Substrate. 18. SP WJ-2 - Waterjet Cleaning of Metals -- Very Thorough Cleaning. 19. SP WJ-3 - Waterjet Cleaning of Metals -- Thorough Cleaning. 20. SP WJ-4 - Waterjet Cleaning of Metals -- Light Cleaning.

1.03 DEFINITIONS

A. Definitions used in this Section are in accordance with definitions referenced in ASTM D16, ASTM D3960, and SSPC Glossary of Definitions.

B. Specific definitions: 1. Abrasive: Material used for blast cleaning, such as sand, grit, or shot. 2. Abrasive Blast Cleaning: Cleaning/surface preparation by abrasive propelled

at high speed.


3. Anchor Pattern: Profile or texture of prepared surface(s). 4. Biogenic Sulfide Corrosion: Corrosion caused by sulfuric acid formed when

Thiobacillus bacteria metabolizes hydrogen sulfide. 5. Bug Holes: Small cavities resulting when air bubbles are entrapped in the

surface of formed concrete during placement and consolidation. 6. System: Protective film with 1 or more coats applied in a predetermined order,

including surface preparation and quality control requirements. 7. Coating/Paint/Lining Thickness: Total thickness of primer, intermediate, and/or

finish coats after drying or curing. 8. Dew point: Temperature a given air/water vapor mixture starts to condense. 9. Drying Time: Time interval between application and material curing. 10. Dry to Recoat: Time interval between material application and its ability to

receive the next coat. 11. Dry to Touch: Time interval between material application and its ability to

tolerate a light ouch without coating damage. 12. Exposed Surface: Any indoor or outdoor surface not buried or encased. 13. Feather Edging: Reducing coating thickness at its edge to blend with existing

surrounding coating. 14. Feathering: Tapering off a wet edge with a comparatively dry brush. 15. Ferrous: Cast iron, ductile iron, wrought iron, and all steel alloys except

stainless steel. 16. Field Coat: Application of a surface coating system at the work site. 17. Finish Coat: Final coat in a paint system, including texture, color, smoothness

of surface, and other properties affecting appearance. 18. Hold Point: A defined point, specified in this Section, at which work shall be

halted for inspection. 19. Holiday: A discontinuity, skip, void, or pinhole in coating or coating system film

that exposes the substrate. 20. Honeycomb: Segregated and porous surface of hardened concrete due to

insufficient consolidation. 21. Hydroblast: High or ultra-high pressure water jet surface preparation. 22. Incompatibility: One coating's inability to overlay another coating or surface as

evidenced by bleeding, poor bonding, or lifting of old coating; inability of a coating to bond to a substrate.

23. Immersed/Immersion: A service condition in which substrate is submerged, is immediately above liquids, or is subject to frequent wetting, splashing, or washdown.

24. Laitance: A thin, weak, brittle layer of cement and aggregate fines on a concrete surface.

25. Mil: 0.001 inch. 26. Overspray: Dry spray, particularly paint bonded to an unintended surface. 27. Pinhole: A small diameter discontinuity in a coating or coating system film,

created by offgassing from a void in a concrete or masonry substrate causing a void between coats or exposing the substrate. Usually caused by coating application while temperature is rising.

28. Pot Life: Time interval after components are mixed and coating can be satisfactorily applied.

29. Prime Coat: First full paint coat applied to a surface when using a multicoat system. Primers adhere to a new substrate, protect the substrate, and promote adhesion of subsequent coats of paint. The prime coat on metal surfaces is the first full coat and does not include solvent wash, grease emulsifiers, or other pretreatment applications.


30. Resurfacer/Resurfacing Material: A layer of cementitious and/or resin-based material used to fill or otherwise restore surface continuity to worn or damaged concrete surfaces.

31. Shelf Life: Maximum storage time a material may be stored without losing its usefulness.

32. Shop Coat: 1 or more coats applied in an off-site shop or plant before shipment to work site where field or finishing coat(s) are applied.

33. Spreading Rate: Area covered by a unit volume of paint at a specific thickness. 34. Stripe Coat: A separate brush coat of paint applied to all weld seams, pits,

nuts/bolts/washers, and edges. This coat shall not be applied until previous coats have cured. Once applied, the coat shall be allowed to cure before subsequent coats are applied.

35. Tie Coat: An intermediate coat that bonds different types of paint material, improving succeeding coat adhesion.

36. Thick Film Coating System: A coating system applied with a minimum dry film thickness of 25 mils.

37. Touch-Up Painting: Application of paint on previously painted surfaces to repair marks, scratches, and deteriorated or damaged areas to restore the appearance and performance of the coating.

38. Water Blast: An alternative to air abrasive blast cleaning that can be used with or without abrasive injection. Water cleaning at pressures up to 5,000 pounds per square inch is called low-pressure water cleaning or power washing. High-pressure water cleaning uses water pressures between 5,000 and 10,000 pounds per square inch. Water jetting is water blasting with added abrasive at pressures between 10,000 and 25,000 pounds per square inch. Ultra-high-pressure water jetting is water blasting at pressures above 25,000 pounds per square inch.

39. Weld Splatter: Beads of non-structural weld metal that adhere to the surrounding surface, removed as part of surface preparation.

1.04 ABBREVIATIONS

A. CSM - Coating System Manufacturer.

B. CMU - Concrete Masonry Units.

C. CSA - Coating System Applicator. Specialty subcontractor retained by the Contractor to install the coating systems specified in this Section.

D. CTR - Coating System Manufacturer's Technical Representative.

E. DFT - Dry-Film Thickness. Thickness of cured film, usually expressed in mils (0.001 inch).

F. SSD - Surface Saturated Dry. Refers to concrete surface condition where the surface is saturated (damp) without the presence of standing water.

G. TPC - Technical Practice Committee.

H. VOC - Volatile Organic Compound. Portion of the coating that is a compound of carbon, is photochemically reactive, and evaporates during drying or curing; expressed in grams per liter (g/l) or pounds per gallon (lb/gal). VOC is determined by EPA Method 24.


I. WFT - Wet Film Thickness. Coating thickness as measured immediately after application. Usually expressed in mils (0.001 inch).

1.05 PERFORMANCE REQUIREMENTS

A. Coating materials shall be formulated for environments encountered in water and wastewater treatment processes.

B. Coating materials that come in contact with water distributed as potable water shall be certified in accordance with NSF 61.

1.06 SUBMITTALS

A. As specified in Section 01330 - Submittal Procedures, submit the following: 1. Schedule of proposed coating materials. 2. Schedule of surfaces to be coated with each coating material. 3. Dehumidification and heating plan. 4. Product data:

a. Physical properties of coatings, including the following: 1) Solids content. 2) Ingredient analysis. 3) VOC content. 4) Temperature resistance. 5) Typical exposures and limitations. 6) Manufacturer's standard color chips.

b. Compliance with regulatory requirements: 1) VOC limitations. 2) Lead compounds and polychlorinated biphenyls. 3) Abrasives and abrasive blast cleaning techniques and disposal. 4) Methods for tenting blasting areas and methods to protect existing

equipment from dust and debris. 5) NSF certification of coatings for potable water supply systems.

c. CSM's current printed recommendations and product data sheets for coating systems, including: 1) Surface preparation recommendations. 2) Primer type. 3) Maximum dry and wet-mil thickness per coat and number of coats.

a) Coating Coverage Worksheets. 4) Minimum and maximum curing time between coats, including

atmospheric conditions for each. 5) Curing time before submergence in liquid. 6) Thinner to be used for each coating. 7) Ventilation requirements. 8) Minimum and maximum atmospheric conditions during which the

paint shall be applied. 9) Allowable application methods. 10) Maximum allowable substrate moisture content. 11) Maximum shelf life. 12) Requirements for transportation and storage. 13) Mixing instructions. 14) Shelf life. 15) Material Pot life. 16) Precautions for applications free of defects.


17) Method of application. 18) Drying time of each coat, including prime coat. 19) Compatible prime coats. 20) Limits of ambient conditions during and after application. 21) Required protection from sun, wind, and other conditions. 22) Touch-up requirements and limitations.

d. Affidavits signed by an officer of the CSM’s corporation attesting to full compliance of each coating system component with current federal, state, and local air pollution control regulations and requirements.

e. List of cleaning and thinner solutions allowed by the CSMs. f. Storage requirements, including temperature, humidity, and ventilation for

Coating System Materials as recommended by the CSMs. 5. Quality assurance submittals:

a. Quality assurance plan. b. Qualifications of CSA, including:

1) List of Similar Projects. a) Name and address of project. b) Year of installation. c) Year placed in operation. d) Point of contact: Name and phone number.

2) Provide a minimum of 5 project references, each including contact name, address, and telephone number where similar coating work has been performed by their company in the past 5 years.

c. CSA Reports: 1) Written daily quality control inspection reports.


A. CSA qualifications: 1. Minimum of 5 years of experience applying specified type or types of coatings

under conditions similar to those of the Work: a. Provide qualifications of applicator and references listing 5 similar projects

completed in the past 5 years. 2. SSPC QP 1 certified. 3. Manufacturer-approved applicator when manufacturer has approved applicator

program or when required in these specifications.

B. Regulatory requirements: Comply with governing agencies' regulations by using coatings conforming to their VOC limits. 1. Lead-based coatings are not permitted. 2. Do not use coal-tar epoxy in contact with drinking water or exposed to

ultraviolet radiation.

C. Pre-installation conference: Conduct as specified in Section 01312 - Project Meetings. 1. Coordinate Hold Point schedule

D. Field samples: 1. Prepare and coat a minimum 100-square-foot area of each system between

corners or limits such as control or construction joints. 2. Approved field sample may be part of the Work.


E. Obtain approval before coating other surfaces. Use products by same manufacturer for prime coats, intermediate coats, and finish coats on same surface, unless specified otherwise.

F. CSM services: 1. CSA shall arrange for CTR to attend pre-installation conferences.

G. Quality control requirements: 1. Contractor shall be responsible for the workmanship and quality of the coating

system installation. a. Inspections by Owner, Engineer, CSA, or CTR will not relieve or limit

Contractor’s responsibilities. 2. Conform to this specification's requirements and the standards referenced in

this Section. Changes in the coating system application requirements will be allowed only with the Engineer's written acceptance.

3. Specially trained crews with experience applying the specified coating system coating are required.

4. Do not use contaminated, outdated, diluted materials, and/or materials from previously opened containers.

5. Identify inspection access points used by Owners or Engineers. 6. Provide ventilation, ingress, egress, or other means as necessary for Owner's

or Engineer’s personnel to safely access the work areas. 7. Conduct and continually inspect work so the coating system is installed as

specified. The CSM shall provide written directions to correct coating work not conforming to the specifications or is otherwise unacceptable.

8. Provide written daily reports summarizing test data, work progress, surfaces covered, ambient conditions, quality control inspection test findings, and other information pertinent to the coating system application. a. Determine relative humidity in accordance with ASTM E337. Confirm

other conditions, such as proper protective measures for surfaces not to be coated and safety requirements for personnel. 1) Measure daily at shift's beginning and end and at intervals not to

exceed 4 hours during the shift. 2) Determine the acceptability of weather and/or environmental

conditions within the structure in accordance with the CSM's requirements.

b. Monitoring surface preparation: Spot check cleanliness, surface profile, and surface pH testing at least 3 times daily. Check each surface at least once. In accordance with: 1) ASTM D4262. 2) ASTM D4263. 3) ASTM D4417. 4) ICRI 310.2 requirements. 5) SSPC Surface Preparation Standards.

c. Confirm that compressed air used for surface preparation or blow-down cleaning is free of oil and moisture.

d. Monitor surface preparation daily at shift's beginning and end and at intervals not to exceed 4 hours during the shift.

e. Do not apply coatings when environmental conditions are outside of the CSM's published limits.

f. Monitoring coatings application: Continuously inspect, measure, and record the wet film thickness and general film quality (visual inspection) for runs, sags, pinholes, holidays, etc. during coating.


1) Perform WFT measurements in accordance with ASTM D4414. g. Post cure evaluation: Measure and inspect the overall dry film thickness

on all surfaces. Conduct a DFT survey and perform adhesion testing, holiday detection, or cure testing as required in this Section and/or the CSM’s written instructions. Perform all applicable tests in accordance with ASTM D4541, ASTM D4787, ASTM D5162, ASTM D7234, SSPC-PA 1, SSPC-PA 2, SSPC-PA 9, and other pertinent standards and recommended practices.

H. Inspection at Hold Points: 1. Conduct inspections at Hold Points during the coating system application and

record the results. 2. Coordinate Hold Points with the Engineer so the Engineer can observe

Contractor’s inspections on a scheduled basis. 3. Provide the Engineer a minimum of 24 hours of notice before conducting Hold

Point Inspections. 4. Hold Points shall be as follows:

a. Post surface preparation: After completing surface preparation, measure and inspect for cleanliness and proper surface profile as specified in this Section and in the CSM’s written instructions.

b. Coatings application: At the beginning of any coating system application, measure, record, and confirm acceptability of surface and ambient air temperature and humidity. Inspect applicator's equipment for serviceability and suitability for coatings application.

c. Post application inspection: Identify defects in application work on all surfaces, including pinholes, holidays, excessive runs or sags, inadequate or excessive film thickness, and other problems.

d. Follow-up corrective actions and final inspection: Measure and re-inspect corrective coating work performed to repair defects at prior Hold Points, and repeat until the surface condition is acceptable. Conduct final visual inspection with follow-up tests, such as holiday detection, adhesion tests, and DFT surveys.

1.08 PRODUCT DELIVERY, STORAGE, AND HANDLING

A. Deliver, store, and handle products as specified in Section 01600 - Product Requirements.

B. Immediately remove unspecified and unapproved coatings from Project site.

C. Deliver new labeled, unopened containers: 1. Do not deliver materials after manufacturer's expiration date or over 12 months

from manufacturing date, whichever is more stringent. Store materials in well-ventilated enclosed structures and protect from weather and excessive heat or cold in accordance with the CSM’s recommendations. a. Store flammable materials in accordance with federal, state, and local

requirements. b. Store rags and cleanup materials appropriately to prevent fire and

spontaneous combustion. 2. Store and dispose of hazardous waste in accordance with federal, state, and

local requirements. This requirement specifically applies to waste solvents and coatings.


3. Container labels shall show the following: a. Brand name or product title. b. CSM's batch number. c. CSM's manufacture date. d. CSM's name. e. Generic material type. f. Application and mixing instructions. g. Hazardous material identification label. h. Shelf life expiration date. i. Color. j. Mixing and reducing instructions.

4. Clearly mark containers to indicate safety hazards associated with the use of or exposure to materials.


A. Apply coatings to dry surfaces. 1. Surface moisture: Comply with manufacturer's requirements or as specified in

this Section. a. Masonry and concrete block: 12 percent. b. Concrete floors: Moisture vapor transmission rate of no more than

3.0 pounds per 1,000 square feet per 24 hours in accordance with ASTM F1869 or relative humidity no greater than 80 percent if tested in accordance with ASTM F2170 unless the CSM's recommendations are more restrictive.

c. Concrete structures: Negative results from Plastic Sheet Test in accordance with ASTM D4263, and maximum of 80 percent relative humidity in accordance with ASTM F2170.

B. Do not apply coatings when the following conditions exist. If such conditions exist, provide containment, covers, environmental controls, and other necessary measures. 1. During rainy, misty, or damp weather, or to surfaces with frost or

condensation. 2. When the surface temperature is below 10 degrees Fahrenheit above the dew

point. 3. When ambient or surface temperature:

a. Is less than 55 degrees Fahrenheit unless manufacturer allows a lower temperature.

b. Is less than 65 degrees Fahrenheit for clear finishes, unless manufacturer allows a lower temperature.

c. Exceeds 90 degrees Fahrenheit, unless manufacturer allows a higher temperature.

d. Exceeds manufacturer's recommendation. 4. When relative humidity is higher than 85 percent. 5. Under dusty or adverse environmental conditions. 6. When light on surfaces measures less than 15 foot-candles. 7. When wind speed exceeds 15 miles per hour.

C. Apply coating only under evaporation conditions rather than condensation. 1. Use dehumidification equipment, fans, and/or heaters inside enclosed areas to

maintain required atmospheric and surface temperature requirements for proper coating application and cure.


2. Measure and record relative humidity and air and surface temperatures at the start and end of each shift to confirm proper humidity and temperature levels inside the work area. a. Submit test results.

D. Continuously ventilate, dehumidify, and heat enclosed spaces with high humidity during surface preparation, coating application, and curing. 1. Maintain minimum air temperature of 55 degrees Fahrenheit and 10 degrees

Fahrenheit above the dew point. 2. Maintain dew point of at least 10 degrees Fahrenheit less than the

temperature of the coldest part of the structure where work is performed. 3. Reduce dew point temperature in conditioned space by at least 10 degrees

Fahrenheit within 20 minutes. 4. Seal work areas and maintain positive pressure per dehumidification

equipment supplier's recommendations. 5. Maintain these conditions before, during, and after application to ensure

proper adhesion and cure of coatings for no less than: a. Entire curing period. b. 8 hours after coating.

E. Systems: 1. Site electrical power availability as specified in Section 01500 - Temporary

Facilities and Controls. 2. Internal combustion engine generators may be used.

a. Obtain required permits and provide air pollution and noise control devices on equipment as required by permitting agencies require.

b. Comply with state, federal, and local fire and explosion protection measures when locating and operating generator.

c. Locate engine generator outside hazardous classified areas per NFPA 820.

d. Provide daily fuel service for generator for duration of use. 3. Dehumidification:

a. Provide desiccant or refrigeration drying. b. Use only desiccant types with a rotary desiccant wheel capable of

continuous operation. c. Liquid, granular, or loose lithium chloride drying systems are not

acceptable. 4. Heating:

a. Use electric, indirect combustion, or steam coil. b. Direct-fired combustion heaters are not acceptable heat sources during

abrasive blasting, coating application, or coating cure. 5. Filters:

a. Use a filtration system for dust removal designed to not interfere with dehumidification equipment’s ability to control dew point and relative humidity inside the reservoir.

b. Do not allow air from the working area or dust filtration equipment to recirculate through thein dehumidifier during coating application or when solvent vapors are present.

6. Design and submittals: a. Prepare and submit dehumidification and heating plan, including all

equipment and operating procedures. b. Suppliers of services and equipment shall have at least 3 years of

experience in similar applications.


F. Provide containment and ventilation system components in accordance with SSPC-Guide 6, Level 3 and as required for hazardous materials.

1.10 MAINTENANCE

A. Provide table of products applied organized by surface type. List coating manufacturer, color, color formulation, distributor name, telephone number, and address.

1.11 CTR RESPONSIBILITIES

A. General: 1. Attend pre-installation conference.

PART 2 PRODUCTS

2.01 MATERIALS

A. General: 1. Product requirements as specified in Section 01600 - Product Requirements.

2.02 COATING SYSTEMS IDENTIFICATION

A. Naming Conventions: Coating Systems Identifications contain the elements defined in Table 1.

Table 1 Coating System Identification Elements

First Element - Second Element

- Third Element - Fourth Element

(optional)

3 or 4 alpha characters

1-3 alpha characters

1 number 3 or 4 alpha characters

Coating Type Substrate System Number Additional Substrate or Special Condition

Example:

EPX - C - 6 - BSC

1) First element identifies the coating type using the following abbreviations: a) ACR: acrylic. b) CTE: coal tar epoxy. c) ELA: elastomeric acrylic. d) EPU: epoxy-polyurethane. e) EPX: epoxy. f) POL: polyurethane. g) SIL: silicone. h) SILX: siloxane or silane. i) VE: vinyl ester.

2) Second element identifies the substrate using the following abbreviations: a) C: concrete or masonry. b) F: concrete flooring. c) FRP: fiber-reinforced plastic. d) GM: galvanized metal.


e) M: metal. f) PVC: polyvinyl chloride, chlorinated polyvinyl chloride.

3) Third element identifies the sequential system number. a) For example, EPX-C-2 is the second standard epoxy coating system for

concrete substrates. 4) Fourth element is optional and identifies the additional substrate or special

condition with the following abbreviations: a) PWS: Potable water service applications (NSF-61 approved). b) BSC: Biogenic sulfide corrosion-resistant applications in wastewater. c) BG: Below grade or buried. d) OZ: Organic zinc primer, epoxy polyurethane system. e) SC: Secondary containment.

2.03 PRODUCTS FOR COATING SYSTEMS

A. Products: As specified in Appendix B Coating Detail Sheets.

B. Cleaning solvents: 1. Requirements for solvent wash, solvent wipe, or cleaner used, including, but

not limited to, those used for surface preparation in accordance with SSPC-SP 1: a. Emulsifying type. b. Containing no phosphates. c. Biodegradable. d. Does not damage zinc. e. Compatible with the specified primer. f. Complying with applicable air-quality control board requirements.

2. Use clean white cloths and clean fluids in solvent cleaning.

PART 3 EXECUTION

3.01 GENERAL PROTECTION REQUIREMENTS

A. Protect adjacent coated surfaces from coatings and damage associated with coating work. Repair damage resulting from inadequate or unsuitable protection.

B. Use drop cloths and other coverings to protect adjacent surfaces not to be coated against spatter and droppings.

C. Mask off surfaces of items not to be coated or remove items from area.

D. Furnish and deploy sufficient drop cloths, shields, and protective equipment to prevent spray or droppings from fouling surfaces not being coated and, in particular, surfaces within storage and preparation areas.

E. Place coating waste, cloths, and material that may pose a fire hazard in closed metal containers and remove daily from site.

F. Remove electrical plates, surface hardware, fittings, and fasteners before coating application. Carefully store, clean, and replace items after completing coating in each area. Do not use solvent or degreasers to clean hardware that may remove permanent lacquer finishes.


G. Erect and maintain protective enclosures in accordance with SSPC- Guide 6.

H. Protect the following surfaces from abrasive blasting by masking or by other means: 1. Threaded portions of valve and gate stems, grease fittings, and identification

plates. 2. Machined surfaces for sliding contact. 3. Surfaces to be assembled against gaskets. 4. Surfaces of shafting where sprockets will be fit. 5. Surfaces of shafting where bearings will be fit. 6. Machined bronze surfaces, including slide gates. 7. Cadmium-plated items, except cadmium-plated, zinc-plated, or sherardized

fasteners used to assemble equipment requiring abrasive blasting. 8. Galvanized items, unless scheduled to be coated.

I. Protect installed equipment, mechanical drives, and adjacent coated equipment from abrasive blasting to prevent damage caused by spent abrasive blast media, dust, or dirt entering such equipment.

J. Schedule cleaning and coating to keep dust and spray from the cleaning process from falling on wet, newly coated surfaces. 1. Whenever possible, coordinate with other trades and complete surface

preparation and coating work before installing hardware, hardware accessories, nameplates, data tags, electrical fixtures, and similar uncoated items that will be in contact with coated surfaces. Mask machined surfaces, sprinkler heads, and other small items that will not be coated.

2. After completing coating, reinstall removed items. 3. Disconnect and move equipment adjacent to walls to clean and coat

equipment and walls. Replace and reconnect equipment after coating.

3.02 GENERAL SURFACE PREPARATION REQUIREMENTS

A. Prepare surfaces in accordance with CSM's instructions unless more stringent requirements are specified in this Section.

B. Coating detail sheets in Appendix B include additional surface preparation requirements.

C. Follow more stringent requirement if information conflicts.

D. Where required by the Owner’s representative, a NACE International certified coatings inspector, provided by the Owner, will inspect and approve surfaces to be coated before applying a coating. 1. CSA shall coordinate coating inspections.

a. Identify coating inspection Hold Points during the pre-installation conference.

b. Provide at least 2 days notice before inspection. 2. Contractor shall correct surface defects identified by the inspector at no

additional cost to Owner.

3.03 MECHANICAL AND ELECTRICAL EQUIPMENT PREPARATION

A. Identify equipment, ducting, piping, and conduit as specified in Section 15075 - Equipment Identification, and Section 16075 - Identification for Electrical Systems.


B. Remove grilles, covers, and access panels for mechanical and electrical system and coat separately.

C. Prepare and finish coat equipment primed by the manufacturer using specified intermediate and top coats, as applicable, and color selected by the Owner.

D. Prepare, prime, and coat both insulated and bare pipes, conduits, boxes, insulated and bare ducts, hangers, brackets, collars, and supports, except where items are covered with material not requiring coating, or with a prefinished coating.

E. Replace identification markings on mechanical or electrical equipment when coated over or spattered.

F. Prepare and coat interior surfaces of air ducts and convector and baseboard heating cabinets visible through grilles and louvers with 1 coat of flat black paint to limit of sight line.

G. Prepare and coat dampers exposed immediately behind louvers, grilles, and convector and baseboard heating cabinets to match face panels.

H. Prepare and coat exposed conduit and appurtenances occurring in finished areas with color and texture to match adjacent surfaces.

I. Prepare and coat sides' front, back, and edges of plywood backboards for electrical equipment before installing backboards and mounting equipment on them.

J. Color code equipment, piping, conduit, and exposed ductwork and apply color banding and identification, such as flow arrows, naming, and numbering, in accordance with the Contract Documents.

3.04 CLEANING OF NEW AND PREVIOUSLY COATED OR NEW SURFACES

A. Utilize cleaning agent to remove soluble salts, such as chlorides, from concrete and metal surfaces: 1. Cleaning agent: Biodegradable non-flammable and containing no VOC. 2. Manufacturers: The following or equal:

a. CHLOR*RID International, Inc. 1) Complete soluble salt removal with steam or warm water cleaning.

3. Test cleaned surfaces to ensure removal of soluble salts. Carry out additional cleaning as needed.

4. Complete final surface preparation before applying new coating system in strict accordance with CSM's printed instructions.

3.05 BLAST CLEANING

A. Surface preparation requirements: 1. Do not reuse spent blast abrasive. 2. Ensure that filter compressed air used for blast cleaning is free of condensed

water and oil. Clean moisture traps at least once every 4 hours or more frequently, as required, to prevent moisture from entering the abrasive blasting equipment air supply. Check blast air for moisture and oil after each cleaning in accordance with ASTM D4285.


3. Install oil separators just downstream of compressor discharge valves and at the discharge point of blast pot discharges. Check separators on the same frequency as the moisture traps.

4. Keep regulators, gauges, filters, and separators on compressor air lines to blasting nozzles operational at all times.

5. Install an air dryer or desiccant filter drying unit to dry the compressed air before blast pot connections. Use and maintain the dryer throughout surface preparation work.

6. Use a venturi-type, or other high velocity-type, abrasive blast nozzles supplied with at least 100 pounds per square inch gauge air pressure at the nozzle and enough volume to obtain appropriate blast cleaning production rates and surface cleanliness.

7. Provide airborne particulate evacuation and filtering that meets OSHA safety standards. Maintain optimal visibility both to clean and provide the specified surface profile and to allow inspection of the substrate during surface preparation work.

8. If prepared and cleaned metallic substrates become contaminated between final surface preparation work and coating system application, or if the prepared substrate darkens or changes color, re-clean by water blasting, or abrasive blast cleaning as appropriate until the specified degree of cleanliness is restored.

B. Water jetting or water blasting: 1. Use water jetting or water blasting for recoating or relining where an adequate

surface profile exists. 2. Perform water jetting or water blasting in accordance with SP 13 and SSPC-

WJ-1, WJ-2, WJ-3, WJ-4.

3.06 PREPARATION REQUIREMENTS FOR CONCRETE SURFACES

A. Cure for at least 28 days before coating.

B. Remove degraded concrete using abrasive blast cleaning or high or ultrahigh pressure water jetting, chipping, or other abrading tools until achieving a sound, clean substrate. Remove all bruised or cracked concrete.

C. Prepare substrate cracks and areas requiring resurfacing; perform detail treatment, including, but not limited to, terminating edges per the CSM's recommendations. 1. Prepare concrete surfaces in accordance with SSPC-SP 13.

D. Prepare concrete surfaces in accordance with SSPC-SP 13. 1. Inspect concrete surfaces to select appropriate surface preparation method to

provide a suitable substrate for the specified coating system. 2. Use blast cleaning or other means to expose the complete perimeter of air

voids or bug holes. Do not leave shelled over, hidden air voids beneath the exposed concrete surface.

3. Repair concrete defects and physical damage. 4. Clean concrete surfaces of dust, mortar, formwork, fins, loose concrete

particles, form release materials, oil, and grease. 5. Fill voids to provide surface as specified in Section 03366 - Tooled Concrete

Finishing.


E. Provide clean substrate visually free of calcium sulfate, loose, coarse, or fine aggregate, laitance, loose hydrated cement paste, and otherwise harmful substances. 1. Confirm concrete surface minimum pH of 9.0 with surface pH testing. 2. If after surface preparation the surface pH remains below 9.0, perform

additional water blasting, cleaning, or abrasive blast cleaning until additional pH testing indicates an acceptable pH level.

F. Prepare concrete surface for coating in accordance with SSPC-SP 13. 1. Provide ICRI 310.2 minimum No. 3 concrete surface profile (CSP) or as

specified on Coating Detail Sheets. 2. Evaluate profile of the prepared concrete using ICRI 310.2 surface profile

replicas.

G. Blast clean cementitious repair mortars or grouts to the same profile and degree of cleanliness requirements required for concrete substrates.

H. Blast clean polymer-based surfacers or waterborne modified cementitious surfaces only if they have exceeded the CSM's recommended recoat time.

I. Vacuum all concrete surfaces before coating application, leaving a dust free, sound concrete substrate. 1. Thoroughly clean concrete surfaces to be coated to remove loose dirt and

spent abrasive. 2. Remove debris produced by blast cleaning from the structures to be coated,

and legally dispose of it off-site.

J. Test moisture content of concrete to be coated: 1. Conduct ASTM D4263 plastic sheet test at least once for every 500 square

feet of surface area to be coated. a. Any moisture on plastic sheet after test period constitutes a

non-acceptable test, and the concrete must be dried further. 2. Conduct ASTM F1869 test at least once for every 1,000 square feet of

concrete floor surface area to be coated. 3. Conduct ASTM F2170 one relative humidity moisture test at least once for

each 500 square feet of non-floor concrete surface area where the opposite side is exposed to soil or water.

4. Comply with specified minimum moisture content and CSM’s written recommendations for moisture vapor transmission rates or relative humidity values.

3.07 GENERAL PREPARATION REQUIREMENTS FOR METALLIC SURFACES

A. Remove rust, scale, and welding slag and spatter. 1. Remove and grind smooth all excessive weld material and weld spatter on

metal surfaces before blast cleaning in accordance with NACE SP0178, Appendix C, Level C.

2. Grind sharp edges on metal substrate to approximately 1/16-inch radius before abrasive blast cleaning.

B. Prepare metallic surfaces in accordance with applicable portions of surface preparation specifications of the SSPC specified for each coating system. 1. Remove grease and oil in accordance with SSPC-SP 1.


2. Use solvent as recommended by the CSM. 3. Measure profile depth of the surface to be coated in accordance with Method

C of ASTM D4417. Contractor shall select blast particle size and gradation to produce the specified surface profile.

4. Constantly monitor and maintain ambient environmental conditions to ensure cleanliness and that no “rust back” occurs before coating material application.

C. Prepare metallic surfaces by blast cleaning in accordance with SSPC-VIS 1 (ASTM D2200). Prepare abrasive blast representative areas for the Owner's representative to inspect on the first day of cleaning.

D. Unless otherwise specified, the requirements for blast cleaning steel, ductile iron, and stainless steel substrates are as follows: 1. Ferrous metal surfaces not to be submerged: Abrasive blast in accordance

with SSPC-SP 10 unless blasting may damage adjacent surfaces, is prohibited, or is specified otherwise. Where abrasive blasting is not possible, clean surfaces to bare metal with power tools in accordance with SSPC-SP 11.

2. Ferrous metal surfaces to be submerged: Abrasive blast in accordance with SSPC-SP 5, unless specified otherwise, to clean and provide roughened surface profile with a depth between 2 and 4 mils.

3. Remove traces of grit, dust, dirt, rust scale, friable material, loose corrosion products, or embedded abrasive from substrate before coating application.

4. When abrasive blasted surfaces rust or discolor before coating, abrasive blast clean surfaces again.

E. Field preparation of shop-primed surfaces: 1. Smooth welds and prominences with power tools before applying field-applied

coatings. 2. Clean and dry shop-primed ferrous metal surfaces and fabricated assemblies

before applying field coats. 3. Prepare shop epoxy primed surfaces with light abrasive blasting or abrading

and then vacuum before applying finish coats. a. Follow CSM instructions for surface preparation when the primer recoat

limit has been exceeded. 4. Non-immersion service: Clean in accordance with SSPC-SP 2 (Hand Tool

Cleaning) or SSPC-SP 3 (Power Tool Cleaning) and uniformly roughen. 5. Immersion, BSC, and SC service: Remove shop primer in accordance with

SSPC-SP 5 (Near-White Blast Cleaning).

F. Damaged shop primer or rust bleeding: 1. Ferrous metals: Clean in accordance with SSPC-SP 1 (Solvent Cleaning) and

spot blast in accordance with SSPC-SP 10 (Near-White Metal Blast Cleaning) to achieve a uniform surface profile between 2.0 and 2.5 mils before recoating.

2. Reject galvanized steel with rust bleeding.

G. Damaged coating: Repair by abrasive blast cleaning surfaces as specified for the coating system; feather to a smooth transition before touching up.

3.08 PREPARATION REQUIREMENTS BY SURFACE TYPE

A. Galvanized steel and non-ferrous metal surfaces: 1. Degrease or solvent clean (SSPC-SP 1) to remove oily residue.


2. Abrasive blast clean in accordance with SSPC-SP 16. a. If abrasive blast cannot be performed, abrade in accordance with

SSPC-SP 3 (Power Tool Cleaning). 3. Apply metal pretreatment within 24 hours before coating galvanized surfaces

that cannot be thoroughly abraded, such as bolts, nuts, or preformed channels.

4. Test surface for contaminants using copper sulfate solution.

B. Stainless-steel surfaces: 1. Abrasive blast clean in accordance with SSPC-SP 16 to leave a clean, uniform

appearance with surface profile between 1.5 and 2.5 mils.

C. Ductile iron pipe and fittings to be lined or coated: Abrasive blast clean in accordance with NAPF 500-03.

D. Sherardized, aluminum, copper, and bronze surfaces: 1. Abrasive blast clean in accordance with SSPC-SP 16. 2. Prepare in accordance with CSM's instructions.

E. Cadmium-plated, zinc-plated, or sherardized fasteners: 1. Abrasive blast in the same manner as uncoated metal when assembling

equipment designated for abrasive blasting.

F. PVC and FRP surfaces: 1. Lightly sand surfaces to be coated.

a. Sand to remove gloss and establish uniform surface profile. 2. Vacuum to remove loose dust, dirt, and other materials. 3. Solvent clean with clean white rags and allow solvent to evaporate completely

before applying coating materials.

3.09 APPLICATION REQUIREMENTS

A. Apply coatings in accordance with manufacturer's instructions.

B. Empty aboveground piping to be coated of contents when applying coatings.

C. Mechanical equipment shop primed by the manufacturer. 1. Pumps and valves: Shop coat with manufacturer's highest quality coating

system meeting the project specifications. a. Contractor shall provide CTR shop coating reports.

2. Non-immersed equipment: Touch up shop primer, and coat in the field with specified coating system after installation. a. If project requires equipment removal and reinstallation, complete touch-

up coating after final installation. 3. Immersed equipment not shop coated: Remove shop primer before surface

preparation and field apply coating.

D. Verify surface preparation immediately before applying coating in accordance with SSPC SP COM and the SSPC visual standard for the specified surface preparation method.

E. Allow surfaces to dry, except where coating manufacturer requires surface wetting before coating.


F. Wash coat and prime sherardized, aluminum, copper, and bronze surfaces, or prime with manufacturer's recommended special primer.

G. Do not apply coatings to a surface until it has been prepared as specified.

H. Use equipment designed to apply materials specified. 1. Use compressors with moisture traps and filters that remove water and oils

from the air. a. Perform a paper blotter test at the Engineer's request to verify air is

sufficiently free of oil and moisture. Do not allow the amount of oil and moisture to exceed CSM-recommended amount.

2. Equip spray equipment with properly sized mechanical agitators, pressure gauges, pressure regulators, and spray nozzles.

I. Where 2 or more coats are required, tint prime coat intermediate coats as necessary to distinguish each coating and to help indicate coverage. 1. Do not use color additives with chromium, lead or lead compounds that

hydrogen sulfide, other corrosive gases, might destroy or alter. Apply the specified number of coats.

J. Apply coating by brush, roller, trowel, or spray unless a specific application method is required by coating manufacturer's instructions or these Specifications. 1. Apply primer or first coat by brush to power tool cleaned ferrous surfaces. 2. Brush or spray-apply coats for blast-cleaned ferrous surfaces and subsequent

coats for non-blast cleaned ferrous surfaces. 3. After prime coat dries, mark, repair, and retest pinholes and holidays before

intermediate or top coats are applied.

