SECTION 01010 SUMMARY OF WORK PART 1 - GENERAL. Glenn Transfer... · SECTION 01010 SUMMARY OF WORK PART 1 - GENERAL ... When testing, measurement, ... water, storm drain,

Glenn County Transfer Station Page 1 of 8 Section 01010 - Summary of Work

SECTION 01010

SUMMARY OF WORK

PART 1 - GENERAL

1.01 SECTION INCLUDES:

A. Description of work.

B. Owner responsibility.

1.02 RELATED SECTIONS

A. Standard General Conditions.

B. Supplementary Conditions

1.03 DEFINITIONS

A. ASTM: American Society for Testing and Materials.

B. Construction Season: April 15 to October 15, unless otherwise allowed by the

Owner based on weather conditions.

C. Contract Documents: General Provisions, Plans, and Technical Specifications.

D. CIWMB: State of California, Integrated Waste Management Board.

E. CVRWQCB or RWQCB: State of California, Regional Water Quality Control

Board, Central Valley.

F. Design Engineer: Civil engineer registered in the State of California, retained by

the Owner to design the construction items, and respond to requests for

information (RFIs).

G. Project Engineer: Civil engineer or engineering geologist registered in the State

of California, employed or retained by the Owner to provide project management.

H. LEA: Local Enforcement Agency: Glenn County, Environmental Health

Department representative.

I. Nonconformance: When testing, measurement, or visual inspections shows that

performance standards for construction are not being met.


J. Notice of Completion: Notice provided by Owner to Contractor indicating that

all of the tasks in the Technical Specifications have been completed to the

satisfaction of the Project Engineer and Owner.

K. Owner: The project and property are owned by the Glenn County Planning &

Public Works Agency.

L. Owner’s Representative: Mr. Matthew Gomes, Deputy Director of the Glenn

County Planning & Public Works Agency, or Designee.

M. Performance Audit: Periodic review of the CQA data to ensure that the intent of

the design is being met.

N. Performance Standard: A minimum limit set on characteristics of materials and

construction.

O. Plans or Drawings: A set of plans describing the construction of the project.

Plans or drawings are considered part of the Contract Documents.

P. RFI: Request for information.

Q. Soil Technician: Employee of a certified soils testing laboratory responsible for

performing field tests and collecting samples for laboratory analyses.

R. Surveyor: Land surveyor, licensed in the State of California, retained by the

Contractor to set a grid, set elevation control, and perform tasks described in field

engineering.

S. Technical Specifications: That portion of the Contract Documents which present

the construction Specifications, materials, and performance standards for

completing the project.

T. Testing Laboratory: A certified soils or materials testing laboratory with

experience in the work required for this project.

1.04 DESCRIPTION:

A. Work under this contract consists of the following items of work (in roughly

sequential order).

1. Pre-Construction activities, including preparation of a Storm Water Pollution

Prevention Plan (SWPPP) and Notice of Intent (NOI) as part of a Construction

General Storm Water Permit (CGSWP).


2. New Transfer Station Grading: Clearing, grubbing, subgrade preparation, and

general grading of the facility, including the Transfer Station building pad,

parking area, access area, truck loading areas. This task also includes initial

subgrade preparation for the building and paved areas.

3. Grading of swales and drainage conveyances, including initial site (perimeter)

erosion control (depending on time of year).

4. Trenching, installation and backfill related to underground utilities, including

water, storm drain, drop inlets, electrical distribution, pull boxes, sanitary sewer

laterals, and other conduits.

5. Backfilling and placement of aggregate base in paving and structural areas.

6. Construction of the retaining walls and building footings, concrete slabs, and fire

suppression tank concrete ring preparation.

7. Vertical building construction.

8. Finish grading in paved areas, final grading in non-paved areas, concrete apron

and sidewalk installation.

9. Install pit scales at transfer station.

10. Install fire pump and fire tank.

11. Paving around Transfer Station area.

12. Site erosion control. This item may occur earlier and associated with the time of

year that construction commences.

13. Clearing, grubbing, and site grading of the relocated scales areas.

14. Subgrade preparation, aggregate base installation, footing construction for new

scale.

15. Paving of new scale area, completion of Transfer station building.

16. Installation of signage and traffic controls.

17. Open Transfer Station Building, discontinue hauling to Landfill.

18. Prepare subgrade and footings for relocated scale and scale booth.

19. Relocate scales booth and existing scale.


20. Finish paving, connections, erosion control at scale booth.

1.05 LOCATION:

A. Project is located 6 miles south-west of Artois, California, adjacent to Glenn County

Solid Waste Landfill.

B. Project owner is Glenn County.

1.06 COORDINATION AND RESPONSIBILITY:

A. For Bidding, coordination and construction responsibility purposes, the Work has

been identified and shown in the Bid Schedule as:

a. Work to be completed by Contractor;

b. Optional Area Work to be completed by Contractor; and

c. Work to be completed by the County.

The items shown as Optional Areas are included as part of the Contractor’s Base Bid

at the time of Bidding. The County may elect to perform all, none, or part of this

Optional Area Work based on the bid results and availability of County resources.

The County and Contractor will agree on the scope of the Work to be completed by

Contractor prior to award of contract.

Additionally, there are specific Bid Schedule line items that the County may elect to

construct. Those items have been reflected in the Bid Schedule as Alternate Deduct

Bid Items. The Award of Contract will confirm which Alternate Deduct Bid Items, if

any, will apply to the scope of Work.

B. Work at the facility will be divided into: 1) Work that the County will perform, as

indicated in 1.06(A) above and confirmed in the Award of Contract; and 2) All other

work, included in this contract to be performed by a single general contractor and his

or her subcontractors. The specifications will remain unchanged and the plans or

written description of work to be undertaken by the County will occur in a manner

that does not disrupt otherwise interfere with Contractor. The Contractor shall be

responsible for timely coordination of his or her subcontractors.

C. The Glenn County Landfill is an active operating landfill and will be operated in the

vicinity of the working area. It will be the responsibility of the Contractor to work

with the landfill operator to provide access except on days when the landfill is

normally closed.

D. Nearby construction related to the Landfill (separate from this Work) may be on-

going concurrent with this project. The onsite production well located south of the


proposed scales will be used by the Landfill for a source of construction water.

Disruption of power to the well shall be no longer than 24 hours and must be

coordinated with the Owner, the Landfill contractor, and this project contractor.

1.07 SUBMITTALS:

A. Traffic Control Plan. Must be submitted 10 days prior to any traffic control activities.

1.08 OWNER RESPONSIBILITY:

A. Glenn County’s (Owner’s) responsibility for project construction includes:

1. Review and approve shop drawings, product data and submittals from the

Contractor.

2. Prepare and approve Contractor payment invoices and final payments.

3. Review and authorize contract change orders and/or extra work.

4. Provide project inspection and approval of Contractor’s work.

5. Provide access to the site for performance of specified work.

1.09 CONTRACTOR’S USE OF PREMISES:

A. Construction camping within the site will not be allowed.

B. Staging and storage of construction equipment and materials shall be limited to those

areas designated and approved by the Owner.

C. The Contractor shall take precautions to locate and protect all existing utility lines.

Notify utility companies and the Project Engineer prior to excavations in the vicinity

of known utilities.

1. Should damage occur to an unknown utility, repairs shall be performed as directed

by the Project Engineer. Equitable adjustments shall be made under the terms of

the changes provisions.

D. The Contractor shall comply with all legal load requirements of the State of California

and County Jurisdictions when operating on area access roads. Damage to existing

roadways from equipment operation or excessive loads shall be repaired by the

Contractor at no additional cost to the Owner.

E. The Contractor shall protect the existing wells and structures indicated to remain at

the facility, including the existing water wells, gas wells, household hazardous waste

(HHW) building, and associated paving.


F. Temporary power for Contractors to use during construction, if needed, is available at

the landfill office/shop.

G. The Contractor shall legally dispose of waste generated during this project. Waste

generated from this project that meets the acceptance criteria at the landfill may be

disposed to the active face of the landfill, HHW building, or ABOP building (as

applicable). No tipping fee will be charged for disposed materials generated by this

project.

H. The location for Contractor staging shall be coordinated with the Owner prior to start

of construction. All construction related activities shall remain within the limits of

work as shown on the drawings.

I. The Contractor is permitted to operate earthmoving equipment between the hours of

one hour before sunrise to one hour after sunset as defined by the Astronomical

Applications Department of the U.S. Naval Observatory (currently online at:

http://aa.usno.navy.mil/).

J. The Contractor shall maintain a sign-in list for visitors.

K. The Contractor shall maintain a daily log listing the number and classification of

personnel, equipment used, Sub-Contractors present, and weather conditions. The

logs shall be submitted weekly to the Engineer at the weekly site meeting.

1.10 FIELD VERIFICATION:

A. The Contractor shall field-verify all new and existing dimensions and field conditions

prior to starting work or ordering products.

1.11 CONTRACTOR-FURNISHED ITEMS:

A. The Contractor shall furnish all labor, materials and equipment necessary for the

completion of the work, as specified.

1.12 CONSTRUCTION MANAGEMENT AND CHAIN-OF-COMMAND

A. The Owner will retain the services of the Design Engineer to provide engineering

services during construction and a third-party firm to provide some testing and

construction observation services. The Owner may provide project management

services during construction or incorporate this into the responsibility of the

Design Engineer.

B. The Contractor shall report to and route all correspondence, RFI’s, submittals, and

invoices through the Project Engineer unless instructed to do otherwise. The


Project Engineer will route correspondence to the Design Engineer, and Owner, as

needed.

C. Project Engineer will be responsible for day-to-day construction observation,

testing and Owner supplied testing, keeping daily logs, holding weekly progress

meetings, coordination with the Contractor, and reviewing invoice submittals for

quantities completed.

D. The Project Engineer will be responsible for reviewing test and survey results for

compliance with the specifications, preparing weekly meeting minutes, routing

paper work, preparing notices of completion, and providing managerial support

for the Owner and Design Engineer.

E. The Design Engineer will be responsible for responding to RFIs, submittals, and

design modifications during construction.

F. The Owner will be responsible for final review of invoices and performing audits

of the Project Engineer.

1.13 CONTRACTOR QUALITY CONTROL

A. The Contractor is responsible for providing adequate Quality Control during the

Work.

B. The Contractor shall not rely on Quality Assurance Testing provided by the

Owner as the sole means of assessing quality control.

1.14 QUALITY ASSURANCE

A. The Owner may provide an inspection/testing company to perform tests and/or

observations to check that the Contractor has adequately implemented the Work.

If implemented, the testing company will be under the direction of the Project

Engineer on behalf of the Owner.

B. Regardless of the Quality Assurance observation activities or review of

submittals, it will be the responsibility of the Contractor to construct the project in

compliance with the contract documents.

C. Any Quality Assurance testing which fails to meet the requirements of the

Contract Documents shall be retested by the Owner’s representatives at the cost of

the Contractor.

1.15 BACKGROUND INFORMATION


A. The following are reference materials for this project:

• Holdrege & Kull, July 31, 2017 Geotechnical Engineering Investigation

Report. Appendix A to these Contract Documents.

The Contractor shall consider these documents as “Reference Materials” as described in

the Contract Documents and are not part of the Contract Documents.

1.16 PRECEDENCE OF DOCUMENTS

A. See “Greenbook” Section 2-5.2 Precedence of Contract Documents as follows:

• Permits issued by jurisdictional regulatory agencies.

• Change Orders and/or Supplemental Agreements, whichever occurs last.