K. Spray application: 1. With a brush, stripe coat edges, welds, corners, nuts, bolts, and difficult-to-

reach areas, as necessary, before spray application to ensure specified coating thickness along edges.

2. When using spray application, apply each coat to thickness no greater than recommended in coating manufacturer's instructions.

3. Use airless spray method unless air spray method is required by CSM's instruction or these Specifications.

4. Conduct spray coating under controlled conditions. Protect adjacent construction and property from coating mist, fumes, or overspray.

L. Lightly sand and thoroughly clean surfaces to receive high-gloss finishes unless CSM instructs otherwise.

M. Remove all dust on coatings between coats.

N. Shop and field coats: 1. Prime coat: Shop-apply or field-apply prime coats as specified. Use shop-

applied primer compatible with the specified field coating system and apply at the minimum dry film thickness recommended by the finish coat CSM. a. Provide data sheets identifying the shop primer to on-site coating

application personnel. b. Perform adhesion tests on the shop primer. c. Remove and recoat damaged, deteriorated, and poorly applied shop

coatings.


d. If shop primer coat meets this Section's requirements, spot prime exposed metal of shop-primed surfaces before spray applying primer over the entire surface.

2. Field coats: Apply field coats with 1 or more prime coats and finish coats to build up coating to dry film thickness specified for the coating system. a. Do not apply finish coats until other work in the area is complete and

previous coats are inspected. 3. Adhesion confirmation: Perform adhesion tests after proper coating cure in

accordance with ASTM D3359. Demonstrate that: a. Prime coat adheres to the substrate. b. Coatings adhere to the prime and intermediate coats.

1) Coating 5 mils or more DFT: Achieve adhesion test result of 5A on immersed surfaces and 4A or better on other surfaces.

2) Coating less than 5 mils DFT: Achieve adhesion test results of 5B on immersed surfaces and 4B or better on other surfaces.

O. Brush, roll, trowel, or spray and back roll coats for concrete and masonry.

P. Drying and recoating: 1. Provide fans, heating devices, or other means to prevent condensate or dew

on substrate surface or between coats and during curing after applying the last coat.

2. Allow each coat to cure or dry thoroughly, in accordance with if required in CSM’s printed instructions, before recoating.

3. Use CSM's printed instructions and the requirements specified in this Section to determine minimum required drying time. a. Do not allow excessive drying time or exposure, which may impair bond

between coats. b. Recoat all coatings within time limits recommended by CSM. c. If time limits are exceeded, abrasive blast clean and de-gloss clean before

applying another coat. 4. If limitations on time between abrasive blasting and coating are not met before

attaching components to surfaces that cannot be abrasive blasted, coat components before attachment.

5. Ensure primer and intermediate coats of coating are unscarred and completely integral when applying each succeeding coat.

6. Touch up suction spots between coats and apply additional coats where required to produce finished surface of solid, even color, free of defects.

7. Leave no holidays. Repair all holidays in accordance with the requirements on pertinent Coating Detail Sheets or as recommended by the CSM.

8. Sand and feather in to a smooth transition and recoat scratched, contaminated, or otherwise damaged coating surfaces so repairs are invisible to the naked eye.

Q. Workmanship: 1. Ensure that coated surfaces are free from runs, drips, ridges, waves, laps, and

brush marks. Coats shall be applied to produce a smooth, even film of uniform thickness completely coating corners and crevices.

2. Coat surfaces without drops, overspray, dry spray, excessive runs, ridges, waves, holidays, laps, or brush marks.

3. Remove splatter and droppings after coating work is completed. 4. Evenly apply each coat of material and sharply cut to a line created with

masking tape or other suitable materials.


5. Avoid over spraying or spattering paint on surfaces not to be coated. Protect glass, hardware, floors, roofs, vehicles, and other adjacent areas and installations by taping, drop cloths, or other suitable measures.

6. When coating complex steel shapes, stripe coat welds, edges of structural steel shapes, metal cut-outs, pits in steel surfaces, or rough surfaces with the primer before overall coating system application. a. Brush apply stripe coat to ensure proper coverage. b. Do not stripe coat with spray or roller.

7. Ensure that finish coat, including repairs, has a uniform color and gloss.

R. Coating properties, mixing, and thinning: 1. Thin prime coat and apply as recommended by the CSM. .Thinned coating

must comply with prevailing air pollution control regulations. 2. If maximum recoat time is exceeded, prepare surface with solvent washing,

light abrasive blasting, or other procedures per CSM’s instructions. 3. Allow adequate drying time between coats as instructed by the CSM, adjusted

as necessary for the site conditions. 4. Ensure that coatings, when applied, provide a satisfactory film and a smooth

even surface. Lightly sand glossy undercoats to provide a surface suitable for proper application and adhesion of subsequent coats. Thoroughly stir and strain coating materials during application and maintain uniform consistency.

5. Mix coatings with 2 or more components in accordance with CSM’s instructions.

6. Where necessary to suit conditions of the surface, temperature, weather and method of application, thin the coating per CSM's recommendations. a. Ensure that volatile organic content (VOC) of the thinned coating complies

with prevailing air pollution control regulations. b. Thin coatings to only what is necessary to obtain proper application

characteristics. c. Use a thinner recommended by the CSM.

S. Film thickness and continuity: 1. Apply coating to the specified thicknesses.

a. Apply additional coats when necessary to achieve specified thicknesses, especially at edges and corners.

2. Verify WFT of the coating system first coat and after applying each subsequent coat.

3. Do not allow the minimum thickness at any point to deviate more than 25 percent from the required average.

4. Do not allow the surface area covered per gallon of coating for various types of surfaces to exceed those recommended by the CSM. a. Provide coating coverage worksheets listing the maximum and minimum

coverage for each unit volume of coating for concrete surfaces. 5. Apply additional coats to achieve the specified dry film thickness if brush or

roller application methods cannot achieve the specified film thicknesses per coat.

T. Protecting coated surfaces: 1. Do not handle, work on, or otherwise disturb coated items until the coating is

completely dry and hard. 2. After installation, recoat shop-coated surfaces with specified coating system as

necessary to match surrounding surfaces, and to coordinate with the specified color identification requirements.


U. Special requirements: 1. Before erection, apply all but the final finish coat to interior surfaces of roof

plates, roof rafters and supports, pipe hangers, piping in contact with hangers, and contact surfaces inaccessible after assembly. Apply final coat after erection.

2. Coat structural slip-critical connections and high strength bolts and nuts after erection.

3. Areas damaged during erection: a. Prepare surface for spot repairs as specified for the coating system. b. Recoat with prime coat before applying subsequent coats. c. Touch up surfaces after installation. d. Clean and dry surfaces to be coated at time of application.

4. Coat underside of equipment bases and supports not galvanized with at least 2 coats of primer specified before setting the equipment in place.

5. Coat aluminum in contact with concrete.

3.10 APPLICATION REQUIREMENTS FOR CONCRETE COATING SYSTEMS

A. Apply filler/surfacer as recommended by CSM to fill bug holes and air voids in concrete or block texture in CMU, leaving a uniformly filled surface that does not produce blowholes or outgassing causing the coating system to pinhole. 1. Allow filler/surfacers to cure sufficiently before applying prime coat as required

by the CSM. Use the CSM-recommended drying time between coats.

B. Apply surfacer or filler and let dry before coating application. 1. Use the drying time between filler/surfacer and coating system specified by the

CSM for the site conditions. a. Let concrete substrate dry before applying filler/surfacers or coating

system materials. 2. If the maximum recoat time is exceeded, prepare surfaces by solvent washing,

light abrasive blasting, and other procedures per CSM's instructions. 3. Apply a complete parge coat of the specified filler/surfacer material over the

entire substrate before applying the coating system. a. Scrub filler/surfacer into the substrate to completely fill open air voids and

bug holes. b. Completely cover the substrate, unless otherwise specified, above such

filled voids by 1/8 inch of thickness. c. Provide relatively flat, uniformly even surface before coating application.

4. Secondary containment: Place surfacer or filler 1/16 inch thick above concrete plane to create a monolithic surface free of pinholes. a. Floor surfaces: Broadcast with aggregate to create a non-slip surface

texture. b. Remove excess aggregates and apply base coat to encapsulate

embedded non-slip aggregate.

C. Concrete substrate temperatures: 1. Apply filler/surfacers and the coating system when temperatures are falling,

typically late afternoon or evening. a. Do not coat concrete with rising concrete substrate surface temperatures

or substrates in direct sunlight, to minimize outgassing from the substrate and formation of pinholes, and/or blistering.

2. Should bubbles, pinholes, or other discontinuities form in the applied coating system material, they shall be repaired.


a. Should discontinuities develop in the filler/surfacer material or in the first coat of the coating material, repair them before the next coat.

b. When discontinuities occur, open the air void behind or beneath the discontinuities and completely fill with specified coating material. Then, abrade the coated area around the discontinuities repair reapply coating over that area.

D. Perform application detail work in accordance with these Specifications, the CSM’s current written recommendations, and drawings, whichever is stricter.

E. Concrete coating systems application requirements: 1. Concrete coating minimum dry film thickness excludes parge coat, block filler,

and sealer.

3.11 COATING SYSTEM SCHEDULE

A. Appendix A specifies surfaces to be coated in the field with the coating systems required.

3.12 SURFACES NOT REQUIRING COATING

A. Stainless steel piping, valves, pipe supports, instrument sunshades.

B. Sliding surfaces on expansion joints, motor and pump shafts, machined surfaces at bearings and seals, grease fittings, etc.

C. Galvanized structural steel framing, galvanized roof decking, galvanized pipe supports.

D. Copper and brass pipe, fittings, valves, etc.

E. Bronze valves, bearings, bushings, and fasteners.

F. Corrosion resistant special alloys: Inconel, Alloy 20, Hastelloy, etc.

G. Exterior Concrete.

H. Plastic surfaces except coat PVC, CPVC, and other plastic piping system exposed to sunlight.

I. Buried Piping that is encased in concrete or cement mortar.


A. Owner-provided inspection or inspection by others does not limit the Contractor’s or CSA’s responsibilities for quality workmanship or quality control as specified or as required by the CSM’s instructions. Owner inspection is in addition to any inspection required of the Contractor.

B. Owner may perform, or contract with an inspection agency to perform, quality control inspection and testing of the coating work covered by this Section. These inspections may include the following: 1. Inspect materials upon receipt to ensure that the CSM supplied them.


2. Verify that specified storage conditions for the coating system materials, solvents, and abrasives are provided.

3. Inspect and record findings for substrate cleanliness. 4. Inspect and record pH of concrete and metal substrates. 5. Inspect and record substrate profile (anchor pattern). 6. Measure and record ambient air and substrate temperature. 7. Measure and record relative humidity. 8. Check for substrate moisture in concrete. 9. Verify that mixing of coating system materials is in accordance with CSM’s

instructions. 10. Inspect, confirm, and record that coating system materials' "pot life" is not

exceeded during installation. Inspect to verify that recoat limitations for coating materials are not exceeded.

11. Perform adhesion testing. 12. Measure and record the coating system's thickness. 13. Verify proper curing of the coating system in accordance with the CSM's

instructions. 14. Holiday or continuity testing in accordance with NACE SP0188 for coatings

that will be immersed or exposed to aggressively corrosive conditions.

C. Contractor shall perform holiday testing in accordance with NACE SP0188 to identify holidays or pinholes needing repair for coating over 100 percent of surfaces: 1. Coated steel that will be immersed or exposed to aggressively corrosive

conditions. 2. Coated concrete. 3. Perform holiday tests after proper application and coating system cure.

3.14 CORRECTIVE MEASURES

A. Repair pinholes or holidays identified by Holiday Testing as follows: 1. Remove the coating system with a grinder or other suitable power tool. 2. Remove coating system at all pinholes and holidays at least 2 inches diameter

around the defect back to expose substrate. 3. Concrete voids: chip back to expose entire cavity in all directions.

a. Completely fill void with approved filler/surfacer material using a putty knife or other suitable tool, and strike off. Cure per CSM’s recommendations.

4. Aggressively abrade or sand the intact coating system surface at least 3 inches beyond the removal area in all directions to produce a uniform 6- to 8-mil profile in the intact coating system.

5. Vacuum the prepared area to remove all dust, dirt, etc., leaving clean, sound surfaces.

6. Tape to mask the periphery of the prepared intact coating area to prevent coating repair application onto the prepared area.

7. Apply the coating system with enough coats to achieve the specified finish coat thickness over the defect and coating removal area. Feather the coating onto the abraded coated surfaces around the removal area to avoid a lip and to achieve a neat repair outline.

8. Follow curing time between coats as specified by CSM for the site conditions. Solvent wash and abrasive blast per CSM's instructions, if the maximum recoat time is exceeded.

9. Apply coating at specified dry film thickness.


3.15 CLEANUP

A. Remove surplus materials, protective coverings, and accumulated rubbish after completing coating. Thoroughly clean surfaces and repair overspray or other coating-related damage.

3.16 FINAL INSPECTION

A. Conduct final inspection of coating system work to determine whether it meets specifications requirements.

B. Conduct subsequent final inspection with Engineer to ensure work conforms to contract documents requirements.

C. Mark any rework required. 1. Re-clean and repair, as specified, at no additional cost to the Owner.

END OF SECTION

A.

EPU-M-1 Metals, exterior, non-immersed

EPX-M-3 Metals, immersed

EPX-M-5

Aluminum surfaces in contact with concrete or masonry.

Locations where Alkali-resistant bitumastic is specified.

EPX-M-6-BG Below grade or buried valves

EPX-C-2 Safety markings

1: Non-immersed ferrous metal surfaces include:

a. Doors, doorframes, ventilators, louvers, grilles, exposed sheet metal, and flashing.

b. Pipe, valves, pipe hangers, supports and saddles, conduit, cable tray hangers, and

supports.

c. Motors and motor accessory equipment.

d. Drive gear, drive housing, coupling housings, and miscellaneous gear drive

equipment.

e. Valve and gate operators and stands.

f. Structural steel.

g. Crane and hoist rails.

h. Exterior of tanks and other containment vessels.

i. Mechanical equipment supports, drive units, and accessories.

j. Bare electrical equipment: boxes, exposed conduit, and accessories.

k. Pumps not submerged.

l. Other miscellaneous metals.

2: Immersed ferrous metal surfaces include:

a. Interior surfaces of ferrous metal tanks.

b. Field priming of ferrous metal surfaces with defective shop-prime coat; including non-

submerged service.

c. Bell rings, underside of manhole covers and frames.

d. Sump pumps, including underside of base plates and submerged suction and

discharge piping.

e. Exterior of submerged piping and valves other than stainless steel or PVC piping.

f. Submerged pipe supports and hangers.

g. Stem guides.

h. Other submerged iron and steel metal unless specified otherwise.

The following schedule is incomplete. Coat unlisted surfaces with same coating system as

similar listed surfaces. Contact Engineer for clarification.

APPENDIX ASchedule of Surfaces to be Coated

Notes:

August 2019 - BID 09960 Appendices-1 11397A10pw://Carollo/Documents/Client/OR/Medford Water Commission/11397A10/Specifications/09960 Appendices(BID)

Coating System

Coating Material

Substrate

Products Primer Intermediate Coat Finish Coat

Carboline Carboguard 890 Carboguard 890 Carbothane 134 VOC

International Paint Devran 224V Devran 224V Devthane 379

PPG Amercoat 385 Amercoat 385 Amercoat 450H

Sherwin Williams Macropoxy 646 Macropoxy 646 Hi Solids Polyurethane

Tnemec Series 66HS Series 66HS Series 1095

Service Condition

Surface Preparation

General

Ferrous Metal

Nonferrous Metal

Galvanized Metal

Surface profile

Ferrous Metal

Nonferrous Metal

Galvanized Metal

System Thickness (Dry Film)

Total

Primer

Intermediate Coat

Finish Coat

Application

Special CTR Training

Appendix BCoating Detail Sheet

EPU-M-1Two coats epoxy with polyurethane finish coat

Metal

Interior or Exterior, subject to direct sunlight. Non-immersion.

Prepare surfaces as specified in this Section and as follows.

Bare surfaces: SSPC-SP10, Near-White Blast Cleaning.

Shop primed surfaces: SSPC-SP2, Hand Tool Cleaning or SSPC-SP3, Power Tool Cleaning.

Damaged primer or rust: SSPC-SP10, Near White Blast Cleaning and spot prime.

SSPC-SP16, Brush Blast Cleaning.

SSPC-SP16, Brush Blast Cleaning. Test for surface contaminants.

2.5 to 3.0 mils

1.5 to 2.0 mils

1.5 to 2.0 mils

10 to 13 mils

Not required.

4 to 5 mils

4 to 5 mils

2 to 3 mils

August 2019 - BID 09960 Appendices-2 11397A10pw://Carollo/Documents/Client/OR/Medford Water Commission/11397A10/Specifications/09960 Appendices(BID)

Coating System

Coating Material

Substrate


Carboline Carboguard 891 Carboguard 891 Carboguard 891

International Paint Bar-Rust 236 Bar-Rust 236 Bar-Rust 236

PPG Amercoat 240 Amercoat 240 Amercoat 240

Sherwin Williams Macropoxy 80 Macropoxy 80 Macropoxy 80

Tnemec Series 104 Series 104 Series 104

Service Condition

Surface Preparation

General

Ferrous Metal

Nonferrous Metal

Galvanized Metal

Surface profile

Ferrous Metal

Nonferrous Metal

Galvanized Metal


Total

Primer

Intermediate Coat

Finish Coat

Application



EPX-M-3Epoxy

2.5 to 3.0 mils

1.5 to 2.0 mils

SSPC-SP16, Brush-Off Blast Cleaning.


Metal

Immersed; non-immersed, corrosive environment.

Not for Biogenic Sulfide Corrosion areas in wastewater.


Bare surfaces: SSPC-SP5, White Metal Blast Cleaning.

Shop primed surfaces: SSPC-SP7, Brush-Off Blast Cleaning.

Damaged primer or rust: SSPC-SP5, White Metal Blast Cleaning and spot prime.

Not required.

4 to 8 mils

1.5 to 2.0 mils

4 to 8 mils

16 to 20 mils

4 to 8 mils

pw://Carollo/Documents/Client/OR/Medford Water Commission/11397A10/Specifications/09960 Appendices(BID)August 2019 - BID 09960 Appendices-3 11397A10

Coating System

Coating Material

Substrate


Carboline CSM recommended None applied Carbomastic 15

International Paint CSM recommended Bar-Rust 231 Bar-Rust 231

PPG CSM recommended None applied Amerlock 2 AL

Sherwin Williams CSM recommended None applied Epoxy Mastic Aluminum II

Tnemec CSM recommended Series 135 Series 135

Service Condition

Surface Preparation

General

Ferrous Metal

Surface profile

Ferrous Metal


Total

Primer

Finish Coat

Application



EPX-M-5Epoxy mastic

Ferrous Metal

Interior, corrosive environment, confined enclosures, where minimal surface preparation is

possible.


Bare surfaces: SSPC-SP11, Power to Cleaning to Bare Metal.

Shop primed surfaces: SSPC-SP3, Power Tool Cleaning.

Damaged primer or rust: SSPC-SP11, Power to Cleaning to Bare Metal.

15 mils

Not Required.

2.0 to 2.5 mils

15 to 19 mils

2 to 4 mils


Coating System

Coating Material

Substrate




PPG Amerlock 2/400 Series Amerlock 2/400 Series Amerlock 2/400 Series


Tnemec Series 66HS Series 66HS Series 66HS

Service Condition

Surface Preparation

General

Ferrous Metal

Nonferrous Metal

Galvanized Metal

Surface profile

Ferrous Metal

Nonferrous Metal

Galvanized Metal


Total

Primer

Intermediate Coat

Finish Coat

Application

General



EPX-M-6-BGEpoxy

Metal

Below grade in contact with soil.


SSPC-SP10, Near White Metal Blast Cleaning.

2.5 to 3.0 mils

1.5 to 2.0 mils



16 mils

4 to 6 mils

4 to 6 mils

1.5 to 2.0 mils

4 to 6 mils

Fill all bugholes with a filler/surfacer compatible with the coating.

Not Required.


Coating System

Coating Material

Substrate




PPG Amerlock 2/400 Series Amerlock 2/400 Series Amerlock 2/400 Series


Tnemec Series 66HS Series 66HS Series 66HS

Service Condition

Surface Preparation

General

Concrete

Existing Coated Concrete

Masonry

Surface profile

Concrete

Existing Coated Concrete

Masonry


Total

Application

General


Cure at least 28 days and dry to the CSM's recommended moisture content.

Remove loose concrete and laitance from surfaces, and repair voids and cracks as specified in this

Section.

Remove all existing coating to a sound substrate or intact, well-adhered coating.

Abrade all surfaces to achieve required surface profile and vacuum to remove all loose dirt, paint

chips, and dirt.

Cure at least 28 days and dry to CSM's recommended moisture content.

Fill holes or other joint defects with mortar and repoint. Scrape or chip to remove loose or splattered

motar.

Wash and scrub masonry surfaces with clear water to remove foreign and deleterious substances.

Do not use muriatic acid.

Fill surfaces with block filler compatible with the specified primer after cleaning.

Concrete or masonry

Interior, Non-Immersion, Moderately Corrosive.



EPX-C-2Epoxy

Not Required.

0.5 to 1.5 mils

0.5 to 1.5 mils

0.5 to 1.5 mils

10 mils, excluding block filler and sealer.

Let sealer or filler dry at least 48 hours before primer application.

Use CSM's recommended drying time between coats.


August 2019 - BID 11294C-1 11397A10 pw://Carollo/Documents/Client/OR/Medford Water Commission/11397A10/Specifications/11294C (Bid)

SECTION 11294C

FABRICATED STAINLESS STEEL SLIDE GATES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Slide gates and accessories.

B. As specified in Section 01600 - Product Requirements

1.02 REFERENCES

A. American Water Works Association (AWWA): 1. C560 - Cast-Iron Slide Gates. 2. C561 - Fabricated Stainless Steel Slide Gates.

B. American Welding Society (AWS): 1. D1.6 - Structural Welding Code-Stainless Steel.

C. ASTM International (ASTM): 1. A276 - Standard Specification for Stainless Steel Bars and Shapes. 2. D1248 - Standard Specification for Polyethylene Plastics Extrusion Materials

for Wire and Cable. 3. D2000 - Standard Classification System for Rubber Products in Automotive

Applications.

1.03 DESIGN REQUIREMENTS

A. Except as modified or supplemented in this Section, all gates and operators shall conform to the requirements of AWWA C561, latest edition.

B. Gates: 1. Design gate slides, frames, and yokes with a minimum safety factor of 5 for

tensile, compressive, and shear stresses under design seating and unseating heads specified.

2. Design gates to meet seating and unseating heads specified in the Slide Gate Schedule. Modify gates as necessary to meet specified design requirements.

3. Gates shall meet leakage requirements of AWWA C 561 latest edition.

C. Slide: Maximum deflection under design seating and unseating head shall equal l/320 of span.

D. Yoke: Maximum deflection under design seating and unseating head and at full operating load shall equal l/360 of span.

E. Stem: 1. Maximum slenderness ratio shall not exceed 200. 2. Maximum diameter: Provide stem guides at a spacing to maintain stem

diameter of 2 inches or less.


3. Compressive strength shall equal a minimum of 2 times the rated output of the bench stand.

1.04 SUBMITTALS


B. Product data: As specified in Section 15050 - Common Work Results for Mechanical Equipment.

C. Shop drawings: As specified in Section 15050 - Common Work Results for Mechanical Equipment.

D. Vendor operation and maintenance manuals: As specified in Section 01782 - Operation and Maintenance Data.

E. Commissioning submittals: 1. Provide Manufacturer’s Certificate of Installation and Functionality Compliance

as specified in Section 01756 - Commissioning.

F. Product data: 1. Wall thimbles. 2. Manufacturer's installation instructions.

a. Include installation and adjustment instructions from gate manufacturer for every type of gate.

3. Layout and installation drawings for each gate size and type. 4. Complete bill of materials.

G. Calculations: 1. Calculations and design data substantiating conformance with the drawings

and specifications. 2. Gate operators: As specified in Section:13446 - Manual Actuators 3. Submit calculations and design data substantiating conformance with the

drawings and Specifications. a. Gate opening and closing thrust forces that will be transmitted to the

support structure with operator at extreme positions and load. b. Torque required to open and close the gate, including maximum torque at

any point along gate travel. Indicate thrust valve and stem factor. c. Breakaway torque from seat. Indicate thrust valve and stem factor.

H. Factory markings: 1. Mark gates according to the schedule numbers when such numbers are used. 2. Where thimbles, frames, and other components are not interchangeable,

match mark components. 3. Assembled gates: Shop inspected and adjusted before shipping.

1.05 WARRANTY

A. Provide warranty as specified in Section 01783 - Warranties and Bonds.


PART 2 PRODUCTS

2.01 MANUFACTURERS

A. One of the following or equal: 1. Waterman Ind., Inc., Model R. 2. Rodney Hunt Co., Series 700. 3. H. Fontaine, Series 20.

B. Operators and anchor bolts: Provided by slide gate manufacturer.

2.02 MATERIALS

A. Stainless steel, ASTM A276, Type 304 or 316: 1. Components or structural shapes which are welded:

a. Materials: Type 304L or 316L stainless steel. b. Manufacturer's shop welds, welding procedures, and welders:

1) Qualified and certified in accordance with the requirements of AWS D1.6.

B. Neoprene, ASTM D2000, Grade 2 BC 510.

C. Ultra-high molecular weight polyethylene, ASTM D1248.

2.03 COMPONENTS

A. Gate slide: Fabricate using Type 316 or 316L stainless steel plate with welded structural shapes reinforcement.

B. Frames: Guides, invert members and yokes welded to form 1-piece: 1. Material:

a. Type 316 or 316L stainless steel. b. Capable of providing true dimensions within tolerances and preventing

binding and excessive wear of sliding parts. 2. Mounting: Embedded or face-mounted as scheduled in Slide Gate Schedule. 3. Guide length: Sufficient to retain at least 2/3 of gate slide when gate is in fully

open position. 4. Additional supports: Not required in members above operating floor. 5. Yoke to support bench stand operator: Form by 2 angles welded to gate

frame. 6. Yoke arrangement: Capable of allowing removal of slide. 7. Provide yoke-mounted pedestal (torque tube) to transfer thrust from operator

to gate frame.

C. Stem: 1. Material: Type 304 stainless steel. 2. Diameter: Capable of withstanding anticipated opening and closing thrusts

under head as scheduled in this Section. 3. Length: Capable of permitting easily installation and removal.


D. Frame seals: 1. Self-adjusting, ultra-high molecular weight polyethylene or adjustable J-bulb

seals around perimeter of gate slide. a. Use only J-bulb seals when an unseating head condition exists.

2. Hold seals in place by Type 316 or 316L stainless steel bar and fasteners. 3. Set seals to be slightly compressed with slide in closed position. 4. Seals shall be fully field adjustable and replaceable. 5. Provide invert seal for all downward (weir) gates. 6. Provide top seal for all standard upward opening gates.

E. Bottom seal: 1. Resilient neoprene or Buna N seal compressed by closing action of gate slide

against stop plate for all standard upward opening gates. 2. Fasteners: Type 316 stainless steel.

F. Operators: As scheduled in Slide Gate Schedule on drawings and as specified in Section 13446 - Manual Actuators.

G. Anchor bolts: Type 316 stainless steel of sufficient quantity and length to anchor the gate.

PART 3 EXECUTION

3.01 EXAMINATION

A. Inspect all components for shipping damage, conformance to specifications, and proper torques and tightness of fasteners, as specified in Section 15050 - Common Work Results for Mechanical Equipment.

3.02 INSTALLATION

A. Install equipment as indicated on the Drawings and as specified in Section 15050 - Common Work Results for Mechanical Equipment and the manufacturer's written installation instructions.

3.03 COMMISSIONING

A. As specified in Section 01756 - Commissioning, and this Section.

B. Manufacturer services: 1. Provide certificates:

a. Manufacturer’s Certificate of Installation and Functionality Compliance.

C. Functional testing: 1. Slide gate:

a. Test witnessing: Witnessed. b. After installation and checking, run each gate through at least 2 full cycles

from closed position to fully open and back to closed position. c. Conduct leak test in accordance with AWWA C560. d. Verify functionality of all switches and controls.


3.04 SCHEDULE

A. The Slide Gate Schedule is included on the following page(s). The Slide Gate Schedule is not a take-off list. Contractor shall provide additional gates per specifications and as indicated on the Drawings.


FABRICATED STAINLESS STEEL SLIDE GATE SCHEDULE

Drawing Number Quantity

Opening Size

W X H (inches)

Wall Opening Shape

Type of Closure(1)

Gate Design Pressure(2)

Gate Mounting(3)

Type of Frame(4)

Stem Type(5) Type of Operator(6)

Seating (feet)

Unseating (feet)

M-2 12 24” x 24” Square DO 8 8 FM NSC RS HW

Notes:

(1) Closure: DO = Downward Opening; FB = Flush Bottom; STD = Standard. See Typical Detail P720 for additional installation details. (2) Gate design pressure applied at centerline of gate. (3) Mounting: FM = Face Mounted; EC = Inside Existing Channel; EMB = Embedded; SP = Spigot back; FWT = "F" Wall Thimble; EWT = "E" Wall Thimble;

See Typical Detail P717 for additional installation details. (4) Frame: SC = Self-Contained; NSC = Non-Self Contained; F = Flatback; FL = Flange back. (5) Stem: RS = Rising Stem; NRS = Non-Rising Stem. (6) Operator: CO = Hand crank operator with 2-inch AWWA nut for portable operator; HW = Handwheel; HC = Hand crank; MO = Motor Operator;

MOD = Modulating Motor Operator; HO = Hydraulic Operator; MHO = Manual Hydraulic Operator (Hand Pump); BS = Bench Stand; FS = Floor Stand; IFS = Interconnect Floor Stand; PS = Pedestal Support.

END OF SECTION


SECTION 13446

MANUAL ACTUATORS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Valve and gate actuators. 2. Handwheel actuators. 3. Hand-cranked geared actuators. 4. Floor Boxes. 5. Floor stands. 6. Key operated valves. 7. Bench stands. 8. Accessory equipment and floor boxes.

1.02 REFERENCES

A. Aluminum Association (AA): 1. DAF-45 - Designation System for Aluminum Finishes.

B. American Water Works Association (AWWA).

C. National Electrical Manufacturers Association (NEMA): 1. 250 - Enclosures for Electrical Equipment (1000 V Maximum).

D. National Electrical Code (NEC).

1.03 DEFINITIONS

A. NEMA: 1. Type 4X enclosure in accordance with NEMA 250. 2. Type 7 enclosure in accordance with NEMA 250.

1.04 SUBMITTALS

A. Shop drawings: Include shop drawings and product data with associated gate or valve as an integrated unit.


A. Provide valve actuators integral with valve or gate, except for valve actuators utilizing T-wrenches or keys, and portable gate actuators intended to operate more than 1 valve.

B. Provide similar actuators by 1 manufacturer.

C. Provide gates and hand operating lifts by 1 manufacturer.


D. Provide hydraulic gate lifts by 1 manufacturer.

E. Provide hydraulic valve actuators and motorized actuators by 1 manufacturer.

1.06 MAINTENANCE

A. Extra materials: 1. Key operated valve keys or wrenches: Furnish a minimum 4 keys with 4-foot

shafts and 3-foot pipe handles or wrenches with 4-foot shafts and 3-foot handles for operating key operated valves.

PART 2 PRODUCTS

2.01 VALVE AND GATE ACTUATORS

A. Valve actuators: 1. Manual actuators:

a. Material: Type 316 stainless steel. b. Design: Hand lever. c. Spring release handle: 12-inch. d. Notch plate: 10 position. e. Secure with mounting bolts. f. Locking device so that valve can be locked in any position with a wing nut.

2. Stem and cover: a. For submerged valves, provide extension stem as indicated on the Drawings

and as Specified.

B. Stem covers: 1. Aluminum pipe:

a. Threaded cap on top. b. Bolted aluminum flange on bottom. c. Slots cut 1- by 12-inch at 18 inches on center in front and back of pipe. d. Capable of covering threaded portion of greased stems that project above

actuators when gates or valves are opened or closed. 2. Ultraviolet light resistant, clear butyrate plastic or polycarbonate pipe:

a. Capped on the upper end. b. Either threaded into the top of the gate operators or held in place by

bolt-down aluminum brackets. c. Capable of covering threaded portion of greased stems that project above

actuators when gates or valves are opened or closed. 3. Staff gauges:

a. Adhesive-backed Mylar, suitable for outdoor service. b. Calibrated in hundredths of feet. c. Read the weir crest elevations directly. d. Gauge range: 1.5 feet minimum. e. Indicate the following elevations on each staff gauge:

1) -0.75, -0.50, -0.25, 0.0, 0.25, 0.50, 0.75. f. Supplement with a stem-mounted pointer or indicator that permits direct

observation of the weir gate crest elevation. g. Apply staff gauges to each stem cover after installation of the cover and

after calibration and testing of the weir gates.


h. Set gauges precisely by a survey crew using instruments acceptable to the Engineer.

C. Stem cover flanges, pipes and caps: 1. After fabrication, etch and anodize to produce the following chemical finishes

in accordance with AA publication DAF-45: a. A 41 - Clear Anodic Coating. b. C 22 - Medium Matte Finish.

D. Gate stem covers: Concentric with stem.

E. Position indicators: 1. For all aboveground worm gear or traveling nut manual actuators, provide

position indication on the actuator enclosure. 2. Tail rods on hydraulic cylinders, or dial indicators with clear full-open and

closed position indicators, calibrated in number of turns or percentage of opening.

F. Manual or power actuator size: 1. Sized to deliver maximum force required under most severe specified

operating condition, including static and dynamic forces, seat and wedge friction, and seating and unseating forces with safety factor of 5, unless otherwise specified.

G. Actuator size: Capable of supporting weight of suspended shafting unless carried by bottom thrust bearings; shaft guides with wall mounting brackets.

H. Provisions for alternate operation: Where specified or indicated on the Drawings, position and equip crank or handwheel operated geared valve actuators or lifts for alternate operation with tripod mounted portable gate actuators.

I. Operation: Counterclockwise to open with suitable and adequate stops, capable of resisting at least twice normal operating force to prevent overrun of valve or gate in open or closed position.

J. Open direction indicator: Cast arrow and legend indicating direction to rotate actuator on handwheel, chain wheel rim, crank, or other prominent place.

K. Buried actuator housing: Oil and watertight, specifically designed for buried service, factory packed with suitable grease, completely enclosed space between actuator housing and valve body so that no moving parts are exposed to soil; provide actuators with 2-inch square AWWA operating nut.

L. Worm gear actuators: Provide gearing on worm gear actuators that is self-locking with gear ratio such that torque in excess of 160 foot-pounds will not need to be applied to operate valve at most adverse conditions for which valve is designed.

M. Traveling nut actuators: Capable of requiring maximum 100 foot-pounds of torque when operating valve under most adverse condition; limit stops on input shaft of manual actuators for fully open and closed positions; non-moving vertical axis of operating nut when opening or closing valve.


2.02 HANDWHEEL ACTUATORS

A. Manufacturers: One of the following or equal: 1. Rodney Hunt Co. 2. Waterman Industries, Inc.

B. Coating: Handwheel as specified in Section 09960 - High-Performance Coatings.

C. Mounting: Floor stand or bench stand. Unless otherwise indicated on the Drawings position actuator 36 inches (nominal) above top of walkway surface.

D. Bearings above and below finished threaded bronze operating nut: Ball or roller.

E. Wheel diameter: Minimum 24 inches.

F. Indicator: Counterclockwise opening with arrow, and word OPEN cast on top of handwheel indicating direction for opening.

G. Pull to operate: Maximum 40 pounds pull at most adverse design condition.

H. Stem travel limiting device: Setscrew locked stop nuts above and below lift nut.

I. Grease fittings: Suitable for lubrication of bearings.

2.03 HAND-CRANKED GEARED ACTUATORS

A. Type: Single removable crank; fully enclosed.

B. Mounting: Floor and bench stand. Unless otherwise indicated on the Drawings position actuator 36 inches (nominal) above top of walkway surface.

C. Operating nut: When scheduled for portable gate actuators.

D. Geared lifts: 2-speed with minimum ratio of 4 to 1.

E. Teeth on gears, spur pinions, bevel gears, and bevel pinions: Cut.

F. Lift nuts: Cast manganese bronze.

G. Exterior surfaces on cast-iron lift parts: Smooth.

H. Bearings above and below flange on lift nuts: Ball or roller; capable of taking thrust developed by opening and closing of gates under maximum operating head; with bronze sleeve bearings and sufficient grease fittings for lubrication of moving parts, including bearings and gears.

I. Crank rotation indicator: Cast arrow with word OPEN in prominent location readily visible indicating correct rotation of crank to open gate.

J. Hand cranks: 15-inch radius; requiring maximum 25 pounds pull to operate gate at maximum operating head; with: 1. Revolving brass sleeves. 2. Gears, spur pinions, bevel gears, and bevel pinions with cut teeth.


3. Cast manganese bronze lift nuts. 4. Cast-iron lift parts with smooth exterior surfaces.

K. Indicator: Dial position type mounted on gear actuator; enclosed in cast-iron or aluminum housing with clear plastic cover; marked with fully open, 3/4, 1/2, 1/4, and closed positions.

2.04 FLOOR BOXES

A. Manufacturers: The following or equal: 1. Waterman Industries, Inc.

B. Floor boxes: Cast-iron; with: 1. Counter type indicator. 2. Hinged, lockable lid with directional arrow. 3. 2-inch square AWWA operating nut. 4. Packing gland providing drip-tight seal around valve shaft.

2.05 FLOOR STAND


B. Floor stand assemblies: Heavy-duty cast-iron, suitable for mounting specified actuator.

2.06 BENCH STANDS


B. Bench stands: Handwheel actuators or hand crank, geared actuators conforming to hand-cranked geared actuator requirements, except capacity to be mounted on haunch, wall bracket, or self-contained gate yoke.

2.07 ACCESSORY EQUIPMENT

A. Wall brackets or haunches: As indicated on the Drawings.

B. Stems: Stainless steel; sized to match output of actuator; minimum gate or valve operating stem diameter; maximum 200 slenderness ratio.

C. Stem couplings: Stainless steel; internally threaded to match stem; lockable to stem by set screw.

D. Stem guides: Cast-iron with silicon bronze bushing; maximum 200 slenderness ratio; capable of being mounted with wall bracket; adjustable in 2 directions.

E. Wall brackets: Cast-iron, capable of withstanding output of actuator, adjustable in two directions.


F. Stem stuffing boxes: Cast-iron, with adjustable gland and packing.

G. Fasteners: Type 316 stainless steel.

H. Anchor bolts: As specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry except that the material shall be Type 316 stainless steel.

I. Geared valve actuators: Provided with cut gears, either spur or worm; sized to operate valves at most adverse design condition; with maximum 40-pound pull at handwheel or chain wheel rim.

J. Geared valve traveling nut actuators: Acceptable only where specified or indicated on the Drawings.

K. Accessory equipment for valves and gates requiring remote actuators: Operating stems, stem couplings, stem guides, wall brackets, and stem stuffing boxes.

PART 3 EXECUTION

3.01 INSTALLATION

A. Install floor boxes in concrete floor with lid flush with floor.

B. After installation of gate and stem covers, mark stem covers at point where top of stems are at full-open position and at closed position.

C. Attach floor stand to structure with anchor bolts.

D. Install stem stuffing boxes where operating stems pass through intermediate concrete floor slabs.

3.02 SCHEDULES

A. Geared actuators: Provide geared actuators for following valves: 1. Plug valves 6 inches, nominal size, and larger.

B. Handwheel actuators: Provide handwheel actuators for valves mounted 6 feet or less above floors.

C. Chain wheel actuators: Provide chain wheel actuators for valves mounted more than 6 feet to centerline above floors.

END OF SECTION


SECTION 15050

COMMON WORK RESULTS FOR MECHANICAL EQUIPMENT

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Basic design and performance requirements for building mechanical equipment and process mechanical equipment.

1.02 REFERENCES

A. American Gear Manufacturer's Association (AGMA) Standards: 1. 6001-E08 - Design and Selection of Components for Enclosed Gear Drives.

B. American Bearing Manufactures Association (ABMA) Standards: 1. 9 - Load Ratings and Fatigue Life for Ball Bearings. 2. 11 - Load Ratings and Fatigue Life for Roller Bearings.

C. American Petroleum Institute (API): 1. 682 - Shaft Sealing Systems for Centrifugal and Rotary Pumps.

D. ASTM International (ASTM): 1. A36 - Standard Specification for Carbon Structural Steel. 2. A48 - Standard Specification for Gray Iron Castings. 3. A125 - Standard Specification for Steel Springs, Helical, Heat-Treated. 4. A193 - Standard Specification for Alloy-Steel and Stainless Steel Bolting for

High Temperature or High Pressure Service and Other Special Purpose Applications.

5. A194 - Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.

6. A320 - Standard Specification for Alloy-Steel and Stainless Steel Bolting for Low-Temperature Service.

7. A536 - Standard Specification for Ductile Iron Castings. 8. A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or

Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process. 9. B61 - Standard Specification for Steam or Valve Bronze Castings. 10. B62 - Standard specification for Composition Bronze or Ounce Metal Castings. 11. B505 - Standard Specification for Copper Alloy Continuous Castings. 12. B584 - Standard Specification for Copper Alloy Sand Castings for General

Applications. 13. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and

Studs. 14. F594 - Standard Specification for Stainless Steel Nuts.

E. Hydraulic Institute (HI).


G. Unified Numbering System (UNS).


1.03 DEFINITIONS

A. Resonant frequency: That frequency at which a small driving force produces an ever-larger vibration if no dampening exists.

B. Rotational frequency: The revolutions per unit of time usually expressed as revolutions per minute.

C. Critical frequency: Same as resonant frequency for the rotating elements or the installed machine and base.

D. Peak vibration velocity: The root mean square average of the peak velocity of the vibrational movement times the square root of 2 in inches per second.

E. Rotational speed: Same as rotational frequency.

F. Maximum excitation frequency: The excitation frequency with the highest vibration velocity of several excitation frequencies that are a function of the design of a particular machine.

G. Critical speed: Same as critical frequency.

H. Free field noise level: Noise measured without any reflective surfaces (an idealized situation); sound pressure levels at 3 feet from the source unless specified otherwise.

I. Operating weight: The weight of unit plus weight of fluids or solids normally contained in unit during operation.


A. General: 1. Product requirements as specified in Section 01600 - Product Requirements. 2. Provisions specified under each technical equipment specification prevail over

and supersede conflicting provisions specified in this Section. 3. Equipment manufacturer's responsibility extends to selection and mounting of

gear drive units, motors or other prime movers, accessories, and auxiliaries required for proper operation.

4. Equipment units weighing 50 pounds or more: Provide with lifting lugs or eyes to allow removal with hoist or other lifting device.

B. Equipment mounting and anchoring: 1. Mount equipment on cast-iron or welded-steel bases with structural steel

support frames. a. Utilize continuous welds to seal seams and contact edges between steel

members. b. Grind welds smooth.

2. Provide bases and supports with machined support pads, dowels for alignment of mating of adjacent items, adequate openings to facilitate grouting, and openings for electrical conduits.

3. Provide jacking screws in bases and supports for equipment weighing over 1,000 pounds.


4. Design equipment anchorage, supports, and connections for dead load, running loads, loads during start-up, seismic load specified in Section 01612 - Seismic Design Criteria, and other loads as required for proper operation of equipment. a. For equipment with an operating weight of 400 pounds or greater and all

equipment that is supported higher than 4 feet above the floor, provide calculations for: 1) The operating weight and location of the centroid of mass for the

equipment. 2) Forces and overturning moments. 3) Shear and tension forces in equipment anchorages, supports, and

connections. 4) The design of equipment anchorage, supports, and connections

based on calculated shear and tension forces. 5. Anchorage of equipment to concrete or masonry:

a. Perform calculations and determine number, size, type, strength, and location of anchor bolts or other connections.

b. Unless otherwise indicated on the Drawings, select and provide anchors from the types specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

c. Provide bolt sleeves around cast-in anchor bolts for 400 pounds or greater equipment. 1) Adjust bolts to final location and secure the sleeve.

6. Anchorage of equipment to metal supports: a. Perform calculations and determine number, size, type, strength, and

location of bolts used to connect equipment to metal supports. 7. Unless otherwise indicated on the Drawings, install equipment supported on

concrete over non-shrink grout pads as specified in this Section.

1.05 SUBMITTALS


B. Product data: 1. For each item of equipment:

a. Design features. b. Load capacities. c. Efficiency ratings. d. Material designations by UNS alloy number or ASTM Specification and

Grade. e. Data needed to verify compliance with the Specifications. f. Catalog data. g. Nameplate data. h. Clearly mark submittal information to show specific items, materials, and

accessories or options being furnished. 2. Gear reduction units:

a. Engineering information in accordance with applicable AGMA standards. b. Gear mesh frequencies.

C. Shop drawings: 1. Drawings for equipment:


a. Drawings that include cut-away drawings, parts lists, material specification lists, and other information required to substantiate that proposed equipment complies with specified requirements.

2. Outline drawings showing equipment, driver, driven equipment, pumps, seal, motor(s) or other specified drivers, variable frequency drive, shafting, U-joints, couplings, drive arrangement, gears, base plate or support dimensions, anchor bolt sizes and locations, bearings, and other furnished components.

3. Installation instructions including leveling and alignment tolerances, grouting, lubrication requirements, and initial Installation Testing procedures.

4. Wiring, control schematics, control logic diagrams and ladder logic or similar for computer-based controls.

5. Recommended or normal operating parameters such as temperatures and pressures.

6. Alarm and shutdown setpoints for all controls furnished.

D. Calculations: 1. Structural:

a. Substantiate equipment base plates, supports, bolts, anchor bolts, and other connections meet minimum design requirements specified and seismic design criteria as specified in Section 01612 - Seismic Design Criteria.

2. Mechanical: a. ABMA 9 or ABMA 11 L10 life for bearings calculation methods for drivers,

pumps, gears, shafts, motors, and other driveline components with bearings.

b. Substantiate that operating rotational frequencies meet the requirements of this Section.

c. Torsional analysis of power transmission systems: When torsional analysis specified in the equipment sections, provide: 1) Sketch of system components identifying physical characteristics

including mass, diameter, thickness, and stiffness. 2) Results of analysis including first and second critical frequencies of

system components and complete system. d. Calculations shall be signed and stamped by a licensed engineer.

3. Drinking water: a. If applicable, conform to the requirements of Section 01600 - Product

Requirements for materials in contact with drinking water.

E. Operation and maintenance manuals: 1. As specified in Section 01782 - Operating and Maintenance Data. 2. Equipment with bearings:

a. Include manufacturer and model number of every bearing. b. Include calculated ball pass frequencies of the installed equipment for

both the inner and outer raceways.

F. Commissioning submittals: As specified in Section 01756 - Commissioning.

G. Project closeout documents: As specified in Section 01770 - Closeout Procedures.


PART 2 PRODUCTS

2.01 MATERIALS

A. Materials as specified in Section 01600 - Product Requirements including special requirements for materials in contact with drinking water.

B. Ferrous materials: 1. Steel for members used in fabrication of assemblies: ASTM A36. 2. Iron castings: ASTM A48, tough, close-grained gray iron, free from blowholes,

flaws, and other imperfections. 3. Ductile iron castings: ASTM A536, Grade 65-45-12, free from flaws and

imperfections. 4. Galvanized steel sheet: ASTM A653, minimum 0.0635-inch (16-gauge). 5. Expanded metal: ASTM A36, 13-gauge, 1/2-inch flat pattern expanded metal. 6. Stainless steel:

a. As specified in Section 05120 - Structural Steel. b. In contact or within 36 inches of water: Type 316 or 316L. c. In sea air environment: Type 316 or 316L. d. Other locations: Type 304 or 304L. e. Source cleaning and passivation as specified in Section 05120 - Structural

Steel.

C. Non-ferrous materials: 1. Bronze in contact with liquid: Composition of not more than 2 percent

aluminum nor more than 6 percent zinc; UNS Alloy C83600, C92200 or C93700 in accordance with ASTM B 61, B 62, B 505, or B 584, when not specified otherwise.

D. Dielectric materials for separation of dissimilar metals: 1. Neoprene, bituminous impregnated felt, heavy bituminous coatings,

nonmetallic separators or washers, or other materials as specified.

E. Non-shrink grout and epoxy non-shrink grout: As specified in Section 03600 - Grouting.

2.02 ANCHORS AND FASTENERS

A. Mechanical anchoring to concrete and masonry: 1. As specified in Section 05190 - Mechanical Anchoring and Fastening to

Concrete and Masonry: a. Type 316 stainless steel.

2. Design as specified in Section 01612 - Seismic Design Criteria.

B. High-strength fasteners: 1. As specified in Section 05120 - Structural Steel.

C. Flange bolts: 1. As specified in Section 15052 - Common Work Results for General Piping.

D. Mechanical assembly fasteners: 1. Stainless steel:


a. High-temperature service or high-pressure service: 1) Bolts: ASTM A193, Grade B8 (Type 304) or Grade B8M (Type 316),

Class 1, heavy hex. 2) Nuts: ASTM A194, Grade 8, heavy hex. 3) Washers: Alloy group matching bolts and nuts.

b. Low-temperature service: 1) Bolts: ASTM A320, Grade B8 (Type 304) or Grade B8M (Type 316),

Class 1, heavy hex. 2) Nuts: ASTM A194, Grade 8 (Type 304) or Grade B8M (Type 316),

heavy hex. 3) Washers: Alloy group matching bolts and nuts.

c. General service: 1) Bolts: ASTM F593, Alloy Group 1 (Type 304) or Alloy Group 2

(Type 316). 2) Nuts: ASTM F594, Alloy Group 1 (Type 304) or Alloy Group 2

(Type 316). 3) Washers: Alloy group matching bolts and nuts.

2.03 EQUIPMENT SUPPORT FRAMES

A. Bolt holes shall not exceed bolt diameter by more than 25 percent, up to a limiting maximum diameter oversize of 1/4-inch.

2.04 PIPING AND VALVES

A. Piping as specified in Section 15052 - Common Work Results for General Piping.

B. Valves as specified in Section 15110 - Common Work Results for Valves.

2.05 SAFETY EQUIPMENT

A. Safety guards: 1. Provide guards that protect personnel from rotating shafts or components

within 7.5 feet of floors or operating platforms. 2. Requirements:

a. Allow visual inspection of moving parts without removal. b. Allow access to lubrication fittings. c. Prevent entrance of rain or dripping water for outdoor locations. d. Size belt and sheave guards to allow for installation of sheaves 15 percent

larger and addition of 1 belt. 3. Materials:

a. Sheet metal: Carbon steel, 12-gauge minimum thickness, hot-dip galvanized after fabrication.

b. Fasteners: Type 304 stainless steel.

B. Insulation: 1. Insulate all surfaces with normal operating temperatures above 120 degrees

Fahrenheit when surface is within 7.5 feet height from any operating floor or level.

2. Insulation thickness such that temperature is below 120 degrees Fahrenheit.


C. Warning signs: 1. Provide warning signs in accordance with OSHA requirements for equipment

that starts automatically or remotely. 2. Mount warning signs with stainless steel fasteners at equipment.

2.06 NAMEPLATES

A. Fastened to equipment at factory in an accessible and visible location.

B. Stainless steel sheet engraved or stamped with text, holes drilled or punched for fasteners.

C. Fasteners: Number 4 or larger oval head stainless steel screws or drive pins.

D. Text: 1. Manufacturer’s name, equipment model number and serial number, motor

horsepower when appropriate, and identification tag number. 2. Indicate the following additional information as applicable:

a. Maximum and normal rotating speed. b. Service class per applicable standards.

3. Include for pumps: a. Rated total dynamic head in feet of fluid. b. Rated flow in gallons per minute. c. Impeller, gear, screw, diaphragm, or piston size.

4. Include for gear reduction units: a. AGMA class of service. b. Service factor. c. Input and output speeds.

2.07 SHOP FINISHES

A. Provide appropriate factory coatings according to manufacturer’s recommendation. 1. Motors and gear reducers: Shop finish paint with manufacturer's standard

coating, unless otherwise specified in the individual equipment specification.

2.08 SPECIAL TOOLS

A. Supply 1 set of special tools as specified in Section 01600 - Product Requirements.

2.09 SOURCE TESTING

A. Testing requirements unless specified otherwise in the individual equipment specifications: 1. Mechanical equipment: Level 1 General Equipment Performance Test as

specified in Section 15958 - Mechanical Equipment Testing.

2.10 SHIPPING


B. Prior to shipment of equipment: 1. Bearings (and similar items):

a. Pack separately or provide other protection during transport.


b. Greased and lubricated. 2. Gear boxes:

a. Oil filled or sprayed with rust preventive protective coating. 3. Fasteners:

a. Inspect for proper torques and tightness.

PART 3 EXECUTION

3.01 DELIVERY, HANDLING, STORAGE, AND PROTECTION


B. Inspect fasteners for proper torques and tightness.

C. Storage: 1. Bearings:

a. Rotate units at least once per month or more often as recommended by the manufacturer to protect rotating elements and bearings.

2. Gear boxes: a. Inspect to verify integrity of protection from rust.

D. Protection: 1. Equipment Log shall include description of rotation performed as part of

maintenance activities.

3.02 INSTALLATION

A. Field measurements: 1. Prior to shop drawings preparation, take measurements and verify dimensions

indicated on the Drawings. 2. Ensure equipment and ancillary appurtenances fit within available space.

B. Sequencing and scheduling: 1. Equipment anchoring: Obtain anchoring material and templates or setting

drawings from equipment manufacturers in adequate time for anchors to be cast-in-place.

2. Coordinate details of equipment with other related parts of the Work, including verification that structures, piping, wiring, and equipment components are compatible.

C. Metal work embedded in concrete: 1. Accurately place and hold in correct position while concrete is being placed. 2. Clean surface of metal in contact with concrete immediately before concrete is

placed.

D. Concrete surfaces designated to receive non-shrink grout: 1. Heavy sandblast concrete surface in contact with non-shrink grout. 2. Clean concrete surfaces of sandblasting sand, grease, oil, dirt, and other

foreign material that may reduce bond to non-shrink grout. 3. Saturate concrete with water. Concrete shall be saturated surface damp at

time non-shrink grout is placed.


E. Install equipment in accordance with manufacturer's installation instructions and recommendations.

F. Lubrication lines and fittings: 1. Support and protect lines from source to point of use. 2. Fittings:

a. Bring fittings to outside of equipment in manner such that they are readily accessible from outside without necessity of removing covers, plates, housings, or guards.

b. Mount fittings together wherever possible using factory-mounted multiple fitting assemblies securely mounted, parallel with equipment lines, and protected from damage.

c. Fittings for underwater bearings: Bring fittings above water surface and mount on edge of structure above.

G. Grouting under equipment bases, baseplates, soleplates, and skids: 1. Unless otherwise indicated on the Drawings, grout with non-shrink grout as

specified in Section 03600 - Grouting. a. Non-shrink epoxy grout required only when indicated on the Drawings.

2. Comply with equipment manufacturer's installation instructions for grouting spaces, and tolerances for level and vertical and horizontal alignment.

3. Install grout only after: a. Equipment is leveled and in proper alignment. b. Piping connections are complete and in alignment with no strain

transmitted to equipment. 4. Do not use leveling nuts on equipment anchors for supporting and leveling

equipment bases, baseplates, soleplates, and skids for grouting. 5. Use jack screws for supporting and leveling equipment bases, baseplates,

soleplates, and skids for grouting following the procedure defined below: a. Drill and tap equipment base plates, sole plates, and skids for jack

screws. b. Use suitable number and size of jack screws. c. End of jack screws shall bear on circular steel plates epoxy bonded to

equipment foundation. d. Jack screw threads that will be in contact with grout: Wrap with multiple

layers of tape or other material, acceptable to Engineer, to prevent grout from bonding to threads.

e. Place and cure grout as specified in Section 03600 - Grouting. f. After grout is cured, remove jack screws and material used to prevent

bonding to grout. 1) Provide jack screws to Owner for future use.

g. Tighten equipment anchors in accordance with equipment manufacturer requirements.

h. Fill holes where jack screws have been removed with grout. i. Cure as specified in Section 03600 - Grouting.

6. For equipment bases, baseplates, soleplates, and skids where it is not practical to use jack screws, use steel wedges and shims. a. Wrap wedges and shims that contact grout with multiple layers of tape or

other material, acceptable to Engineer, to prevent grout from bonding. b. Place and cure grout as specified in Section 03600 - Grouting. c. Remove wedges or shims.


d. Tighten equipment anchors to in accordance with equipment manufacturer requirements.

e. Fill voids where wedges and shims have been removed with grout. f. Cure as specified in Section 03600 - Grouting.

7. Preparation of equipment bases, baseplates, soleplates, and skids for grouting: a. Metal in contact with grout: Grit blast to white metal finish. b. Clean surfaces of equipment bases, baseplates, soleplates, and skids in

contact with grout of dirt, dust, oil, grease, paint, and other material that will reduce bond.

8. Preparation of concrete equipment foundation for grouting: a. Rough concrete surfaces in contact with grout. b. Concrete contact surface shall be free of dirt, dust, laitance, particles,

loose concrete, or other material or coatings that will reduce bond. c. Saturate concrete contact surface area with water for minimum of

24 hours prior to grouting. d. Remove standing water just prior to grout placement, using clean rags or

oil-free compressed air.

9. Forms and header boxes: a. Build forms for grouting of material with adequate strength to withstand

placement of grouts. b. Use forms that are rigid and liquid tight. Caulk cracks and joints with an

elastomeric sealant. c. Line forms with polyethylene film for easy grout release. Forms carefully

waxed with 2 coats of heavy-duty paste wax will also be acceptable. 10. Grout placement requirements:

a. Minimum ambient and substrate temperature: 45 degrees Fahrenheit and rising: 1) Conform to grout manufacturer’s temperature requirements.

b. Pour grout using header box. c. Keep level of grout in header box above bottom of equipment bases,

baseplates, soleplates, and skids at all times to prevent air entrapment. d. Grout shall flow continuously from header box to other side of forms

without trapping air or forming voids. e. Vibrate, rod, or chain grout to facilitate grout flow, consolidate grout, and

remove entrapped air. f. After grout sets, remove forms and trim grout at 45-degree angle from

bottom edge of equipment bases, baseplates, soleplates, and skids. g. Cure as specified in Section 03600 - Grouting.

H. Field welding: 1. Use welding procedures, welders, and welding operators qualified and certified

in accordance with AWS D1.1. 2. Shielded arc welding.

I. Field finishes: 1. Protect motors. 2. Clean equipment. 3. Apply primer and coating systems per manufacturer‘s recommendation.


J. Special techniques: 1. Use applicable special tools and equipment, including precision machinist

levels, dial indicators, and gauges as required in equipment installations.

K. Tolerances: 1. Completed equipment installations: Comply with requirements for intended use

and specified vibration and noise tolerances.

L. Warning signs: 1. Mount securely with stainless fasteners at equipment that can be started

automatically or from remote locations.

3.03 COMMISSIONING


B. Functional testing requirements unless specified otherwise in the individual equipment specifications: 1. Mechanical equipment: Level 1 tests as specified in Section 15958 -

Mechanical Equipment Testing.

END OF SECTION


SECTION 15052

COMMON WORK RESULTS FOR GENERAL PIPING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Basic materials and methods for metallic and plastic piping systems.

1.02 REFERENCES

A. American Society of Mechanical Engineers (ASME): 1. B16.5 - Pipe Flanges and Flanged Fittings: NPS 1/2 Through 24. 2. B16.47 - Large Diameter Steel Flanges: NPS 26 Through NPS 60 Metric/Inch

Standard.

B. American Water Work Association (AWWA): 1. C105 - Standard for Polyethylene Encasement for Ductile-Iron Pipe Systems. 2. C207 - Standard for Steel Pipe Flanges for Waterworks Services-Size 4 In.

Through 144 In.

C. ASTM International (ASTM): 1. A193 - Standard Specification for Alloy-Steel and Stainless Steel Bolting for

High Temperature or High Pressure Service and Other Special Purpose Applications.

2. A194 - Standard Specification for Carbon Steel, Alloy Steel, and Stainless Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.

3. A307 - Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength.

4. A563 - Standard Specification for Carbon and Alloy Steel Nuts. 5. F37 - Standard Test Methods for Sealability of Gasket Materials. 6. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements of


D. NSF International (NSF).

1.03 DEFINITIONS

A. Buried pipes: Pipes that are buried in the soil with or without a concrete pipe encasement.

B. Exposed pipe: Pipes that are located above ground, or located inside a structure, supported by a structure, or cast into a concrete structure.

C. Underground pipes: Buried pipes - see A. above.

D. Underwater pipes: Pipes below the top of walls in basins or tanks containing water.

E. Wet wall: A wall with water on at least 1 side.


PART 2 PRODUCTS

2.01 GENERAL

A. Materials as specified in Section 01600 - Product Requirements including special requirements for materials in contact with drinking water.

2.02 ESCUTCHEONS

A. Material: Chrome-plated steel plate.

B. Manufacturers: One of the following or equal: 1. Dearborn Brass Co., Model Number 5358. 2. Keeney Manufacturing Co., Model Number 102 or Number 105.

2.03 FLANGE BOLTS AND NUTS

A. General: 1. Washer:

a. Provide a washer for each nut. b. Washer shall be of the same material as the nut.

2. Nuts: Heavy hex-head. 3. Cut and finish flange bolts to project a maximum of 1/4-inch beyond outside

face of nut after assembly. 4. Tap holes for cap screws or stud bolts when used. 5. Lubricant for stainless steel bolts and nuts:

a. Chloride-free. b. Manufacturers: One of the following or equal:

1) Huskey FG-1800 Anti-Seize. 2) Weicon Anti-Seize High-Tech.

B. For ductile iron pipe: 1. On exposed pipes with pressures equal to or less than 150 pounds per square

inch gauge (psig): a. Bolts: ASTM A307, Grade B. b. Nuts: ASTM A563, Grade A. c. Bolts and Nuts: Hot-dip galvanized in accordance with ASTM F2329.

2. On exposed pipes with pressures greater than 150 psig: a. Bolts: ASTM A193, Grade B. b. Nuts: ASTM A194, Grade 2H. c. Bolts and nuts: Hot-dip galvanized in accordance with ASTM F2329.

3. On underwater pipes and pipes adjacent to wet walls: a. Bolts: ASTM A193, Grade B8M. b. Nuts: ASTM A194, Grade 8M.

C. Plastic pipe: 1. On exposed pipes:

a. Bolts: ASTM A307, Grade B. b. Nuts: ASTM A563, Grade A. c. Bolts and Nuts: Hot-dip galvanized in accordance with ASTM F2329.

2. On underwater pipes and pipes adjacent to wet walls: a. Bolts: ASTM A193, Grade B8M. b. Nuts: ASTM A194, Grade 8M.


2.04 GASKETS

A. General. 1. Gaskets shall be suitable for the specific fluids, pressure, and temperature

conditions.

B. Gaskets for non-steam cleaned ductile iron and steel piping: 1. Suitable for pressures equal to and less than 150 pounds per square inch

gauge, temperatures equal to and less than 250degrees Fahrenheit, and raw sewage service.

2. Gasket material: a. Neoprene elastomer with minimum Shore A hardness value of 70. b. Reinforcement: Cloth or synthetic fiber. c. Thickness: Minimum 3/32-inch thick for less than 10-inch pipe; minimum

1/8-inch thick for 10-inch and larger pipe. 3. Manufacturers: One of the following or equal:

a. Pipe less than 48 inches in diameter: 1) Garlock, Style 7797. 2) John Crane, similar product.

b. Pipe 48 inches in diameter and larger: 1) Garlock, Style 3760. 2) John Crane, similar product.

C. Gaskets for flanged joints in polyvinyl chloride and polyethylene piping: 1. Suitable for pressures equal to and less than 150 pounds per square inch

gauge, with low flange bolt loadings, temperatures equal to and less than 120 degrees Fahrenheit, and polymer, chlorine, caustic solutions, and other chemicals, except chemicals which liberate free fluorine including fluorochemicals and gaseous fluorine.

2. Material: 0.125-inch thick Viton rubber. 3. Manufacturers: One of the following or equal:

a. Garlock. b. John Crane, similar product.

D. Gaskets for flanged joints in ductile iron or steel water piping: 1. Suitable for hot or cold water, pressures equal to and less than 150 pounds

per square inch gauge, and temperatures equal to and less than 160 degrees Fahrenheit.

2. Material: a. Neoprene elastomer, compressed, with non-asbestos fiber reinforcement.

3. Manufacturers: One of the following or equal: a. Garlock, Bluegard 3300. b. John Crane, similar product.

E. Gaskets for flanged joints in ductile iron or steel drinking water piping meeting NSF requirements: 1. Suitable for hot or cold water, pressures equal to or less than 150 pounds per

square inch gauge, and temperatures equal to or less than 160 degrees Fahrenheit.

2. Material: a. EPDM material with 80 Shore A durometer rating.

3. Manufacturers: One of the following or equal: a. Garlock, 98206.


b. John Crane, similar product.

PART 3 EXECUTION

3.01 INSTALLATION

A. General: 1. Piping drawings:

a. Except in details, piping is indicated diagrammatically. Not every offset and fitting, or structural difficulty that may be encountered has been indicated on the Drawings. Sizes and locations are indicated on the Drawings.

b. Perform minor modifications to piping alignment where necessary to avoid structural, mechanical, or other type of obstructions that cannot be removed or changed. 1) Modifications are intended to be of minor scope, not involving a

change to the design concept or a change to the Contract Price or Contract Times.

2. Piping alternatives: a. Provide piping as specified in this Section, unless indicated on the

Drawings or specified otherwise. b. Alternative pipe ratings:

1) Piping with greater pressure rating than specified may be substituted in lieu of specified piping without changes to the Contract Price.

2) Piping of different material may not be substituted in lieu of specified piping.

c. Valves in piping sections: Capable of withstanding specified test pressures for piping sections and fabricated with ends to fit piping.

d. Grooved joints: Use couplings, flange adapters, and fittings of the same manufacturer. 1) Manufacturer’s factory trained representative:

a) Provide on-site training for Contractor’s field personnel. b) Periodically visit the jobsite to verify Contractor is following best

recommended practices. 2) Distributor’s representative is not considered qualified to conduct the

training or jobsite visits. e. Flanged joints: where 1 of the joining flanges is raised face type, provide a

matching raised face type flange for the other joining flange. 3. Unless otherwise indicated on the Drawings, piping at pipe joints, fittings,

couplings, and equipment shall be installed without rotation, angular deflection, vertical offset, or horizontal offset.

B. Wall and slab penetrations: 1. Provide sleeves for piping penetrations through aboveground masonry and

concrete walls, floors, ceilings, roofs, unless specified or otherwise indicated on the Drawings.

2. For piping 1 inch in nominal diameter and larger, provide sleeves with minimum inside diameters of 1 inch plus outside diameter of piping. For piping smaller than 1 inch in nominal diameter, provide sleeve of minimum twice the outside diameter of piping. a. Arrange sleeves and adjacent joints so piping can be pulled out of sleeves

and replaced without disturbing the structure.


b. Cut ends of sleeves flush with surfaces of concrete, masonry, or plaster. c. Conceal ends of sleeves with escutcheons where piping runs through

floors, walls, or ceilings of finished spaces within buildings. d. Seal spaces between pipes and sleeves with link-type seals when not

otherwise specified or indicated on the Drawings 3. Provide flexibility in piping connecting to structures to accommodate

movement due to soil settlement and earthquakes. Provide flexibility using details indicated on the Drawings.

4. Core drilled openings: a. Do not damage or cut existing reinforcing bars, electrical conduits, or

other items embedded in the existing concrete without acceptance by Engineer.

b. Determine location of reinforcing bars or other obstructions with a non-destructive indicator device.

c. Remove dust and debris from hole using compressed air.

C. Exposed piping: 1. Install exposed piping in straight runs parallel to the axes of structures, unless

otherwise indicated on the Drawings: a. Install piping runs plumb and level, unless otherwise indicated on the

Drawings. 1) Slope plumbing drain piping with a minimum of 1/4-inch per foot

downward in the direction of flow. 2. Install exposed piping after installing equipment and after piping and fitting

locations have been determined. 3. In addition to the joints indicated on the Drawings, provide unions, flexible

couplings, flanged joints, flanged coupling adapters, and other types of joints or means which are compatible with and suitable for the piping system, and necessary to allow ready assembly and disassembly of the piping.

4. Assemble piping without distortion or stresses caused by misalignment: a. Match and properly orient flanges, unions, flexible couplings, and other

connections. b. Do not subject piping to bending or other undue stresses when fitting

piping. c. Do not correct defective orientation or alignment by distorting flanged

joints or subjecting flange bolts to bending or other undue stresses. d. Flange bolts, union halves, flexible connectors, and other connection

elements shall slip freely into place. e. Alter piping assembly to fit, when proper fit is not obtained. f. Install eccentric reducers or increasers with the top horizontal for pump

suction piping.

D. Buried piping: 1. Bury piping with minimum 3-foot cover without air traps, unless otherwise

indicated on the Drawings. 2. Where 2 similar services run parallel to each other, piping for such services

may be laid in the same trench. a. Lay piping with sufficient room for assembly and disassembly of joints, for

thrust blocks, for other structures, and to meet separation requirements of public health authorities having jurisdiction.

3. Laying piping: a. Lay piping in finished trenches free from water or debris. Begin at the

lowest point with bell ends up slope.


b. Place piping with top or bottom markings with markings in proper position. c. Lay piping on an unyielding foundation with uniform bearing under the full

length of barrels. d. Where joints require external grouting, banding, or pointing, provide space

under and immediately in front of the bell end of each section laid with sufficient shape and size for grouting, banding, or pointing of joints.

e. At the end of each day's construction, plug open ends of piping temporarily to prevent entrance of debris or animals.

4. Concrete encase buried pipe installed under concrete slabs or structures.

A. Restraining buried piping: 1. Restrain piping at valves and at fittings where piping changes direction,

changes sizes, and at ends: a. When piping is underground, use concrete thrust blocks, mechanical

restraints, or push-on restraints. b. Determine thrust forces by multiplying the nominal cross-sectional area of

the piping by design test pressure of the piping. 2. Provide restraints with ample size to withstand thrust forces resulting from test

pressures: a. During testing, provide suitable temporary restraints where piping does

not require permanent restraints. 3. Place concrete thrust blocks against undisturbed soil. 4. Place concrete so piping joints, fittings, and other appurtenances are

accessible for assembly and disassembly. 5. Provide underground mechanical restraints where specified in the Piping

Schedule.

B. Restraining above ground piping: 1. Restrain piping at valves and at fittings where piping changes direction,

changes sizes, and at ends: a. When piping is underground, use mechanical restraints. b. When piping is aboveground or underwater, use mechanical or structural

restraints. c. Determine thrust forces by multiplying the nominal cross-sectional area of

the piping by design test pressure of the piping. 2. Provide restraints with ample size to withstand thrust forces resulting from test

pressures: a. During testing, provide suitable temporary restraints where piping does

not require permanent restraints.

C. Connections to existing piping: 1. Expose existing piping to which connections are to be made with sufficient

time to permit, where necessary, field adjustments in line, grade, or fittings: a. Protect domestic water/potable water supplies from contamination:

1) Make connections between domestic water supply and other water systems in accordance with requirements of public health authorities.

2) Provide devices approved by Owner of domestic water supply system to prevent flow from other sources into the domestic supply system.

2. Make connections to existing piping and valves after sections of new piping to be connected have been tested and found satisfactory.


3. Provide sleeves, flanges, nipples, couplings, adapters, and other fittings needed to install or attach new fittings to existing piping and to make connections to existing piping.

4. For flanged connections, provide stainless steel bolts with isolation bushings and washers, and full-face flange gaskets.

D. Connections to in-service piping: 1. As specified in Section 01140 - Work Restrictions

E. Connections between ferrous and nonferrous metals: 1. Connect ferrous and nonferrous metal piping, tubing, and fittings with dielectric

couplings especially designed for the prevention of chemical reactions between dissimilar metals.

2. Nonferrous metals include aluminum, copper, and copper alloys.

F. Flanged connections between dissimilar metals such as ductile iron pipe and steel pipe: 1. Provide stainless steel bolts with isolation bushings and washers, and full-face

flange gaskets.

3.02 CLEANING

A. Piping cleaning: 1. Upon completion of installation, clean piping interior of foreign matter and

debris. 2. Perform special cleaning when required by the Contract Documents.

B. Conduct pressure and leak test, as specified.

3.03 TESTING

A. The piping schedule lists the respective methods as specified in Section 15956 - Piping Systems Testing.

3.04 PIPING SCHEDULE

A. Abbreviations: 1. The following abbreviations used in the column of test method refer to the

respective methods as specified in Section 15956 – Piping Systems Testing.

AM Air method

GR Gravity method

HH High head method

LH Low head method

SC Special case

2. Abbreviations to designate piping include the following:

BS Bell and Spigot

CI Cast iron

CL Class, followed by the designation

DIP Ductile iron piping


Flg Flanged

GA Gauge, preceded by the designation

GE Grooved end joint

GSP Galvanized Steel Pipe

NPS Nominal pipe size, followed by the number in inches

P Painted

PO Push On

Psi Pounds per square inch

psig Pounds per square inch gauge

PVC Polyvinyl Chloride

Sc Screwed

SCH Schedule, followed by the designation

SP Soil Pipe

SW Solvent Weld

SST Stainless steel

Stl Steel

W Welded


PIPING SCHEDULE

Pipe Service Abbreviation (Description)

Nominal Diameter

(inch) Material Class or Schedule Joints Fitting Lining

Protective Coating Test Pressure / Method Remarks Buried Exposed

FWW

SLD

WWD

--

Buried

All

Dl

51

PO or MJ Restrained

DI

CML

---

---

25 ft/LH

Provide restrained joints

Exposed All DI 53 FI DI CML --- P 25 ft/LH

DR (Drain

FDR (Foundation Drain)

All PVC AWWA C900

Cl 150 (DR 18)

PO PVC AWWA C900

(DR 18)

-- -- -- 25 ft/LH

DR, FDR

Perforated sections underneath and adjacent to lagoons only

All Perforated HDPE

Per 02710 Per 02710 Per 02710 -- -- -- 25 ft/LH Underneath lagoons at locations indicated on drawings only. Transition to PVC elsewhere.