• Contract/Agreement

• Addenda

• Bid/Proposal

• Special Provisions

• Plans [Drawings]

• Standard Plans

• Standard Specifications

• Reference Specifications

Detail drawings shall take precedence of general drawings. When in doubt,

contact the Project Engineer for clarification.

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.

PART 4 – MEASUREMENT AND PAYMENTY

4.1 MEASUREMENT AND PAYMENT

A. No additional payment will be made for the items described in this Section. All

costs shall be included in other items of work.

END OF SECTION


Glenn County Transfer Station Page 1 of 2 Section 01020 – Site Safety

SECTION 01020

SITE SAFETY

PART 1 - GENERAL

1.01 SECTION INCLUDES

A. Requirements for site-safety plans.

B. Data on potential contaminants.


A. Section 02210 – Site Grading.

B. Section 02221 – Trenching.

C. Section 02609 – Culverts.

1.03 SITE-SAFETY PLANS

A. The Contractor shall prepare a site-specific safety plan detailing the methods to ensure

the safety of employees from the following:

1. Accident and injury from operations of equipment and other work related to

earthwork, trenching, and other construction activities.

2. Accident and injury from construction of a building.

3. Accident and injury from use of cranes installing mechanical equipment.

B. The site-safety plan shall include emergency response plans for fire and injury,

including emergency telephone numbers, and a map and directions to the nearest

hospital.

1.04 PRESCRIPTIVE STANDARDS

A. No employee shall enter a trench categorized as an enclosed space by Cal OSHA

without first obtaining an enclosed space/entry permit.

B. Conduct a safety orientation prior to beginning work and for new employees.

Conduct weekly safety meetings and document attendance. The Contractor shall

maintain a copy of the site-safety plan and all material safety-data sheets for

chemicals, fuel or lubricants used on the site, in an unlocked location available to all

employees, visitors, Owner, and Engineer.

C. The Contractor shall comply with all applicable OSHA safety standards.

Glenn County Transfer Station Page 2 of 2 Section 01020 – Site Safety

D. These prescriptive standards are minimum and do not relieve the Contractor of

responsibility to ensure employees' safety and that of site visitors.

1.05 SUBMITTALS

A. The Contractor shall submit a copy of the site-safety plan within 14 calendar days of

signed contract.

B. The Contractor shall submit a copy of the site-safety meeting minutes to the Project

Engineer on a biweekly basis (typically at the weekly meeting).

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.

PART 4 – PAYMENT

4.01 PAYMENT

A. Payment for all materials, equipment, labor, superintendence, and incidentals to

organize and maintain a safe working environment will be included in the various

items of work and no additional payment will be made for this item. The Contractor

is responsible for determining safety needs and personal protective equipment for the

types of work to be performed at the site.

END OF SECTION

Glenn County Transfer Station Page 1 of 4 Section 01025 – Measurement and Payment

SECTION 01025

MEASUREMENT AND PAYMENT

PART 1 - GENERAL


A. Measurement and payment criteria applicable to the Work performed under a unit

price payment method.

B. Defect assessment and non-payment for rejected work.

C. Payment procedures and timelines.

1.02 AUTHORITY

A. Measurement methods defined in the individual specification sections complement

the requirements of this section. In the event of conflict, the requirements of the

individual specification section govern.

1.03 UNIT QUANTITIES SPECIFIED

A. Quantities indicated in the Bid Schedule area described in Part 4 - Measurement and

Payment of each specification

1.04 MEASUREMENT OF QUANTITIES

A. Prior to preparing a monthly request for payment, the Contractor shall estimate the

percentage of each bid item that will be completed by the end of the month and e-

mail the information to the Project Engineer for confirmation.

B. Measurement by Volume

1. Measurement by volume will be by the cubic dimension listed or indicated in the

Bid Schedule. Method of volume measurement will be as determined or directed

by the Owner or Design Engineer.

C. Measurement by Area

1. Measurement by area will be by the square dimension listed or indicated in the

Bid Schedule. Method of square measurement will be as determined or directed

by the Owner or Design Engineer.


D. Linear Measurement

1. Linear measurement will be by the linear dimension listed or indicated in the Bid

Schedule. Method of linear measurement will be as determined or directed by

the Owner or Design Engineer. Generally, items, components, or work to be

measured will be measured at the centerline of the item in place.

E. Lump-Sum Measurement

1. Lump-sum measurement will be for the entire item, unit of work, structure, or

combination thereof, as listed or indicated in the Bid Schedule.

1.05 PAYMENT

A. Payment Includes: Full compensation for all required labor, products, tools,

equipment, plant, transportation, superintendence, bonds, insurance, taxes, services

and incidentals; erection, application or installation of an item of the Work; overhead

and profit and any other items not specifically listed.

B. Progress payments will be made monthly. Each progress payment shall be submitted

to the Project Engineer for approval 5 days prior to the end of the month. The

progress payment shall show the following:

1 List of bid items with percentage billed during the period.

2. Documentation of the quantity of each bid item by means of survey, delivery

tickets, or measurements that can be confirmed in the field by the Project

Engineer.

3. Previous amount billed for each bid item.

4. Total billed for each item to date.

5. Organized by the specific bid items shown on the Bid Schedule.

6. Materials and equipment that has been delivered but not incorporated in the

work may be included in the invoice. Per the General Conditions, 50% of the

value of the materials and equipment will be allowed for payment prior to

installation.

7. Total current amount due this invoice.

8. Total billed to date.

9. 5% retention.


10. Signature line for Engineer approval.

C. Submit the invoice to the Engineer for review. The Engineer will initial the invoice

and return it to the Contractor for submittal to the Owner.

D. Upon receipt of the Notice of Completion of the project from the Engineer, the

Contractor shall invoice for the 10% retention.

1.06 NON-PAYMENT FOR REJECTED PRODUCTS

A. Payment will not be made for any of the following:

1. Products wasted or disposed of in a manner that is not acceptable.

2. Products determined as unacceptable before or after placement.

3. Products not completely unloaded from the transporting vehicle.

4. Products placed beyond the lines and levels of the required Work.

5. Products remaining on hand after completion of the Work.

6. Loading, hauling, and disposing of rejected products.

1.07 ALTERNATE BID DEDUCT ITEMS

A. The Bid Schedule for the work includes Alternate Bid Deduct Items. Alternate Bid

Deduct Items are defined as work items that will be included in the bid total and used

as a method of comparing bids, but may be removed from the scope of work to either

reduce project cost to within the Owner’s Budget or to be constructed by the Owner’s

resources.

B. Alternate Bid Deduct Items shall include the cost of all of the mobilization, overhead,

profit, and work related to the item so that when they are deducted, no cost adjustment

is necessary to the base bid items.

C. Prior to award of the Contract, the Owner will determine which Alternate Bid Deduct

Items to remove from the Work.

1.08 VALUES OF UNIT PRICES

A. The number of units and quantities contained in the Bid Schedule are approximate

only, and final payment will be made for the actual number of units and quantities

which are incorporated in or made necessary by the Work included in the Contract.


B. In the event that work and materials or equipment are required to be furnished to a

greater or lesser extent than is indicated by the Contract Drawings and Specifications,

such work and materials or equipment shall be furnished in greater or lesser quantities

and notified to the Design and Project Engineers with respect to the greater or lesser

quantities.

1.09 CHANGE ORDERS

A. Changes in Work which require a contract change order must be approved by the

Owner or Design Engineer prior to the change order work beginning. All change

orders must be submitted in writing, with an estimate of time and expense to the

Owner and Design Engineer for approval. When submitting change orders, the

Contractor shall indicate the number of working days that the change will add or

subtract to the project duration.

B. Changes in Quantity of a bid item that have the potential to result in a change in

quantity of greater than 5% over that shown in the Bid Schedule shall be brought to

the attention of the Project Engineer in writing upon discovering that potential.

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.

PART 4 - MEASUREMENT AND PAYMENT

Specifications not identified for specific payment shall be paid within the item for which they

apply. This includes, but is not limited to the following specification sections related to the

Transfer Station Building, and shown on the Bid Schedule for the same.

TRANSFER STATION BUILDING SPECIFICATIONS:

03 1000 Concrete Forming and Accessories 03 2000 Concrete Reinforcing

03 3000 Cast-in-Place Concrete 05 1200 Structural Steel Framing

05 4000 Cold Formed Metal Framing 06 1600 Wood Sheathing

08 1113 Hollow Metal Doors and Frames 08 3223 Overhead Coiling Doors

08 7100 Door Hardware 09 9100 Painting

10 1400 Signage 13 3419 Metal Building System

END OF SECTION

Glenn County Transfer Station Page 1 of 4 Section 01039 - Coordination and Meetings

SECTION 01039

COORDINATION AND MEETINGS

PART 1 - GENERAL


A. Coordination.

B. Preconstruction conference.

C. Progress meetings.


A. Section 01010 - Summary of Work – See coordination.

1.03 SUBMITTALS

A. Submit a project schedule within two weeks of authorization to proceed (or sooner if

required elsewhere in the contract documents). The schedule shall be updated (if

needed) and provided to the Owner and Project Engineer in Adobe pdf format prior to

each construction meeting.

B. Submit a proposed sequencing plan (map) showing the construction phasing and

anticipated completion of each phase within two weeks of authorization to proceed.

The sequencing map shall be updated (if needed) and provided to the Owner and

Project Engineer in Adobe pdf format prior to each construction meeting.

1.04 PRECONSTRUCTION CONFERENCE

A. Owner will schedule a preconstruction conference after Notice of Award.

B. Attendance is required by the following parties: Owner’s representative, Project

Engineer (may be the same as the Owner’s representative), Design Engineer (L&A),

General Contractor, Foreman, Earthwork subcontractor, Contractor’s Surveyor,

piping subcontractor, electrical subcontractor, and any other subcontractors not

specifically listed may attend as requested by the General Contractor.

B. Meeting agenda shall include at a minimum the following topics:

1. Use of premises by Owner and Contractor.

2. Owner’s requirements.


3. Construction facilities and controls provided by Owner.

4. Temporary utilities provided by Owner.

5. Survey methods.

6. Submittal methods.

7. Inspection methods.

8. Security and housekeeping procedures.

9. Procedures for testing.

10. Procedures for maintaining recorded documents.

11. Chain-of-command.

12. Coordination with California Regional Water Quality Control Board.

13. Scheduling.

14. Measurement and payment.

15. Permits

16. Safety Plans

17. Water

18. Other.

1.04 PROGRESS MEETINGS

A. The Contractor and Project Engineer will agree on a day and time of each week for a

weekly progress (or bi-weekly, if appropriate) meeting.

B. The Project Engineer will prepare an agenda and preside at these meetings, record

minutes, and prepare a weekly summary. Topics may include:

1. Work performed during the previous week.

2. Potential change orders or significant changes in quantities.

3. Status of Schedule.

4. Status of invoices.

5. Presentation and/or discussion of submittals.

6. Presentation/discussion of testing results.

7. Requests for clarification or data needs.

8. Updates on repairs of inadequate work (if any).

9. Punch lists.

10. Storm Water, weather forecast

11. Upcoming items, required staging areas, or long lead time items.

12. Safety, Dust Control

13. Owner concerns.


C. Attendance by the following parties is required: General contractor foreman, Project

Engineer, Design Engineer, and appropriate subcontractors may attend when present

on site and needed for discussion.

1.05 COORDINATION - GENERAL

A. Contractor shall coordinate scheduling, submittals, and work of the various sections

of specifications to ensure efficient and orderly sequence of installation of

interdependent construction elements, with provisions for accommodating items

installed later.

B. Contractor shall coordinate work with subcontractors and Project Engineer.

C. Contractor is responsible for the overall Work to be complete. Contractor shall

coordinate between sub-contractors to ensure that there are no gaps between work

provided where work, equipment, or materials are shared or otherwise in common.