2W All Copper Type K Soldered Soldered None None None 100 PSIG /HH

END OF SECTION


SECTION 15075

EQUIPMENT IDENTIFICATION

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Equipment nameplates. 2. Special items.

1.02 SUBMITTAL


B. Shop drawings: 1. Product data. 2. Samples. 3. Manufacturer's installation instructions. 4. Submit the following as specified in Section 01770 – Closeout Procedures:

a. Operation and Maintenance Data. b. Warranty.


A. Regulatory requirements: Comply with OSHA requirements.

PART 2 PRODUCTS

2.01 EQUIPMENT NAMEPLATES

A. Material and fabrication: 1. Stainless steel sheet engraved or stamped with text, holes drilled, or punch for

fasteners.

B. Fasteners: 1. Number 4 or larger oval head stainless steel screws or drive pins.

C. Text: 1. Manufacturer’s name, equipment model number and serial number,

identification tag number; and when appropriate, drive speed, motor horsepower with rated capacity, pump rated total dynamic head, and impeller size.

2.02 PIPE IDENTIFICATION

A. Manufacturers: 1. One of the following or equal:

a. Seton, Opti Code Pipe Markers.


b. Lab Safety Supply.

B. Materials: 1. Pipe Markers: Self-adhesive vinyl, suitable for outdoor application from -

40 degrees to 180 degrees Fahrenheit; meet ANSI A13.1 requirements. a. Lettering:

Nominal Pipe Diameter Lettering Size

Less than 1.5 1/2 inch

1.5 inches to 2 inches 3/4 inch

2.5 inches to 6 inches 1-1/4 inches

8 inches to 10 inches 2-1/2 inches

Over 10 inches 3-1/2 inches

b. Marker Colors:

Service Lettering Background

Flammables, chemicals, toxics Black Yellow

Water, nontoxic solutions or low hazard liquids

White Green

Nonflammable or nontoxic gases White Blue

Fire quenching fluids (foam, fire water, CO2 Halon)

White Red

2. Coating: As specified. 3. Pipe Identification Tags: Aluminum or stainless steel with stamped-in 1/4 inch

high identifying lettering. 4. Pipe Identification Tag Chains: Aluminum or stainless steel. 5. Snap-on Markers: Markers with 3/4 inch high letters for 3/4 to 4 inch pipe or

covering, or 5 inch high letters for 5 inch or larger pipe or cover, as manufactured by one of following: a. Brady Bradysnap-On B-915. b. Seton Setmark.

2.03 SPECIAL ITEMS

A. In addition, special coating of following items will be required:

Item Color

Valve handwheels and levers Red

Hoist hooks and blocks Yellow and black stripes

Steel guard posts In accordance with standard details.

B. Paint minimum 2 inches high numbers on or adjacent to accessible valves, pumps, flowmeters, and other items of equipment which are indicated on the Drawings or in Specifications by number.


2.04 UNDERGROUND WARNING TAPE

A. Manufacturer: 1. One of the following or equal:

a. Seton Name Plate Company, Branford, CT.

B. Material: 1. Metallic detection tape; minimum 4 mil thick by 6 inches wide polyethylene film

with wording, “Caution” with name of service followed by words, “Line Buried Below” repeated continuously along tape length, with alternate metallic and color strips. Colors as follows: a. Water: Blue. b. Telephone: Orange. c. Sewer: Green. d. Gas and Other Services: Yellow.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify satisfactory conditions of substrate for applying identification.

B. Verify that conditions are satisfactory for installation and application of products as specified in Section 01600 - Product Requirements.

3.02 PREPARATION

A. Prepare and coat surfaces of special items as specified in Section 09960 - High-Performance Coatings.

B. Prepare surface in accordance with product manufacturer's instructions.

3.03 PIPING IDENTIFICATION

A. Identify exposed piping, valves, and accessories with lettering or tags designating service of each piping system with flow directional arrows and color code.

B. Color Code: 1. Paint all piping with colors as selected by owner.

C. Lettering and Flow Direction Arrows: 1. Stencil lettering on painted bands or use snap-on markers on pipe to identify

pipe. When stenciling, stencil 3/4 inch high letters on 3/4 through 4-inch pipe or coverings, or 5-inch high letters on 5-inch and larger pipe or coverings.

2. Provide lettering and flow direction arrows near equipment served, adjacent to valves, both sides of walls and floors where pipe passes through, at each branch or tee, and at intervals of not more than 50 feet in straight runs of pipe.

D. Where scheduled, space 6-inch wide bands along stainless steel pipe at 10-foot intervals and other pipe at 5-foot intervals.


E. Label chemical tank fill pipelines at locations which are visible from chemical fill stations.

F. Metal Tags: 1. Where outside diameter of pipe or pipe covering is 5/8 inch or smaller, provide

metal pipe identification tags instead of lettering. 2. Fasten pipe identification tags to pipe with chain. 3. Where tags are used, color code pipe as scheduled.

G. Underground Warning Tape: 1. Place warning tape in pipe trench, 12 inches above the pipe.

3.04 APPLICATION

A. Identify piping with legend markers, directional arrow markers, and number markers; use self-adhesive arrow roll tape to secure ends of piping markers and indicate flow direction.

B. Provide legend markers, directional arrow markers and number markers where piping passes through walls or floors, at piping intersections and at maximum 15-foot spacing on piping runs.

C. Provide piping marker letters and colors as scheduled.

D. Place markers on piping so they are visible from operator's position in walkway or working platform near piping. Locate markers along horizontal centerline of pipe, unless better visibility is achieved elsewhere.

END OF SECTION


SECTION 15110

COMMON WORK RESULTS FOR VALVES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Basic requirements for valves.

1.02 REFERENCES

A. American Water Works Association (AWWA): 1. C111/A21.11 - Standard for Rubber-Gasket Joints for Ductile-Iron Pressure

Pipe Fittings.

B. ASTM International (ASTM): 1. A126 - Standard Specification for Gray Iron Casting for Valves, Flanges, and

Pipe Fittings. 2. A167 - Standard Specification for Stainless and Heat-Resisting Chromium-

Nickel Steel Plate, Sheet, and Strip. 3. A536 - Standard Specification for Ductile Iron Castings.

C. NSF International (NSF): 1. 61 - Drinking Water System Components - Health Effects.

D. Society for Protective Coatings (SSPC): 1. SP7 - Brush-Off Blast Cleaning. 2. SP10 - Near-White Blast Cleaning.


A. Pressure rating: 1. Suitable for service under minimum working pressures of 150 pounds per

square inch gauge. 2. When a piping system is specified in the Piping Schedule to be tested at a

pressure greater than 150 pounds per square inch gauge, provide valves for that piping system with design working pressure which is sufficient to withstand the test pressure.

B. Valve to piping connections: 1. Valves 3 inches nominal size and larger: Flanged ends. 2. Valves less than 3 inches nominal size: Screwed ends. 3. Plastic valves in plastic piping:

a. Up to 2.5 inches: Provide solvent or heat welded unions. b. 3 inches and above: Provide solvent or heat-welded flanges.

1.04 SUBMITTALS



B. Product data: 1. Submit the following information for each valve:

a. Valve type, size, pressure rating, Cv factor. b. Coatings. c. Manual valve actuators:

1) Information on valve actuator including size, manufacturer, model number.

d. Certified drawings with description of component parts, dimensions, weights, and materials of construction.

e. Certifications of reference standard compliance: 1) Submit certification that the valves and coatings are suitable in

potable water applications in accordance with NSF 61. f. Clearly mark submittal information to show specific items, materials, and

accessories or options being furnished. g. Factory test data

C. Provide vendor operation and maintenance manual as specified in Section 01782 - Operation and Maintenance Data. 1. Furnish bound sets of installation, operation, and maintenance instructions for

each type of manual valve 4 inches in nominal size and larger, and all non-manual valves. Include information on valve operators.

D. Provide Manufacturer’s Certificate of Source Testing as specified in Section 01756 - Commissioning.

E. Provide Manufacturer’s Certificate of Installation and Functionality Compliance as specified in Section 01756 - Commissioning.


A. Manufacturer qualifications: 1. Valves manufactured by manufacturers whose valves have had successful

operational experience in comparable service.

1.06 DELIVERY STORAGE AND HANDLING

A. Protect valves and protective coatings from damage during handling and installation; repair coating where damaged.

PART 2 PRODUCTS

2.01 MATERIALS

A. Stainless steel: In accordance with ASTM A167, Type 316, or Type 304, UNS Alloy S31600 or S30400.

B. Valve and operator bolts and nuts: 1. Fabricated of stainless steel for the following installation conditions:

a. Submerged in sewage or water. b. In an enclosed space above sewage or water. c. In structures containing sewage or water, below top of walls.


d. At openings in concrete or metal decks. 2. Where dissimilar metals are being bolted, use stainless steel bolts with

isolation bushings and washers. 3. Underground bolts: Low-alloy steel in accordance with AWWA C111/A21.11.

C. Bronze and brass alloys: Use bronze and brass alloys with not more than 6 percent zinc and not more than 2 percent aluminum in the manufacture of valve parts; UNS Alloy C83600 or C92200 unless specified otherwise.

D. Valve bodies: Cast iron in accordance with ASTM A126, Class 30 minimum or ductile iron in accordance with ASTM A536, Grade 65-45-12 minimum unless specified otherwise.

2.02 INTERIOR PROTECTIVE LINING

A. When specified in the particular valve specification, provide valves with type of protective lining specified in the particular valve Specification.

B. Apply protective lining to interior, non-working surfaces, except stainless steel surfaces.

C. Lining types: 1. Fusion bonded epoxy:

a. Manufacturers: The following or equal: 1) 3-M Company, ScotchKote 134; certified to NSF 61 for drinking water

use. b. Clean surfaces in accordance with SSPC SP 7 or SP 10, as

recommended by epoxy manufacturer. c. Apply in accordance with manufacturer's published instructions. d. Lining thickness: 0.010 to 0.012-inch, except that:

1) Lining thickness in grooves for gaskets: 0.005-inch. 2) Do not coat seat grooves in valves with bonded seat.

e. Quality control: 1) Lining thickness: Measured with a non-destructive magnetic type

thickness gauge. 2) Verify lining integrity with a wet sponge-testing unit operating at

approximately 60 volts, or as recommended by the lining manufacturer.

3) Consider tests successful when lining thickness meets specified requirements and when no pinholes are found.

4) Correct defective lining disclosed by unsuccessful tests, and repeat test.

5) Repair pinholes with liquid epoxy recommended by manufacturer of the epoxy used for lining.

2. High solids epoxy: a. Product equivalent to high solids epoxy

1) Certified in accordance with NSF 61 for drinking water use. 2) Interior: Coat valve interior with manufacturer's equivalent high

performance high solids epoxy coating system with a certifiable performance history for the service conditions and as approved by the Engineer. Manufacturer shall provide for approval, coating


information sufficient to allow Engineer to assess equivalence to the specified high solids epoxy coating.

b. Clean surfaces to meet SP-7 or SP-10, or as recommended by coating manufacturer.

c. Quality control: After coating is cured, check coated surface for porosity with a holiday detector set at 1,800 volts, or as recommended by coating manufacturer. 1) Repair holidays and other irregularities and retest coating. 2) Repeat procedure until holidays and other irregularities are

corrected.

2.03 UNDERGROUND VALVES

A. Provide underground valves with flanged, mechanical, or other type of joint required for the type of pipe to which the valve is to be connected.

B. Coating and wrapping: 1. After installation, encase valves in 2 layers of polyethylene wrap as specified

for ductile iron piping in Section 15211 - Ductile Iron Pipe: AWWA C151. a. Ascertain that polyethylene wrapping does not affect operation of valve.

2.04 VALVE BOXES

A. Provide cast-iron valve boxes at each buried valve to access valve and valve operators.

B. Do not support boxes on valve, valve operator, or pipe.

C. Boxes: 1. 2-piece, fabricated of cast iron; provide cover, with asphalt varnish or enamel

protective coating. 2. Adjustable to grade, install centered around the upper portions of the valve

and valve operator.

D. Manufacturers: One of the following or equal: 1. Tyler Pipe Industries, Inc. 2. Neenah Foundry Co.

2.05 VALVE OPERATORS

A. Valve operator "Open" direction: Open counterclockwise.

B. Provide valves located below operating level or deck with extensions for key operation or floor stands and handwheels.

C. Provide manually operated valves located not more than 6 feet above the operating level with tee handles, wrenches, or handwheels. 1. Make the valve operator more conveniently accessible by rolling valves,

located more than 5 feet but less than 6 feet above the operating level, toward the operating side.

2. Secure tee handles and wrenches to the valve head or stem, except where a handle or wrench so secured constitutes a hazard to personnel; in which case,


stow handle or wrench immediately adjacent to the valve on or in a suitable hanger, bracket, or receptacle.

D. Fit valves located more than 6 feet above operating level with chain operated handles or valve wheels. 1. Chains: Sufficient length to reach approximately 4 feet above the operating

level. 2. Where chains constitute a nuisance or hazard to operating personnel, provide

holdbacks or other means for keeping the chains out of the way.

E. Provide an operator shaft extension from valve or valve operator to finished grade or deck level when buried valves, and other valves located below the operating deck or level, are specified or indicated on the Drawings to be key operated; provide 2 inches square AWWA operating nut, and box and cover as specified, or a cover where a box is not required.

PART 3 EXECUTION

3.01 EXAMINATION

A. Preparation prior to installation: 1. Install valves after the required submittal on installation has been accepted. 2. Determine after flanged valves and flanged check valves are selected, the

face-to-face dimensions of flanged valves and flanged check valves.

B. Fabricate piping to lengths taking into account the dimensions of flanged valves and flanged check valves.

3.02 INSTALLATION

A. Provide incidental work and materials necessary for installation of valves including flange gaskets, flange bolts and nuts, valve boxes and covers, concrete bases, blocking, and protective coating.

B. Where needed, furnish and install additional valves for proper operation and maintenance of equipment and plant facilities under the following circumstances: 1. Where such additional valves are required for operation and maintenance of

the particular equipment furnished by Contractor. 2. Where such additional valves are required as a result of a substitution or

change initiated by Contractor.

C. Install valves with their stems in vertical position above the pipe, except as follows: 1. Butterfly valves, gate valves aboveground, globe valves, ball valves, and angle

valves may be installed with their stems in the horizontal position. 2. Install buried plug valves with geared operators with their stems in a horizontal

position.

D. Install valves so that handles clear obstructions when the valves are operated from fully open to fully closed.

E. Place top of valve boxes flush with finished grade or as otherwise indicated on the Drawings.


F. Valves with threaded connections: 1. Install valves by applying wrench on end of valve nearest the joint to prevent

distortion of the valve body. 2. Apply pipe joint compound or Teflon tape on external (male) threads to prevent

forcing compound into valve seat area.

G. Valves with flanged connections: 1. Align flanges and gasket carefully before tightening flange bolts. 2. When flanges are aligned, install bolts and hand tighten. 3. Tighten nuts opposite each other with equal tension before moving to next pair

of nuts.

H. Valves with soldered connections: 1. Do not overheat connection to prevent damage to resilient seats and metal

seat rings. 2. Position valves in full open position before starting soldering procedure. 3. Apply heat to piping rather than to valve body.

3.03 COMMISSIONING

A. As specified in Section 01756 - Commissioning and this Section.

B. Manufacturer services from each manufacturer for all valves supplied: 1. Provide Manufacturer’s Certificate of Source Testing. 2. Provide Manufacturer’s Certificate of Installation and Functionality

Compliance.

C. As specified elsewhere for specific valve types, sizes or actuators. 1. Source testing. 2. Manufacturers on site services for Owner Training, Installation Testing,

Functional Testing, and during the Process Operational Period.

END OF SECTION


SECTION 15116

PLUG VALVES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Non-lubricated plug valves.

1.02 REFERENCES

A. American Water Works Association (AWWA): 1. C517 - Resilient-Seated Cast Iron Eccentric Plug Valves. 2. C606 - Grooved and Shouldered Joints.

B. ASTM International (ASTM): 1. A126 - Standard Specification for Gray Iron Castings for Valves, Flanges, and

Pipe Fittings.

1.03 SUBMITTALS

A. Submit as specified in Section 01330 - Submittal Procedures and 15110 - Common Work Results for Valves.

B. Product data.

C. Shop drawings.

D. Calculations.

E. Vendor operation and maintenance manual as specified in Section 01782 - Operation and Maintenance Data.

F. Commissioning submittals: 1. Provide Manufacturer’s Certificate of Source Testing as specified in Section

01756 - Commissioning: a. Interior coating.

2. Provide Manufacturer’s Certificate of Installation and Functionality Compliance as specified in Section 01756 - Commissioning.

1.04 WARRANTY


PART 2 PRODUCTS

2.01 GENERAL

A. As specified in Section 15110 - Common Work Results for Valves.


2.02 NON-LUBRICATED PLUG VALVES

A. Manufacturers: One of the following or equal: 1. DeZurik, "PEC". 2. Clow Valve.

B. Design: 1. Type: Non-lubricated eccentric type, in accordance with AWWA C517. 2. Plug face: Resilient material that operates satisfactorily at a temperature of

180 degrees Fahrenheit continuous and 215 degrees Fahrenheit intermittent, except for valves in compressed air or digester gas service.

3. Compression washer: Provide flat compression washer made of Teflon, or of a material having equal physical characteristics on valve stem between plug and bonnet.

4. Stem seals: Provide stem seals serviceable without unbolting the valve bonnet assembly.

5. Clearly mark valves to indicate their open and closed positions. 6. Provide valves with ends as required by piping details indicated on the

Drawings.

C. Materials: 1. Body and plug: ASTM A126, Class B, cast-iron, with plug face of EPDM

material suitable for the intended service as specified under paragraph "Design" above.

2. Body seats in valves 3 inch size and larger: Provide with overlay of not less than 90-percent nickel and minimum thickness of 1/8-inch on surfaces contacting the plug face.

3. Stem bearing and bottom bearing: Type 316 stainless steel. 4. Internal parts, except the body and plug: Type 316 stainless steel. 5. Exposed nuts, bolts, and washers: Zinc plated. Exception: Exposed nuts,

bolts, and washers for buried service: Stainless steel.

2.03 VALVE OPERATORS

A. Furnish valves with an operating wrench or worm gear operator: 1. Equip valves 4 inch nominal size and smaller with a lever operator. 2. Equip valves 6 inch nominal size and larger with a worm gear operator.

2.04 COATING

A. Coat and test interior metal surfaces in accordance with manufacturer’s standard for specified service.

B. Coat exterior metal surfaces in accordance with manufacturer’s standard for specified service.

2.05 SHIPMENT, SPARE PARTS, MAINTENANCE PRODUCTS, AND SPECIAL TOOLS



PART 3 EXECUTION

3.01 INSTALLATION

A. Install valves as specified in Section 15110 - Common Work Results for Valves and the manufacturer’s instructions. 1. Unless differently indicated on the Drawings install valves so that in the closed

position the pressure in the pipeline applies a seating head on the valves. 2. Install valves so that in the open position the plug is located in the top half of

the valve body.

3.02 COMMISSIONING

A. As specified in Section 01756 - Commissioning and this Section.

B. Manufacturer services: 1. Provide certificates:

a. Manufacturer’s Certificate of Installation and Functionality Compliance.

C. Functional testing: 1. Valves:

a. Test witnessing: Witnessed. b. Conduct pressure and leak test as specified in Section 15110 - Common

Work Results for Valves.

END OF SECTION


SECTION 15121

PIPE COUPLINGS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Pipe couplings for ductile iron piping. 2. Flexible couplings for steel piping.

1.02 REFERENCES


B. American Society of Mechanical Engineers (ASME): 1. B31.1 - Power Piping. 2. B31.9 - Building Services Piping.

C. American Water Works Association (AWWA): 1. C111 - Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and

Fittings. 2. C207 - Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 In.

Through 144 In. 3. C606 - Standard for Grooved and Shouldered Joints.

D. ASTM International (ASTM): 1. A36 - Standard Specification for Carbon Structural Steel. 2. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-

Coated, Welded and Seamless. 3. A193 - Standard Specification for Alloy Steel and Stainless Steel Bolting

Materials for High Temperature or High Pressure Service and Other Special Purpose Applications.

4. A351 - Standard Specification for Castings, Austenitic, for Pressure-Containing Parts.

5. A449 - Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/105/9 ksi Minimum Tensile Strength, General Use.

6. A536 - Standard Specification for Ductile Iron Castings. 7. A563 - Standard Specification for Carbon and Alloy Steel Nuts. 8. A576 - Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special

Quality. 9. D2000 - Standard Classification System for Rubber Products in Automotive

Applications. 10. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and

Studs. 11. F594 - Standard Specification for Stainless Steel Nuts

E. NSF International (NSF): 1. 61 - Drinking Water System Components - Health Effects.


2. 372 - Drinking Water System Components - Lead Content.

1.03 SUBMITTALS


B. Product data: 1. For each product in this Section as applicable:

a. Design features. b. Load capacities. c. Material designations by UNS alloy number or ASTM Specification and

Grade. d. Data needed to verify compliance with the Specifications. e. Catalog data. f. Clearly mark submittal information to show specific items, materials, and

accessories or options being furnished.

C. Piping Layout Drawings: Coordinate preparation of required piping layout drawings such that coupling center sleeve sizes are clearly identified on drawings.

D. Calculations: 1. Provide calculations in accordance with NSF 372 for materials in contact with

drinking water.

1.04 WARRANTY


PART 2 PRODUCTS

2.01 GENERAL

A. As specified in Section 01600 - Product Requirements: 1. Materials in contact with drinking waters: In accordance with NSF 61 and

NSF 372.

B. Known acceptable manufacturers are listed by specific products.

C. Provide references as specified in this Section by specific product.

D. Manufacturer’s representatives requirements as specified in Section 01756 - Commissioning and this Section by specific product.

E. Gaskets for flexible couplings and flanged coupling adapters: 1. Provide gasket materials for piping applications as follows:

a. Low-pressure and high-pressure air, steam, hot water: EPDM. b. All other piping applications: Neoprene rubber or Buna-N

F. Exterior coatings for underground and submerged applications: 1. Manufacturers: One of the following or equal:

a. Tapecoat Co., Inc., T.C. Mastic. b. Kop-Coat Co., Inc., Bitumastic Number 50.


2. Thickness: Minimum 0.040 inch.

2.02 PIPE COUPLINGS FOR DUCTILE IRON PIPING

A. Flanged coupling adapters: Greater than 12-inch size: 1. Manufacturers: One of the following or equal:

a. Dresser, Inc., Style 128-W. b. Romac Ind., Inc., Style FC400. c. Smith-Blair, Inc., Series 913.

2. Materials: a. Flange and flanged body: Ductile iron or low carbon steel having a

minimum yield strength of 30,000 pounds per square inch. b. Follower ring: Low carbon steel having a minimum yield strength of

30,000 pounds per square inch. c. Bolts and hex nuts:

1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.

2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.

3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.

4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.

B. Flexible couplings: 1. Manufacturers: One of the following or equal:

a. Dresser, Inc., Style 253. b. Romac Ind., Inc., Style 501. c. Smith-Blair, Inc., Series 441.

2. Materials: a. Center rings: Ductile iron in accordance with ASTM A536. b. Follower rings: Ductile iron in accordance with ASTM A536. c. Bolts and hex nuts:


2) Buried and underwater: Type 316 stainless steel in accordance with ASTM F593.


4. Center sleeve dimensions: Provide center sleeves with lengths in accordance with following table:

Nominal Pipe Size Sleeve Length

3 inch and smaller Manufacturer’s standard

4 inch through 8 inch 7 inches

10 inch through 14 inch 12 inches

Greater than 16 inch Use steel flexible coupling per Pipe Couplings for Steel Piping


C. Restrained flange coupling adapter: 1. Manufacturers: One of the following or equal:

a. Romac Ind., Inc., Style RFCA. b. Star Pipe Products, 3200 StarFlange™.

2. Materials: a. Flange and flanged body: Ductile iron in accordance with ASTM A536. b. Follower ring: Lug type restraint system.

1) Follower ring: Ductile iron in accordance with ASTM A536. 2) Restraining lugs: Ductile iron in accordance with ASTM A536.

a) Designed to contact the pipe and apply forces evenly. 3) Restraining bolts:

a) Ductile iron in accordance with ASTM A536. b) Bolt heads shall be designed to twist off when the proper torque

has been applied. c. Bolts and hex nuts:


2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.

3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.


5. Angular deflection: Restrained flange coupling adapter must allow angular deflection after assembly.

D. Grooved joint couplings: 1. Manufacturers: The following or equal:

a. Victaulic Co., Series 31 or equal. 2. Materials:

a. Housings: Ductile iron in accordance with ASTM A536. b. Gasket:

1) FlushSeal® type, or equal. Elastomer in accordance with ASTM D2000.

2) Neoprene or BUNA-N. c. Bolts and nuts: Electroplated steel in accordance with ASTM A449. d. Coating: Per manufacturers recommendation for specified service.

3. For use with rigid or flexible radius grooved components in accordance with AWWA C606.

4. For connection to IPS steel pipe sizes, Victaulic Style 307.

2.03 PIPE COUPLINGS FOR CARBON STEEL PIPING

A. Flexible couplings: 1. Manufacturers: One of the following or equal:

a. Dresser, Inc., Style 38. b. Smith-Blair, Inc., Series 411. c. Romac Ind., Inc., Style 511 or Style 400.

2. Materials: a. Center sleeve and follower flanges: Ductile iron or low carbon steel having

a minimum yield strength of 30,000 pounds per square inch.


b. Bolts and hex nuts: 1) Aboveground: High strength, low alloy steel in accordance with

AWWA C111. 2) Buried and underwater: Type 316 stainless steel bolts in accordance

with ASTM F593. 3. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61

certified. 4. Center sleeve dimensions: Provide center sleeves with lengths in accordance

with following table:

Nominal Pipe Diameter Sleeve Length

2-1/2 inch and smaller Manufacturer’s standard

3 inch through 6 inch 7 inch

8 inch through 14 inch 7 inch

Greater than 14 inches 10 inch

PART 3 EXECUTION

3.01 INSTALLATION

A. In underground and underwater installations, coat the exterior of coupling with a protective coating in accordance with manufacturer's instructions.

B. Joints and flexible connections shall be installed centered with no angular deflection unless otherwise indicated on the Drawings.

C. Flexible couplings and flange coupling adapters: Install with gap between pipe ends in accordance with the following table unless a greater gap is indicated on the Drawings. Maximum gap tolerance shall be within 1/8 inch. 1. Install flexible coupling with pipe gap located in middle of center sleeve. 2. Install flanged coupling adapter with end of plain end pipe in middle of flanged

coupling body.

Center Ring Length Gap Dimension and Tolerance

4 inch through 6 inch 3/8 inch

7 inch 5/8 inch

10 inch and greater 7/8 inch

D. Provide harnesses (tie-downs) for flexible couplings unless otherwise indicated on the Drawings with a written note. 1. Design harnesses (tie-downs) for the test pressures as specified in the Piping

Schedule in Section 15052 - Common Work Results for General Piping.

END OF SECTION


SECTION 15211

DUCTILE IRON PIPE: AWWA C151

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Ductile iron pipe, joints, fittings, gaskets, and pipe linings and coatings.

1.02 REFERENCES

A. American Society of Mechanical Engineers (ASME): 1. B16.1 - Gray Iron Pipe Flanges and Flanged Fittings: Classes 25, 125, and

250.

B. American Water Works Association (AWWA): 1. C104 - Standard for Cement-Mortar Lining for Ductile-Iron Pipe and Fittings. 2. C105 - Polyethylene Encasement for Ductile-Iron Pipe Systems. 3. C110 - Standard for Ductile-Iron and Gray-Iron Fittings. 4. C111 - Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and

Fittings. 5. C115 - Flanged Ductile Iron Pipe with Ductile-Iron or Gray-Iron Threaded

Flanges. 6. C150 - Standard for Thickness Design of Ductile-Iron Pipe. 7. C151 - Standard for Ductile-Iron Pipe, Centrifugally Cast. 8. C153 - Standard for Ductile-Iron Compact Fittings for Water Service. 9. C600 - Installation of Ductile Iron Water Mains and Their Appurtenances. 10. C606 - Standard for Grooved and Shouldered Joints.

C. American Welding Society (AWS): 1. D11.2 - Guide for Welding Iron Castings.

D. ASTM International (ASTM): 1. A47 - Standard Specifications for Ferritic Malleable Iron Castings. 2. A183 - Standard Specifications for Carbon Steel Track Bolts and Nuts. 3. A536 - Standard Specifications for Ductile Iron Castings. 4. C283 - Standard Test Methods for Resistance of Porcelain Enameled Utensils

to Boiling Acid. 5. D792 - Standard Test Methods for Density and Specific Gravity (Relative

Density) of Plastics by Displacement.

E. Ductile Iron Pipe Research Association (DIPRA): 1. Thrust Restraint Design Manual.

F. NACE International (NACE): 1. SP0188 - Discontinuity (Holiday) Testing of New Protective Coatings on

Conductive Substrates.

G. National Association of Pipe Fabricators, Inc. (NAPF):


1. 500-03 - Surface Preparation Standard for Ductile Iron Pipe and Fittings in Exposed Locations Receiving Special External Coatings and/or Special Internal Linings.

H. Society for Protective Coatings (SSPC): 1. PA-2 - Measurement of Dry Coating Thickness with Magnetic Gages.


A. Provide a fully restrained piping system in accordance with this section and 15052 - Common Work Results for General Piping.

1.04 SUBMITTALS


B. Product data: As specified in Section 15052 - Common Work Results for General Piping.

C. Shop drawings: 1. Detailed layout drawings showing alignment of pipes, location of valves,

fittings, and appurtenances, types of joints, and connections to pipelines or structures.

2. Thrust restraint systems layouts. 3. Photographs, drawings, and descriptions of fittings, gaskets, couplings,

grooving of pipe and fittings, pipe linings, and coatings.

D. Calculations: 1. Calculations for thrust restraint system design.

E. Provide manufacturer’s test reports: 1. Include Coating Manufacturer’s Technical Representative’s reports.

F. Certificates: Submit certified documentation of holiday detection testing results with all glass lined pipe shipments. This documentation shall identify each piece by mark designation and show the actual test results during the final inspection by the manufacturer prior to shipment. Acceptance criteria shall be as specified under Field Quality Control.


A. Pre-installation meeting: 1. Arrange for Coating Manufacturer’s Technical Representative to attend

preconstruction conferences, and to make periodic visits to factory or shop to inspect surface preparation of pipe, fittings, and accessories; and to inspect application of linings to interior and coatings to exterior of pipe, fittings, and accessories.

B. Regulatory Requirements: Install work of this Section in accordance with local, state, and federal regulations.



A. Block piping and associated fittings for shipment to prevent damage to coatings and linings.

B. Carefully handle piping and associated fittings during loading, unloading, and installation: 1. Do not drop piping material from cars or trucks. 2. Lower piping by mechanical means. 3. Do not drop or pound pipe to fit grade.

C. Repair damaged cement mortar lining to match quality, thickness, and bonding of original lining in accordance with AWWA C 104. When lining cannot be repaired or repairs are defective, replace defective piping with undamaged piping.

D. Protect gaskets and polyethylene encasement from long-term exposure to sunlight.

E. Store piping, fittings, and other accessories such that they do not accumulate and hold rainwater, dirt, and debris.

PART 2 PRODUCTS

2.01 MATERIALS

A. Ductile Iron Piping: In accordance with Medford Water Commission “Standard for Water Facilities”, October 2012.

B. Joints: In accordance with Medford Water Commission “Standard for Water Facilities”, October 2012. 1. Integrally restrained push-on joints:

a. Application: 1) Where designation restrained push-on is specified in the Piping

Schedule provided in Section 15052 - Common Work Results for General Piping, supply a restrained push-on joint piping system.

b. Design: 1) Restrained push-on joints of the configuration which utilizes a

gripping or friction force for restraint will not be acceptable. 2) Suitable for the following working pressures:

a) 50 PSI, max. c. Manufacturers: One of the following or equal:

1) U.S. Pipe, TR Flex. 2) McWane Ductile, TR Flex. 3) American Cast Iron Pipe Co., Flex Ring or Lok-Ring.

d. Limit buried joints to half the manufacturer’s published allowable angular joint deflection for purposes of pipeline alignment and elimination of fittings.

C. Fittings: In accordance with Medford Water Commission “Standard for Water Facilities”, October, 2012.


2.02 PIPE LININGS AND COATINGS

A. Asphaltic seal coat: a. Apply over cement mortar linings and to outside surface of pipes that will

not receive another coating. Apply in accordance with AWWA C151.

B. Cement-mortar lining: 1. In accordance with AWWA C104, apply cement-mortar on clean bare metal

surfaces. Extend to faces of flanges, ends of spigots, and shoulders of hubs. 2. Minimum lining thickness: Standard in accordance with AWWA C104. 3. Type of cement: Type II.

2.03 POLYETHYLENE ENCASEMENT

A. General: 1. Polyethylene encasement shall be supplied by the pipe manufacturer.

B. Materials: Supply one of the following polyethylene encasements: 1. 2 layers of linear low-density polyethylene (LLDPE) film, minimum thickness of

8 mils in accordance with AWWA C105; or, 2. Single layer of high-density, cross-laminated polyethylene (HDCLPE) film,

minimum thickness of 4 mils in accordance with AWWA C105. 3. Single layer of V-Bio® enhanced polyethylene encasement (3 layers of co-

extruded LLDPE film with anti-microbial additive and volatile corrosion inhibitor infused on the inside surface), meeting all requirements of AWWA C105.

PART 3 EXECUTION

3.01 INSTALLATION

A. General: 1. Install ductile iron piping in accordance with AWWA C600, modified as

specified in Section 15052 - Common Work Results for General Piping. 2. For underground piping, the trenching, backfill, and compaction: As specified

in Section 02318 - Trenching.

B. Polyethylene encasement: 1. Wrap all buried ductile iron pipe and fittings in 2 layers of loose low density

polyethylene wrap or a single layer of high-density polyethylene wrap in accordance with AWWA C105.

2. Polyethylene encasement shall be continuous and terminated neatly at connections to below grade equipment or structures.

3. At wall penetrations, extend encasement to the wall and neatly terminate. 4. At slab penetrations, extend encasement to 2 inches below the top of slab and

neatly terminate. 5. When rising vertically in unimproved areas, extend encasement 6 inches

above existing grade and neatly terminate. 6. Repair tears and make joints with 2 layers of plastic tape. 7. All work shall be inspected prior to backfilling of pipe and associated items.


C. Joints: 1. Install types of joints as specified in the piping schedule provided in

Section 15052 - Common Work Results for General Piping. 2. Mechanical joints are not acceptable in above ground applications. 3. Field closure for restrained push-on pipe:

a. Locate field closures in areas where thrust calculations demonstrate restraint is not required.


A. Testing ductile iron piping: 1. Test as specified in Section 15052 - Common Work Results for General Piping

and Section 15956 - Piping Systems Testing. 2. Do not test sections longer than 1/2 mile in total pipe length.

B. Repair damaged cement mortar lining to match quality, thickness, and bonding of original lining in accordance with AWWA C104. 1. When lining cannot be repaired or repairs are defective, replace defective

piping with undamaged piping.

END OF SECTION


SECTION 15265

PLASTIC PIPING

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes: Plastic pipe and fittings.

1.02 REFERENCES

A. American National Standards Institute (ANSI): 1. B 16.12 - Cast Iron Threaded Screwed Drainage Fittings.

B. American Society for Testing and Materials (ASTM): 1. D 648 - Standard Test Method for Deflection Temperature of Plastics Under

Flexural Load. 2. D 1784 - Standard Specification for Rigid Poly (Vinyl Chloride) (PVC)

Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds. 3. D 1785 - Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe,

Schedules 40, 80, and 120. 4. D 2321 - Underground Installation of Thermoplastic Pipe for Sewers and Other

Gravity-Flow Applications. 5. D 2412 - Standard Test Method for Determination of External Loading

Characteristics of Plastic Pipe by Parallel-Plate Loading. 6. D 2466 - Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe

Fittings, Schedule 40. 7. D 2467 - Standard Specification for Socket-Type Poly (Vinyl Chloride) (PVC)

Plastic Pipe Fittings, Schedule 80. 8. D 2564 - Standard Specification for Solvent Cements for Poly (Vinyl Chloride)

(PVC) Plastic Piping Systems. 9. D 2665 - Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Drain,

Waste, and Vent Pipe and Fittings. 10. D 2680 - Standard Specification for Acrylonitrile-Butadiene-Styrene (ABS) and

Poly (Vinyl Chloride) (PVC) Composite Sewer Piping. 11. D 2855 - Standard Practice for Making Solvent-cemented Joints with Poly

(Vinyl Chloride)(PVC) Pipe and Fittings. 12. D 3034 - Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC)

Sewer Pipe and Fittings. 13. D 3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes

Using Flexible Elastomeric Seals. 14. F 439 - Standard Specification for Socket-Type Chlorinated Poly (Vinyl

Chloride) (CPVC) Plastic Pipe Fittings, Schedule 80. 15. F 441 - Standard Specification for Chlorinated Poly (Vinyl Chloride) (CPVC)

Plastic Pipe, Schedules 40 and 80. 16. F 477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining

Plastic Pipe. 17. F 493 - Standard Specification for Solvent Cements for Chlorinated Poly (Vinyl

Chloride) (CPVC) Plastic Pipe and Fittings.


18. F 645 - Guide for Selection, Design and Installation of Thermoplastic Water Pressure Piping Systems.

19. F 679 - Standard Specification for Poly (Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings.

C. American Water Works Association (AWWA): 1. C900 - Polyvinyl/Chloride (PVC) Pressure Pipe, 4 Inches through 12 Inches,

for Water Distribution.

D. Code of Federal Regulations: 1. Title 49 - Transportation.

E. Plastics Pipe Institute (PPI). 1. TR 31 - Underground Installation of Polyolefin Piping.

F. United States Department of Transportation: 1. Materials Transportation Bureau.

1.03 ABBREVIATIONS

A. DR: Dimension Ratio.

B. ID: Inside Diameter of piping or tubing.

C. NPS: Nominal Pipe Size followed by the size designation.

D. NS: Nominal Size of piping or tubing.

E. PVC: Polyvinyl Chloride.

F. SDR: Standard Dimension Ratio; the Outside Diameter divided by the pipe wall thickness.

1.04 SUBMITTALS

A. Product Data: Describe materials, pipe, fittings, gaskets, and solvent cement.

B. Polyethylene Pipe Submittals: Include: 1. Product data. 2. Installation equipment including details on fusion machine used to join

polyethylene pipe sections. 3. Qualifications of installation crew for use of the fusion machine used for joining

polyethylene pipe.

C. Manufacturer's Published Installation Instructions.

D. Certificates: 1. Submit manufacturer's certificate attesting that plastic pipe, tubing, and fitting

types meet specified requirements. 2. Manufacturer's certification of date of manufacture of plastic pipe and tubing

for each lot delivered. 3. Copies of solvent cement manufacturer's report and certification in accordance

with ASTM D 2564 for PVC piping and ASTM F 493 for CPVC piping.



A. Plastic Pipe in Potable Water Applications: Provide pipe and tubing bearing NSF seal.

B. Mark plastic pipe with nominal size, type, class, schedule, or pressure rating, manufacturer and all markings required by applicable ASTM and AWWA standards.


A. Protect piping materials from sunlight, scoring, and distortion.

B. Do not allow surface temperatures on pipe and fittings to exceed 120 degrees Fahrenheit.

C. Store and handle PE pipe and fittings as recommended by manufacturer in published instructions.

PART 2 PRODUCTS

2.01 MATERIALS

A. Extruding and Molding Material: Virgin material containing no scrap, regrind, or rework material except where permitted in the referenced standards.

B. Fittings: Same material as the pipe and of equal or greater pressure rating, except that fittings used in drain, waste and vent piping systems need not be pressure rated.

C. Unions 2-1/2 Inches and Smaller: Socket end screwed unions. Make unions 3 inches and larger of socket flanges with 1/8-inch full-face soft EPDM gasket.

2.02 PVC PIPING, CLASS TYPE

A. PVC Pipe, Class Type: In accordance with ASTM D 2241. 1. Thermoplastic Pipe Materials Designation Code: PVC 1120, 1220 or 2120. 2. PVC Compound: Class 12454-B in accordance with ASTM D 1784.

B. PVC Pipe, Class Type: AWWA C 900, Pressure Class 150, and DR not more than 18. 1. Fittings: AWWA C900, DR 18. 2. Joint Design: Push-on. 3. Gaskets: Neoprene meeting the requirements of ASTM D 1869 or

ASTM F 477.

2.03 SOURCE QUALITY CONTROL

A. PVC Piping, Class Type: 1. Test pipe to withstand, without failure, 600 pounds per square inch, gauge,

hydrostatic pressure for a minimum of 5 seconds. 2. Test integral bell with the pipe.


PART 3 EXECUTION

3.01 INSTALLATION

A. General: 1. Where not otherwise specified, install piping in accordance with ASTM F 645,

or manufacturer's published instructions for installation of piping, as applicable to the particular type of piping.

2. Provide molded transition fittings for transitions from plastic to metal or IPS pipe. Do not thread plastic pipe.

3. Locate unions where indicated on the Drawings, and elsewhere where required for adequate access and assembly of the piping system.

4. Provide serrated nipples for transition from plastic pipe to rubber hose.

B. Installation of PVC Piping, Schedule Type: 1. Solvent weld joints in accordance with ASTM D 2855.

a. For PVC pipe in sodium hypochlorite service use IPS Corp. Type 724 cement in accordance with manufacturer's instructions.

2. Install piping in accordance with manufacturer's published instructions.

C. Installation of PVC Piping, Class Type: 1. Install piping in accordance with the Appendix of AWWA C 900 complemented

with manufacturer's published instructions.


A. Leakage Test for PVC Piping, Class Type: 1. Polyvinyl-Chloride (PVC) Piping, Class Type: Subject to visible leaks test and

to pressure test with maximum leakage allowance, as specified in Section 15956 – Piping Systems Testing.

2. Pressure Test with Maximum Leakage Allowance: Perform test after backfilling. a. Pressure: 125 pounds per square inch, gauge. b. Maximum leakage allowance as follows, wherein the value for leakage is

in gallons per 100 joints per hour:

NPS, Inches 1-1/2 2 2-1/2 3 4 6 8 10 12

Leakage 0.41 0.52 0.63 0.76 0.98 1.45 1.88 2.35 2.80

END OF SECTION


SECTION 15281

COPPER WATER TUBE: SEAMLESS, ASTM B88

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Copper water tube-seamless, ASTM B88.

1.02 REFERENCES

A. ASTM International (ASTM): 1. B32 - Standard Specification for Solder Metal. 2. B88 - Standard Specification for Seamless Copper Water Tube. 3. B813 - Standard Specification for Liquid and Paste Fluxes for Soldering of

Copper and Copper Alloy Tube. 4. B828 - Standard Practice for Making Capillary Joints by Soldering of Copper

and Copper Alloy Tube and Fitting.

B. International Association of Plumbing and Mechanical Officials (IAPMO): 1. IS 3 - Installation Standard for Copper Plumbing Tube, Pipe and Fittings.

1.03 SUBMITTALS


B. Product data: As specified in Section 15052 - Common Work Results for General Piping.

PART 2 PRODUCTS

2.01 MATERIALS

A. Seamless copper water tube: 1. Type: ASTM B88:

a. Exposed copper piping or tubing: Type L hard-drawn, rigid. b. Copper tubing buried in the ground or in plastic conduit: Type K

soft-annealed. 2. Fittings: Solder type forged, or wrought copper.

a. Manufacturers: One of the following or equal: 1) Hoke, Gyrolok. 2) Crawford Fitting Co., Swagelok. 3) Parker.

3. Solder: ASTM B32, Alloy Grade Sb5. 4. Flux: ASTM B813. 5. Dielectric insulating unions or fittings:

a. Manufacturers: One of the following or equal: 1) Mueller Co. 2) Watts Series 3001A.


6. Special thread to tube adapters: a. Manufacturers: One of the following or equal:

1) Crawford Fitting Co., Swagelok. 2) Hoke, Gyrolok. 3) Parker.

PART 3 EXECUTION

3.01 INSTALLATION

A. General: 1. Clean copper lines with high-pressure air after first disconnecting piping at

instruments, filters, pressure reducers, valve operators, and other special devices.

2. Install copper pipe in accordance with IAPMO IS 3. 3. Disinfect potable water lines in accordance with Medford Water Commission

standard specifications.

B. Installation of copper piping: 1. Connect copper pipe connected to ferrous pipe or valves, or other non-copper

items, by means of dielectric insulating unions or fittings. 2. Where connections are made to meters or other devices having iron pipe size

threaded fittings, provide special thread to tube adapters.

C. Installation of copper tubing: 1. Install copper tubing in accordance with ASTM B828 and IAPMO IS 3. 2. Install copper tubing in straight runs, supported at intervals close enough to

avoid sagging. 3. Make cuts square with a tubing cutter or with a 32-tooth hacksaw.

a. Provide a sizing tool to correct distortions. 4. Ream the inside of the tubing and remove burrs from the outside, holding the

end of the tubing downward and preventing chips and fillings from entering the tubing.

5. Perform flaring with a flare block and yoke type screw feed flaring tool: a. After removing the tubing from the flare block, inspect both surfaces of the

flare for splits, cracks, or other imperfections. b. Where there are imperfections, cut off the imperfect flare, and prepare a

new flare.


A. Testing: Test copper lines in the same manner as the piping system to which they connect.

END OF SECTION


SECTION 15956

PIPING SYSTEMS TESTING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Test requirements for piping systems.

1.02 REFERENCES

A. National Fuel Gas Code (NFGC).

B. American Society of Mechanical Engineers (ASME): 1. B31.1 - Power Piping. 2. B31.3 - Process Piping. 3. B31.8 - Gas Transmission and Distribution Piping Systems.

C. Underwriters Laboratories Inc. (UL).

1.03 TESTING REQUIREMENTS

A. General requirements: 1. Testing requirements are stipulated in Laws and Regulations; are included in

the Piping Schedule in Section 15052 - Common Work Results for General Piping; are specified in the specifications covering the various types of piping; and are specified in this Section.

2. Requirements in Laws and Regulations supersede other requirements of Contract Documents, except where requirements of Contract Documents are more stringent, including higher test pressures, longer test times, and lower leakage allowances.

3. Test plumbing piping in accordance with Laws and Regulations, the plumbing code, as specified in Section 01410 - Regulatory Requirements, and UL requirements.

B. Furnish necessary personnel, materials, and equipment, including bulkheads, restraints, anchors, temporary connections, pumps, water, pressure gauges, and other means and facilities required to perform tests.

C. Water for testing, cleaning, and disinfecting: 1. Water for testing, cleaning, and disinfecting will be provided as specified in

Section 01500 - Temporary Facilities and Controls.

D. Pipes to be tested: Test only those portions of pipes that have been installed as part of this Contract. Test new pipe sections prior to making final connections to existing piping. Furnish and install test plugs, bulkheads, and restraints required to isolate new pipe sections. Do not use existing valves as test plug or bulkhead.


E. Unsuccessful tests: 1. Where tests are not successful, correct defects or remove defective piping and

appurtenances and install piping and appurtenances that comply with the specified requirements.

2. Repeat testing until tests are successful.

F. Test completion: Drain and leave piping clean after successful testing.

G. Test water disposal: Dispose of testing water in accordance with requirements of federal, state, county, and city regulations governing disposal of wastes in the location of the Project and disposal site.

1.04 SUBMITTALS


B. Schedule and notification of tests: 1. Submit a list of scheduled piping tests by noon of the working day preceding

the date of the scheduled tests. 2. Notification of readiness to test: Immediately before testing, notify Engineer in

writing of readiness, not just intention, to test piping. 3. Have personnel, materials, and equipment specified in place before submitting

notification of readiness.

1.05 SEQUENCE

A. Clean piping before pressure or leak tests.

B. Test gravity piping underground, including sanitary sewers, for visible leaks before backfilling and compacting.

C. Underground pressure piping may be tested before or after backfilling when not indicated or specified otherwise.

D. Backfill and compact trench, or provide blocking that prevents pipe movement before testing underground piping with a maximum leakage allowance.

E. Test underground piping before encasing piping in concrete or covering piping with slab, structure, or permanent improvement.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.01 TESTING ALIGNMENT, GRADE, AND DEFLECTION

A. Alignment and grade: 1. Visually inspect the interior of gravity piping with artificial light, reflected light,

or laser beam.


2. Consider inspection complete when no broken or collapsed piping, no open or poorly made joints, no grade changes that affect the piping capacity, or no other defects are observed.

B. Deflection test: 1. Pull a mandrel through the clean piping section under test. 2. Perform the test not sooner than 30 days after installation and not later than

60 days after installation. 3. Use a 9-rod mandrel with a contact length of not less than the nominal

diameter of the pipe within 1 percent plus or minus. 4. Consider test complete when the mandrel can be pulled through the piping

with reasonable effort by 1 person, without the aid of mechanical equipment.

3.02 AIR TESTING METHOD FOR PRESSURE PIPING

A. Air test piping, indicated with "AM" in the Piping Schedule, with air or another nonflammable or inert gas.

B. Test gas, air, liquefied petroleum gas, liquid chlorine, and chlorine gas piping by the air test method: 1. Test chlorine piping with dry air or nitrogen having a dew point of minus

40 degrees Fahrenheit or less. Supply temporary air dryers as necessary.

C. Test at pressure as specified in Piping Schedule in Section 15052 - Common Work Results for General Piping: 1. Provide temporary pressure relief valve for piping under test:

a. Set at the lesser of 110 percent of the test pressure or 50 pounds per square inch gauge over the test pressure.

2. Air method test pressures shall not exceed 110 percent of the piping maximum allowable working pressure calculated in accordance with the most stringent of ASME B31.1, ASME B31.3, ASE B31.8, or the pipe manufacturer's stated maximum working pressure.

3. Gradually increase test pressure to an initial test pressure equal to the lesser of 1/2 the test pressure or 25 pounds per square inch gauge.

4. Perform initial check of joints and fittings for leakage. 5. Gradually increase test pressure in steps no larger than the initial pressure.

Check for leakage; at each step increase until test pressure reached. 6. At each step in the pressure, examine and test piping being air tested for leaks

with soap solution. 7. Consider examination complete when piping section under test holds the test

pressure for 15 minutes without losses.

3.03 TESTING GRAVITY FLOW PIPING

A. Test gravity flow piping indicated with "GR" in the Piping Schedule, as follows: 1. Unless specified otherwise, subject gravity flow piping to the following tests:

a. Alignment and grade. b. For plastic piping test for deflection. c. Visible leaks and pressure with maximum leakage allowance, except for

storm drains and culverts. 2. Inspect piping for visible leaks before backfilling. 3. Provide temporary restraints when needed to prevent movement of piping.


4. Pressure test piping with maximum leakage allowance after backfilling. 5. With the lower end plugged, fill piping slowly with water while allowing air to

escape from high points. Keep piping full under a slight head for the water at least 24 hours: a. Examine piping for visible leaks. Consider examination complete when no

visible leaks are observed. b. Maintain piping with water, or allow a new water absorption period of

24 hours for the performance of the pressure test with maximum leakage allowance.

c. After successful completion of the test for visible leaks and after the piping has been restrained and backfilled, subject piping to the test pressure for minimum of 4 hours while accurately measuring the volume of water added to maintain the test pressure: 1) For polyvinyl chloride (PVC) gravity sewer pipe: 25 gallons per day

per inch diameter per mile of piping under test: a) Consider the test complete when leakage is equal to or less

than the following maximum leakage allowances: (1) For concrete piping with rubber gasket joints: 80 gallons per

day per inch of diameter per mile of piping under test: (a) Advise manufacturer of concrete piping with rubber

gasket joints of more stringent than normal maximum leakage allowance.

(2) For vitrified clay piping: 500 gallons per day per inch of diameter per mile of piping under test.

(3) For other piping: 80 gallons per day per inch diameter per mile of piping under test.

3.04 TESTING LOW-HEAD PRESSURE PIPING

A. Test piping for which the specified test pressure is less than 20 pounds per square inch gauge, by the low head pressure test method, indicated "LH" in the Piping Schedule.

B. General: 1. Test pressures shall be as scheduled in Section 15052 - Common Work

Results for General Piping. 2. During the performance of the tests, test pressure shall not vary more than

plus or minus 2 pounds per square inch gauge with respect to the specified test pressure.

3. Test connections, blowoffs, vents, closure pieces, and joints into structures, including existing bell rings and other appurtenances, with the piping.

4. Test piping for minimum 2 hours for visible leaks test and minimum 2 hours for the pressure test with maximum leakage allowance.

C. Visible leaks test: 1. Subject piping under test to the specified pressure measured at the lowest

end. 2. Fill piping section under test slowly with water while venting air:

a. Use potable water for all potable waterlines and where noted on the Piping Schedule.

3. Before pressurizing for the tests, retain water in piping under slight pressure for the water absorption period of minimum 24 hours.


4. Raise pressure to the specified test pressure and inspect piping visually for leaks. Consider testing complete when no visible leaks are observed.

D. Pressure test with maximum leakage allowance: 1. Pressure test piping after completion of visible leaks test. 2. Accurately measure the makeup water necessary to maintain the pressure in

the piping section under test during the pressure test period: a. Consider the pressure test to be complete when makeup water added is

less than the allowable leakage of 80 gallons per inch of nominal diameter, per mile of piping section under test after 24 hours, and no damage to piping and appurtenances has occurred.

b. Successful completion of the leakage test shall have been achieved when the observed leakage is equal or less than the allowable leakage and no damage to piping and appurtenances has occurred.

E. Optional joint test: 1. When joint testing is allowed by note in the Piping Schedule, the procedure

shall be as follows: a. Joint testing will be allowed only for low head pressure piping. b. Joint testing does not replace and is not in lieu of any testing of the piping

system or trust restraints. 2. Joint testing may be performed with water or air. 3. Joint test piping after completion of backfill and compaction to the top of the

trench. 4. Joint testing with water:

a. Measure test pressure at the invert of the pipe. Apply pressure of 4 feet plus the inside diameter of the pipe in water column within 0.20 feet in water column.

b. Maintain test pressure for 1 minute. c. Base the allowable leakage per joint on 80 gallons per inch nominal

diameter, per mile of piping, per 24 hours equally distributed to the actual number of joints per mile for the type of piping.

d. Consider the pressure test to be complete when makeup water added is less than the allowable leakage.

e. Successful completion of the joint test with water shall have been achieved when the observed leakage is equal or less than the allowable leakage.

5. Joint testing with air: a. Apply test pressure of 3 pounds per square inch gauge with a maximum

variation of plus 0.20 and minus 0.00 pounds per square inch. b. Maintain test pressure for 2 minutes. c. Consider the pressure test to be complete when the test pressure does

not drop below 2.7 pounds per square inch for the duration of the test.

END OF SECTION


SECTION 15958

MECHANICAL EQUIPMENT TESTING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Testing of mechanical equipment and systems.

1.02 REFERENCES

A. American National Standards Institute (ANSI): 1. S1.4 Specification for Sound Level Meters.

B. Hydraulic Institute (HI).

C. National Institute of Standards and Technology (NIST).

1.03 SUBMITTALS

A. Project closeout documents: 1. Provide vendor operation and maintenance manual as specified in

Section 01782 - Operation and Maintenance Data.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.01 GENERAL

A. Commissioning of equipment as specified in: 1. This Section. 2. Section 01756 - Commissioning. 3. Equipment sections:

a. If testing requirements are not specified, provide Level 1 Tests.

B. Test and prepare piping as specified in Section 15956 - Piping Systems Testing.

C. Operation of related existing equipment: 1. Owner will operate related existing equipment or facilities necessary to

accomplish the testing. 2. Schedule and coordinate testing as required by Section 01756 -

Commissioning.

D. Provide necessary test instrumentation that has been calibrated within 1 year from date of test to recognized test standards traceable to the NIST or approved source.


1. Properly calibrated field instrumentation permanently installed as a part of the Work may be utilized for tests.

2. Prior to testing, provide signed and dated certificates of calibration for test instrumentation and equipment.

E. Test measurement and result accuracy: 1. Use test instruments with accuracies as recommended in the appropriate

referenced standards. When no accuracy is recommended in the referenced standard, use 1 percent or better accuracy test instruments. a. Improved (lower error tolerance) accuracies specified elsewhere prevail

over this general requirement. 2. Do not adjust results of tests for instrumentation accuracy.

a. Measured values and values directly calculated from measured values shall be the basis for comparing actual equipment performance to specified requirements.


A. Test equipment as specified for each type of test at the test levels specified in individual equipment Sections. Prepare and submit test reports as specified. Comply with latest version of applicable standards.

3.03 PRESSURE TESTING

A. Hydrostatically pressure test pressure containing parts at the appropriate standard or code required level above the equipment component specified design pressure or operating pressure, whichever is higher.

3.04 TESTING LEVELS

A. Level 1 Tests: 1. Level 1 General Equipment Performance Test:

a. For equipment, operate, rotate, or otherwise functionally test for 15 minutes minimum after components reach normal operating temperatures.

b. Operate at rated design load conditions. c. Confirm that equipment is properly assembled, equipment moves or

rotates in the proper direction, shafting, drive elements, and bearings are installed and lubricated in accordance with proper tolerances, and that no unusual power consumption, lubrication temperatures, bearing temperatures, or other conditions are observed.

B. Level 2 Tests: 1. Level 2 General Performance Test:

a. For equipment, operate, rotate, or otherwise functionally test for at least 2 hours after components reach normal operating temperatures.

b. Operate at rated design load conditions. c. Confirm that equipment is properly assembled, equipment moves or

rotates in the proper direction, shafting, drive elements, and bearings are installed and lubricated in accordance with proper tolerances, and that no unusual power consumption, lubrication temperatures, bearing temperatures, or other conditions are observed.


C. Level 3 Tests: 1. Level 3 General Equipment Performance Tests:

a. For equipment, operate, rotate, or otherwise functionally test for at least 4 hours after components reach normal operating temperatures.

b. Operate at rated design load conditions for 1/2 the specified time; operate at each of any other specified conditions for a proportionate share of the remaining test time.

c. Confirm that equipment is properly assembled, equipment rotates in the proper direction, shafting and bearings are installed and lubricated in accordance with proper tolerances, and that no unusual noise, vibration, or temperatures are observed.

d. Take appropriate capacity, power or fuel consumption, torque, revolutions per minute, pressure, and temperature readings using appropriate test instrumentation to confirm equipment meets specified performance requirements at the design rated condition.

e. Bearing temperatures: During maximum speed or capacity performance testing, measure and record the exterior surface temperature of each bearing versus time.

END OF SECTION


SECTION 16050

COMMON WORK RESULTS FOR ELECTRICAL

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. General requirements applicable to all Electrical Work. 2. General requirements for electrical submittals.

B. Interfaces to equipment, instruments, and other components: 1. The Drawings, Specifications, and overall design are based on preliminary

information furnished by various equipment manufacturers which identify a minimum scope of supply from the manufacturers. This information pertains to, but is not limited to, instruments, control devices, electrical equipment, packaged mechanical systems, and control equipment provided with mechanical systems.

2. Provide all material and labor needed to install the actual equipment furnished, and include all costs to add any additional conduit, wiring, terminals, or other electrical hardware to the Work, which may be necessary to make a complete, functional installation based on the actual equipment furnished: a. Make all changes necessary to meet the manufacturer’s wiring

requirements. 3. Submit all such changes and additions to the Engineer for acceptance. 4. Review the complete set of Drawings and Specifications in order to ensure

that all items related to the electrical power and control systems are completely accounted for. Include any such items that appear on the Drawings or in the Specifications from another discipline in the scope of Work: a. If a conflict between Drawings and Specifications is discovered, refer

conflict to the Engineer as soon as possible for resolution.

C. All electrical equipment and systems for the entire Project must comply with the requirements of the Electrical Specifications, whether referenced in the individual Equipment Specifications or not: 1. The requirements of the Electrical Specifications apply to all Electrical Work

specified in other sections. 2. Inform all vendors supplying electrical equipment or systems of the

requirements of the Electrical Specifications. 3. Owner is not responsible for any additional costs due to the failure of

Contractor to notify all subcontractors and suppliers of the Electrical Specifications requirements.

D. Contract Documents: 1. General:

a. The Drawings and Specifications are complementary and are to be used together in order to fully describe the Work.

2. Specifications: a. The General and Supplementary Conditions of the Contract Documents

govern the Work.


b. These requirements are in addition to all General Requirements. 3. Contract Drawings:

a. The Electrical Drawings show desired locations, arrangements, and components of the Electrical Work in a diagrammatic manner.

b. Locations of equipment, control devices, instruments, boxes, panels, etc. are approximate only; exercise professional judgment in executing the Work to ensure the best possible installation: 1) The equipment locations and dimensions indicated on the Drawings

are approximate. Use the shop drawings to determine the proper layout, etc. for final installation. Coordinate with all subcontractors to ensure that all electrical equipment is compatible with other equipment and space requirements. Make changes required to accommodate differences in equipment dimensions.

2) The Contractor has the freedom to select any of the named manufacturers identified in the individual specification sections; however, the Engineer has designed the spatial equipment layout based upon a single manufacturer and has not confirmed that every named manufacturer’s equipment fits in the allotted space. It is the Contractor’s responsibility to ensure that the equipment being furnished fits within the defined space.

c. Installation details: 1) The Contract Drawings include typical installation details the

Contractor is to use to complete the Electrical Work. For cases where a typical detail does not apply, develop installation details that may be necessary for completing the Work, and submit these details for review by the Engineer.

2) Not all typical installation details are referenced within the Drawing set. Apply and use typical details where appropriate.

d. Schematic diagrams: 1) All controls are shown de-energized. 2) Schematic diagrams show control function only. Incorporate other

necessary functions for proper operation and protection of the system.

E. Alternates/Alternatives.

F. Changes and change orders.

1.02 REFERENCES

A. Code compliance: 1. As specified in Section 01410 - Regulatory Requirements. 2. The publications are referred to in the text by the basic designation only. The

latest edition accepted by the Authority Having Jurisdiction of referenced publications in effect at the time of the bid governs.

3. The standards listed are hereby incorporated into this Section. a. American National Standards Institute (ANSI). b. American Society of Civil Engineers (ASCE):

1) ASCE 7 - Minimum Design Loads for Buildings and Other Structures. c. ASTM International (ASTM). d. Illuminating Engineering Society (IES). e. Institute of Electrical and Electronics Engineers (IEEE).


f. Insulated Cable Engineers Association (ICEA). g. International Code Council (ICC):

1) International Code Council Evaluation Service (ICC-ES). a) AC 156 - Acceptance Criteria for Seismic Certification by Shake

Table Testing of Non-Structural Components (ICC-ES AC 156). h. International Society of Automation (ISA). i. National Electrical Manufacturers Association (NEMA):

1) 250 - Enclosures for Electrical Equipment (1000 V Maximum). j. National Fire Protection Association (NFPA):

1) 70 - National Electrical Code (NEC). k. National Institute of Standards and Technology (NIST). l. Underwriters' Laboratories, Inc. (UL).

B. Compliance with laws and regulations.

1.03 DEFINITIONS

A. Definitions of terms and other electrical and instrumentation considerations as set forth by: 1. IEEE. 2. NETA. 3. IES. 4. ISA. 5. NEC. 6. NEMA. 7. NFPA. 8. NIST.

B. Specific definitions: 1. ICSC: Instrumentation and controls subcontractor. 2. LCP: Local control panel: Operator interface panel that may contain an HMI,

pilot type control devices, operator interface devices, control relays, etc. and does not contain a PLC or RIO.

3. Space: That portion of the panelboard, switchboard or control panel that does not physically contain a device but is capable of accepting a device with no modifications to the equipment, i.e., provide all standoffs, bus, and hardware, as part of the space.

4. Spare: That portion of the panelboard, switchboard or control panel that physically contains a device with no load connections to be made.


A. General requirements: 1. The Work includes everything necessary for and incidental to executing and

completing the Electrical Work indicated on the Drawings and specified in the Specifications and reasonably inferable there from: a. The Electrical Drawings are schematic in nature; use the Civil Drawings

for all dimensions and scaling purposes. 2. It is the intent of these Specifications that the entire electrical power,

instrumentation, and control system be complete and operable. Provide all necessary material and labor for the complete system from source of power to final utilization equipment, including all connections, testing, calibration of


equipment furnished by others as well as equipment furnished by the Contractor, whether or not specifically mentioned but which are necessary for successful operation.

3. Provide all Electrical Work, including conduit, field wiring, and connections by the electrical subcontractor under the provisions of the Electrical Specifications for all aspects of the Work.

4. Coordinate all aspects of the Work with the electrical subcontractor and other subcontractors before bidding in order to ensure that all costs associated with a complete installation are included. The Owner is not responsible for any change orders due to lack of coordination of the Work between the Contractor, the electrical subcontractor, the other subcontractors or suppliers.

5. Demolition: a. Provide new typewritten schedules for all modified panelboards.

6. Portions of this Project involve installation in existing facilities and interfaces to existing circuits, power systems, controls, and equipment: a. Perform and document comprehensive and detailed field investigations of

existing conditions (circuits, power systems, controls, equipment, etc.) before starting any Work. Determine all information necessary to document, interface with, modify, upgrade, or replace existing circuits, power systems, controls, and equipment.

b. Provide and document interface with, modifications to, upgrades, or replacement of existing circuits, power systems, controls, and equipment.

7. Provide all trenching, forming, rebar, concrete, back filling, hard surface removal and replacement, for all items associated with the Electrical Work and installation: a. As specified in the Contract Documents.

8. Defective work.

B. Existing system: 1. Lagoon lighting 2. Roadway Lighting 3. Lagoon high level detection switches. 4. Panelboard DP-F2 5. PLC-4

C. New system: 1. Lagoons with high level switches 2. Lagoon lighting 3. Retrofit of existing 250 watt MH Lagoon and Roadway fixtures with LED type

fixtures.

D. Operating facility: 1. As specified in Section 01140 - Work Restrictions. 2. The Duff Water Treatment Plant is an operating facility. Portions of this facility

must remain fully functional throughout the entire construction period. In consideration of this requirement, comply with the following guidelines: a. All outages must be of minimal duration and fully coordinated and agreed

to by the Owner. Adjust the construction schedule to meet the requirements of the Owner. All changes in schedule and any needs to reschedule are included in the Work.


b. As weather and water demand conditions dictate, re-adjust the construction schedule to meet the demands placed upon Owner by its users.

c. Coordinate the construction and power renovation, bear all costs, so that all existing facilities can continue operation throughout construction.

3. According to individual circumstances and in compliance with the Drawings, extend or replace conduit and cable connections from existing locations.

4. The standards of documentation, instrument tagging, cable and conductor ferruling, terminal identification and labeling that apply to the new installation apply equally to the existing installation which forms part of the modified system.

1.05 SUBMITTALS

A. Furnish submittals as specified in Section 01330 - Submittal Procedures and this Section.

B. General: 1. Instruct all equipment suppliers of submittals and operation and maintenance

manuals of the requirements in this Section. 2. Furnish the submittals required by each section in the Electrical Specifications. 3. Adhere to the wiring numbering scheme specified in Section 16075 -

Identification for Electrical Systems throughout the Project: a. Uniquely number each wire. b. Wire numbers must appear on all Equipment Drawings.

4. Use equipment and instrument tags, as indicated on the Drawings, for all submittals.

C. Seismic requirements: 1. Provide electrical equipment with construction and anchorage to supporting

structures designed to resist site seismic loads based on the seismic design criteria in Section 01612 - Seismic Design Criteria.

2. For equipment installed in structures designated as seismic design category C, D, E or F, prepare and submit the following: a. Statement of seismic qualification, and special seismic certification:

1) “Statement of seismic qualification:” Provide manufacturer’s statement that the equipment satisfies the seismic design requirements of the building code indicated in Section 01410 - Regulatory Requirements, including the requirements of ASCE 7, Chapter 13.

2) “Special seismic certification:” Provide manufacturer’s certification that the equipment, when subjected to shake table testing in accordance with ICC-ES AC 156, meets the “Post-Test Functional Compliance Verification” requirements of ICC-ES AC 156 for “Components with Ip = 1.5.” Compliance shall include both operability and containment of hazardous materials as appropriate to the unit being tested.

b. Substantiating test data: With seismic qualification and special seismic certification statements, submit results of testing in accordance with ICC-ES AC 156.


c. Anchoring design calculations and details: 1) Submit project-specific drawings and supporting calculations,

prepared and sealed by a professional engineer licensed in the state where the Project is being constructed, and showing details for anchoring electrical equipment to its supports and for anchoring supports provided with the equipment to the structure. Prepare calculations in accordance with the requirements of Section 01612 - Seismic Design Criteria.

3. Exemptions: A “statement of seismic qualification” and a “special seismic certification” are not required for the following equipment: a. Temporary or moveable equipment. b. Equipment anchored to the structure and having a total weight of

20 pounds or less. c. Distribution equipment anchored to the structure and having a total unit

weight of 3 pounds per linear foot, or less.

D. Operation and maintenance manuals: 1. As specified in Section 01782 - Operation and Maintenance Data. 2. Furnish the Engineer with a complete set of written operation and maintenance

manuals 8 weeks before Functional Acceptance Testing. 3.

E. Test reports: 1. As specified in Section 01330 - Submittal Procedures. 2. Additional requirements for field acceptance test reports are specified in

Sections 01756 - Commissioning and 16950 - Field Electrical Acceptance Tests.

F. Calculations: 1. Where required by specific Electrical Specifications:

a. Because these calculations are being provided by a registered professional engineer, they will be reviewed for form, format, and content but will not be reviewed for accuracy and calculation means.


A. Furnish all equipment listed by and bearing the label of UL or of an independent testing laboratory acceptable to the Engineer and the Authority Having Jurisdiction.



1.08 PROJECT OR SITE CONDITIONS

A. Site conditions: 1. Provide an electrical, instrumentation and control system, including all

equipment, raceways, and any other components required for a complete installation that meets the environmental conditions for the Site as specified in the General Requirements and below.


2. Seismic load resistance: a. Provide electrical equipment with construction and anchorage to

supporting structures designed to resist site seismic loads as specified in Section 01612 - Seismic Design Criteria.

3. Wind load resistance: a. Provide electrical equipment with construction and anchorage to

supporting structures designed to resist site wind loads as specified in Section 01614 - Wind Design Criteria.

4. Altitude, temperature and humidity: a. As specified in Section 01610 - Project Design Criteria. b. Provide all electrical components and equipment fully rated for continuous

operation at this altitude, with no additional derating factors applied. c. Provide additional temperature conditioning equipment to maintain all

equipment in non-conditioned spaces subject to these ambient temperatures, with a band of 10 degrees Fahrenheit above the minimum operating temperature and 10 degrees Fahrenheit below maximum operating temperature, as determined by the equipment manufacturer’s guidelines: 1) Provide all power conduits wiring for these devices (e.g. heaters,

fans, etc.) whether indicated on the Drawings or not. 5. Site security:

a. Abide by all security and safety rules concerning the Work on the Site, as specified in Sections 01329 - Safety Plan and 01500 - Temporary Facilities and Controls.

6. Outdoor installations: a. Provide electrical, instrumentation and control equipment suitable for

operation in the ambient conditions where the equipment is located. b. Provide heating, cooling, and dehumidifying devices incorporated into and

included with electrical equipment, instrumentation and control panels to maintain the enclosures within the rated environmental operating ranges as specified in this Section for the equipment: 1) Provide all wiring necessary to power these devices.

B. Provide enclosures for electrical, instrumentation and control equipment, regardless of supplier or subcontractor furnishing the equipment, that meet the requirements outlined in NEMA Standard 250 for the following types of enclosures: 1. NEMA Type 1: Intended for indoor use, primarily to provide a degree of

protection from accidental contact with energized parts or equipment. 2. NEMA Type 4: Intended for indoor or outdoor use, primarily to protect

equipment from exposure to windblown dust and rain, splashing or hose directed water, ice formation and freezing.

3. NEMA Type 4X: Made from corrosion resistant materials and are intended for indoor or outdoor use, primarily to protect equipment from exposure to windblown dust and rain, splashing or hose directed water, ice formation and freezing, and corrosion. Provide specific materials as specified or indicated on the Drawings.

4. NEMA Type 12: Intended for indoor use, primarily to provide a degree of protection from dust, falling dirt and dripping non-corrosive liquids.

C. Plant area Electrical Work requirements: 1. Provide all Electrical Work in accordance with the following table, unless

otherwise specifically indicated on the Drawings:


2. Modify exposed conduit runs as specified in Section 16130 - Conduits.

1.09 SEQUENCING (NOT USED)

1.10 SCHEDULING

A. General: 1. As specified in Sections 01312 - Project Meetings and 01756 -

Commissioning. 2. Testing requirements are specified in Section 01756 - Commissioning, 16950 -

Field Electrical Acceptance Tests and other sections. 3. General scheduling requirements are specified in Section 01324B - Progress

Schedules and Reports. 4. Work restrictions and other scheduling requirements are specified in

Section 01140 - Work Restrictions. 5. Commissioning requirements as specified in Section 01756 - Commissioning.