D. Contractor shall not endanger any work by cutting, digging, etc., and shall not cut or

alter any completed work of any Section of these specifications without prior consent

of Design Engineer.

E. Contractor shall coordinate work of subcontractors and trades to minimize delays and

miscommunication, and to keep the Owner and the Project Engineer informed as to

project status.

1.06 FOREMAN ONSITE

A. The Contractor shall have a designated foreman on site as a point of contact with the

Project Engineer. The Foreman will be on site at all times significant work is being

performed. If situations arise where the Foreman must be absent from the site, the

Foreman will appoint someone else as point of contact for the Project Engineer.

1.07 COORDINATION WITH LANDFILL SCHEDULE

A. The landfill is open 6 days a week (closed Sundays).

B. The landfill is anticipated to remain open and operational during the entire length of

this Work. Contractor shall maintain an ongoing accessible roadway to the landfill at

all times. Under no circumstances shall all access points to the landfill be blocked for

any significant amount of time.


1.08 COORDINATION WITH CLOSURE CAP CONSTRUCTION

A. A landfill closure cap will be under construction starting in the spring of 2018.

B. The water well that will be used for some or all construction water is located near the

transfer station area. The Contractor’s source of water (such as stand tanks and filling

area, if any) shall not interfere with the closure cap construction work.

C. The closure cap contractor will be excavation soil from areas outside of but adjacent

to the transfer station work area.

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.

PART 4 – MEASUREMENT AND PAYMENT

4.01 PAYMENT

A. Payment for coordination shall be included in the lump-sum price for the base-bid

items and shall be included in the Contractor’s cost breakdown under “Coordination”

on the Bid Schedule.

B. Payment for all materials, equipment, labor, superintendence, and incidentals to

provide all work required by this Section will be included in the various items of

work. No additional payment will be made for the work described in this section.

END OF SECTION

This Page Left Blank Intentionally

Glenn County Transfer Station Page 1 of 3 Section 01050 - Field Engineering

SECTION 01050

FIELD ENGINEERING

PART 1 - GENERAL


A. Owner’s survey and layout.

B. Contractor’s use of survey control.

C. Contractor’s grade setting.

D. Project record documents.


A. Section 01039 – Coordination.

B. Section 02210 – Clearing & Grubbing.

C. Section 02210 – Site Grading and Subgrade.

D. Section 02271 – Erosion and Water Pollution Control.

E. Section 02510 – Water Distribution.


A. The Contractor shall retain the service of California Licensed Surveyor to stake cuts

and fills for earthwork and to provide construction control staking for buildings,

associated concrete work, and pavement.

B. The Contractor shall employ an experienced grade setter to maintain the construction

stakes and ensure that the earthwork portion of the project is being constructed to the

design grades.

C. Provide copies of all grade sheets to the Project Engineer immediately after

compiling each phase of project layout as described above.

D. Minimum accuracy for required work is as follows:

1. Grade: Vertical: +/- 0.05 ft. Horizontal: +/- 0.5 feet.

2. Culverts and ditches: Horizontal +/- 0.5 ft., Vertical +/- 0.05 ft.

3. Structures: Horizontal +/- 0.5 ft. (location), Vertical +/- 0.05 ft.


1.04 SUBMITTALS

A. All submittals shall be turned in during the mobilization phase.

B. Contractor’s plan, if requested, including ASCII file of point coordinates, elevation

and descriptions.

C. Contractor’ staking notes, if requested.

D. Staking notes shall be submitted within two days of request by the Project Engineer

or Design Engineer.

1.05 PROJECT RECORD DOCUMENTS

A. The Contractor’s grade setter shall maintain a complete and accurate log of control,

grid coordinates, and locations of the edges of work. The survey notes shall be made

available to the Project Engineer upon request.

1.06 OWNER SUPPLIED SURVEY

A. The Design Engineer will provide the coordinates and elevations of the temporary

control used by the Owner’s surveyor to perform the topographic surveys used for

design. The Design Engineer also will provide the digital terrain model or the design

for the Contractor’s use.

B. The Owner will flag the clearing limits.

PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

3.01 EXAMINATION

A. The Contractor shall verify locations of survey control points prior to starting work.

B. The Contractor shall promptly notify the Design Engineer of any discrepancies that

are discovered.

3.02 SURVEY REFERENCE POINTS

A. The Contractor shall protect survey control points while completing site work and

preserve permanent reference points during construction.


B. The Contractor shall promptly report to the Project Engineer or Design Engineer the

loss, destruction, or relocation of any reference point due to changes in grades or

other reasons.

C. The Contractor shall replace disturbed, damaged, or destroyed survey control points

based on original survey control at his or her own cost. The Contractor shall not

make any changes without prior written notice to and approval from the Design

Engineer.

D. The Contractor shall maintain a complete and accurate log of control and survey

work for grade checking and construction as it progresses.

E. The Contractor shall be responsible for establishing and maintaining temporary

elevation control. Elevation control locations (temporary benchmarks) and elevation

updates shall be kept current and be available at the Construction site at all times.

3.03 OWNER PROVIDED SURVEY

A. The control coordinates, elevations and point descriptions will be provided in an

AutoCAD file to the Contractor and Contractor’s Surveyor for their use in

construction staking.

3.04 CONTRACTOR PROVIDED SURVEY

A. The Contractor shall provide construction staking, and grade setting. The Contractor

shall replace any lost or damaged stakes at his or her own cost.

PART 4 – MEASUREMENT & PAYMENT


A. Payment for “Field Engineering” shall be included in the Bid Schedule as a lump-sum

item. All surveying, staking, and survey associated materials necessary to perform the

Work shall be included in the cost for “Field Engineering”.

END OF SECTION


Glenn County Transfer Station Page 1 of 3 Section 01300 - Submittals

SECTION 01300

SUBMITTALS

PART 1 - GENERAL

1.01 DESCRIPTION: The work of this section consists of submittal requirements before and

during construction.

1.02 RELATED REQUIREMENTS: None.

1.03 SCHEDULES: As soon as possible after Notice of Award and before beginning any

work, submit Progress Schedule and Schedule of Values as a package. The Project

Engineer will review the Progress Schedule and the Schedule of Values for format and

content.

A. Progress Schedule: Submit four copies of progress schedule (normally in bar chart

form) showing estimated starting and completion dates for each part of the work. The

first progress payment will not be issued until an acceptable progress schedule is

submitted.

B. Schedule of Values: Submit a schedule of dollar values for lump sum bid items based

on the Contract Bid Schedule. Break down into component parts each bid item

involving a series of operations for which progress payments may be requested. The

total costs for the component parts shall equal the bid amount for that item, and the

total cost of all items shall equal the contract sum. The Project Engineer may request

data to verify accuracy of dollar values. The schedule of values will form the basis

for progress payments as provided for in the general provisions.

1.04 SHOP DRAWINGS, PRODUCT DATA AND SAMPLES:

A. General Procedures:

1. As specified in the individual sections, forward submittals to the Project Engineer

at least 30 days before need for approval. Unless a different number is specified,

submit three copies of each shop drawing, two specimens of each sample, and

three copies of all other submittals requested, all of which will be retained by the

Project Engineer. Submit any additional copies that are to be returned.

2. Coordinate all submittals and review them for legibility, accuracy, completeness,

and compliance with contract requirements. Forward submittals that are related to

or affect one another as a package to facilitate coordinated review.


3. List submittals on a transmittal letter with date of submittal and content of

submittal. Transmittal letter shall be on Contractor’s letterhead or other approved

format. All submittals shall be uniformly transmitted.

4. Submittals will not be accepted for review if an incorrect amount of submittals are

submitted, the transmittal form is incorrectly filled out, submittals are not

coordinated, or submittals do not show evidence of Contractor’s approval.

5. Specific Procedures:

a. Shop Drawings: Identify each copy of shop drawings with contract drawing

number in lower right-hand corner.

b. Samples: Samples shall be large enough to illustrate clearly the functional

characteristics and full range of color, texture, or pattern.

c. Manufacturer’s Literature: Submit only pertinent pages; mark each copy of

standard printed data to identify products referenced in specification section.

B. Project Engineer’s Review:

1. After approving submittals, Project Engineer will return Contractor’s copies.

2. If submittals are not approved, Project Engineer will return all copies to

Contractor with reasons for rejection. Resubmit, identifying changes.

3. Any work done before approval shall be at Contractor’s own risk.

1.05 APPROVED EQUALS AND SUBSTITUTIONS:

A. For each item proposed as an ‘approved equal’, submit a separate request. With each

request, submit supporting data, including:

1. Drawings and samples as appropriate.

2. Comparison of the qualities of the proposed item with that specified.

3. Changes required in other elements of the work because of the substitution.

4. Name, address, and telephone number of vendor.

5. Manufacturer’s literature regarding installation, operation and maintenance,

including schematics for electrical and hydraulic systems, lubrication

requirements, and parts lists. Describe availability of maintenance service, and

state source of replacement materials.


B. A request for approval constitutes a representation that the contractor:

1. Has investigated the proposed item and determined that it is equal or superior in

all respects to that specified.

2. Will provide the same warranties for the proposed item as for the item specified.

3. Has determined that the proposed item is compatible with interfacing items.

4. Will coordinate the installation of an approved item and make all changes

required in other elements of the work because of the substitution.

5. Waives all claims for additional expenses that may be incurred as a result of the

substitution.

C. New Construction Materials: The Contractor is encouraged to submit for approval

products made out of recycled or environmentally-responsible material. Every effort

will be made by the Owner to approve these materials.

1.06 MANUFACTURER’S INSTALLATION INSTRUCTIONS: When contract documents

require compliance with manufacturer’s printed instructions, provide one complete set of

instructions for the Project Engineer and keep another complete set of instructions at the

project site until substantial completion.

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.


4.01 SUBMITTALS: Payment that relates to this work will be included in various items in the

Bid Schedule, and no measurement or separate payment shall be made.

END OF SECTION


THIS PAGE LEFT BLANK INTENTIONALLY

Glenn County Transfer Station Page 1 of 4 Section 01700 – Contract Closeout

SECTION 01700

CONTRACT CLOSEOUT

PART 1 - GENERAL


A. Closeout procedures.

B. Final cleaning.

C. Adjusting.

D. Project record documents.

E. Operation and maintenance data.

F. Spare parts and maintenance Products.

G. Warranties and bonds.

H. Maintenance service.

1.2 CLOSEOUT PROCEDURES

A. Submit written certification that Contract Documents have been reviewed, Work has

been inspected, and that Work is complete in accordance with Contract Documents

and ready for Project Engineer review.

B. Submit final Application for Payment identifying total adjusted Contract Sum,

previous payments, and sum remaining due.

1.3 FINAL CLEANING

A. Perform final cleaning prior to final project assessment.

B. Clean interior and exterior surfaces, as applicable; remove temporary labels, stains

and foreign substances, polish transparent and glossy surfaces.

C. Clean equipment and fixtures to a sanitary condition with cleaning materials

appropriate to the surface and material being cleaned.

D. Replace filters of operating equipment.


E. Clean debris from roofs, gutters, downspouts, and drainage systems.

F. Clean site; sweep paved areas, rake clean landscaped surfaces.

G. Remove waste and surplus materials, rubbish, and construction facilities from the

site.

1.4 ADJUSTING

A. Adjust operating Products and equipment to ensure smooth and unhindered

operation.