1.11 WARRANTY

A. Warrant the Electrical Work: 1. Provide additional warranty as specified in the individual Electrical

Specifications.

1.12 SYSTEM START-UP

A. Replace or modify equipment, software, and materials that do not achieve design requirements after installation in order to attain compliance with the design requirements: 1. Following replacement or modification, retest the system and perform

additional testing to place the complete system in satisfactory operation and obtain compliance acceptance from the Engineer.

1.13 OWNER’S INSTRUCTIONS (NOT USED)

1.14 MAINTENANCE

A. Before Substantial Completion, perform all maintenance activities required by any sections of the Specifications including any calibrations, final adjustments, component replacements or other routine service required before placing equipment or systems in service.

B. Furnish all spare parts as required by other sections of the Specifications.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Provide similar items of same manufacturer throughout the electrical and instrumentation portion of the Project.

B. Allowable manufacturers are specified in individual Electrical Specifications.


2.02 EXISTING PRODUCTS (NOT USED)

2.03 MATERIALS

A. Furnish all materials under this Contract that are new, free from defects, and standard products produced by manufacturers regularly engaged in the production of these products and that bear all approvals and labels as required by the Specifications.

B. Provide materials complying with the applicable industrial standard.

C. Stainless steel: 1. Where stainless steel is indicated or used for any portion of the Electrical

Work, provide a non-magnetic, corrosion-resistant alloy, ANSI Type 316, satin finish.

2. Provide exposed screws of the same alloys. 3. Provide finished material free of any burrs or sharp edges. 4. Use only stainless steel hardware, when chemically compatible, in all areas

that are or could be in contact with corrosive chemicals. 5. Use stainless steel hardware, when chemically compatible, in all chemical

areas or areas requiring NEMA Type 4X construction. 6. Do not use stainless steel in any area containing chlorine, gas or solution,

chlorine products or ferric chloride.

2.04 MANUFACTURED UNITS (NOT USED)

2.05 EQUIPMENT (NOT USED)

2.06 COMPONENTS (NOT USED)

2.07 ACCESSORIES (NOT USED)

2.08 MIXES (NOT USED)

2.09 FABRICATION (NOT USED)

2.10 FINISHES (NOT USED)


A. Provide all equipment that is new, free from defects, and standard products produced by manufacturers regularly engaged in the production of these products.

PART 3 EXECUTION

3.01 EXAMINATION

A. It is the electrical subcontractor's responsibility to be fully familiar with the existing conditions and local requirements and regulations.

B. Comply with pre-bid conference requirements.


C. Review the site conditions and examine all shop drawings for the various items of equipment in order to determine exact routing and final terminations for all wiring and cables.

3.02 PREPARATION (NOT USED)

3.03 INSTALLATION

A. Equipment locations shown on Electrical Drawings may change due to variations in equipment size or minor changes made by others during construction: 1. Verify all dimensions indicated on the Drawings:

a. Actual field conditions govern all final installed locations, distances, and levels.

2. Review all Contract Documents and approved equipment shop drawings and coordinate Work as necessary to adjust to all conditions that arise due to such changes.

3. Make minor changes in location of equipment before rough in, as directed by the Owner or Engineer.

4. Provide a complete electrical system: a. Install all extra conduits, cables, and interfaces as may be necessary to

provide a complete and operating electrical system.

B. Install the equipment in accordance with the accepted installation instructions and anchorage details to meet the seismic and wind load requirements at the Project site.

C. Cutting and patching: 1. Perform all cutting, patching, channeling, core drilling, and fitting required for

the Electrical Work, except as otherwise directed: a. Secure the permission of the Engineer before performing any operation

likely to affect the strength of a structural member such as drilling, cutting or piercing: 1) Before cutting, channeling, or core drilling any surface, ensure that

no penetration of any other systems will be made: a) Verify that area is clear and free of conduits, cables, piping,

ductwork, post-tensioning cables, etc. b) Use tone-locate system or X-ray to ensure that area is clear of

obstructions. b. Review the complete Drawing set to ensure that there are no conflicts or

coordination problems before cutting, channeling, or core drilling any surface.

2. Perform all patching to the same quality and appearance as the original work. Employ the proper tradesmen to secure the desired results. Seal around all conduits, wires, and cables penetrating walls, ceilings, and floors in all locations with a fire stop material, typically: a. 3M: CP 25WB+: Caulk. b. 3M: Fire Barrier: Putty.

3. Use the installation details indicated on the Drawings as a guide for acceptable sealing methods.


D. Install all conduits and equipment in such a manner as to avoid all obstructions and to preserve headroom and keep openings and passageways clear: 1. Install all conduits and equipment in accordance with working space

requirements in accordance with the NEC. a. This includes any panel, disconnect switch or other equipment that can be

energized while open exposing live parts regardless of whether it is likely to require examination or has serviceable parts.

2. Where the Drawings do not show dimensions for locating equipment, install equipment in the approximate locations indicated on the Drawings. a. Adjust equipment locations as necessary to avoid any obstruction or

interferences. 3. Where an obstruction interferes with equipment operation or safe access,

relocate the equipment. 4. Where the Drawings do not indicate the exact mounting and/or supporting

method to be used, use materials and methods similar to the mounting details indicated on the Drawings.

E. Earthwork and concrete: 1. Install all trenching, shoring, concrete, backfilling, grading and resurfacing

associated with the Electrical Work: a. Requirements as specified in the Contract Documents.

F. Terminations: 1. Provide and terminate all conductors required to interconnect power, controls,

instruments, panels, and all other equipment.

G. Miscellaneous installation requirements: 1. In case of interference between electrical equipment indicated on the

Drawings and the other equipment, notify the Engineer. 2. Location of manholes and pullboxes indicated on the Drawings are

approximate. Coordinate exact location of manholes and pullboxes with Mechanical and Civil Work.

3. Provide additional manholes or pullboxes to those shown where they are required to make a workable installation.

4. Circuits of different service voltage: 1) Low voltage: 120 V to 480 V. 2) Instrumentation: Less than 50 VDC.

b. Install different service voltage circuits in separate raceways, junction boxes, manholes, hand holes, and pullboxes.

c. In manholes, install all cables operating at less than 50 VDC in PVC coated flexible metallic conduit, with corrosion resistant fittings.

H. Labeling: 1. Provide all nameplates and labels as specified in Sections 16075 -

Identification for Electrical Systems.

I. Equipment tie-downs: 1. Anchor all instruments, control panels, and equipment by methods that comply

with seismic and wind bracing criteria, which apply to the Site. 2. All control panels, VCPs, LCPs, RTUs, PCMs, etc., must be permanently

mounted and tied down to structures in accordance with the Project seismic criteria.


3.04 ERECTION, INSTALLATION, APPLICATION, CONSTRUCTION (NOT USED)

3.05 REPAIR/RESTORATION (NOT USED)

3.06 RE-INSTALLATION (NOT USED)

3.07 COMMISSIONING


B. Owner training: 1. As specified in Section 01756 - Commissioning and in this Section.


A. Inspection: 1. Allow for inspection of electrical system installation as specified in Section

01450 - Quality Control. 2. Provide any assistance necessary to support inspection activities. 3. Engineer inspections may include, but are not limited to, the following:

a. Inspect equipment and materials for physical damage. b. Inspect installation for compliance with the Drawings and Specifications. c. Inspect installation for obstructions and adequate clearances around

equipment. d. Inspect equipment installation for proper leveling, alignment, anchorage,

and assembly. e. Inspect equipment nameplate data to verify compliance with design

requirements. f. Inspect raceway installation for quality workmanship and adequate support. g. Inspect cable terminations.

4. Inspection activities conducted during construction do not satisfy inspection or testing requirements specified in Section 16950 - Field Electrical Acceptance Tests.

B. Field acceptance testing (Functional Testing): 1. Notify the Engineer when the Electrical Work is ready for field acceptance

testing. 2. Perform the field acceptance tests as specified in Section 16950 - Field

Electrical Acceptance Tests. 3. Record results of the required tests along with the date of test:

a. Use conduit identification numbers to indicate portion of circuit tested.

C. Workmanship: 1. Leave wiring in panels, manholes, boxes, and other locations neat, clean, and

organized: a. Neatly coil and label spare wiring lengths. b. Shorten, re-terminate, and re-label excessive used as well as spare wire

and cable lengths, as determined by the Engineer.

3.09 ADJUSTING (NOT USED)


3.10 CLEANING

A. As specified in Section 01770 - Closeout Procedures.

B. Remove all foreign material and restore all damaged finishes to the satisfaction of the Engineer and Owner.

C. Clean and vacuum all enclosures to remove all metal filings, surplus insulation and any visible dirt, dust or other matter before energization of the equipment or system start-up: 1. Use of compressors or air blowers for cleaning is not acceptable.

D. Clean and re-lamp all new and existing luminaries that were used in the areas affected by the construction, and return all used lamps to the Owner.

E. As specified in other sections of the Contract Documents.

3.11 PROTECTION

A. Protect all Work from damage or degradation until Substantial Completion.

B. Maintain all surfaces to be painted in a clean and smooth condition.

3.12 SCHEDULES (NOT USED)

END OF SECTION


SECTION 16060

GROUNDING AND BONDING

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Grounding materials and requirements.

1.02 REFERENCES

A. As specified in Section 16050 - Common Work Results for Electrical.

B. ASTM International (ASTM): 1. B3 - Standard Specification for Soft or Annealed Copper Wire. 2. B8 - Standard Specification for Concentric-Lay-Stranded Copper Conductors,

Hard, Medium-Hard, or Soft.

C. Institute of Electrical and Electronics Engineers (IEEE): 1. 81 - IEEE Guide for Measuring Earth Resistivity, Ground Impedance, and

Earth Surface Potentials of a Grounding System.

D. Underwriters Laboratories, Inc. (UL): 1. 467 - Ground and Bonding Equipment.

1.03 DEFINITIONS



A. Ground equipment and raceway systems so that the completed installation conforms to all applicable code requirements.

B. Provide a complete electrical grounding system as indicated on the Drawings and as specified including but not limited to: 1. Ground connections.

C. Provide bonding jumpers and wire, grounding bushings, clamps and appurtenances required for complete grounding system to bond equipment and raceways to equipment grounding conductors.

1.05 SUBMITTALS

A. Furnish submittals as specified in Sections 01330 - Submittal Procedures and 16050 - Common Work Results for Electrical.

B. Product data: 1. Catalog cut sheets.




B. All grounding components and materials shall be UL listed and labeled.



1.08 PROJECT/SITE CONDITIONS (NOT USED)


1.10 SCHEDULING (NOT USED)

1.11 WARRANTY





1.14 MAINTENANCE (NOT USED)

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Ground cable: One of the following or equal: 1. As manufactured by the same vendor as the phase conductors. 2. Provide an equipment grounding conductor in each conduit.


2.03 MATERIALS

A. Equipment grounding conductors: 1. Conductors shall be the same type and insulation as the load circuit

conductors: a. Use 600-volt insulation for the equipment grounding conductors for

medium voltage systems. 2. Minimum size in accordance with the NEC. 3. MANUFACTURED UNITS (NOT USED).




2.06 ACCESSORIES




2.10 SOURCE QUALITY CONTROL (NOT USED)

PART 3 EXECUTION

3.01 EXAMINATION (NOT USED)


3.03 INSTALLATION


B. Provide a separate, green insulated, grounding conductor in each raceway independent of raceway material: 1. Multi-conductor power and control cables shall include an integral green

insulated grounding conductor.

C. Provide a green insulated wire-grounding jumper from the ground screw to a box grounding screw and, for grounding type devices, to equipment grounding conductor.

D. Duct bank ground system: 1. Provide a bare copper grounding conductor the entire length of each duct

bank, embedded in the concrete of the duct bank as indicated on the Drawings and specified in the Specifications.

E. Ground connections: 1. Make ground connections in accordance with the manufacturer's instructions. 2. Extend grounding conductors through concrete to accessible points for

grounding equipment and electrical enclosures. 3. Where grounding conductors are not concrete-encased or direct buried, install

in Schedule 40 PVC conduit for protection. 4. Install grounding system at each structure where panelboards, panels, or other

electrical equipment are installed.





3.07 COMMISSIONING




B. Measure grounding electrode system resistance to ground in accordance with IEEE 81.


3.10 CLEANING (NOT USED)

3.11 PROTECTION



END OF SECTION


SECTION 16070

HANGERS AND SUPPORTS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Mounting and supporting electrical equipment and components.

1.02 REFERENCES


B. ASTM International (ASTM): 1. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron


Hardware. 3. A240 - Standard Specification for Chromium and Chromium-Nickel Stainless

Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications.

1.03 DEFINITIONS



A. Design requirements: 1. Conform to the requirements of the Building Code as specified in

Section 01410 - Regulatory Requirements. 2. Demonstrate the following using generally accepted engineering methods:

a. That the anchors to the structure are adequate to resist the loads generated in accordance with the Building Code and equipment requirements.

b. That the required load capacity of the anchors can be fully developed in the structural materials to which they are attached.

3. Design loading and anchoring requirements: a. As indicated in the Building Code unless otherwise specified. b. Seismic loading requirements:

1) Freestanding, suspended or wall-hung equipment shall be anchored in place by methods that will satisfy the requirements for the seismic design specified in Section 16050 - Common Work Results for Electrical.

c. Wind loading requirements: 1) All exterior equipment shall be anchored in place by methods that will

satisfy the requirements for wind design specified in Section 16050 - Common Work Results for Electrical.


d. Minimum safety factor against overturning: 1.5. e. The foundation and structures to which hangers and supports are

attached shall be capable of withstanding all anchor loads.

B. Performance requirements: 1. Hangers and supports individually and as a system shall resist all weights and

code-required forces without deflections and deformations that would damage the supporting elements, the equipment supported, or the surrounding construction.

1.05 SUBMITTALS


B. Product data: 1. Supports:

a. Materials. b. Geometry. c. Manufacturer.

2. Hardware: a. Materials. b. Manufacturer.

C. Shop drawings: 1. Complete dimensioned and scalable shop drawings of all supporting

structures, trapezes, wall supports, etc.

D. Installation instructions: 1. Furnish anchorage instructions and requirements based on the seismic and

wind conditions of the Site:









1.11 WARRANTY



1.12 SYSTEM STARTUP


1.13 OWNER'S INSTRUCTIONS (NOT USED)


PART 2 PRODUCTS

2.01 MANUFACTURERS

A. One of the following or equal: 1. Thomas & Betts. 2. Power-Strut. 3. Unistrut. 4. Cooper B-Line. 5. Robroy. 6. Tyco.


2.03 MATERIALS

A. Use materials appropriate for the area as specified in Section 16050 - Common Work Results for Electrical.

B. Hot dip galvanized steel: 1. Supports:

a. In accordance with ASTM A123 or A153. b. Minimum zinc coating thickness of 2.5 mils.

2. Hardware: a. Electro-galvanized. b. In accordance with ASTM A153.

C. PVC coated galvanized steel: 1. Supports:

a. Hot dip galvanized steel as specified in this Section. b. PVC coating thickness of 10 to 20 mils.

2. Hardware: a. ANSI Type 316 material.




2.07 ACCESSORIES

A. Anchor bolts:


1. As specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.



2.10 FINISHES

A. Paint and finish all supporting structures as specified in Section 09960 – High-Performance Coatings.


PART 3 EXECUTION



3.03 INSTALLATION


B. Mount all raceways, cabinets, boxes, fixtures, instruments, and devices on Contractor-fabricated racks unless otherwise indicated on the Drawings.

C. Brace and anchor freestanding equipment supports using methods that provide structural support based on the seismic loads and wind loads: 1. Lateral deflection at top of supports not to exceed support height divided by

240 unless otherwise approved by the Engineer.

D. Mount all equipment, cabinets, boxes, instruments, and devices in damp or wet locations on minimum of 7/8-inch preformed mounting channel.

a. Mount channel vertically along the length of the device so that water or moisture may run freely behind the device.

E. Corrosion protection: 1. Isolate dissimilar metals, except where required for electrical continuity.

a. Use neoprene washers, 9-mil polyethylene tape, or gaskets for isolation.

F. Raceway: 1. Furnish all racks and trapeze structures needed to support the raceway from

the structure. a. Group raceway and position on racks to minimize crossovers. b. Provide the necessary bracing to keep trapeze type structures from

swaying under loads from cable installation, seismic forces, or wind forces.


G. Anchoring methods: 1. Solid concrete: Anchor bolts, anchor rods or post-installed anchors as

specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

2. Metal surfaces: Machine screws or bolts. 3. Hollow masonry units: Post-installed anchors as specified in Section 05190 -

Mechanical Anchoring and Fastening to Concrete and Masonry.

H. Recoat or seal all drilled holes, cut or scratched surfaces or with products recommended by the manufacturer.




3.07 COMMISSIONING






3.11 PROTECTION



END OF SECTION



SECTION 16075

IDENTIFICATION FOR ELECTRICAL SYSTEMS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Identification of electrical equipment, devices and components. 2. Material, manufacturing and installation requirements for identification devices.

1.02 REFERENCES



1.03 DEFINITIONS



A. Nameplates: 1. Provide a nameplate for each piece of electrical equipment and devices,

control panel and control panel components. 2. Provide all nameplates of identical style, color, and material throughout the

facility. 3. Device nameplates information:

a. Designations as indicated on the Drawings and identified on the Process and Instrumentation Drawings.

B. Wire numbers: 1. Coordinate the wire numbering system with all vendors of equipment so that

every field wire has a unique number associated with it for the entire system: a. Wire numbers shall correspond to the wire numbers on the control

drawings or the panel and circuit numbers for receptacles and lighting. b. Wire numbers shall correspond to the terminal block number to which they

are attached in the control panel. c. Internal panel wires on a common terminal shall have the same wire

number. d. Multi-conductor cables shall be assigned a cable number that shall be

attached to the cable at intermediate pull boxes and stub-up locations beneath freestanding equipment. All multi-conductor and instrumentation cables shall be identified at pull points as described above: 1) Label armored multi-conductor cable using the conduit number as

indicated on the Drawings, following the requirements for conduit markers in Section 16130 - Conduits.


2. Provide the following wiring numbering schemes throughout the project for field wires between process control module, (PCM), vendor control panels, (VCP), motor control centers, (MCC), field starters, field instruments, etc.

OR

Where: ORIGIN LOC. = Designation for originating panel or device ORIGIN TERM. = Terminal designation at originating panel or device DEST. LOC. = Designation for destination panel or device DEST. TERM. = Terminal designation at destination panel or device or PLC I/O address at destination panel:

a. Identify equipment and field instruments as the origin. b. PCMs are always identified as the destination. c. Location is the panel designation for VCP, LCP, or PCM. For connections

to MCCs, location is the specific starter tag and loop number. Location is the tag and loop number for motor starters, field instruments and equipment. Any hyphen in the panel designation or tag and loop number shall be omitted.

d. Terminal designation is the actual number on the terminal block where the conductor terminates at field devices and vendor control panels. For multi-conductor cables, all terminal numbers shall be shown, separated by commas.

e. Terminal designations at motor leads shall be the motor manufacturer’s standard terminal designation (e.g. T1, T2, T3, etc.).

f. Terminal designations at PCMs where the field conductor connects to field terminal blocks for a PLC input or output shall be the PLC address (Note: the following PLC I/O numbering scheme is typical for Allen-Bradley, the numbering scheme should be modified to match that of the actual PLC manufacturer used for the project): 1) Discrete Point: W:X:Y/Z.

Analog Point: W:X:Y.Z. Where: W = I for input, O for output X = PLC number (1, 2, 3…) Y = Slot number (01, 02, 03…) Z = Terminal number (00, 01, 02…) for a discrete point or a word

number for an analog point (1, 2, 3…) g. Terminal designations at PCMs where the conductor does not connect to

a PLC I/O point shall be the terminal number with a “C” prefix (e.g. C0010). For common power after a fuse or neutrals after a switch, the subsequent points shall have and capital letter suffix starting with “A” (e.g. C0010A).


3. Case 1: Vendor control panel (VCP) to process control module (PCM): Field wire number/label: A-B/C-D A = Vendor control panel number without hyphen (VCP#) B = Terminal number within VCP (manufacturer’s or vendor’s standard

terminal number) C = Process control module number without hyphen (PCM#) D = Either the PLC address if the field terminal is connected directly to a PLC

input or output point or the terminal number with a “C” prefix if not connected directly to a PLC I/O point (C0010)

Examples: VCP#-10/PCM#-I:1:01/01 VCP#-10/PCM#-O:1:10/07 VCP#-10/PCM#-C0100

4. Case 2: Field instrument to process control module (PCM): Field wire number/label: E-F/C-D C = Process control module number without hyphen (PCM#) D = Either the PLC address if the field terminal is connected directly to a PLC

input or output point or the terminal number with a “C” prefix if not connected directly to a PLC I/O point (C0010)

E = Field mounted instrument tag and loop numbers without hyphen (EDV#) F = Manufacturer’s standard terminal number within instrument. Use both

terminal numbers for analog points separated by a comma Examples: TIT#-2,3/PCM#-I:1:01.1 TSH#-1/PCM#-I:2:01/00

1.05 SUBMITTALS


B. Product data: 1. Nameplates:

a. Color. b. Size:

1) Outside dimensions. 2) Lettering.

c. Material. d. Mounting means.

2. Nameplate schedule: a. Show exact wording for each nameplate. b. Include nameplate and letter sizes.

3. Wire numbers: a. Manufacturer’s catalog data for wire labels and label printer.

C. Record documents: 1. Update the conduit schedule to reflect the exact quantity of wire numbers

including spares and destination points for all wires.

1.06 QUALITY ASSURANCE (NOT USED)




1.08 PROJECT SITE CONDITIONS (NOT USED)



1.11 WARRANTY






PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Nameplates and signs: 1. One of the following or equal:

a. Brady. b. Seton.

B. Conductor and cable markers: 1. Heat-shrinkable tubing:

a. One of the following or equal: 1) Raychem. 2) Brady. 3) Thomas & Betts. 4) Kroy.

C. Conduit and raceway markers: 1. Stainless steel, one of the following or equal:

a. Panduit: Pan Steel.


2.03 MATERIALS

A. Nameplates: 1. Colors:

a. Warning nameplates: White-center, red face. b. Other nameplates: Black-center, white face.


2. Laminated plastic engraving stock: a. 3/32-inch thick material. b. 2-ply. c. With chamfered edges.

3. Block style engraved characters of adequate size to be read easily from a distance of 6 feet: a. No characters smaller than 1/8-inch in height.

B. Signs: 1. Automatic equipment and high voltage signs:

a. Suitable for exterior use. b. In accordance with OSHA regulations.

C. Conductor and cable markers: 1. Machine printed black characters on white tubing. 2. 10 point type or larger.

D. Conduit and raceway markers: 1. Stainless steel:

a. Type 304 or 316. b. 3/16" character height.









A. Nameplates: 1. Provide all nameplates for control panel operator devices (e.g. pushbuttons,

selector switches, pilot lights, etc.): a. Same material and same color and appearance as the device

nameplates, in order to achieve an aesthetically consistent and coordinated system.

PART 3 EXECUTION




3.03 INSTALLATION


B. Nameplates: 1. Attach nameplates to equipment with rivets, bolts or sheet metal screws,

approved waterproof epoxy-based cement or install in metal holders welded to the equipment.

2. On NEMA Type 4, NEMA Type 4X, or NEMA Type 7 enclosures, use epoxy-based cement to attach nameplates.

3. Nameplates shall be aligned and level or plumb to within 1/64 inch over the entire length: a. Misaligned or crooked nameplates shall be remounted, or provide new

enclosures at the discretion of the Engineer.

C. Conductor and cable markers: 1. Apply all conductor and cable markers before termination. 2. Heat-shrinkable tubing:

a. Tubing shall be shrunk using a heat gun that produces low temperature heated air.

b. Tubing shall be tight on the wire after it has been heated. c. Characters shall face the open panel and shall read from left to right or

top to bottom. d. Marker shall start within 1/32 inch of the end of the stripped insulation

point.

D. Conduit markers: 1. Furnish and install conduit markers for every conduit in the electrical system

that is identified in the conduit schedule or part of the process system: a. Conduit markings shall match the conduit schedule.

2. Mark conduits at the following locations: a. Each end of conduits that are greater than 10 feet in length. b. The middle of conduits that are 10 feet or less in length. c. Where the conduit penetrates a wall or structure. d. Where the conduit emerges from the ground, slab, etc.

3. Mark conduits after the conduits have been fully painted. 4. Position conduit markers so that they are easily read from the floor. 5. Attach non-metallic conduit markers with nylon cable ties:

a. Provide ultraviolet resistant cable ties for conduit markers exposed to direct sunlight.

6. Attach stainless steel tags with stainless steel cable ties.

E. Signs and labeling: 1. Furnish and install permanent warning signs at mechanical equipment that

may be started automatically or from remote locations: a. Fasten warning signs with round head stainless steel screws or bolts. b. Locate and mount in a manner to be clearly legible to operations

personnel. 2. Furnish and install permanent and conspicuous warning signs on equipment

(front and back), doorways to equipment rooms, pull boxes, manholes, etc. where the voltage exceeds 600 volts.


3. Furnish and install warning signs on equipment that has more than one source of power. a. Warning signs to identify every panel and circuit number of the

disconnecting means of all external power sources. 4. Place warning signs on equipment that has 120 VAC control voltage source

used for interlocking. a. Identify panel and circuit number or conductor tag for control voltage

source disconnecting means.




3.07 COMMISSIONING



A. Replace any nameplates, signs, conductor markers, cable markers or raceway labels that in the sole opinion of the Engineer do not meet the Engineer’s aesthetic requirements.



3.11 PROTECTION (NOT USED)


END OF SECTION



SECTION 16123

600-VOLT OR LESS WIRES AND CABLES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. 600 volt class or less wire and cable.

1.02 REFERENCES


B. ASTM International (ASTM): 1. B3 - Standard Specification for Soft or Annealed Copper Wire. 2. B8 - Standard Specification for Concentric-Lay-Stranded Copper Conductors,

Hard, Medium-Hard, or Soft.

C. CSA International (CSA).

D. Insulated Cable Engineers Association (ICEA): 1. NEMA WC 70/ICEA S-95-658-1999 - Standard for Power Cables Rated 2000

Volts or Less for the Distribution of Electrical Energy. 2. NEMA WC 57/ICEA S-73-532 - Standard for Control, Thermocouple

Extension, and Instrumentation Cables.

E. National Fire Protection Association (NFPA): 1. 72 - National Fire Alarm and Signaling Code. 2. 101 - Life Safety Code.

F. Telecommunications Industry Association/Electronics Industry Association (TIA/EIA): 1. 568-C.2 - Balanced Twisted-Pair Telecommunication Cabling and

Components Standard. 2. 569-B – Commercial Building Standards for Telecommunications Pathways

and Spaces. 3. 1005 – Industrial Cabling Standard.

G. Underwriter's Laboratories Inc., (UL): 1. 44 - Thermoset-Insulated Wires and Cables. 2. 1277 - Standard for Electrical Power and Control Tray Cables with Optional

Optical-Fiber Members. 3. 1424 - Standard for Cables for Power-Limited Fire-Alarm Circuits. 4. 1569 - Standard for Metal-Clad Cables. 5. 2196 - Standard for Fire Test for Circuit Integrity of Fire-Resistive Power,

Instrumentation, Control, and Data Cables. 6. 2225 - Standard for Cables and Cable-Fittings for Use in Hazardous

(Classified) Locations.


1.03 DEFINITIONS


B. Specific definitions and abbreviations: 1. AWG: American wire gauge. 2. BCCS: Bare copper-covered steel. 3. CPE: Chlorinated polyethylene. 4. FEP: Fluorinated ethylene propylene. 5. FHDPE: Foam high-density polyethylene. 6. FPE: Foam polyethylene. 7. OD: Outside diameter. 8. PVC: Polyvinyl chloride. 9. XHHW: Cross-linked high heat water resistant insulated wire.

C. Definitions of terms and other electrical considerations as set forth in the: 1. ASTM. 2. ICEA.


A. Furnish and install the complete wire and cable system.

1.05 SUBMITTALS


B. Product data: 1. Manufacturer of wire and cable. 2. Insulation:

a. Type. b. Voltage class.

3. AWG size. 4. Conductor material. 5. Pulling compounds.

C. Shop drawings: 1. Show splice locations.

a. For each proposed splice location provide written justification describing why the splice is necessary.

D. Test reports: 1. Submit test reports for meg-ohm tests.

E. Calculations: 1. Submit cable pulling calculations to the Engineer for review and comment for

all cables that will be installed using mechanical pulling equipment. Show that the maximum cable tension and sidewall pressure will not exceed manufacturer recommended values:


a. Provide a table showing the manufacturer’s recommended maximum cable tension and sidewall pressure for each cable type and size included in the calculations.

b. Submit the calculations to the Engineer a minimum of 2 weeks before conduit installation.



B. All wires and cables shall be UL listed and labeled.



1.08 PROJECT OR SITE CONDITIONS (NOT USED)



1.11 WARRANTY




1.13 OWNER`S INSTRUCTIONS (NOT USED)


PART 2 PRODUCTS

2.01 MANUFACTURERS

A. One of the following or equal: 1. 600 volt class wire and cable:

a. General Cable. b. Okonite Co. c. Southwire Co. d. Service Wire.

2. Instrumentation class wire and cable: a. Alpha Wire Co. b. Belden CDT. c. General Cable. d. Okonite Co. e. Rockbestos Surprenant Cable Corp.



2.03 MATERIALS

A. Conductors: 1. Copper in accordance with ASTM B3.


A. General: 1. Provide new wires and cables manufactured within 1 year of the date of

delivery to the Site. 2. Permanently mark each wire and cable with the following at 24-inch intervals:

a. AWG size. b. Voltage rating. c. Insulation type. d. UL symbol. e. Month and year of manufacture. f. Manufacturer's name.

3. Identify and mark wire and cable as specified in Section 16075 - Identification for Electrical Systems: a. Use integral color insulation for #2 AWG and smaller wire. b. Wrap colored tape around cable larger than #2 AWG.

B. 600 volt class wire and cable: 1. Provide AWG or kcmil sizes as indicated on the Drawings.

a. When not indicated on the Drawings, size wire as follows: 1) In accordance with the NEC:

a) Use 75 degree Celsius ampacity ratings. b) Ampacity rating after all derating factors, equal to or greater than

rating of the overcurrent device. 2) Provide #12 AWG minimum for power conductors. 3) Provide #14 AWG minimum for control conductors.

2. Provide Class B stranding in accordance with ASTM B8: a. Provide Class C stranding where extra flexibility is required.

3. Insulation: a. XHHW-2. b. 90 degree Celsius rating.

4. Multiconductor cables a. Multiconductor in lieu of discrete conductors are permitted for discrete

control wiring. b. Number and size of conductors as indicated on the Drawings. c. Individual conductors with XHHW-2 insulation. d. Overall PVC jacket. e. Tray cable rated. f. Color-coding for control wire in accordance with ICEA Method 1, E-2 in

accordance with NEMA WC 57/ICEA S-73-532. g. Ground conductor: Insulated, green.

1) Sized in accordance with NEC.




2.07 ACCESSORIES

A. Wire ties: 1. One of the following or equal:

a. T&B, "Ty-Rap" cable ties. b. Panduit, cable ties.

B. Wire markers: 1. As specified in Section 16075 - Identification for Electrical Systems.





A. Assembly and testing of cable shall comply with the applicable requirements of ICEA S-95-658-1999.

B. Test Type XHHW-2 in accordance with the requirements of UL 44.

PART 3 EXECUTION



3.03 INSTALLATION


B. Color-coding: 1. Color-coding shall be consistent throughout the facility. 2. The following color code shall be followed for all 240/120 volt and 208/120 volt

systems: a. Phase A: Black. b. Phase B: Red. c. Phase C: Blue. d. Single phase system: Black for 1 hot leg, red for the other. e. Neutral: White. f. High phase or wild leg: Orange. g. Equipment ground: Green.

3. The following color code shall be followed for all 120 VAC control wiring: a. Power: Red. b. Neutral: White.

4. Wire colors shall be implemented in the following methods: a. Wires manufactured of the desired color.


b. Continuously spiral wrap the first 6 inches of the wire from the termination point with colored tape: 1) Colored tape shall be wrapped to overlap 1/2 of the width of the tape.

C. Install conductors only after the conduit installation is complete, and all enclosures have been vacuumed clean, and the affected conduits have been swabbed clean and dry: 1. Install wires only in approved raceways. 2. Do not install wire:

a. In incomplete conduit runs. b. Until after the concrete work and plastering is completed.

D. Properly coat wires and cables with pulling compound before pulling into conduits: 1. For all #4 AWG and larger, use an approved wire-pulling lubricant while cable

is being installed in conduit: a. Ideal Products. b. Polywater Products. c. 3M Products. d. Greenlee Products. e. Or equal as recommended by cable manufacturer. f. Do not use oil, grease, or similar substances.

E. Cable pulling: 1. Prevent mechanical damage to conductors during installation. 2. For cables #1 AWG and smaller, install cables by hand. 3. Provide documentation that maximum cable pulling tension was no more than

75 percent of the maximum recommended level as published by the cable manufacturer. If exceeded, the Engineer may, at his discretion, require replacement of the cable.

4. Ensure cable pulling crews have all calculations and cable pulling limitations while pulling cable.

5. Make splices or add a junction box or pullbox where required to prevent cable pulling tension or sidewall pressure from exceeding 75 percent of manufacturer’s recommendation for the specified cable size: a. Make splices in manholes or pull boxes only. b. Leave sufficient slack to make proper connections.

F. Use smooth-rolling sheaves and rollers when pulling cable into cable tray to keep pulling tension and bending radius within manufacturer’s recommendations.

G. Install and terminate all wire in accordance with manufacturer's recommendations.

H. Neatly arrange and lace conductors in all switchboards, panelboards, pull boxes, and terminal cabinets by means of wire ties: 1. Do not lace wires in gutter or panel channel. 2. Install all wire ties with a flush cutting wire tie installation tool:

a. Use a tool with an adjustable tension setting. 3. Do not leave sharp edges on wire ties.

I. Terminate stranded conductors on equipment box lugs such that all conductor strands are confined within the lug: 1. Use ring type lugs if box lugs are not available on the equipment.


J. Lighting circuits: 1. Each circuit shall have a dedicated neutral.

K. Splices: 1. Provide continuous circuits from origin to termination whenever possible:

a. Obtain Engineer’s approval prior to making any splices. 2. Lighting and receptacle circuit conductors may be spliced without prior

approval from the Engineer. 3. Where splices are necessary because of extremely long wire or cable lengths

that exceed standard manufactured lengths: a. Splice box NEMA rating requirements as specified in Section 16050 -

Common Work Results for Electrical. b. Make splices in labeled junction boxes for power conductors. c. Make splices for control and instrument conductors in terminal boxes:

1) Provide terminal boards with setscrew pressure connectors, with spade or ring lug connectors.

4. Power and control conductors routed in common raceways may be spliced in common junction boxes.

5. Clearly label junction and terminal boxes containing splices with the word "SPLICE LOCATED WITHIN”.

6. Leave sufficient slack at junction boxes and termination boxes to make proper splices and connections. Do not pull splices into conduits.

7. Install splices with compression type butt splices and insulate using a heat-shrink sleeve: a. In NEMA Type 4 or NEMA Type 4X areas, provide heat-shrink sleeves

that are listed for submersible applications. 8. Splices in below grade pull boxes, in any box subject to flooding, and in wet

areas shall be made waterproof using: a. A heat shrink insulating system listed for submersible applications. b. Or an epoxy resin splicing kit.

L. Apply wire markers to all wires at each end after being installed in the conduit and before meg-ohm testing and termination.

M. Multi-conductor cable: 1. Where cable is not routed in conduit with a separate ground conductor, use

1 conductor in the cable as a ground conductor: a) Use an internal ground conductor, if it is no smaller than as indicated on

the Drawings and in accordance with NEC requirements for equipment ground conductor size.

b) Where 2 parallel cables are used, and the internal ground conductor in each cable does not meet NEC requirements for the combined circuit, use 4-conductor cable, with one of the full-sized conductors serving as ground.

N. Wiring allowances: 1. Equipment locations may vary slightly from the drawings. Include an allowance

for necessary conductors and terminations for motorized equipment, electrical outlets, fixtures, communication outlets, instruments, and devices within 10 linear feet of locations indicated on the Drawings.


2. Locations for pull boxes, manholes, and duct banks may vary slightly from the drawings. Include an allowance for necessary conductors and related materials to provide conductors to all pull boxes, manholes and duct banks within 20 linear feet of locations indicated on the Drawings.




3.07 COMMISSIONING




B. Grounding: 1. As specified in Section 16060 - Grounding and Bonding.



3.11 PROTECTION



END OF SECTION


SECTION 16130

CONDUITS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Metallic conduits. 2. Nonmetallic conduits. 3. Conduit bodies. 4. Conduit fittings and accessories. 5. Conduit installation.

1.02 REFERENCES


B. American National Standards Institute (ANSI): 1. C80.1 - Electrical Rigid Steel Conduit. 2. C80.3 - Steel Electrical Metallic Tubing. 3. C80.5 - Electrical Rigid Aluminum Conduit. 4. C80.6 - Electrical Intermediate Metal Conduit.

C. National Electrical Manufacturer’s Association (NEMA): 1. RN-1 - Polyvinyl Chloride (PVC) Externally Coated Galvanized Rigid Steel

Conduit and Intermediate Steel Conduit. 2. TC2 - Electrical Polyvinyl Chloride (PVC) Conduit. 3. TC3 - Polyvinyl Chloride (PVC) Fittings for Use with Rigid PVC Conduit and

Tubing.

D. Underwriters Laboratories (UL): 1. 6 - Standard for Electrical Rigid Metal Conduit - Steel. 2. 360 - Standard for Liquidtight Flexible Steel Conduit. 3. 651 - Standard for Schedule 40, 80, Type EB and A Rigid PVC Conduit and

Fittings. 4. 1660 - Standard for Liquidtight Flexible Nonmetallic Conduit. 5. 1684 - Standard for Reinforced Thermosetting Resin Conduit (RTRC) and

Fittings.

1.03 DEFINITIONS


B. Specific definitions and abbreviations: 1. Conduit bodies: A separate portion of a conduit system that provides access

through a removable cover to the interior of the system at a junction of 2 or more conduit sections. Includes, but not limited to, Shapes C, E, LB, T, X, etc.

2. Conduit fitting: An accessory that primarily serves a mechanical purpose. Includes, but not limited to, bushings, locknuts, hubs, couplings, reducers, etc.

3. GRC: Galvanized rigid steel conduit.


4. PCS: Polyvinyl chloride (PVC) coated rigid steel conduit. 5. SLT: Sealtight-liquidtight flexible conduit. 6. FRD: Fiberglass-reinforced duct. 7. NPT: National pipe thread.


A. Provide conduits, conduit bodies, fittings, junction boxes, and all necessary components, whether or not indicated on the Drawings, as required, to install a complete electrical raceway system.

1.05 SUBMITTALS


B. Product data: 1. Furnish complete manufacturer’s catalog sheets for every type and size of

conduit, fitting, conduit body, and accessories to be used on the Project. 2. Furnish complete manufacturer’s recommended special tools to be used for

installation if required. 3. Record Documents: 4. Incorporate all changes in conduit routing on electrical plan drawings. 5. Furnish hard copy drawings.

C. Certifications: 1. Furnish PVC-coated conduit manufacturer’s certification for each installer.

D. Record Documents: 1. Incorporate all changes in conduit routing on electrical plan drawings. 2. Furnish hard copy drawings.



B. All conduits, conduit bodies, and fittings shall be UL listed and labeled.



B. Do not expose non-metallic conduit to direct sunlight.

C. Do not store conduit in direct contact with the ground.



1.09 SEQUENCING

A. Before installing any conduit or locating any device box:


1. Examine the complete set of Drawings and Specifications, and all applicable shop drawings.

2. Verify all dimensions and space requirements and make any minor adjustments to the conduit system as required to avoid conflicts with the building structure, other equipment, or the work of other trades.


1.11 WARRANTY






PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Galvanized rigid steel conduit: 1. One of the following or equal:

a. Western Tube and Conduit. b. Allied Tube and Conduit. c. Wheatland Tube Co.

B. PVC-coated rigid steel conduit: 1. One of the following or equal:

a. Robroy Ind. b. Ocal, Inc. c. Calbond. d. NEC, Inc. BlackGuard.

C. Sealtight-liquidtight flexible conduit: 1. One of the following or equal:

a. Southwire. b. AFC Cable Systems. c. Electri-Flex Co. d. Anaconda.

D. Rigid nonmetallic PVC conduit: 1. One of the following or equal:

a. Carlon. b. Cantex. c. Triangle Conduit and Cable.

E. Fiberglass reinforced duct: 1. One of the following or equal:

a. Champion Fiberglass.


b. Smith Fiberglass. c. FRE Composites.

F. Conduit bodies: 1. One of the following or equal:

a. Crouse-Hinds. b. Appleton. c. O-Z/Gedney. d. Ocal, Inc. e. Robroy Ind. f. Calbond. g. Carlon.

G. Joint compound: 1. The following or equal:

a. Thomas and Betts.

H. Galvanized rigid steel conduit expansion fittings: 1. One of the following or equal:

a. Crouse-Hinds. b. Appleton. c. O-Z/Gedney.

I. Conduit sleeve: 1. One of the following or equal:

a. Crouse-Hinds. b. Appleton. c. O-Z/Gedney.

J. Conduit hangers and supports: 1. As specified in Section 16070 - Hangers and Supports.


2.03 MATERIALS (NOT USED)



2.06 COMPONENTS

A. GRC: 1. All threads: NPT standard conduit threads with a 3/4-inch taper per foot:

a. Running conduit threads are not acceptable. 2. Hot-dip galvanized inside and out:

a. Ensures complete coverage and heats the zinc and steel to a temperature that ensures the zinc alloys with the steel over the entire surface.

b. Electro-galvanizing is not acceptable. 3. Manufactured in accordance with:

a. UL-6. b. ANSI C80.1.


B. PCS: 1. The steel conduit, before PVC coating, shall be new, unused, hot-dip

galvanized material, conforming to the requirements for Type GRC. 2. Coated conduit NEMA Standard RN-1:

a. The galvanized coating may not be disturbed or reduced in thickness during the cleaning and preparatory process.

3. Factory-bonded PVC jacket: a. The exterior galvanized surfaces shall be coated with primer before PVC

coating to ensure a bond between the zinc substrate and the PVC coating. b. Nominal thickness of the exterior PVC coating shall be 0.040 inch except

where part configuration or application of the piece dictates otherwise. c. PVC coating on conduits and associated fittings shall have no sags,

blisters, lumps, or other surface defects and shall be free of holes and holidays.

d. The PVC adhesive bond on conduits and fittings shall be greater than the tensile strength of the PVC plastic coating: 1) Confirm bond with certified test results.

4. A urethane coating shall be uniformly and consistently applied to the interior of all conduits and fittings: a. Nominal thickness of 0.002 inch. b. Conduits having areas with thin or no coating are not acceptable. c. All threads shall be coated with urethane.

5. The PVC exterior and urethane interior coatings applied to the conduits shall afford sufficient flexibility to permit field bending without cracking or flaking at temperature above 30 degrees Fahrenheit (-1 degree Celsius).

6. PCS conduit bodies and fittings: a. Malleable iron. b. The conduit body, before PVC coating, shall be new, unused material and

shall conform to appropriate UL standards. c. The PVC coating on the outside of conduit bodies shall be 0.040-inch

thick and have a series of ribs to protect the coating from tool damage during installation.

d. 0.002-inch interior urethane coating. e. Utilize the PVC coating as an integral part of the gasket design. f. Stainless steel cover screw heads shall be encapsulated with plastic to

ensure corrosion protection. g. A PVC sleeve extending 1 conduit diameter or 2 inches, whichever is less,

shall be formed at each female conduit opening. 1) The inside diameter of the sleeve shall be the same as the outside

diameter of the conduit to be used. 2) The sleeve shall provide a vapor- and moisture resistant seal at

every connection.

C. SLT: 1. Temperature rated for use in the ambient temperature at the installed location

but not less than the following: a. General purpose:

1) Temperature range: -20 degrees Celsius to +80 degrees Celsius. b. Oil-resistant:

1) Temperature range: -20 degrees Celsius to +60 degrees Celsius. 2. Sunlight-resistant, weatherproof, and watertight. 3. Manufactured from single strip steel, hot-dip galvanized on all 4 sides before

conduit fabrication.


4. Strip steel spiral wound resulting in an interior that is smooth and clean for easy wire pulling.

5. Overall PVC jacket. 6. With integral copper ground wire, built in the core, in conduit trade sizes

1/2 inch through 1-1/4 inch.

D. PVC: 1. Extruded from virgin PVC compound:

a. Schedule 40 unless otherwise specified. b. Schedule 80 extra-heavy wall where specified.

2. Rated for 90 degrees Celsius conductors or cable. 3. Rated for use in direct sunlight.

E. FRD: 1. Suitable for use at -40 degrees Celsius to 110 degrees Celsius. 2. Integral bell and spigot either glued together or assembled with an integral

urethane tri-seal gasket held in place with a retainer ring. 3. For underground use only, and within duct banks required to make horizontal

bends and bends which do not become exposed vertical risers exiting duct bank. Use type PCS for vertical risers or for transitions between buried and exposed conduits.

4. Conduits and fittings shall be pigmented with UV-inhibiting carbon black.

F. Conduit bodies: 1. Material consistent with conduit type:

a. Malleable iron bodies and covers when used with Type GRC. 2. Conduit bodies to conform to Form 8, Mark 9, or Mogul design:

a. Mogul design conforming to NEC requirements for bending space for large conductors for conduit trade sizes of 1 inch and larger with conductors #4 AWG and larger, or where required for wire-bending space.

3. Gasketed covers attached to bodies with stainless steel screws secured to threaded holes in conduit body.

2.07 ACCESSORIES

A. Connectors and fittings: 1. Manufactured with compatible materials to the corresponding conduit.

B. Insulated throat metallic bushings: 1. Construction:

a. Malleable iron or zinc-plated steel when used with steel conduit. b. Positive metallic conduit end stop. c. Integrally molded non-combustible phenolic-insulated surfaces rated at

150 degrees Celsius. d. Use fully insulated bushings on nonmetallic conduit system made of

high-impact 150 degrees Celsius rated non-combustible thermosetting phenolic.

C. Insulated grounding bushings: 1. Construction:

a. Malleable iron or steel, zinc-plated, with a positive metallic end stop. b. Integrally molded non-combustible phenolic-insulated surfaces rated at

150 degrees Celsius.


c. Tin-plated copper grounding saddle for use with copper or aluminum conductors.

D. Electrical unions (Erickson Couplings): 1. Construction:

a. Malleable iron for use with steel conduit. b. Concrete tight, 3-piece construction. c. Rated for Class I Division 1 Group D in hazardous areas.

E. SLT fittings: 1. Construction:

a. Malleable iron. b. Furnished with locknut and sealing ring. c. Liquidtight, raintight, oiltight. d. Insulated throat. e. Furnish as straight, 45-degree elbows, and 90-degree elbows. f. Designed to prevent sleeving:

1) Verify complete bonding of the raceway jacket to the plastic gasket seal.

g. Equipped with grounding device to provide ground continuity irrespective of raceway core construction. Grounding device, if inserted into raceway and directly in contact with conductors, shall have rolled-over edges for sizes under 5 inches.

h. Where terminated into a threadless opening using a threaded hub fitting, a suitable moisture-resistant/oil-resistant synthetic rubber gasket shall be provided between the outside of the box or enclosure and the fitting shoulder. Gasket shall be adequately protected by and permanently bonded to a metallic retainer.

2. Corrosion-resistant and outdoor SLT fittings: a. Construction:

1) PVC-coated liquidtight fittings with a bonded 0.040-inch thick PVC coating on the metal connector to form a seal around the SLT conduit.

2) Insulated throat and an integral sealing ring.

F. Hubs for threaded attachment of steel conduit to sheet metal enclosures: 1. Construction:

a. Insulated throat. b. PVC-coated when used in corrosive areas. c. Bonding locknut. d. Recessed neoprene o-ring to ensure watertight and dusttight connector. e. 1/2-inch through 1-1/4-inch steel zinc electroplated. f. 1-1/2-inch through 6-inch malleable iron zinc plated.

2. Usage: a. All conduits in damp, wet, outdoor, and corrosive areas shall use threaded

hubs for connections to sheet metal enclosures.

G. PVC fittings: 1. Shall include the following:

a. Couplings. b. Terminal adapters. c. Female adapters. d. Caps. e. Reducer bushings.


f. Duct couplings. g. End bells. h. Expansion couplings. i. Duct couplings: 5 degree.

2. Materials: a. All devices shall be made of PVC, using the same materials as used for

Type PVC conduit. b. All metal hardware shall be stainless steel.

H. Expansion/deflection couplings: 1. Use to compensate for movement in any directions between 2 conduit ends

where they connect. 2. Shall allow movement of 3/4 inch from the normal in all directions. 3. Shall allow angular movement for a deflection of 30 degrees from normal in

any direction. 4. Constructed to maintain electrical continuity of the conduit system. 5. Materials:

a. End couplings: Bronze or galvanized ductile iron. b. Sleeve: Neoprene. c. Bands: Stainless steel. d. Bonding jumper: Tinned copper braid.

I. Expansion couplings: 1. Shall allow for expansion and contraction of conduit:

a. Permitting 8-inch movement, 4 inches in either direction. 2. Constructed to maintain electrical continuity of the conduit system. 3. Materials:

a. Head: Malleable or ductile iron. b. Sleeve: Steel. c. Insulating bushing: Phenolic. d. Finish: Hot-dip galvanized. e. PVC-coated when used with Type PCS.

J. Conduit markers: 1. As specified in Section 16075 - Identification for Electrical Systems.






PART 3 EXECUTION




3.03 INSTALLATION


B. General: 1. Conduit routing:

a. The electrical drawings are diagrammatic in nature: 1) Install conduit runs as specified with schematic representation

indicated on the Drawings and as specified. 2) Modify conduit runs to suit field conditions, as accepted by the

Engineer: a) Make changes in conduit locations that are consistent with the

design intent but are dimensionally different, or routing to bypass obstructions.

b) Make changes in conduit routing due to the relocation of equipment.

3) The electrical drawings do not indicate all required junction boxes and pull boxes: a) Provide junction boxes and pull boxes to facilitate wire pulling as

required: (1) To meet cable manufacturer’s pulling tension requirements. (2) To limit total conduit bends between pull locations.

b) Install junction boxes and pull boxes at locations acceptable to the Engineer.

b. The Contractor is responsible for any deviations in general location, conduit size, routing, or changes to the conduit schedule without the express written approval or direction by the Engineer: 1) The Engineer is the sole source in determining whether the change is

constituted as a deviation: 2) Perform any changes resulting in additional conduits, or extra work

from such deviations. 3) Incorporate any deviations on the Record Documents.

2. Use only tools recommended by the conduit manufacturer for assembling the conduit system.

3. Provide adequate clearances from high-temperature surfaces for all conduit runs. Provide minimum clearances as follows: a. Clearance of 6 inches from surfaces 113 degrees Fahrenheit to

149 degrees Fahrenheit. b. Clearance of 12 inches from surfaces greater than

149 degrees Fahrenheit. c. Keep conduits at least 6 inches from the coverings on hot water and

steam pipes, 18 inches from the coverings on flues and breechings, and 12 inches from fuel lines and gas lines.

d. Where it is necessary to route conduits close to high-temperature surfaces, provide a high-reflectance thermal barrier between the conduit and the surface.

4. Support conduit runs on water-bearing walls a minimum of 7/8-inch away from wall on an accepted preformed channel: a. Do not run conduits within water-bearing walls unless otherwise indicated

on the Drawings. 5. Do not install 1-inch or larger conduits in or through structural members unless

approved by the Engineer.


6. Run conduits exposed to view parallel with or at right angles to structural members, walls, or lines of the building: a. Install straight and true conduit runs with uniform and symmetrical elbows,

offsets, and bends. b. Make changes in direction with long radius bends or with conduit bodies.

7. Install conduits with total conduit bends between pull locations less than or equal to 270 degrees.

8. Route all exposed conduits to preserve headroom, access space and work space, and to prevent tripping hazards and clearance problems: a. Install conduit runs so that runs do not interfere with proper and safe

operation of equipment and do not block or interfere with ingress or egress, including equipment-removal hatches.

b. Route conduits to avoid drains or other gravity lines. Where conflicts occur, relocate the conduit as required.

9. When installing conduits through existing slabs or walls, make provisions for locating any possible conflicting items where the conduit is to penetrate. Use tone signal or X-ray methods to make certain that no penetrations will be made into the existing conduits, piping, cables, post-tensioning cables, etc.

10. Plug conduits brought into pull boxes, manholes, handholes, and other openings until used to prevent entrance of moisture.

11. For existing and new 2-inch and larger conduit runs, snake conduits with a conduit cleaner equipped with a cylindrical mandrel of a diameter not less than 85 percent of nominal diameter of the conduit: a. Remove and replace conduits through which mandrel will not pass.

12. Provide all sleeves and openings required for the passage of electrical raceways or cables even when these openings or sleeves are not specifically indicated on the Drawings.

13. Install complete conduit systems before conductors are installed. 14. Provide metallic conduits terminating in transformer, switchgear, motor control

center, or other equipment conduit windows with grounding bushings and ground with a minimum No. 6 AWG ground wire.

15. Underground conduits: a. Install underground conduits, including conduit runs below slabs-on-grade

in concrete-reinforced duct bank construction: b. Make underground conduit size transitions at handholes and manholes. c. Install spare conduits in underground duct banks towards top center of

runs to allow for ease of installation of future cables as conduits enter underground manholes and handholes.

d. Seal around conduit penetrations of below grade walls with a mechanical seal.

C. Lighting and receptacle conduits: 1. Provide conduit runs for lighting and receptacle circuits, whether or not

indicated on the Drawings: 2. Install conduits in accordance with the requirements of this Section unless

otherwise indicated. 3. Minimum conduit size:

a. 3/4-inch for exposed conduits. b. 1-inch for underground or in-slab conduits.

4. Provide conduit materials for the installed location as specified in Section 16050 - Common Work Results for Electrical.


D. Conduit usage: 1. Exposed conduits:

a. Rigid conduit: 1) Install the rigid conduit type for each location as specified in

Section 16050 - Common Work Results for Electrical. 2) Minimum size: 3/4-inch.

b. Flexible conduit: 1) Use flexible conduit for final connections between rigid conduit and

motors, vibrating equipment, instruments, control equipment, or where required for equipment servicing: a) Use Type SLT with rigid metallic conduit.

2) Minimum size: 3/4-inch: a) 1/2 when required for connection to instruments.

3) Maximum length: a) Fixed equipment:

Conduit Trade Size Flexible Conduit Length (inch)

3/4 18

1 18

1-1/4 18

1-1/2 18

2 36

2-1/2 36

3 36

3-1/2 38

4 40

b) Removable instruments or hinged equipment: (1) As required to allow complete removal or full movement

without disconnecting or stressing the conduit.

2. Concrete-encased and embedded conduits: a. Type PVC Schedule 40 and PVC-coated rigid metallic conduit as

specified below: 1) Use Type FRD in underground and embedded installation as follows:

a) Stub-up and risers to grade floor or equipment from nonmetallic conduits.

b) Entering and exiting underground or embedded conduit runs a minimum 12 inches above and below grade of finished floor.

c) For any and all bends where the total deflection is greater than 45 degrees.

b. Minimum size: 1) 2-inch in duct banks unless otherwise indicated on the Drawings. 2) 1-inch for in-slab conduits unless otherwise indicated on the

Drawings. 3. PVC-coated rigid metallic conduit:

a. Use specifically manufactured or machined threading dies to manufacturer’s specifications to accommodate the PVC jacket.


4. GRC: a. Conduit shall be cut square and reamed before threading.

5. PVC: a. Conduit terminations shall be via threaded adapters into threaded hubs on

the junction boxes or conduit bodies. b. Conduit terminations into boxes without threaded hubs shall utilize a

threaded adapter and a flat neoprene washer on the outside of the box. 1) Use a locknut on the inside of the box to tighten the adapter to the

box. c. Route conduit to afford it the maximum physical protection.

1) If necessary, cover conduit to afford additional protection when it cannot be shielded by the structure or machinery frames. a) Use Schedule 80 where exposed runs may be subject to

physical damage.

E. Conduit joints and bends: 1. General:

a. Where conduit is underground, under slabs on grade, exposed to the weather, or in NEMA Type 4 or NEMA Type 4X locations, make joints liquidtight.

b. Keep bends and offsets in conduit runs to an absolute minimum. c. All bends shall be symmetrical. d. The following conduit systems shall use large-radius sweep elbows:

1) Underground conduits. e. Provide large-radius factory-made bends for 1-1/4-inch trade size or

larger. f. Make field bends with a radius of not less than the requirements found in

the NEC: 1) The minimum bending radius of the cable must be less than the

radius of the conduit bend. 2) Make all field bends with power bending equipment or manual

benders specifically intended for the purpose: a) Make bends so that the conduit is not damaged and the internal

diameter is not effectively reduced. b) For the serving utilities, make bends to meet their requirements.

g. Replace all deformed, flattened, or kinked conduit. 2. Threaded conduit:

a. Cut threads on rigid metallic conduit with a standard conduit-cutting die that provides a 3/4-inch per foot taper and to a length such that all bare metal exposed by the threading operation is completely covered by the couplings or fittings used. In addition, cut the lengths of the thread such that all joints become secure and wrench-tight just preceding the point where the conduit ends would butt together in couplings or where conduit ends would butt into the ends or shoulders of other fittings.

b. Thoroughly ream conduit after threads have been cut to remove burrs. c. Use bushings or conduit fittings at conduit terminations. d. On exposed conduits, repair scratches and other defects with galvanizing

repair stick, Enterprise Galvanizing “Galvabar™,” or CRC “Zinc It.” e. Coat conduit threads with an approved electrically conductive sealant and

corrosion inhibitor that is not harmful to the conductor insulation: 1) Apply to the male threads and tighten joints securely. 2) Clean excess sealant from exposed threads after assembly.

f. Securely tighten all threaded connections.


g. Any exposed threaded surfaces must be cleaned and coated with a galvanizing solution so that all exposed surfaces have a galvanized protective coating.

3. PVC: a. Use approved solvent-weld cement specifically manufactured for the

purpose. Spray-type cement is not allowed. b. Apply heat for bends so that conduit does not distort or discolor. Use a

spring mandrel as required to ensure full inside diameter at all bends: 1) Utilize a heater specifically for PVC conduit as recommended by the

conduit manufacturer.

F. Conduit sealing and drainage: 1. Conduit drainage and sealing other than required for hazardous and classified

areas: a. Provide sealing and drainage in vertical drops of long (in excess of

20 feet), exterior, above-grade conduit runs at the points at which the conduit enters buildings, switchgear, control panels, lighting panelboards, and other similar enclosures.

b. Provide seal fittings with drains in vertical drops directly above grade for exterior and above-grade conduit runs that are extended below grade.

c. Provide conduit seals with drains in areas of high humidity and rapidly changing temperatures: 1) Where portions of an interior raceway pass through walls, ceilings, or

floors that separate adjacent areas having widely different temperatures.

d. Provide conduit seals similar to O-Z/Gedney (Type CSM) on all conduits between corrosive and non-corrosive areas.

e. Seal one end only of all underground conduits at highest point with O-Z/Gedney sealing (non-hazardous) filling, or equal.

2. Install seals with drains at any location along conduit runs where moisture may condense or accumulate. This requirement includes, but is not limited to, the following locations: control panels, junction boxes, pullboxes, or low points of the conduit.

G. Conduit supports: 1. General:

a. Provide appropriate hangers, supports, fasteners, and seismic restraints to suit applications: 1) As specified in Section 16070 - Hangers and Supports. 2) Provide support materials consistent with the type of conduit being

installed as specified in Section 16050 - Common Work Results for Electrical.

b. Support conduit at the intervals required by the NEC. c. Perforated strap and plumbers tape are not acceptable for conduit supports.

2. Conduit on concrete or masonry: a. Use 1-hole malleable iron straps with metallic or plastic expansion

anchors and screws or support from preset inserts. b. Use preset inserts in concrete when possible. c. Use pipe spacers (clamp backs) in wet locations.

3. Suspended conduit: a. Use malleable-iron factory-made split-hinged pipe rings with threaded

suspension rods sized for the weight to be carried (minimum 3/8-inch diameter), Kindorf, or equal.


b. For grouped conduits, construct racks with threaded rods and tiered angle iron or preformed channel cross members. Clamp each conduit individually to a cross member. Where rods are more than 2-feet long, provide rigid sway bracing.

4. Supports at structural steel members: a. Use beam clamps. b. Drilling or welding may be used only as specified or with approval of the

Engineer.

H. Expansion or expansion/deflection fittings: 1. General:

a. Align expansion coupling with the conduit run to prevent binding. b. Follow manufacturer’s instructions to set the piston opening. c. Install expansion fittings across concrete expansion joints and at other

locations where necessary to compensate for thermal or mechanical expansion and contraction.

d. Furnish fittings of the same material as the conduit system. 2. For metallic conduit, provide expansion or expansion/deflection couplings, as

appropriate, where: a. Install expansion fittings a minimum of every 200 feet in straight conduit

runs.

I. Empty conduits: 1. Provide a polyethylene rope rated at 250 pounds tensile strength in each

empty conduit more than 10 feet in length. 2. Seal ends of all conduits with approved, manufactured conduit seals, caps, or

plugs immediately after installation: a. Keep ends sealed until immediately before pulling conductors.

J. Miscellaneous: 1. Seal roof penetrations for raceways and other items that penetrate the roof in

accordance with roofing manufacturer’s instructions and as indicated on the Drawings.

2. Provide electrical unions at all points of union between ends of rigid conduit systems that cannot otherwise be coupled: a. Running threads and threadless couplings are not allowed.

3. Replace any conduits installed that the Engineer determines do not meet the requirements of this Specification.

4. Provide conduit housekeeping curb around all embedded or below-grade conduits exiting or entering the slab, per the Typical Details.

3.04 ERECTION, INSTALLATION, APPLICATIONS, CONSTRUCTION (NOT USED)



3.07 COMMISSIONING







3.11 PROTECTION



END OF SECTION



SECTION 16134

BOXES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Device boxes. 2. Raceway system boxes.

1.02 REFERENCES


B. American Association of State Highway and Transportation Officials (AASHTO): 1. Standard Specifications for Highway Bridges.

C. ASTM International (ASTM): 1. A47 - Standard Specification for Ferritic Malleable Iron Castings. 2. D149 - Standard Test Method for Dielectric Breakdown Voltage and Dielectric

Strength of Solid Electrical Insulating Materials at Commercial Power Frequencies.

3. D495 - Standard Test Method for High-Voltage, Low-Current, Dry Arc Resistance of Solid Electrical Insulation.

4. D570 - Standard Test Method for Water Absorption of Plastics. 5. D648 - Standard Test Method for Deflection Temperature of Plastics Under

Flexural Load in the Edgewise Position. 6. D790 - Standard Test Methods for Flexural Properties of Unreinforced and

Reinforced Plastics and Electrical Insulating Materials. 7. D792 - Standard Test Methods for Density and Specific Gravity (Relative

Density) of Plastics by Displacement.

D. Joint Industry Conference (JIC).

E. Underwriters Laboratories, Inc. (UL): 1. 94 - Standard for Tests for Flammability of Plastic Materials for Parts in

Devices and Appliances.

1.03 DEFINITIONS


B. Specific definitions: 1. Arcing parts: Circuit breakers, motor controllers, switches, fuses, or any device

intended to interrupt current during its operation. 2. Raceway system boxes: Boxes that are used for wire and cable pullboxes,

conduit junction boxes, or terminal boxes.



A. Provide outlet boxes for devices such as switches, receptacles, telephone and computer jacks, security systems, junction, and pullboxes for use in the raceway systems, etc.

B. Provide boxes as indicated on the Drawings or as needed to complete the raceway installation.

1.05 SUBMITTALS


B. Product data: 1. Manufacturer. 2. Materials. 3. Dimensions:

a. Height. b. Width. c. Depth. d. Weight. e. NEMA rating.

4. Conduit entry locations. 5. Catalog cut sheets. 6. Installation instructions.

C. Shop drawings: 1. Include identification and sizes of pullboxes.



B. Regulatory requirements: 1. Outlet boxes shall comply with all applicable standards of:

a. JIC. b. NEC. c. NEMA. d. UL.





1.09 SEQUENCING




1.11 WARRANTY






PART 2 PRODUCTS

2.01 MANUFACTURERS

A. One of the following or equal: 1. Cast device boxes:

a. Appleton. b. Crouse - Hinds. c. OZ/Gedney.

2. Formed steel enclosures: a. Hoffman. b. Thomas and Betts. c. Stahlin. d. Rittal.




A. Formed steel enclosures: 1. Steel:

a. NEMA Type 12. b. Fabricated from 14-gauge steel, minimum. c. All seams continuously welded ground smooth. d. Door:

1) Rolled lip around 3 sides. 2) Attached to enclosure by means of a continuous stainless steel hinge

and pin. e. Neoprene door gasket to provide a watertight, dusttight, oiltight seal:

1) Attached with an adhesive. 2) Retained by a retaining strip.

f. Fabricate all external removable hardware for clamping the door to the enclosure body from zinc-plated heavy gauge steel: 1) With a hasp and staple for padlocking.

g. Provide large enclosures with door and body stiffeners for extra rigidity.


h. No holes or knockouts. i. Finish:

1) ANSI-61 gray electrostatically applied polyester powder inside and out over cleaned and primed surfaces.

2) White electrostatically applied polyester powder mounting plate. j. Heavy gauge steel external mounting brackets when surface mounted.

2. Stainless steel: a. NEMA Type 4X:

1) Boxes in locations subject to flooding or temporary submersion: a) NEMA Type 6.

b. Fabricated from 14-gauge Type 316 stainless steel. c. All seams continuously welded. d. Door:

1) Rolled lip around 3 sides. 2) Attached to enclosure by means of a continuous stainless steel hinge

and pin. e. Neoprene door gasket to provide a watertight seal:

1) Attached with an adhesive. 2) Retained by a retaining strip.

f. Fabricate all external removable hardware for clamping the door to the enclosure body from heavy gauge stainless steel: 1) With a hasp and staple for padlocking.

g. Provide large enclosures with door and body stiffeners for extra rigidity. h. No holes or knockouts. i. Finish:

1) Brushed. j. Stainless steel external mounting brackets when surface mounted.

B. Cast device boxes: 1. Construction:

a. With internal green ground screw. b. Furnished with a suitable gasketed cover. c. With integral cast mounting lugs when surface mounted. d. Conduit sizes range from 3/4 inch to 1 inch. e. Tapered threaded hubs with integral bushing.

2. Aluminum (copper free) boxes: a. High strength copper free 4/10 of 1 percent maximum alloy for use with

aluminum rigid conduit. 3. Malleable iron boxes:

a. Conforming to ASTM A47 Grade 32510.









PART 3 EXECUTION



3.03 INSTALLATION


B. General: 1. Provide materials and construction suitable for environmental conditions at the

location of the box as specified in Section 16050 - Common Work Results for Electrical.

2. Provide outlet box materials to match the conduit system: a. GRC - Cast ferrous boxes.

3. Solid type gang boxes: a. For more than 2 devices. b. For barriered outlets.

4. Support all wall mounted NEMA Type 4 or NEMA Type 4X boxes to maintain a minimum of 7/8-inch free air space between the back of the enclosure and the wall: a. Use machined spacers to maintain air space; built-up washers are not

acceptable. b. Use stainless steel or nylon materials for spacers.

5. Use cast malleable iron boxes when box must support other devices. 6. Boxes serving luminaires or devices:

a. Use as pullboxes wherever possible. 7. Size boxes in accordance with NEC requirements and to provide sufficient

room for the future components and cables indicated on the Drawings. 8. For fire-rated construction, provide materials and installation for use in

accordance with the listing requirements of the classified construction.

C. Outlet boxes: 1. Locate outlet boxes as indicated on the Drawings:

a. Adjust locations so as not to conflict with structural requirements or other trades.

2. Use deep threaded-hub malleable iron or aluminum boxes: a. In hazardous areas. b. Where exposed to the weather. c. In unheated areas. d. Where subject to mechanical damage:

1) Defined as exposed boxes less than 10 feet above the floor. e. To act as a pullbox for conductors in a conduit system. f. Accommodate wiring devices.

3. Use deep threaded-hub plastic coated malleable iron boxes in corrosive and NEMA Type 4X area and when the conduit system is PVC coated steel.

4. Outlet boxes may be used as junction boxes wherever possible.


D. Pullboxes and junction boxes: 1. Size pullboxes in accordance with NEC requirements and to provide sufficient

room for any future conduits and cables as indicated on the Drawings. 2. Install pullboxes such that access to them is not restricted.

E. For boxes not indicated: 1. Provide types and mountings as required to suit the equipment and that will be

consistent with the conduit system and environmental conditions as indicated in Section 16050 - Common Work Results for Electrical.

2. Outlet, switch, and junction boxes where surface mounted in exposed locations: a. Cast ferrous boxes with mounting lugs, zinc or cadmium plating finish.

3. Outlet, control station, and junction boxes for installation in corrosive locations: a. Fiberglass reinforced polyester, stainless steel, or plastic coated steel to

match the conduit system. b. Furnished with mounting lugs.



3.06 REINSTALLATION (NOT USED)

3.07 COMMISSIONING





3.10 CLEANING


3.11 PROTECTION



END OF SECTION


SECTION 16140

WIRING DEVICES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Switches. 2. Receptacles. 3. Plates.

1.02 REFERENCES


B. Federal Specifications (FS): 1. W-C 596 - Connector, Electrical, Power, General Specification for. 2. W-S 896/2 - Switches, Toggle (Toggle and Lock), Flush Mounted (General

Specification).

C. National Electrical Manufacturers Association (NEMA): 1. WD1 - General Color Requirements for Wiring Devices. 2. ICS 5 - Industrial Control and Systems, Control Circuit and Pilot Devices. 3. OS1 - Sheet-Steel Outlet Boxes, Device Boxes, Covers and Box Supports. 4. WD6 - Wiring Devices Dimensional Specifications.

D. Underwriters Laboratories, Inc. (UL): 1. 20 - General Use Snap Switches. 2. 498 - Standard for Attachment Plugs and Receptacles. 3. 514D - Cover Plates for Flush-Mounted Wiring Devices. 4. 943 - Ground-Fault Circuit-Interrupters. 5. 1472 - Solid State Dimming Controls.

1.03 DEFINITIONS


B. Specific definitions: 1. GFCI: Ground fault circuit interrupter.


A. Switches, receptacles, and plates as indicated on the Drawings wired and operable to form a complete system.


1.05 SUBMITTALS


B. Product data: 1. Catalog cut sheets.

C. Shop drawings: 1. Engraving schedule:

a. Furnish complete engraving schedule for engraved nameplates.



B. Wiring devices shall be UL listed and labeled.







1.11 WARRANTY






PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Receptacles: 1. General purpose receptacles:

a. One of the following or equal: 1) Hubbell. 2) Leviton.


3) Cooper Wiring Devices.

B. Plates: 1. General location:

a. One of the following or equal: 1) Pass and Seymour. 2) Cooper Wiring Devices.

2. Wet or corrosive areas: a. One of the following or equal:

1) Hubbell. 2) Cooper Wiring Devices. 3) Thomas and Betts. 4) Pass and Seymour.

3. In-use covers: a. One of the following or equal:

1) TayMac. 2) Cooper Wiring Devices. 3) Pass and Seymour. 4) Thomas and Betts.




A. Receptacles: 1. Ground fault interrupter receptacles (GFCI):

a. 125 VAC. b. 20 ampere. c. Trip level 4-6 milliamperes. d. Individual and feed through protection. e. UL 943 and UL 498 listed. f. NEMA Type 5-20R configuration. g. For damp or wet locations:

1) Weather resistant, in accordance with UL 498.

B. Plates: 1. General location:

a. Type 302 or 304 stainless steel. b. Brushed satin finish. c. Minimum thickness: 0.032 inches. d. Rectangular or square shape. e. Engraving:

1) Engrave each switch plate with the following: a) Area served. b) Panelboard and Circuit.

2) Engrave each receptacle plate with the following: a) Panelboard and Circuit.

3) Treat engraving to improve visibility.


4) Characters shall be block letter pantograph engraved with a minimum character height of 1/8-inch.

f. Coordinate the number of gangs, number, and type of openings with the specific location.

2. Outdoor and wet areas requiring NEMA Type 4 or NEMA Type 4X enclosures: a. General:

1) UL listed for wet locations. 2) Gasketed. 3) Die cast metal:

a) Match material to box material. b. Receptacles:

1) Weather proof in-use cover: a) Die cast metal construction with electrostatic powder coating for

corrosion resistance. b) Gasketed. c) Lockable. d) UL listed and in accordance with NEC.

3. Corrosive areas: a. Neoprene. b. Gasketed. c. Weatherproof.








PART 3 EXECUTION



3.03 INSTALLATION


B. Receptacles: 1. Provide GFCI receptacles as indicated on the Drawings.

a. Provide weather resistant GFCI receptacles in all wet or damp areas. 1) As specified in Section 16050 - Common Work Results for Electrical.


2. Mount non-weatherproof receptacles vertically: a. Ground slot down.

3. Mount weatherproof receptacles horizontally: a. Neutral slot up.

4. 3-phase receptacles shall be consistent with respect to phase connection at the receptacle terminals. Correct errors in phasing at the source and not the receptacle.