A. Maintain on site one set of the following record documents; record actual revisions

to the Work:

1. Drawings.

2. Specifications.

3. Addendum(s).

4. Change Orders and other modifications to the Contract.

5. Reviewed Shop Drawings, Product Data, and Samples.

6. Manufacturer's instruction for assembly, installation, and adjusting.

7. Storm Water Pollution Prevention Plan (SWPPP).

B. Ensure entries are complete and accurate, enabling future reference by Owner.

C. Store record documents separate from documents used for construction.

D. Record information concurrent with construction progress.

E. Specifications: Legibly mark and record at each Product section description of

actual Products installed, including the following:

1. Manufacturer's name and product model and number.

2. Product substitutions or alternates utilized.

3. Changes made by Addendums and/or modifications.

F. Record Drawings (and Shop Drawings): Legibly mark each item to record actual

construction including:

1. Measured depths of foundations in relation to finish floor datum.

2. Measured horizontal and vertical locations of underground utilities and

appurtenances, referenced to permanent surface improvements.

3. Measured locations of internal utilities and appurtenances concealed in

construction, referenced to visible and accessible features of the Work.

4. Field changes of dimension and detail.

5. Details not on original Contract drawings.


G. Submit documents to Project Engineer with claim for final Application for Payment.

1.6 OPERATION AND MAINTENANCE DATA

A. Submit data bound in 8-1/2 x 11 inch text pages, three D side ring capacity

expansion binders with durable plastic covers.

B. Prepare binder cover with printed title "OPERATION AND MAINTENANCE

INSTRUCTIONS", title of project, and subject matter of binder when multiple

binders are required.

C. Internally subdivide the binder contents with permanent page dividers, logically

organized as described below; with tab titling clearly printed under reinforced

laminated plastic tabs.

D. Contents: Prepare a Table of Contents for each volume, with each Product or system

description identified, typed on (24)(20) pound white paper, in three parts as follows:

1. Part 1: Directory, listing names, addresses, and telephone numbers of Project

Engineer, Design Engineer, Contractor, Subcontractors, and major equipment

suppliers.

2. Part 2: Operation and maintenance instructions, arranged by system flow. For

each category, identify names, addresses, and telephone numbers of

Subcontractors and suppliers. Identify the following:

a. Significant design criteria.

b. List of equipment.

c. Parts list for each component.

d. Operating instructions.

e. Maintenance instructions for equipment and systems.

f. Maintenance instructions for (special) finishes, including recommended

cleaning methods and materials, and special precautions identifying

detrimental agents.

3. Part 3: Project documents and certificates, including the following:

a. Shop drawings and product data.

b. Air and water balance reports.

c. Certificates.

d. Originals of warranties.

E. Submit one draft copy of completed volumes 15 days prior to final inspection. This

copy will be reviewed and returned after final inspection, with Engineer comments.

Revise content of all document sets as required prior to final submission.

F. Submit four sets of revised final volumes, within 10 days after final inspection.


1.7 WARRANTIES AND BONDS

A. Provide duplicate notarized copies.

B. Execute and assemble transferable warranty documents from Subcontractors,

suppliers, and manufacturers.

C. Provide Table of Contents and assemble in three D side ring binder with durable

cover.

D. Submit prior to final Application for Payment.

E. For items of Work delayed beyond date of Substantial Completion, provide updated

submittal within 10 days after acceptance, listing date of acceptance as start of

warranty period.

1.8 MAINTENANCE SERVICE

A. Furnish service and maintenance of components indicated in specification sections.

B. Examine system components at a frequency consistent with reliable operation. Clean,

adjust, and lubricate as required.

C. Include systematic examination, adjustment, and lubrication of components. Repair

or replace parts whenever required. Use parts produced by the manufacturer of the

original component.

D. Maintenance service shall not be assigned or transferred to any agent or Subcontractor

without prior written consent of the Owner.

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.

PART 4 – MEASURMENT AND PAYMENT

4.1 PAYMENT: Payment for the work described in this section shall be included in the

base-bid item and shall be included under “Mobilization”.

END OF SECTION



Glenn County Transfer Station Page 1 of 3 Section 01900 – Mobilization

SECTION 01900

MOBILIZATION

PART 1 – GENERAL

1.1 DESCRIPTION: This work shall include preparatory work and operations necessary for

the movement of personnel, equipment, supplies and incidentals to the project site, and

for all other work and operations that must be performed prior to beginning work on

various items on the project.

1.2 MOBILIZATION SHALL INCLUDE:

A. Mobilization of all construction equipment, materials, supplies, appurtenances, and

the like, manned and ready for commencing and performing the work. Preparation

for the Contractor’s work area; complete assembly, and in working order, of

equipment necessary to perform the required work; personnel services preparatory to

commencing actual work; and all other preparatory work required to permit

commencement of actual work on construction items for which payment is provided

under the Contract.

1.3 DEMOBILIZATION SHALL INCLUDE:

A. Subsequent removal from the site of all construction plants, equipment, materials

(excluding surplus materials specified to remain on site), supplies, appurtenances, and

the like; and cleaning and restoration of the site as directed by Owner/Engineer upon

completion of the work.


A. Section 01010 – Summary of Work.

B. Section 02210 – Site Grading.

C. Section 02271 – Erosion Control.

PART 2 – PRODUCTS

Not used.

PART 3 – EXECUTION

3.1 CONSTRUCTION TRAILER: The Contractor is not required to provide a construction

trailer, but may provide one at his or her discretion at no additional cost to the Owner.

3.2 RESTROOM FACILITIES: The Contractor shall provide temporary restroom facilities

throughout the Work.


3.3 CONSTRUCTION WATER: The facility has a limited supply of water, including an

existing well estimated at a flow of 80 gpm. The well will be used extensively for a

separate concurrent closure-cap construction project. The closure cap project will take

precedence on water usage. The Contractor is responsible for providing any construction

water required to complete the work in accordance with the Contract Documents,

including off-site water if needed. This may include installing a storage tank near the

existing well or other means necessary for the project.

3.4 POTABLE WATER: the Contractor shall provide a source of potable drinking water for

his or her employees, and their visitors.

3.5 SECURITY: The Contractor shall restrict public access to the work site and provide

access to the Contractor, his or her employees, subcontractors, the Owner or their

representatives, Design Engineer, Surveyors, and regulatory agencies.

3.6 TRASH: The Contractor shall provide trash receptacles for his or her employees and

subcontractors. Trash must be disposed of regularly and shall not be allowed to

accumulate on site. The Contractor will be responsible for collecting wind-blown trash

generated from the construction site.

3.7 DUST CONTROL: The Contractor shall provide dust control as described in Section

02210 – Site Grading. Dust control shall include sweeping adhered soil from the paved

access road and staging areas.

3.8 MUD CONTROL: The Contractor shall provide a means of removing mud from tires of

trucks leaving the work area. Methods can include a section of course rock at the work

area exit, and/or clearing mud and sweeping the on-site access paved entrance road when

mud is caused by the Contractor’s equipment, deliveries, or employees.


4.1 MEASUREMENT: Mobilization shall be lump sum for the job under the Bid Schedule

item “Mobilization” pertaining to the construction area as indicated and shown on the Bid

Schedule.

4.2 PAYMENT FOR MOBILIZATION: Progress payments shall be made as follows:

A. 25% of mobilization will be paid during the first monthly pay request but shall not

exceed 50% of the first invoice.

B. Up to 50% of mobilization will be paid during the subsequent two monthly pay

requests.

C. The last 25% will be paid upon successful completion of the project and

demobilization.

END OF SECTION


Glenn County Transfer Station Page 1 of 4 Section 02110 - Clearing and Grubbing

SECTION 02110

CLEARING AND GRUBBING

PART 1 - GENERAL


A. Removal of trees, shrubs, boulders, vegetative materials and other objectionable

material including minor demolition within the limits of the designated work area.

B. Removal and re-installation of the scale booth building.

C. Removal and re-installation of the existing 70-foot Cardinal brand scale.


A. Section 01010 – Summary of Work.

B. Section 02210 – Site Grading and Subgrade.

C. Section 02221 – Excavating, Trenching, and Backfilling for Utilities.

D. Section 15900 – Scales

E. Appendix A - Geotechnical Engineering Report.

1.03 REGULATORY REQUIREMENTS

A. Waste material removed from the site shall be disposed of in conformance with

Federal, State, and local requirements. Any disposal shall be at the Contractor’s

expense.

B. Coordinate clearing work with other onsite construction.

PART 2 - PRODUCTS

Not used.


PART 3 - EXECUTION

3.01 SURFACE CONDITIONS

A. Most of the work area upon which the transfer station will be constructed will be

cleared by the County and will require minimal grubbing.

B. It will be the responsibility of the Contractor to estimate the amount of the cleared

and grubbed material based on a thorough inspection of the site and drawings.

3.02 PROTECTION

A. Locate, identify, and protect utilities from damage.

B. Protect trees, plant growth, and features designated to remain as final landscaping.

C. Protection of persons and property:

1. Protect bench marks, survey control points, and existing structures from

damage or displacement.

2. Barricade open depressions and holes occurring as part of this work and post

warning lights on property adjacent to or with public access. Operate warning

lights from dawn to dusk each day and as otherwise required.

D. Protect critical environmental and cultural areas from damage.

3.03 CLEARING AND GRUBBING

A. Strip and remove the top 6 to 8 inches of soil from the landscaping areas containing

shallow vegetation roots and other deleterious materials. This material may not be

used in any engineered fills. Grub the underlying 8 to 10 inches of soil to remove any

large vegetation roots or other deleterious materials while leaving the soil in place.

B. Clear and grub construction areas of all surface and subsurface material, as required,

to remove any and all obstructions to the specified work.

3.04 STOCKPILING AND DISPOSAL

A. The Contractor shall dispose of any soil stripping, excess or unsuitable soils, or

oversize soil materials at a location designed by the Owner prior to construction. For

bid purposes, the location is assumed to be the south face of the landfill as vegetative

layer materials. The landfill is located approximately 1,500 feet west of the Work.


3.05 Removal, relocation, and installation of the Existing Scale Booth

A. The Contractor shall prepare the existing Scale Booth for relocation by means of

securing the structure and providing required disconnections that may consist of

structural disconnection from the existing slab, and/or utility disconnections. The

Contractor shall then remove and relocate the existing scale booth from the landfill to

the designated location on the Drawings. The relocation shall include new

connections, full relocation and reconnection at the new location. Footings and

foundation supports shall be by separate item.

3.06 Removal, relocation, and installation of the Existing 70-foot Cardinal Scale

A. The Contractor shall remove and relocate the existing 70-foot Cardinal scale from

the landfill to the designated location on the Drawings. The relocation shall

include the physical disconnect, and full relocation and reconnection at the new

location. Structural concrete for footings, foundation supports and ramps shall be

by separate item (refer to Section 03306).



A. General: Payment shall constitute full compensation for supplying all labor,

equipment, field surveys, and all incidentals necessary to complete the work specified

in this Section.

B. Clearing & Grubbing (Transfer Station): Payment for this item shall include all

clearing & grubbing activities related to the entire Transfer Station area, which

includes the Area to be completed by Contractor as shown on Exhibit 1, as shown on

the Bid Schedule, including the limits of work for the transfer station, including the

transfer building, adjacent paved roadways, utilities, and associated grading areas as

shown on the Drawings and as specified in this Section and listed in the Bid Schedule

as “Clearing & Grubbing (Transfer Station)” on a lump sum payment basis.

C. Clearing & Grubbing (Relocated & New Scale Area): Payment for this item shall

include all clearing & grubbing activities related to the relocated and new scale area

as shown on the Drawings and as specified in this Section including the associated

area for paving improvements, utility extensions and limits of work within the new

scales area, and listed in the Bid Schedule as “Clearing & Grubbing (Relocated &

New Scale Area)” on a lump sum payment basis.

D. Clearing & Grubbing (Optional Area): Payment for this item shall include all

clearing & grubbing activities related to the Optional Area shown on Exhbit 1, as


attached to the Bid Schedule, and listed in the Bid Schedule as “Clearing & Grubbing

(Optional Area)” on a lump sum payment basis.

E. Remove, relocate, and install Scale Booth: Payment for this item shall include the

preparation for removal, physical disconnect(s), relocation, and installation of the

Scale booth at the location shown on the Drawings and indicated on the Bid Schedule

as “Removal, relocate, and install – Scale Booth”, to be performed on a lump sum

payment basis.

F. Remove, relocate, and install Existing 70-foot Scale: Payment for this item shall

include the preparation for removal, physical disconnect(s), relocation, and

installation of the existing Cardinal brand 70-foot Scale at the location shown on the

Drawings and indicated on the Bid Schedule as “Removal, relocate, and install – 70-

foot Scale”, to be performed on a lump sum payment basis.

END OF SECTION

Glenn County Transfer Station Page 1 of 7 Section 02110 – Site Grading and Subgrade

SECTION 02210

SITE GRADING FOR EARTHWORK AND PREPARED SUBGRADE

PART 1 - GENERAL


A. The preparation of cut and fill areas prior to constructing building pads, ditches,

parking areas, and roadways as shown to the lines and grades on the Construction

Drawings.

1.02 CUT DISPOSAL

A. During winter operations (October 15 through April 15), strippings, excess soil, and

materials that unsuitable for engineered fill (refer to the Geotechnical Report) shall

be disposed onsite at the landfill working face located approximately 2,000 feet west

of the work area or another on-site location determined by the County.

B. During summer operations (April 16 thru October 14), excess soil may be placed in

the landfill borrow area, 1,000 feet west of the work area or another on-site location

determined by the County.


A. Section 01010 - Summary of Work

B. Section 01050 – Field Engineering.

C. Section 02110 - Clearing & Grubbing

D. Section 02271 – Erosion Control

1.04 REFERENCES

A. ASTM C136 - Method for Sieve Analysis of Fine and Coarse Aggregates.

B. ASTM D1556 - Test Method for Density of Soil in Place by the Sand-Cone Method.

C. ASTM D1557 - Test Methods for Moisture-Density Relations of Soils and

Soil-Aggregate Mixtures Using 10 lb. (4.54 Kg) Rammer and 18 inch (457 mm)

Drop.


D. ASTM D2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by

Nuclear Methods (Shallow Depth).

E. ASTM D1220 – Test Methods for Soil Moisture by Nuclear Methods.

F. Appendix A - Geotechnical Engineering Investigation Report (Geotechnical Report),

Glenn County Transfer Station, 5700 County Road 33, Artois, California, prepared by

Holdredge & Kull, July 31, 2017

1.05 DEFINITIONS

A. Finish Grade: Top of pavement, side walk, ramp, or other finished surface.

B. Structural Section: Road profile including subgrade, base (aggregate) and pavement,

foundation thickness and concrete installations, including subgrade, base, or leveling

courses.

C. Subgrade or rough grade (below buildings): Fill up to, or cut down to the bottom of

the base layer for paving and building structural sections.

D. Fill or cut at the bottom of the structural section or soil surface where no structural

section will be added or cut down to within 0.1 feet of the top of the soil layer at the

bottom of the aggregate base layer, concrete, or top of other cuts. Unless otherwise

shown, the grading plans show the finish-grade elevations. Contact the Design

Engineer for clarification in case of discrepancy.

E. Fine grading: Finish grading in locations that will receive a structural section.

1.06 INTERPRETATION OF DRAWINGS

A. The cut and fill volumes shown on the Drawings shall be interpreted as follows:

1. Cut Slopes: Grades shown are finish grade elevation unless otherwise shown.

2. Paved Areas: Grades shown are top of pavement; subtract pavement thickness

and aggregate base thickness from typical sections to obtain rough grade or top of

subgrade elevation. The subgrade/rough grade has an over-excavation and re-

compaction requirement, including at least 12 inches in roadway areas, refer to

the Drawings and Geotechnical report.

3. Sidewalks: Subtract concrete thickness and aggregate base to obtain rough grade.

4. Buildings and other structural concrete: Subtract the slab thickness plus sand

layer and vapor break (where required) shown on the drawings from the finish

grade. The buildings have an over-excavation and re-compaction requirement for


subgrade, including 3.5 feet below and 5 feet from the building perimeter – refer

to the Geotechnical report.

5. Fire Suppression Tank Area: Prepare the subgrade similar to the transfer station

building with respect to over excavation and re-compaction within 5 feet of the

perimeter of the tank area and 3.5 feet in depth – refer to the Geotechnical Report.

1.07 COORDINATION

A. Coordinate with the Engineer for compaction testing on fills and in all structural

sections.

B. Provide temporary drainage and/or dewatering if groundwater is encountered.

1.08 QUALITY CONTROL

A. The Contractor shall use adequate numbers of skilled personnel who are thoroughly

trained and experienced in the necessary crafts and who are completely familiar with

the specified requirements and the methods needed for proper performance of the

work of this Section.

B. The Contractor shall not solely rely on the test results or observation provided by the

Owner, and may provide their own additional testing, at their own cost, if needed.


A. A qualified engineer, engineering geologist, or testing laboratory will be retained by

the Owner to perform all tests of fill and soil compaction, and for observation of the

earthwork. Samples of all imported fill material (if any) shall be delivered to the

Engineer at least 5 days prior to placement of such material. Written approval of

material must be obtained.

B. Quality-assurance testing will be performed under the direction of the Engineer.

Nuclear density testing will be provided by the Owner’s Geotechnical Engineer.

C. The Contractor is responsible for his or her own quality control and may order their

own tests to verify compaction.

D. Failed tests shall result in removal, manipulation, and recompacting of materials.

Retesting shall be at the discretion of the Engineer, and shall be at the Contractor's

expense. It will be the Contractor’s responsibility to provide equipment necessary to

uncover completed portions of work for test pits when requested.


E. Installation Tolerances:

• Flow Lines: -0.05 to +0.05 feet.

• Roads: Plus or minus 0.1 foot of design grade.

• Ditches: Grade to drain, minimum of 0.75%.

• Rough graded Cut Slope: Grade plus or minus 0.5 feet.

• Rough graded Module Bottom: Grade plus 0.25 feet, minus 0.25 feet.

1.10 SUBMITTALS

A. See Section 01300.

PART 2 - PRODUCTS

2.01 SOIL MATERIALS

A. Borrow for embankments shall be obtained from on-site sources.

PART 3 - EXECUTION

3.01 CLEARING & GRUBBING

A. Clearing & grubbing shall be performed according to Section 02110 – Clearing and

Grubbing of these specifications.

3.02 SUBGRADE PREPARATION

A. After completing demolition of existing structures and utilities, site clearing and

grubbing activities, the exposed native soil shall be over-excavated a minimum of 3.5

feet below or until very stiff native soil is encountered and 5 feet beyond the proposed

transfer station building footprint and roadway improvements (e.g. all structural

sections). The subgrade shall be prepared for placement and compaction of

engineered fills as described in the Geotechnical Report, section 5.1.5.

B. Remove all rocks greater than 3 inches in greatest dimension from the top 12 inches

of the soil. Rocks with a greatest dimension larger than 3 inches will be referred to as

“oversized” rock materials. Oversized rock materials can be stockpiled on-site and

used to construct engineered fills, however they must be placed at or near the bottom

of deep fills and no shallower than 3 feet from the finished subgrade surface. The

oversized rock should be placed with enough space to avoid clustering and creation

of void space.

C. All subgrade below structural sections shall be compacted to no less than 95% of

maximum dry density at slightly over optimum moisture content.


D. Fill and Cut slopes shall be track-walked up and down the slope leaving a surface

ready to receive erosion control.

3.03 FINE OR FINISH GRADING

A. Fine grading will be performed in locations that will receive a pavement section,

structures or other areas of exposed soil that require fine grading. The purpose of fine

grading is to provide a relatively smooth free draining surface and/or to prevent

excessive variation in aggregate base thickness.

B. Finish cuts that will receive pavement shall be ripped, moisture conditioned, and

recompacted to a depth of 12 inches, unless competent bedrock is encountered. The

soil must be recompacted to 95% of maximum dry density at +/- 2% of optimum

moisture content per ASTM D-1557.

C. For fills that will receive paving, the upper 12-inches shall be compacted 95%

maximum dry density at +/- 2% of optimum moisture content per ASTM D-1557.

D. Fine graded areas shall not have rocks protruding more than 1-inches above the

surface, or 1/3 the thickness of the overlying base whichever is less the upper few

inches may be left roughened or dimpled for good bonding with the base.

3.04 DUST CONTROL

A. Use means necessary to prevent dust becoming a nuisance to the public, to neighbors

and to other work being performed on or near the site.

3.05 BLASTING

A. If blasting is required, Contractor shall notify Design Engineer, Project Engineer, and

Owner, and shall prepare and follow a blasting plan under the direction of a licensed

blaster. The Plan and all blasting activities shall comply with all State and Federal

regulations, including but not limited to: Occupational Safety and Health

Administration (OSHA) (29 CFR 1910.109) and transportation of explosives by DOT

(49 CFR 173, Subpart C).

B. Blasting shall be performed only during times when the public is not present.

3.06 TEMPORARY EROSION CONTROL

A. Refer to Section 02271 Erosion Control.

3.07 COORDINATION

A. Emergency access to site shall be provided at all times.


B. Coordinate with the Owner and any other regulating agencies prior to blasting (if

any).

3.08 SOIL NAILING

A. See the Geotechnical Report for specifications and Drawings. The grading and wall

elevations shown on the Civil Drawings shall prevail over the elevations shown on

the Geotechnical plans.

3.09 FIELD QUALITY CONTROL

A. Field testing will be provided by the Owner or independent laboratory. Secure the

Engineer's inspection, testing, and approval of each lift prior to subsequent

construction.

B. Failed tests shall result in removal, manipulation, and recompacting of materials.

Retesting shall be at the discretion of the Engineer, and shall be at the Contractor's

expense. It will be the Contractor’s responsibility to provide equipment necessary to

uncover completed portions of work for test pits when requested.


4.01 GENERAL

A. Payment for all cuts and fills shall include the cost of ripping, excavation ripping and

recompacting to below building pad subgrade, segregating and/or screening rocks

where required, and transportation, placement, compaction, and finish grading of the

soil complete in-place. The cost shall include all labor, materials, equipment, fuel,

taxes, superintendence, and incidentals. No compensation will be made for shrinkage

or bulking.

4.02 MEASUREMENT AND PAYMENT:

A. Earthwork – Transfer Station and General Site Grading: This item shall include the

grading, excavation, cuts and fills, including preparation of subgrade and compaction,

to the lines and grades shown on the Drawings related to the overall site grading and

earthwork not otherwise specified in this section, including the Transfer Station,

roadways not otherwise described in this Section, and other minor grading, and shall

be on a price-per-cubic-yard basis as listed on the Bid Schedule under “Transfer

Station – Excavation” and “Transfer Station – Structural Fill” within the Areas to be

Completed by Contractor as shown on Exhibit 1, attached to the Bid Schedule. The

Contractor shall assume that the quantity of excavation in excess of structural fill will

be used for the scale-area structural fill or stockpiled. Only suitable soil shall be used

for the scale area fill.