C. Ensure all plates make a firm seal with wall for recessed mounted devices: 1. Outside edges of plates parallel with building lines.



3.06 REINSTALLATION (NOT USED)

3.07 COMMISSIONING






3.11 PROTECTION



END OF SECTION



SECTION 16150

LOW VOLTAGE WIRE CONNECTIONS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Wire connecting devices. 2. Terminations. 3. Splices.

1.02 REFERENCES


B. ASTM International (ASTM): 1. D3005 - Standard Specification for Low-Temperature Resistant Vinyl Chloride

Plastic Pressure-Sensitive Electrical Insulating Tape.

C. CSA International (CSA): 1. C22.2 - No.197-M1983 (R2208) - PVC Insulating Tape.

D. Underwriters Laboratories, Inc. (UL): 1. 510 - Standard for Polyvinyl Chloride, Polyethylene, and Rubber Insulating

Tape.

1.03 DEFINITIONS



A. Provide a complete system of wiring connectors, terminators, fittings, etc. for a complete wiring system suitable for the cables and conductors used.

1.05 SUBMITTALS


B. Product data: 1. Catalog cut sheets. 2. Installation instructions.




B. All materials shall be UL listed.







1.11 WARRANTY






PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Manufacturers for each type of technology are specified with the equipment in this Section.




2.05 EQUIPMENT

A. Joints, splices, taps, and connections: 1. 600-volt conductors:

a. Use solderless connectors. b. Use only plated copper alloy connectors or lugs:

1) Aluminum connectors or lugs are not acceptable for copper conductors.

c. Under those specific conditions where aluminum conductors have been allowed or are specified then the connectors for aluminum conductors shall be specifically designed for that purpose.


d. For wire Number 10 AWG and smaller use compression splice caps, with insulating caps: 1) Manufacturers: The following or equal:

a) Buchanan, 2006S or 2011S, with 2007 or 2014 insulating caps. e. For wire Number 8 AWG and larger, use heavy duty copper compression

connectors: 1) Manufacturers: One of the following or equal:

a) Burndy. b) Thomas and Betts.

f. Heat shrink tubing: 1) Suitable for indoors, outdoors, overhead, direct burial or submerged

applications. 2) Minimum shrink ratio: 4 to 1. 3) Continuous operating temperature: -55 degrees Celsius to

110 degrees Celsius. 4) Internally applied adhesive sealant. 5) Cross-linked polyolefin:

a) Manufacturers: One of the following or equal: (1) 3M, ITCSN. (2) Thomas & Betts, Shrink-Kon.

B. Insulating tape: 1. General purpose insulating tape:

a. Minimum 7 mil vinyl tape. b. Suitable for application in an ambient of -18 degrees Celsius

(0 degrees Fahrenheit). c. Operating range up to 105 degrees Celsius (220 degrees Fahrenheit). d. Flame retardant, hot- and cold- weather resistant, UV resistant. e. For use as a primary insulation for wire cable splices up to 600 VAC. f. Meeting and complying with:

1) ASTM D3005 Type I. 2) UL 510. 3) CSA C22.2.

g. Manufacturers: The following or equal: 1) 3M, Scotch Number Super 33+.

2. General-purpose color-coding tape: a. Minimum 7 mil vinyl tape. b. Suitable for application on PVC and polyethylene jacketed cables. c. For use indoors and outdoors in weather protected enclosures. d. Available with the following colors:

1) Red. 2) Yellow. 3) Blue. 4) Brown. 5) Gray. 6) White. 7) Green. 8) Orange. 9) Violet.

e. For use as phase identification, marking, insulating, and harnessing.


f. Meeting and complying with: 1) UL 510. 2) CSA C22.2.

g. Manufacturers: The following or equal: 1) 3M, Scotch Number 35.







PART 3 EXECUTION



3.03 INSTALLATION


B. Load connections: 1. Connect loads to the circuits as indicated. Color-code all branch circuits as

specified in Section 16123 - 600-Volt or Less Wires and Cables.

C. Zero to 600-volt systems: 1. Make all connections with the proper tool and die as specified by the device

manufacturer. 2. Use only tooling and dies manufactured by the device manufacturer. 3. Insulate all connections and splices with Scotch 33+ tape and Scotchfill, or

pre-molded plastic covers, or heat shrink tubing and caps. 4. Number all power and control wires before termination.




3.07 COMMISSIONING







3.11 PROTECTION



END OF SECTION



SECTION 16412

LOW VOLTAGE MOLDED CASE CIRCUIT BREAKERS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Low voltage molded case circuit breakers.

1.02 REFERENCES


B. National Electrical Manufacturers Association (NEMA): 1. AB 3. - Molded Case Circuit Breakers and Their Application.

C. Underwriter’s Laboratories (UL): 1. 489 - Molded-Case Circuit Breakers, Molded-Case Switches, and Circuit-

Breaker Enclosures. 2. 943 - Ground Fault Circuit Interrupters.

1.03 DEFINITIONS


B. In accordance with UL 489.


A. Molded case thermal magnetic or motor circuit protector type circuit breakers as indicated on the Drawings and connected to form a completed system.

1.05 SUBMITTALS


B. Product data: 1. Catalog cut sheets. 2. Manufacturer’s time-current curves for all molded case circuit breakers

furnished.



B. Low voltage molded case circuit breakers shall be UL listed and labeled.


1.07 DELIVERY, STORAGE AND HANDLING






1.11 WARRANTY






PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Same manufacturer as existing panelboard): 1. General Electric Co.




A. General: 1. Conforming to UL 489. 2. Operating mechanism:

a. Quick-make, quick-break, non-welding silver alloy contacts. b. Common Trip, Open and Close for multi-pole breakers such that all poles

open and close simultaneously. c. Mechanically trip free from the handle. d. Trip indicating handle - automatically assumes a position midway between

the manual ON and OFF positions to clearly indicate the circuit breaker has tripped.

e. Lockable in the "OFF" position. 3. Arc extinction:

a. In arc chutes. 4. Voltage and current ratings:


a. Minimum ratings as indicated on the Drawings. b. Minimum frame size 100A.

5. Interrupting ratings: a. Minimum ratings as indicated on the Drawings. b. Modify as required to meet requirements of the short circuit fault analysis. c. Not less than the rating of the assembly (panelboard, switchboard, motor

control center, etc.).


2.06 COMPONENTS

A. Terminals: 1. Line and load terminals suitable for the conductor type, size, and number of

conductors in accordance with UL 489.

B. Case: 1. Molded polyester glass reinforced. 2. Ratings clearly marked.

C. Trip units: 1. Thermal magnetic:

a. Instantaneous short circuit protection. b. Inverse time delay overload. c. Ambient or enclosure compensated by means of a bimetallic element.

D. Molded case circuit breakers for use in panelboards: 1. Bolt-on type:

a. Plug-in type breakers are not acceptable. 2. Ground fault trip devices as indicated on the Drawings.






A. Test breakers in accordance with: 1. UL 489. 2. Manufacturer’s standard testing procedures.

PART 3 EXECUTION




3.03 INSTALLATION

A. Install breakers to correspond to the accepted shop drawings.




3.07 COMMISSIONING






3.11 PROTECTION



END OF SECTION


SECTION 16510

LIGHTING: LED LUMINAIRES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: LED luminaires, drivers, poles, and accessories.

1.02 REFERENCES


B. Illuminating Engineering Society of North America (IESNA): 1. LM-79 - IES Approved Method for the Electrical and Photometric

Measurements of Solid-State Lighting Products. 2. LM-80 - IES Approved Method: Measuring Lumen Maintenance of LED Light

Sources. 3. TM-21 - Projecting Long Term Lumen Maintenance of LED Light Sources.

C. Institute of Electrical and Electronics Engineers (IEEE): 1. C62.41 - IEEE Recommended Practice for Surge Voltages in Low-Voltage AC

Power Circuits.

D. National Electrical Manufacturers Association (NEMA): 1. 410 - Performance Testing for Lighting Controls and Switching Devices with

Electronic Drivers and Discharge Ballasts.

E. Underwriters Laboratories (UL): 1. 1598 - Luminaires. 2. 8750 - Light Emitting Diode (LED) Equipment For Use In Lighting Products.

1.03 DEFINITIONS


B. Specific definitions and abbreviations: 1. CCT: Correlated color temperature - Scientific scale to describe how “warm” or

how “cool” the light source is, measured in Kelvin. The lower the Kelvin temperature, the warmer the light feels, or appears.

2. CRI: Color Rendering Index - A quantitative measure of the ability of a light source to reveal the colors of various objects faithfully in comparison with an ideal or natural light source.

3. Driver - Device that manages power and controls the current flow from AC to DC for an LED lighting product.

4. Efficacy - Lumen output of a light source per unit of power supplied to that source (lumens per watt).

5. EMI: Electromagnetic Interference - Electrical interference (noise) generated by electrical and electronic devices.


6. FC: Foot Candles - Measure of light level on a surface being illuminated. 7. L70 - The extrapolated life in hours of the luminaire when the luminous output

depreciates 30 percent from initial values. 8. LED: Light emitting diode - A solid-state semiconductor device that produces

light when electrical current flows through it. 9. LED light source - See LED luminaire. 10. LED luminaire - A complete lighting unit consisting of LED-based light emitting

elements and a matched driver together with parts to distribute light, to position and protect the light emitting elements, and to connect the unit to a branch circuit.

11. Lumen - The international (SI) unit of luminous flux or quantity of light. The amount of light that is spread over a square foot of surface by one candle power when all parts of the surface are exactly one foot from the light source.

12. Lumen ambient temperature multiplier - LED light source relative lumen output when compared to a standard ambient temperature.

13. Lumen maintenance factor - How well an LED light source is able to retain its intensity when compared to new.

14. Luminaire - Lighting unit. 15. THD: Total harmonic distortion - The combined effect of harmonic Distortion

on the AC waveform produced by a driver or other device.


A. Provide luminaires, and accessories for all lighting systems, complete and operable, in accordance with the requirements of the Contract Documents.

B. Individual luminaire types are indicated on the Drawings and on the Luminaire Schedule.

1.05 SUBMITTALS


B. Product data: 1. LED Luminaires:

a. Catalog literature for each luminaire specified, cross-referenced to the luminaire type on the Luminaire Schedule in the Drawings.

b. Provide for each luminaire type: 1) Materials. 2) Type of diffuser. 3) Hardware. 4) Gasketing. 5) Reflector. 6) Chassis. 7) Finish and color. 8) Driver type and protection. 9) LED luminaire:

a) Initial lumen output at 40 degrees Celsius ambient. b) Correlated color temperature. c) Lumen maintenance factors.


d) Lumen ambient temperature multipliers. e) Drive current. f) Efficacy.

10) Picture of luminaire. 11) IES optical distributions. 12) Dimensioned drawings:

a) Effective projected area rating for pole mounted luminaires. 13) Weight. 14) Photometric data:

a) Coefficient of utilization tables based on the IES zonal cavity system by an approved testing laboratory.

b) Luminaire dirt depreciation factor. c) Candlepower distribution curves. d) Average luminaire brightness. e) Lumen output charts.

15) Furnish support method for interior luminaires weighing more than 30 pounds and all wall-mounted luminaires: a) Support methods shall be based on seismic requirements at the

project site as specified in Section 16050 - Common Work Results for Electrical.

c. Luminaire substitutions: 1) Provide complete literature for each luminaire substitution: 2) Submittals for substituted luminaires shall be sufficient for competent

comparison of the proposed luminaire to the originally specified luminaire: a) Photometric data:

(1) IES file in standard IES format. (2) Coefficient of utilization tables based on the IES zonal

cavity system by an approved testing laboratory. (3) Candlepower distribution curves. (4) Average luminaire brightness. (5) Lumen output charts. (6) Power requirements in watts and volt-amperes.

b) Calculations: (1) Provide software generated calculations showing

illuminance levels in footcandles and power usage in watts per square foot for each of the areas in which substitutions are proposed: (a) Use surface reflectance values and luminaire light loss

factors approved by the Engineer to perform all calculations.

c) Specification sheets: (1) If lacking sufficient detail to indicate compliance with

contract documents, standard specification sheets will not be accepted. This includes, but is not limited to, luminaire type designation, manufacturer's complete catalog number, voltage, LED type, CCT, CRI, specific driver information, system efficacy, L70 life rating, and any modifications necessary to meet the requirements of the contract documents.


3) Substitutions for specified luminaires will be evaluated upon quality of construction, light distribution, energy use, appearance, and maintenance.

4) Substitutions shall comply with all applicable building and energy codes. 2. Driver: Provide for each driver type:

a. Catalog number. b. Type of driver. c. Output wattage. d. Input voltage. e. Operating voltage range. f. Maximum input power. g. Efficiency. h. Operating line current. i. Power factor. j. Operating temperature range. k. Current output range in ambient temperatures of 30 to 55 degrees Celsius. l. Surge suppression data.

3. Photocell: a. Provide for each photocell type:

1) Switching capacity. 2) Life expectancy when used on LED sources. 3) The means of adjusting the lighting pickup level. 4) Enclosure type. 5) Mounting method.

4. Luminaire poles: a. Submit complete data for each pole type including but not limited to:

1) Material. 2) Finish and color. 3) Handholes. 4) Anchoring. 5) Luminaire attachment methods and fittings. 6) Pole height. 7) Pole dimensions. 8) Bolt hole circle layout and hardware. 9) Accessories. 10) Provide the EPA wind load rating.

C. Calculations: 1. Provide complete design calculations and installation documents for pole

mounting piers and poles mounted from structures: a. Include in the calculations the wind and seismic requirements at the

project site. b. Calculations and design shall be performed by and signed by a Professional

Engineer registered in the state where the project is being constructed.

D. Record documents: 1. Update the Luminaire Schedule in the Drawings to reflect the acceptable

substitutions, after the substitution has been reviewed and accepted by the Engineer.









1.10 SCHEDULING

A. Exterior and outdoor lighting system operation shall be demonstrated during the hours of darkness.

B. Lighting demonstration shall occur within 2 weeks before substantial completion.

1.11 WARRANTY


B. LED luminaire: 1. 5 year warranty from the date of installation including material, workmanship,

photometrics, driver, and LED modules.




1.14 MAINTENANCE

A. Furnish 1 complete spare LED luminaire, with driver, of each type used.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Luminaires: 1. The following or equal:

a. As noted on the Luminaire Schedule.

B. Drivers: 1. One of the following or equal:

a. Philips Advance. b. Thomas Research.


c. eldoLED.

C. Photo-electric cells: 1. One of the following or equal:

a. Cooper. b. Tork. c. Intermatic.

D. Substitutions: 1. The lighting design and luminaire selection has been based upon the

photometric data of the identified luminaire. It is the Contractor’s responsibility to ensure and prove to the Engineer at time of submittal the substitutions meet the quality and photometric requirements of the original design.




2.05 EQUIPMENT

A. LED Luminaires: 1. General:

a. Pre-wired with leads of 18-AWG, minimum, for connection to building circuits.

b. Provide the luminaires furnished per the Luminaire Schedule in the Drawings: 1) The Specifications noted in this Section are an addition or

supplement to the Luminaire Schedule. c. Individual LEDs connected such that a catastrophic loss or the failure of

1 LED will not result in the loss of the entire luminaire. 2. Minimum ambient temperature range of 0 degrees Celsius to 40 degrees

Celsius. 3. Minimum rated life:

a. Office Areas: 70,000 hours when operated at 25 degrees Celsius. b. Process Areas: 60,000 hours when operated at 40 degrees Celsius. c. Hazardous Areas: 50,000 hours when operated at 40 degrees Celsius.

4. Minimum efficacy of 70 lumens/watt. a. Hazardous Areas: Minimum 60 lumens/watt.

5. Minimum Color Rendering Index of 70. 6. Tested according to IESNA LM-79 and LM-80. 7. Lumen maintenance projection in accordance with IESNA TM-21. 8. RoHS compliant. 9. Integral driver. 10. Suitable for dry, damp, or wet locations as indicated on the Drawings or on the

Luminaire Schedule. a. Wet or damp locations: UL 1598 listed.

11. Designed as a complete LED assembly. Retrofit LED lamps in luminaires not designed specifically for LED light sources shall not be used.

12. Exterior/outdoor luminaires: a. Luminaires in combination with their mounting pole and bracket shall be

capable of withstanding:


1) Wind levels at the project site without damage. 2) Seismic levels at the project site.

b. Corrosion-resistant hardware and hinged doors or lens retainer. c. Luminaires furnished with integral photoelectrical control shall be of the

luminaire manufacturer's standard design. d. Dark Sky Initiative:

1) Provide all exterior luminaires with cutoff photometrics.

B. Photo-electric cells: 1. Photoelectric cells for control of multiple luminaires:

a. Self-contained. b. Weatherproof. c. Provided with time-delay features. d. Sized to meet switching capacity of the circuit:

1) Based on luminaire VA as indicated on the Drawings. 2. Photoelectric cell for control of a single luminaire:

a. Integral to the luminaire.

C. Luminaire control.

D. Drivers: 1. Input power source:

a. As indicated on the Drawings. 2. Drive current:

a. As indicated in the Luminaire Schedule. 3. Power factor: greater than 0.90. 4. Efficiency: greater than 80 percent. 5. Total harmonic distortion (THD) of the input current less than 20 percent. 6. Rated life of 60,000 hours in an LED luminaire operated at an ambient

temperature of 40 degrees Celsius. 7. Minimum operating temperature of -20 degrees Celsius. 8. Sound rating: Class A+ or quieter. 9. UL listed Class 2 Outdoor in accordance with UL 8750. 10. In accordance with IEEE C62.41 Category A for transient protection. 11. Driver must limit inrush current:

a. Meet or exceed NEMA 410 driver inrush standard: 1) 230 Amps per 10 Amp load with a maximum of 106 Amps squared-

seconds at 120V. 2) 430 Amps per 10 Amp load with a maximum of 370 Amps squared-

seconds at 277V.

2.06 COMPONENTS

A. Luminaire poles: 1. As indicated on the Luminaire Schedule. 2. Anchor bolts:

a. Use anchor bolts, bolts, or welded studs for anchors for resisting seismic and wind forces. 1) Standard hex bolt head. 2) Do not use anchor bolts fabricated from rod stock with an L or

J-shape.


b. Complete with leveling shims. 3. Anchor base:

a. Fabricated from the same type of material as the pole shaft. b. Base plate to telescope the pole shaft. c. Welded top and bottom along the entire perimeter. d. With slotted bolt holes on the bolt circles as submitted.

4. Pole shaft: a. As indicated on the Luminaire Schedule.

5. Handhole: a. Reinforced handhole located approximately 18 inches above the base. b. Complete with cover fabricated from the same material as the pole shaft

and stainless steel attachment screws. c. With an integral ground connection nut, 1/2 inch by 13 inch UNC welded

to the pole for connection to the grounding system. 6. Shroud:

a. Fabricated from the same type of material as the pole shaft. b. 1-piece formed channel section that shall conform to the pole shaft taper. c. Secured by a locking device with provisions for a padlock to prevent

accidental lowering. 7. Fastening hardware:

a. All fasteners shall be stainless steel. 8. Finish:

a. As indicated on the Luminaire Schedule.

2.07 ACCESSORIES

A. Pole mounted convenience outlet: 1. Where indicated, furnish a 120 Volt, GFCI protected receptacle:

a. Integrally mounted in the pole shaft at 24 inches above the base. 2. Complete with corrosion resistant and weatherproof cover.





PART 3 EXECUTION



3.03 INSTALLATION


B. Install luminaires per the manufacturer’s guidelines and submitted installation calculations to meet seismic and wind requirements at the project site.


C. Luminaire poles: 1. Set poles on anchor bolts and secured with double nuts on each bolt. 2. Dry-pack the pole base, after the luminaire and pole has been leveled and

plumbed. 3. Bond metal poles to the plant grounding system, utilizing a ground lug

connection within the pole: a. Route ground conductor through pier and pole base sleeve using

Schedule 40 PVC conduit.




3.07 COMMISSIONING




3.09 ADJUSTING

A. Aim and verify all exterior and outdoor luminaires alignment, during dark evening hours, as directed by Owner or the Engineer.

3.10 CLEANING


B. Clean all lenses, diffusers, and reflectors.

C. Refinish all luminaires’ trim, poles, and support brackets, where finish has been damaged.

D. Clean all LED luminaires (new and old), used during construction for construction lighting, before substantial completion.

3.11 PROTECTION


3.12 SCHEDULES

A. Refer to the Luminaire Schedule in the Drawings.

END OF SECTION


SECTION 16950

FIELD ELECTRICAL ACCEPTANCE TESTS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Responsibilities for testing the electrical installation. 2. Adjusting and calibration. 3. Acceptance tests.

B. Copyright information: 1. Some portions of this Section are copyrighted by the InterNational Electrical

Testing Association, Inc. (NETA). See NETA publication ATS for details.

1.02 REFERENCES


B. American National Standards Institute (ANSI).

C. Insulated Cable Engineer’s Association (ICEA).

D. International Electrical Testing Association (NETA). 1. ATS- Standard for Standard for Acceptance Testing Specifications for

Electrical Power Equipment and Systems.

E. Manufacturer’s testing recommendations and instruction manuals.

F. National Fire Protection Association (NFPA): 1. 70 - National Electrical Code (NEC).

G. National Institute of Standards and Technology (NIST).

H. Specification sections for the electrical equipment being tested.

I. Shop drawings.

1.03 DEFINITIONS

A. As specified in Sections 01756 - Commissioning and 16050 - Common Work Results for Electrical.

B. Specific definitions: 1. Testing laboratory: The organization performing acceptance tests.



A. Testing of all electrical equipment installed under this Contract in accordance with the manufacturer’s requirements and as specified in this Section.

B. Conduct all tests in the presence of the Engineer or the Engineer’s representative: 1. Engineer will witness all visual, mechanical, and electrical tests, and

inspections.

C. The testing and inspections shall verify that the equipment is operational within the tolerances required and expected by the manufacturer, and these Specifications.

D. Responsibilities: 1. Contractor responsibilities:

a. Ensure that all resources are made available for testing, and that all testing requirements are met.

2. Electrical subcontractor responsibilities: a. Perform routine tests during installation. b. Demonstrate operation of electrical equipment. c. Commission the electrical installation. d. Provide the necessary services during testing, and provide these services

to the testing laboratory, Contractor, and other subcontractors, including but not limited to: 1) Providing electrical power as required. 2) Operating of electrical equipment in conjunction with testing of other

equipment. 3) Activating and shutting down electrical circuits. 4) Making and recording electrical measurements. 5) Replacing blown fuses. 6) Installing temporary jumpers.

3. Testing laboratory responsibilities: a. Perform all acceptance tests specified in this Section. b. Provide all required equipment, materials, labor, and technical support

during acceptance tests.

1.05 SUBMITTALS


B. Test report: 1. Include the following:

a. Summary of Project. b. Description of equipment tested. c. Description of tests performed. d. Test results. e. Conclusions and recommendations. f. Completed test forms.

C. Division of responsibilities: 1. Submit a list identifying who is responsible for performing each portion of the

testing.




1.07 DELIVERY, STORAGE, AND PROTECTION (NOT USED)



1.09 SEQUENCING

A. At least 30 days before commencement of the acceptance tests, submit the manufacturer’s complete field testing procedures to the Engineer and to the testing laboratory, complete with expected test results and tolerances for all equipment to be tested.

B. Perform testing in the following sequence: 1. Perform routine tests as the equipment is installed including:

a. Insulation-resistance tests. b. Continuity tests.

2. Acceptance tests. 3. Demonstration. 4. Commissioning and plant start-up.


1.11 WARRANTY


1.12 SYSTEM START-UP (NOT USED)



PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION


3.02 PREPARATION

A. Do not begin testing until the following conditions have been met: 1. All instruments required are available and in proper operating condition. 2. Data sheets to record all test results are available.


3.03 INSTALLATION

A. Test decal: 1. The testing laboratory shall affix a test decal on the exterior of equipment or

equipment enclosure of protective devices after performing electrical tests. 2. The test decal shall be color coded to communicate the condition of

maintenance of the protective. The color scheme for condition of maintenance of overcurrent protective devices shall be: a. White: electrically and mechanically acceptable. b. Yellow; minor deficiency not affecting fault detection and operation, but

minor electrical or mechanical condition exists. 3. The decal shall include the following information at a minimum:

a. Testing organization. b. Project identifier. c. Test date. d. Technician identifier.




3.07 COMMISSIONING


B. Testing and Training Phase: Installation Testing: 1. Also called "Field Acceptance Testing". 2. Panelboards:

a. Cleaning: 1) Visually inspect panelboard for evidence of discoloration, abnormal

dust accumulation, metal shards, or any other indication of overheating, wear, or other abnormal conditions prior to cleaning.

2) Clean cabinet with a brush, vacuum cleaner, or clean, dry, lint-free rags to remove any accumulation of dust, dirt, or other foreign matter. Do not use liquids, solvents or detergents when cleaning panelboards or components.

3) Avoid blowing dust into panelboards. Do not use a blower or compressed air.

4) Clean Supports, terminals, and other major insulating surfaces with clean, dry, lint-free rags or soft bristled brushes.

5) Remove dust, soot, grease, moisture, and foreign material from surface of circuit breakers.

b. General: 1) Compare equipment nameplate data with the Contract Documents. 2) Check panelboard circuit schedule for accuracy. 3) Verify appropriate anchorage, required area clearances, and correct

alignment. 4) Inspect overall general condition for physical damage. Check for

broken studs and loose or damaged wires, connector, terminations, etc. Check all bolts, nuts, washer, and pins for tightness. Tighten or use manufacture’s replacement parts as required.


5) Inspect cabinets for signs of rust, corrosion, or deteriorating paint. Inspect cabinets for evidence of localized heat damage to the paint. Investigate sources of heat. Repair painted surfaces.

6) Check that covers are in place and fastened. Plug any open unused knockouts.

7) Inspect panelboard for moisture. Seal off any cracks or openings which have allowed moisture to enter the cabinet. Inspect all component devices. Replace any components that show evidence of damage from moisture.

8) Look for any recent changes in sprinklers or other plumbing that might expose indoor panelboards to a source of liquids. Eliminate sources of water, moisture, or liquids, or provide adequate barriers to protect panelboards from sources of water, moisture, or liquids.

9) Inspect panelboards and internal components for evidence of overheating, arc spatter, sooty deposits, and tracking. Investigate and correct sources of arcing or overheating. Consult the panelboard manufacturer for recommendations.

10) Verify that fuse and/or circuit breaker sizes and types correspond to record drawings, if available, as well as to the circuit breaker’s address for microprocessor communications packages, if equipped.

c. Terminations, Connections, and Lugs: 1) Inspect bolted electrical connections for high resistance using one of

the following methods: a) Use of low-resistance ohmmeter.

(1) Compare bolted connection resistance values to values of similar connections: (a) Investigate values which deviate from those of similar

bolted connections by more than 50 percent of the lowest value.

b) Verify tightness of accessible bolted electrical connections by the calibrated torque wrench method: (1) Refer to manufacturer’s instructions for proper foot-pound

levels or NETA ATS tables. 2) Inspect terminations, connection, and lugs for alignment, physical

damage, burns, corrosion, discoloration, flaking, heat damage, arcing, pitting, melting, deterioration, carbonization, cracks, chips, breaks, partial discharge, or moisture. Investigate and eliminate sources of any damage.

3) Follow manufacturer recommendations for cleaning, repairing, and replacing damaged parts.

4) Replace overheated connections. Tighten connections to proper to proper torque levels as specified above.

d. Conductors and raceways: 1) Inspect supply conductors and terminations for overheating,

discoloration, and oxidation. Investigate and correct any deficiencies. 2) Ensure the conductors are protected within their ampacities. 3) Visually check panelboard, cables, and raceways for proper bonding

and grounding. Correct improper bonding and grounding. 4) Inspect conductors for discoloration, arcing, pitting, melting, flaking of

insulation and/or metal parts. Repair or replace damaged components in accordance with manufacturer’s recommendations.


5) Inspect for frayed or broken wires. Replace or repair damaged components in accordance with manufacturer recommendations.

6) Inspect for frayed or broken wires. Replace or repair conductors as necessary.

7) Inspect conduits for moisture. Seal conduits which are a source of moisture and provide means to drain moisture away from the panelboard.

e. Circuit breakers: 1) Breakers rated less than 100 A:

a) Operate circuit breakers several times in order to exercise the mechanisms and the contacts, and to ensure smooth operation. Do not oil or grease parts of molded case circuit breakers.

b) Visually check circuit breakers for evidence of overheating and thermal damage. Investigate and eliminate sources of overheating.

c) Check circuit breakers for visual defects, chipping, cracks, breaks, burns, and deterioration. Replace damaged circuit breakers.

d) Check circuit breaker terminals and connections for tightness as specified above.

2) Breakers rated 100 A and higher: a) Perform visual and mechanical inspection as specified in this

Section. b) Perform electrical tests as specified in this Section.

3. Low voltage cables, 600 volt maximum: a. Visual and mechanical inspection:

1) Compare cable data with the Drawings and Specifications. 2) Inspect exposed sections of cable for physical damage and correct

connection as indicated on the Drawings. 3) Inspect bolted electrical connections for high resistance by one of the

following methods: a) Use of low-resistance ohmmeter. b) Verify tightness of accessible bolted electrical connections by

the calibrated torque wrench method: (1) Refer to manufacturer’s instructions for proper foot-pound

levels or NETA ATS tables. 4) Inspect compression applied connectors for correct cable match and

indentation. 5) Inspect for correct identification and arrangement. 6) Inspect cable jacket insulation and condition.

b. Electrical tests: 1) Perform resistance measurements through bolted connections with a

low-resistance ohmmeter. 2) Perform insulation resistance test on each conductor with respect to

ground and adjacent conductors: a) Applied potential shall be 500 volts dc for 300 volt rated cable

and 1,000 volts dc for 600 volt rated cable. b) Test duration shall be 1 minute.

3) Perform continuity tests to insure correct cable connection. c. Test values:

1) Compare bolted connection resistance values to values of similar connections:


a) Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value.

2) Insulation-resistance values shall be in accordance with manufacturer’s published data: a) Refer to NETA ATS tables in the absence of manufacturer’s

published data. b) Investigate values of insulation-resistance less than the

allowable minimum. 3) Cable shall exhibit continuity. 4) Deviations in resistance between parallel conductors shall be

investigated.

3.08 FIELD QUALITY CONTROL (NOT USED)


3.10 CLEANING


B. After the acceptance tests have been completed, dispose of all testing expendables, vacuum all cabinets, and sweep clean all surrounding areas.

3.11 PROTECTION



END OF SECTION



SECTION 17201

LEVEL MEASUREMENT: SWITCHES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: 1. Ball float level switch.

B. Provide all instruments identified in the Contract Documents.

C. Interfaces to equipment, instruments, and other components: 1. Drawings, Specifications, and overall design are based on preliminary

information furnished by various equipment manufacturers, which identify a minimum scope of supply from the manufacturers. This information pertains to, but is not limited to, instruments, control devices, electrical equipment, packaged mechanical systems, and control equipment provided with mechanical systems.

2. Provide all material and labor needed to install the actual equipment furnished, include all costs to add any additional instruments, wiring, control system inputs/outputs, controls, interlocks, electrical hardware etc., which may be necessary to make a complete, functional installation based on the actual equipment furnished: a. Make all changes necessary to meet the manufacturer’s wiring

requirements.

D. All instrumentation, and control equipment and systems for the entire project to be compatible with the existing control system. 1. The Owner is not responsible for any additional costs due to the failure of the

Contractor to notify all subcontractors and suppliers of the Instrumentation and Control System requirements.

E. Contract Documents: 1. Contract drawings:

a. The Instrumentation and Control Drawings show in a diagrammatic manner, the desired locations, and arrangements of the components of the Instrumentation Work. Follow the drawings as closely as possible, use professional judgment and coordinate with the other trades to secure the best possible installation, use the entire drawing set for construction purposes.

b. Locations of equipment, control devices, instruments, boxes, panels, etc. are approximate only, exercise professional judgment in executing the Work to ensure the best possible installation

c. Installation details: 1) The Contract Drawings include installation details showing means

and methods for installing instrumentation and control equipment. For cases where typical details are not provided or compatible with an installed location, develop installation details that are necessary


for completing the Work, and submit these details for review by the Engineer.

1.02 REFERENCES Not Used.

1.03 DEFINITIONS Not Used.

1.04 SUBMITTALS

A. Furnish submittals as specified in Sections 01330 - Submittal Procedures and 17050 - Common Work Results for Process Control and Instrumentation Systems.

B. Provide complete documentation covering the traceability of all calibration instruments.


A. Examine the complete set of Contract Documents and verify that the instruments are compatible with the installed conditions including: 1. Process conditions: Fluids, pressures, temperatures, flows, materials etc. 2. Physical conditions:

a. Installation and mounting requirements. b. Location within the process. c. Accessories: Verify that all required accessories are provided and are

compatible with the process conditions and physical installation.

B. Notify the Engineer if any installation condition does not meet the instrument manufacturer’s recommendations or specifications.

C. Manufacture instrument facilities certified to the quality standards of ISO Standard 9001 – Quality Systems – Model for Quality Assurance in Design/Development, Production, Installation and Servicing.

1.06 DELIVERY, STORAGE, AND HANDLING Not Used.


A. Project environmental conditions for Process Control and Instrumentation Systems. 1. Provide instruments suitable for the installed site conditions including, but not

limited to, material compatibility, site altitude, site seismic conditions, humidity, and process and ambient temperatures.

1.08 WARRANTY Not Used.


1.09 MAINTENANCE

A. Furnish all parts, materials, fluids, etc. necessary for operation, maintenance, and calibration purposes throughout the warranty period. Deliver all of these supplies before project substantial completion.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. One of the following or equal: 1. Ball float level switch:

a. E+H, Liquifloat T FTS20. b. Evoqua Water Technologies, 9G-EF. c. ITT Flygt, Model ENM-10. d. Anchor Scientific Inc., Ecofloat/Solofloat.


A. Ball float level switch: 1. General:

a. Free hanging, encapsulated body with a switch to determine position of float.

2. Element: a. Mechanical switch encapsulated in waterproof floating ball of nominal

diameter, supported by flexible PVC cable and jacket or heavy neoprene. b. The length of the PVC cable shall be, at a minimum, equal to sump depth

plus 5 feet. c. Float: Provide Type 316 stainless steel or polypropylene, maximum

3 inches in diameter. d. An operating temperature rating: -30 degrees Fahrenheit to +150 degrees

Fahrenheit. e. Mercury switches are not acceptable. f. Lead wires: Mounted in flexible waterproof PVC cable from switch to

junction box terminals without splices. 3. Switch:

a. Single pole double throw contacts rated 10 amps resistive at 120 VAC. b. Provide the number of floats per level system as indicated on the

Drawings. c. Suspend ball float and adjust for level setpoint as required.

4. Components: a. Floats shall include Type 316 stainless steel clamp and brackets and

1/4-inch cable to allow testing of the float without entering the basin or wet well.

b. Provide strain relief at both ends of the float cable.

2.03 ACCESSORIES

A. Provide sunshades for outdoor installation.



Not Used.

PART 3 EXECUTION

3.01 EXAMINATION

A. Examine the installation location for the instrument and verify that the instrument will work properly when installed. 1. Notify the Engineer promptly if any installation condition does not meet the

instrument manufacturer’s recommendations or specifications.


3.03 INSTALLATION Not Used.

3.04 FIELD QUALITY CONTROL Not Used.

3.05 ADJUSTING

A. As specified in Section 17950 - Commissioning for Instrumentation and Controls.

3.06 CLEANING Not Used.

3.07 DEMONSTRATION AND TRAINING Not Used.

3.08 PROTECTION Not Used.

3.09 SCHEDULES

A. The provided information does not necessarily include all required instruments. Provide all instruments identified in the Contract Documents: 1. Instruments may be as indicated on the Drawings, as specified in the

Specifications or both.

END OF SECTION


A/E: Carollo Engineers LEVEL SWITCHES

Spec. No. Rev. Contractor: No By Date Revision 17201 Project: Contract Date Customer: Plant: Req. P.O. Location: BOM No.: By Chk. App. File: 1 Type Conductance: Capacitance: Tuning Fork: Ball Float: X Displacement: 2 Setting Field Set: Factory Set: X G 3 Dead Band Fixed: X Adj: Other: E 4 Material N 5 Dimensions Field Set: E 6 Mounting Flange: Threaded: Other: Suspended

R 7 Operating Pressure /Temperature

A 8 Connection MFR STD: X Other: L 9 Manufacturer 10 Other 11 Other S 12 Type Mechanical: X Reed: Other: W 13 Quantity Single: X Dual: Other: I 14 Form SPST: SPDT: X DPDT: Other: T 15 Rating: Amps Volts Hertz C 16 Load Inductive: Non-Inductive: X H 17 Other 18 Other

Rev. Tag Number Model No. Setpoint P&ID Service Notes

Notes: Refer to Section 17201 for additional level switch requirements.