B. Earthwork – Optional Area Site Grading: This item shall include the grading,

excavation, cuts and fills, including preparation of subgrade and compaction, to the

lines and grades shown on the Drawings related to the overall site grading and

earthwork not otherwise specified in this section, including the area depicted on

Exhibit 1, attached to the Bid Schedule as Optional Areas to be completed by

Contractor, and shall be on a price-per-cubic-yard basis as listed on the Bid Schedule

under “Optional Area – Excavation,” and “Optional Area - Structural Fill” and within

the Areas to be Completed by Contractor as shown on Exhibit 1, attached to the Bid

Schedule.

C. Earthwork – Scales Area: This item shall include the grading, excavation, cuts and

fills, including preparation of subgrade and compaction, to the lines and grades

shown on the Drawings related to the Scales area, including the modifications of the

existing access road and grading of the new scales paving and related components.

This item shall be on a price-per-cubic-yard basis as listed on the Bid Schedule under

“Scales Area – Excavation,” and “Scales Area - Structural Fill.” It is anticipated that

soil for fill in the scale area will be obtained from the transfer station excavation.

D. Soil Nailing: This item shall include the cost of soil nailing associated with the

concrete retaining walls as described in the Bid Schedule under “Retaining Wall

(West of Transfer Building),” “Retaining Wall (East of Transfer Building),” and

“Transfer Station Building (total cost)”.

E. Subgrade Preparation: This item shall include the grading, over-excavation and re-

compaction as described and shown on the Drawings and referenced in Appendix A

to fully prepare the subgrade prior to receipt of aggregates or other structural or non-

structural sections as described in the Bid Schedule under “Subgrade Preparation –

Paved Areas (24” Depth)”, “Subgrade Preparation – Transfer Station Bldg (3.5’

Depth)”, Subgrade Preparation – Water Tank (3.5’ Depth)”, “Subgrade Preparation –

Gravel Travelled Areas (24” depth)”, and “Subgrade Preparation – Recycle Area (24”

depth)”.

END OF SECTION


THIS PAGE LEFT BLANK INTENTIONALLY

Glenn County Transfer Station Page 1 of 6 Section 02221 - Utility Trenching and Backfilling

SECTION 02221

UTILITY TRENCHING AND BACKFILLING

PART 1 - GENERAL

1.1 DESCRIPTION: The work of this section consists of trenching and backfilling for the

construction and installation of pipelines, culverts, conduits and cables. All trenching

will be open cut, except as specified in the drawings.

1.2 DEFINITION: Materials used in backfill and bedding, as shown in trench details, are

defined as follows:

A. Bedding and Backfill: When rock, unstable material or wet trench is encountered at

the excavated grade for utility installation, bedding is required. Materials shall be

predominantly sand and gravel, meeting the requirements of Paragraph 3.3. Bedding

may be omitted if, in the opinion of the Project Engineer, the excavated trench bottom

will adequately support and not damage the utility line (unlikely at this site).

1.3 QUALITY ASSURANCE:

A. All material gradation analysis shall be accomplished by an independent testing lab

arranged and paid for by the Contractor, in accordance with Section 01050.

B. All references to percent of maximum density shall be as determined by ASTM

D1557, Method C, at a moisture content determined to be suitable for such density.

Moisture-density curves shall be prepared in a certified soils-testing laboratory.

C. In-Place Soil Density Testing: Procedures used shall be in accordance with ASTM

D1556-82, Density of Soil in Place by the Sand-Cone Method, or ASTM D6938-17,

Standard Test Methods for In-Place Density and Water Content of Soil and Soil-

Aggregate by Nuclear Methods (Shallow Depth).

D. Test locations will be selected at the discretion of the Project Engineer.

1.5 PROJECT CONDITIONS:

A. Arrange construction sequences to provide the shortest practical time that the trenches

will be open to avoid hazard to the public and to minimize the possibility of trench

collapse.

1.6 EXCAVATION CLASSIFICATION: Regardless of the nature of material excavated, all

excavation will be considered unclassified.


PART 2 - PRODUCTS

2.1 GENERAL: All backfill material shall be approved before use and be free of cinders,

ashes, ice, frozen soil, large hard clods, organic debris, or other deleterious items. Trench

excavation materials may be used as approved by the Project Engineer.

2.2 MATERIALS FOR BACKFILLING: Furnish required bedding, select backfill, and

backfill materials listed under the appropriate types of utility line in the sections to which

this work relates, and in accordance with Paragraph 3.4 of this Section.

2.3 UTILITY LINE MARKING: All utilities shall be marked for location and identified by

marking tapes, as specified in Section 02229.

PART 3 - EXECUTION

3.1 TRENCH CLEARING:

A. The maximum width of clearing for utility trenches shall be 10 feet unless otherwise

directed by the Project Engineer. Trench spoils shall not be placed over or around

uncleared vegetation unless specifically approved by the Project Engineer.

3.2 TRENCH EXCAVATION:

A. All excavations must comply with the current requirements of Cal/OSHA.

Additionally, all cuts greater than five feet (5’) in depth and involving personnel

within the excavation should be sloped and/or shored. Temporary excavations to ten

feet (10’) below surrounding grade may be sloped at ¾(h):1(v) or flatter. Flatter

slopes will be required if clean/or loose sandy soils are encountered along the slope

face. Temporary excavations adjacent to existing footings should not extend below a

plane projected downward at a 45-degree angle from the closest edge of the footing.

1. Paved Areas: Areas paved with asphalt or concrete shall be marked for alignment

and trench width. Asphalt and concrete paving, or sidewalks, shall be cut with a

saw in neat parallel lines. The cut lines shall be at least 6” outside each edge of

the trench width to prevent over-breaking and cracking of the paved surfaces.

2. Trench Configuration: The trench shall be excavated to allow the pipe to be

aligned in the approximate center. Trench widths shall permit the pipe to be laid

and joined properly and to allow for proper placement and compaction of backfill

material. In no case shall the trench width be less than the pipe O.D. plus 16

inches. The trench side walls shall be as near vertical as possible, except where

sloping is permitted by the Project Engineer or required by OSHA standards. The

trench bottom shall provide a firm, uniform and continuous bedding for the pipe.


Properly sized and placed bell holes shall be provided at each joint. Mounding of

trench bottom to support pipe will not be allowed.

3. Stockpiling: The Contractor shall exercise caution in stockpiling excavated and

import materials so as not to interfere with public traffic and to maintain a clear

distance from the trench sufficient to prevent collapse of the trench wall.

4. Underground Facilities: The Contractor shall proceed with caution in excavation

and preparation of the trench so that the exact location of all underground

facilities may be determined. It shall be the Contractor’s responsibility to locate

and protect all existing underground utilities. All damage to underground

facilities due to the failure of the Contractor to have the facilities located or due to

carelessness in excavation after the facilities are located, shall be the Contractor’s

responsibility. Location of existing underground facilities on the plans or in the

field does not relieve the Contractor of his responsibility to determine their exact

location.

5. Over Excavation: Trenches for all types of PVC pipeline materials shall be over

excavated to provide for a minimum 6-inch sand (class 1) bedding.

Trenches in areas of underground water shall be over excavated to allow for 6-

inches or more of permeable backfill, as required for pipe trench backfill, as

described elsewhere in this section.

Any areas of trench over excavated beyond the lines and grades shown on the

plans or specified herein shall be brought back up to proper grade using suitable

materials as approved by the Project Engineer. This material shall be compacted

to the specified degree prior to placing any pipe or sand bedding in the trench.

6. Ground Water and Unsuitable Material: Material taken from excavations where

excessive ground water, surface water, or other sources of water have rendered the

soil material unsuitable for trench backfill material shall be removed from the site

and replaced with suitable material. The over-wet material may, at the

Contractor’s option, be dried to a proper moisture content and reused in the work,

provided the material meets all other requirements of these specifications.

3.3 SHORING AND SHEETING:

A. Construct and maintain all shoring, sheeting and slope layback necessary to protect

the excavation, as needed for the safety of the employees and as required by

applicable State and Federal laws.

B. For trenches over 5 feet deep, provide suitable barricades and shoring for worker

protection. When work area is left open and unattended by the Contractor, provide

suitable barricades for public safety, regardless of trench depth.


C. For trenches over 4 feet deep, provide suitable exit means in accordance with

applicable provisions of OSHA.

D. As directed, remove all other sheeting and shoring when safe to do so.

3.4 BACKFILLING:

A. Backfill Selection:

1. Native material removed from the trench may be used for backfill material

provided it meets all of the requirements set forth on the plans and in these

specifications. Native backfill material may be mechanically screened to meet

these requirements. Materials excavated from the trench, which are found to

excess, and materials found to be unsuitable for trench backfill shall be disposed

of in a manner described elsewhere in this section.

2. The Contractor shall import the type and quantities of backfill materials not found

on the job site at his own cost. The Contractor shall provide the equipment and

materials necessary to collect samples of the native materials and proposed import

material for testing, all as directed by the Project Engineer.

B. Pipe Bedding and Backfill:

1. Class 1 Material: Three types of materials are acceptable for pipe bedding and

envelope; 1) naturally occurring rounded sand, 2) crushed sand, 3) decomposed

granite. All material shall be free from clay, organic, or other deleterious

material, shall have a sand equivalent of at least 50, and shall meet the following

percent passing by weight gradations:

Natural Crushed Decomposed

Sieve Size Sand Sand Granite

1-1/2” 100 ---

3/4” 75-100 100 100

No. 4 55-100 75-100 75-100

No. 200 0-5 0-15 0-5

2. Class 2 Material: Select excavated earth, free from stones or lumps exceeding 1”

in greatest dimension, vegetable matter, or other deleterious material.

3. Class 3 Material: Aggregate base course material conforming to the requirements

of Section 02232.


4. Class 4 Material: Select excavated earth, free from stones or lumps exceeding 4”

in greatest dimension, vegetable matter or other deleterious material.

5. Permeable Backfill Material: Hard, durable, clean gravel or crushed stone, free

from organic material, clay balls, or other deleterious substance, conforming to

one of the following grades:

Percentage Passing

Sieve Size 1/2” 1-1/2”

2” -- 100

1-1/2” -- 95-100

3/4” 100 50-100

1/2” 95-100

3/8” 70-100 13-55

No. 4 0-55 0-25

No. 8 9-10 0-5

No. 200 0-3 0-3

6. Sand-Cement Slurry Backfill Material: Sand-cement slurry shall consist of

washed sand, free from clay and organic material of which 100% will pass a 3/4”

screen, at least 75% will pass a No. 4 sieve and no more than 5% will pass a No.

200 sieve. The sand shall be mixed thoroughly with Type 1 or 2 cement, at a ratio

of 1-1/2 sacks per cubic yard of sand and enough water to accommodate mixing

and placing, but not more than will allow a 4” compacting replacement asphalt.

C. Backfilling Operations:

1. Native and imported backfill material shall be screened or otherwise prepared

before placing the material in the trench. Backfill material shall be at or near

optimum moisture content. Excessive moisture must be removed by windrowing

and air drying. Dry soils shall be moistened and thoroughly mixed.

2. Compaction: Use vibratory compactors for sands and gravel (noncohesive soils).

Use mechanical tampers for sand and gravel containing a significant portion of

fine-grained material, such as silt and clay (cohesive soils). Hand tamp around

pipe or cable to protect the lines until adequate cushion is attained. Puddling or

water flooding for consolidation of backfill or compaction by wheel rolling with

construction equipment will not be permitted.

3. Bedding: Compact the specified material to 95 percent of maximum density to

the finished utility grade.

4. Utility Installation: Shape the trench bottom to ensure uniform contact with the

full length of the installed line and remove any sharp-edged materials that might

damage the line. Compaction shall be maintained beneath the line.


5. Select Backfill: Fill by hand placement around the utility to just over half depth,

and compact in a manner to ensure against lateral or vertical displacement. Place

select backfill to 12 inches above the utility line by hand placement in not more

than 6-inch layers. Compact each layer to 98 percent of maximum density.

3.5 SURFACE FINISH WORK:

A. Paved Areas: Replace removed paving and base course with new material of equal or

better quality and of the same texture and color as the adjacent paved areas. Saw cut

pavement edge to a true line and broom as needed prior to paving.

B. Open Areas: Grade all disturbed areas to a finish ordinarily obtained from a blade

grader, with no abrupt changes in grade or irregularities that will hold water.

C. Drainage Ditches: Restore drainage ditches to appropriate line and grade, using

surface erosion-prevention techniques approved by the Project Engineer.

D. Cleanup: Prior to final inspection and acceptance, remove all rubbish and excess

material for disposal as approved, and leave area in a neat, satisfactory condition.


4.1 MEASUREMENT AND PAYMENT: Measurement and payment shall be included in

the Bid Schedule for which this work relates.

END OF SECTION

Glenn County Transfer Station Page 1 of 2 Section 02229 - Utility Line Marking

SECTION 02229

UTILITY LINE MARKING

PART 1 - GENERAL

1.1 RESPONSIBILITIES AND COORDINATION: This section applies to the Earthwork

Contractor.

1.2 DESCRIPTION: The work of this section consists of furnishing and installing utility line

marking.

1.3 SUBMITTALS: As specified in Section 01300.

A. Samples: 24-inch strips of tape and two markers.

B. Certification that the materials used in the tape fabrication meet the requirements of

this section.

PART 2 - PRODUCTS

2.1 MARKING TAPE: Capable of being inductively detected electronically.

A. Construction: Metallic foil laminated between two layers of impervious plastic film

not less than 3 inches wide. Total thickness of tape shall not be less than 0.005 inch

(5 mil) plus or minus 10 percent manufacturing tolerances.

1. Film: Inert plastic. Each film layer shall be not less than 0.005-inch-thick (0.5

mil).

2. Foil: Not less than 0.00035-inch-thick (0.035 mil).

3. Adhesive: Compatible with foil and film.

B. Imprint: 3/4-inch or larger bold black letters.

C. Legend: Identify buried utility line tape with imprint such as ‘Caution: Sewer Line

Below’. Repeat identification at approximately 24-inch intervals.

D. Background Color: APWA color code and as specified below:

Color Utility

Safety Red Electric

Safety Precaution Blue Water System

Glenn County Transfer Station Page 2 of 2 Section 02229 - Utility Line Marking

Safety Green Sanitary Sewer, Storm Drain

E. Manufacturer: Lineguard, Inc., Wheaton, Illinois; Reef Industries, Inc., Houston,

Texas; Thor Enterprises, Inc., Sun Prairie, Wisconsin; or approved equal.

PART 3 - EXECUTION

3.1 MARKING TAPE:

A. Install tape in backfill directly over each buried utility line as shown on the drawings.

Place tape during final backfilling.

B. Where utilities are buried in a common trench, identify each line by a separate

warning tape. Bury tapes side by side directly over the applicable line.


4.1 UTILITY LINE MARKING: Payment will be included in the Bid Schedule for which

this work relates.

END OF SECTION

Glenn County Transfer Station Page 1 of 4 Section 02232 - Aggregate Base Course

SECTION 02232

AGGREGATE BASE COURSE

PART 1 - GENERAL

1.1 DESCRIPTION: The work of this section consists of furnishing and placing aggregate

base course, at thicknesses as shown on the Drawings and referenced in the Geotechnical

Report (Appendix A), and filler if required, on a prepared subgrade, which includes but

is not limited to:

A. Green waste area.

B. Gravel trailer parking west of the transfer building.

C. Concrete apron at east entry to transfer building.

D. Road base: heavy duty roadways.

E. Road base: light to medium duty roadways.

F. Sidewalks.

G. Foundation base layers.


A. If materials are obtained from a commercial source, submit certification from the

supplier certifying that aggregate base course meets the requirements of this section.

Submit certification no less than 14 calendar days before use.

1.3 QUALITY ASSURANCE: Material testing required to determine compliance with the

requirements for the work of this section will be the responsibility of the Contractor.

1.4 REFERENCES:

A. The following are reference materials for this project included in the Appendix:

• Holdrege & Kull, July 31, 2017 Geotechnical Engineering Investigation

Report (“Geotechnical Report”).

The Contractor shall consider these documents as “Reference Materials” as described in

the Contract Documents and are not part of the Contract Documents.

PART 2 - PRODUCTS

2.1 AGGREGATE: Clean, hard, durable fragments or particles of crushed stone, or crushed

or natural gravel and shall meet the following requirements:

A. Gradation: The aggregate shall be 3/4” maximum and shall conform to requirements

of Standard Specification (CalTrans) Section 26 for Class 2 base:


Sieve Size Percent Passing

1” 100

3/4” 87-100

No. 4 30-65

No. 30 5-35

No. 200 0-12

B. Quality Requirements: The material shall conform to the following:

Test Test Method No. Requirement

R-Valve Calif. 301 78 Min.

Sand Equivalent Calif. 217 50 Min.

Durability Index 35 Min.

PART 3 - EXECUTION

3.1 PLACING: If the required compacted depth of the aggregate base course exceeds 6

inches, place course in two or more layers of approximately equal thickness. The

maximum compacted thickness of any one layer shall not exceed 6 inches.

3.2 SUBGRADE PREPARATION: Contractor to review the subgrade to confirm that it is

ready to receive Aggregate Base materials. Refer to 02210 for subgrade requirements.

3.3 COMPACTION: Compact each layer to a density of not less than 98 percent of the

maximum density, as determined by AASHTO T180-74. Random tests for compacted

depth will be made during the progress of the work.

3.3 SURFACE FINISHING:

A. Use a smooth steel wheel roller for the final rolling of top surface base course. Water

surface and evenly spread loose stones before final rolling. Make minimum of two

complete passes over area to embed stones. Correct soft spots developed during

rolling.

B. Compacted base course surface shall be smooth, free from waves and other

irregularities, and to grade elevations as shown on the drawings. Unsatisfactory

portions of base course shall be removed, reworked, re-laid and re-rolled at no

additional expense to the Owner.

3.4 MATERIAL ACCEPTANCE REQUIREMENTS: Acceptance will be based on periodic

samples and tests taken following mixing and before laying.


3.5 TOLERANCES:

A. Surface: The Project Engineer will test finished surface of the base course with a 10-

foot straightedge or other device. The variation between any two flat plane contacts

with the surface shall not exceed one-inch. Any areas not complying with these

tolerances shall be reworked to obtain conformity.

B. Width: Plan dimension, plus or minus 0.5 foot.

C. Thickness: Plan dimension, plus or minus 0.05 foot.

3.6 MAINTENANCE: Maintain base course in a satisfactory condition until surfaced or

until final acceptance.


4.01 MEASUREMENT

A. Per-Square-Foot Basis: Items that are pair on a per-square-foot basis will be

measured by survey or other Owner approved measurement of the finished surface.

No additional payment will be made for thickness exceeding that specified.

B. Incorporated in Other Work Items: No separate measurement will be made for

aggregate base that is used incidentally to other work.

4.02 PAYMENT

A. Aggregate - Gravel Trailer Parking (West of Transfer Bldg): This item shall include

the placement, leveling, compaction, rolling, and other requirements to fully complete

installation of the aggregate base layer related to and listed on the Bid Schedule as

“Aggregate – Gravel Trailer Parking (West of Transfer Bldg)”. Payment shall be on a

price-per-square-foot basis.

B. Aggregate - Gravel Transfer Road: This item shall include the placement, leveling,

compaction, rolling, and other requirements to fully complete installation of the

aggregate base layer related to and listed on the Bid Schedule as “Aggregate – Gravel

Transfer Road”. Payment shall be on a price-per-square-foot basis.

C. Aggregate – Concrete Apron Base: This item shall include the placement, leveling,

compaction, rolling, and other requirements to fully complete installation of the

aggregate base layer related to and listed on the Bid Schedule as “Aggregate –

Concrete Apron Base” related to the two concrete aprons near the easterly entrance

locations to the transfer station building. Payment shall be on a price-per-square-foot

basis.


D. Aggregate – Road Base: Heavy Duty Roadways (15”): This item shall include the

placement, leveling, compaction, rolling, and other requirements to fully complete

installation of the aggregate base layer related to and listed on the Bid Schedule as

“Aggregate – Road Base: Heavy Duty Roadways (15”)”. Payment shall be on a price-

per-square-foot basis.

E. Aggregate – Road Base: Light to Medium Duty Roadways (10.5”): This item shall

include the placement, leveling, compaction, rolling, and other requirements to fully

complete installation of the aggregate base layer related to and listed on the Bid

Schedule as “Aggregate – Road Base: Light to Medium Roadways (10.5”)”. Payment

shall be on a price-per-square-foot basis.

F. Aggregate – Sidewalks: All aggregate and base layers related to sidewalks shall be

included in the unit bid for Sidewalks. No separate payment for associated aggregate

base layer for sidewalks will occur.

G. Aggregate – Foundations: All aggregate and base layers related to foundation,

including but not limited to building foundations, slabs otherwise not specified,

footings, or other similar structures shall have payment included in the base bid or

unit bid for the respective structure. No separate payment for associated aggregate

base layer for these items.

H. Paving – Shoulder Backing: This item shall include the shoulder backing and include

the aggregate, placement, compaction, and complete installation per the details and at

the locations as shown on the Drawings. Payment shall be on a price per linear foot

basis as listed on the Bid Schedule as “Paving – Shoulder Backing.”

END OF SECTION

Glenn County Transfer Station Page 1 of 13 Section 02271

Drainage and Erosion Control

SECTION 02271

DRAINAGE AND EROSION CONTROL

PART 1 - GENERAL

1.01 DESCRIPTION: The work of this section consists of furnishing reports, materials,

constructing and maintaining BMPs required for erosion control including straw wattles,

lined channels, culvert outlets, seeding, mulching, and other erosion control.

A. The overall facility is subject to two separate storm water permit programs, including

an existing Industrial General Storm Water Permit (IGSWP) for the landfill activity,

and a Construction General Storm Water Permit (CGSWP) for this project which

includes the transfer station and related construction. The facility may enter in a third

storm water permit program for Closure Activities associated with the landfill through

a CGSWP, however that is separate from this project.

A formal Notice of Intent (NOI) application and Storm Water Pollution Prevention

Plan (SWPPP) for the CGSWP shall be prepared by the Contractor and required for

this project. The CGSWP shall remain in effect until construction is completed and

BMPs fully established.

B. No portion of the existing IGSWP or potential Closure-related CGSWP shall apply to

the construction of this project. Once this project CGWSP is complete, either a new

IGSWP will be prepared or a revision to the existing IGSWP to cover the ongoing

operation of the Transfer Station. Any and all modifications to the IGSWP and

Closure-related CGSWP are responsibility of the owner.

C. The requirements described herein are considered minimum requirements to satisfy

Erosion Control Standards. Additional BMPs may be required to meet the

requirements set forth in the SWPPP. The Contractor and/or his SWPPP preparer

may recommend equivalent erosion control applications that provide equal or better

performance.

1.02 SUBMITTALS: Submit manufacturers cut sheet and instruction for tacking agent for

approval 4 weeks prior to mulching. Prepare Notice of Intent (NOI) for owner signature

and SWPPP at least 2 weeks prior to any ground disturbing activities.


A. Provide seed mixture in containers showing percentage of seed mix, year of

production, net weight, date of packaging, and location of packaging.

1.04 DELIVERY, STORAGE AND PROTECTION:



A. Deliver grass seed mixture in sealed containers. Seed in damaged packaging is not

acceptable.

B. Deliver fertilizer in waterproof bags showing weight, chemical analysis and name of

manufacturer.

PART 2 - PRODUCTS

2.01 MULCH AND FIBER:

A. Straw for Mulching: Provide dry oat, wheat, or rice straw, free from weeds and

foreign matter detrimental to plant life. Straw for erosion control work shall be

sterile upland straw. The Contractor shall furnish evidence that clearance has been

obtained from the County Agricultural Commissioner, as required by law, before

straw obtained from outside the County is delivered to the site of the work. Straw

that has been used for stable bedding shall not be used. Hay or chopped cornstalks

are not acceptable. Straw shall be chopped and uniformly applied at a rate specified

in Paragraph 2.04 of this section.

B. Wood Fiber for Tacking: Softwood species, wood cellulose fiber which is free of

growth or germination inhibiting ingredients and has the property of dispersing

readily in water. The material shall contain no weed seed and shall be heat-

processed to eliminate factors that inhibit growth and germination. The material

shall have no toxic effect when combined with seed or other materials and shall

have the following physical and chemical properties:

Moisture content 3 – 7 percent

Organic matter (oven-dried basis) 99.1 percent (minimum)

Ash content 0.9 percent (maximum)

PH @ 3% concentration 4.7 to 7.0 pH

Water holding capacity 200% by weight

The wood fiber shall readily blend with water, grass seed, fertilizer, and other

additives to form a homogeneous slurry or mixture capable of application with

power spray equipment. A colored dye that is noninjurious to plant growth and that

fades rapidly with exposure to light may be used. Wood cellulose fiber shall be

packaged in new, labeled containers in an air-dry condition.

C. Bonded Fiber Matrix (if required): Eco Aegis II as manufactured by Canadian

Forest Products, LTD (Canfor) or approved equal by the Project Engineer.

2.02 PERMANENT SEED:

A. Seed for permanent erosion control work shall consist of the following mix:



Species Lbs. PLS /acre

Annual Rye Grass: 50

Blando Brome 30

Rose Clover 40

Total 120

B. Seed is required to be labeled under the California Food and Agricultural Code and

shall be labeled by the vendors supplying the seed. Seed shall have been tested for

purity and germination not more than 12 months prior to the application of the seed.

Seed labels furnished by the vendors shall indicate the purity, germination and pure

live seed (PLS) as determined by testing. Results from testing the seed for purity and

germination shall be furnished to the Engineer prior to applying seed. Seed shall be

delivered to the job site in unopened separate containers with the seed tag attached.

Containers without a seed tag will not be accepted.

C. The Contractor may propose a similar “or equal” fast growing erosion control seed

mix. The submittal shall include a narrative from the seed supplier describing clearly

why the seed mix is equal to or better than the specified one.

2.03 TEMPORARY SEED:

A. Seed for temporary erosion control work shall consist of the following mix:

Species Lbs.PLS/acre

Hordeum vulgare 250.0

B. Seed is required to be labeled under the California Food and Agricultural Code and

shall be labeled by the vendors supplying the seed. Seed shall have been tested for

purity and germination not more than 12 months prior to the application of the seed.

Seed labels furnished by the vendors shall indicate the purity, germination and pure

live seed (PLS) as determined by testing. Results from testing the seed for purity and

germination shall be furnished to the Engineer prior to applying seed. Seed shall be

delivered to the job site in unopened separate containers with the seed tag attached.

Containers without a seed tag will not be accepted.

2.04 FERTILIZER: 16-20-0 (N-P-K), 10% sulfur is optional, or as approved by the Engineer.

Fertilizer for erosion control work shall conform to the requirements of the California

Food and Agricultural Code, shall be in pelleted or granular form and shall have a

minimum guaranteed chemical analysis of 16 percent nitrogen, 20 percent phosphoric

acid, less than 5% water soluble potash, and 10 percent sulfur. Fertilizer shall be a

formulation suitable for hydroseeding purposes and soluble in water. Fertilizer shall be

applied at a rate of 300 lbs/acre.

2.05 TACKING AGENT: Use nontoxic commercially produced tacking agent.



2.06 STABILIZING EMULSION: Stabilizing emulsion for erosion control work shall be a

concentrated liquid chemical mixed with fiber that forms a plastic film upon drying and

allows water and air to penetrate. The fiber shall be produced from natural or recycled

(pulp) fiber, such as wood chips or similar wood materials or from newsprint, chipboard,

corrugated cardboard or a combination of these processed materials, and shall be free of

synthetic or plastic materials. Stabilizing emulsion shall be nontoxic to plant or animal

life and nonstaining to concrete or painted surfaces. In the cured state, the stabilizing

emulsion may be re-emulsifiable. The material shall be registered with and licensed by

the State of California, Department of Food and Agriculture, as an "auxiliary soil

chemical."

2.07 STRAW WATTLE: Straw wattles (also referred to as Fiber Rolls) shall be a

commercially manufactured mesh tube containing tightly packed straw or coconut fiber.

Wattles shall be biodegradable and contain no monofilament. Sizes may be 9-inch

diameter or 12-inch diameter as specified in the drawings or erosion control plan. Stakes

shall be at least 12-inches longer than the diameter of the roll. Provide one stake for

each 4 feet of wattle.

2.08 STANDARD SILT FENCE: Silt Fence shall have the following characteristics or as

approved by the Engineer:

A. Pre-assembled rolls.

B. Woven geotextile with grab tensile of 100 lb min and apparent opening size of # 20

to 70 sieve.

C. 36-inch or taller.

D. Sewing Cord at top or method to prevent fold over.

E. Pre-applied wood 2 x 2 inch stakes, 5-feet long, maximum spacing 6 feet.

2.09 GEOTEXTILE FOR ENERGY DISSIPATOR: Commercially supplied 6 to 8-ounce

nonwoven geotextile.

2.10 RIPRAP FOR CHANNEL LININGS AND CULVERT OUTLETS: Well-graded angular

quarry stones, sound and hard, resistant to water and weathering. Stones for slope

protection shall conform to CalTrans specification Section 72 Backing Class No. 2 and

have the following gradation:

75 lb. 0-5% larger than



The contractor may submit an equal product for approval a uniform mixture of 4-inch to

12-inch angular rock.

Onsite materials, even if screened, are unlikely to meet the requirements for this item.



2.11 FILTER FABRIC: Fabric shall be a nonwoven geotextile conforming to the following

properties:

Property Test Method Value

Weight, oz./sq. yd. ASTM 03776 6 oz. Min.

Grab tensile strength, lbs. ASTM D4632 90 Lb. Min.

Grab elongation, lbs. ASTM D4632 50 Lb. Max.

Puncture, lb. ASTM D4833 55 Lb. Min.

Opening size, U.S. sieve ASTM D4751 70

Fabric shall be AMOCO 4545 or approved equal

2.12 GRASS LINED V-DITCH: Grass lined v-ditch includes grading and excavation in areas

of cut. See Section 02210 Site Grading. There are specific areas on the Drawings that

indicate Riprap to be located within the v-ditch. These areas shall include riprap as

described in this Section and the V-ditch, in these instances, shall be over-excavated so

that the finish grade is the top of the riprap surface.

2.13 STABILIZED CONSTRUCTION ENTRANCE/EXIT (TRACKING CONTROL)

ROCK: The SWPPP shall include specific reference to the use of Stabilized

Construction Entrances/Exits per CASQA BMP Fact Sheet TC-1 with the addition of

filter fabric underlying the 3” to 6” crushed rock (min) used in the BMP. It is noted that

onsite rock is unlikely to be suitable for use in the stabilized construction entrance.

PART 3 - EXECUTION

3.01 INTERPRETATION OF DRAWINGS

A. The erosion control measures shown on the drawings are considered the minimum

required measures. The Contractor shall prepare a Storm Water Pollution Prevention

Plan (SWPPP) for construction as described herein and may be required, in the

course of preparation of that document, implementation of the plan, and maintenance

of the plan, to increase the amount of water pollution control measures necessary to

insure compliance with the terms of the CGSWP, state, and federal regulations,

while minimizing cost to the Owner.

3.02 INTERPRETATION OF THE CGSWP REGARDING EROSION CONTROL

B. For a Risk Level 1 project, the GCSWP (Attachment C) requires the following for

sediment control:

Risk Level 1 dischargers shall establish and maintain effective perimeter controls and

stabilize all construction entrances and exits to sufficiently control erosion and

sediment discharges from the site.



3.03 INTERPRETATION OF CASQA METHOD FOR FIBER ROLLS (STRAW

WATTLES)

A. The California Stormwater Quality Association (CASQA) BMP Handbook, is

commonly cited for BMP Fact Sheets (Fact Sheets), including SE-5 for the placement

of fiber rolls (wattles) as a “linear sediment control.” The method states that:

“Fiber rolls may be suitable:

• Along the toe, top, face, and at grade breaks of exposed and erodible slopes to

shorten slope length and spread runoff as sheet flow.”

• At the end of a downward slope where it transitions to a steeper slope.

• Along the perimeter of a project.

• As check dams in unlined ditches with minimal grade.

• Down-slope of exposed soil areas.

• At operational storm drains as a form of inlet protection.

And recommends space of 20 feet on slopes 4:1 (H:V) or flatter and 15 feet on slopes

between 2:1 and 4:1.

3.05 WATER POLLUTION CONTROL, SWPPP PREPARATION AND

IMPLEMENTATION

A. CONFORMANCE WITH REGULATIONS: Water pollution control work shall

conform to the provisions of the Standard Specifications and these special

provisions. Prior to any construction activity, the Contractor shall prepare, submit,

and obtain approval of a Storm Water Pollution Prevention Plan (SWPPP) in

accordance with the CGSWP described above. Approval of the SWPPP shall not

relieve the Contractor of any liability for violations of State or Federal law relating to

water pollution.

B. NOI: The Contractor shall prepare the NOI for the Owner’s signature and pay the

fees for submittal. The Contractor shall assist the Owner in opening a Storm Water

Multiple Application and Reporting Tracking System SMARTS, account for the

project.

C. SWPPP PREPARATION

1. SWPPP GENERAL: As part of the water pollution control work, a Contractor-

provided SWPPP is required for this contract. The SWPPP shall conform to the

provisions in this section, the requirements of the CGSWP, and the provisions of



this Section. Upon the Project Engineer's approval of the SWPPP, the SWPPP

shall be considered to fulfill the provisions in this section for development and

submittal of a Water Pollution Control Program. No work having potential to

cause water pollution shall be performed until the SWPPP has been approved by

the Project Engineer. Approval shall not constitute a finding that the SWPPP

complies with applicable requirements of the Permit, or any applicable Federal,

State and local laws, regulations, permits, and requirements.

2. WATER POLLUTION CONTROL MANAGER: The Contractor shall designate

a Water Pollution Control Manager. The Water Pollution Control Manager shall

be responsible for the preparation of the SWPPP and required modifications or

amendments, and shall be responsible for the implementation and adequate

functioning of the various water pollution control practices employed. The

Contractor may designate different Water Pollution Control Managers to prepare

the SWPPP and to implement the water pollution control practices. The Water

Pollution Control Managers shall serve as the primary contact for issues related to

the SWPPP or its implementation. The Contractor shall submit to the Project

Engineer a statement of qualifications, describing the training, previous work

history and expertise of the individual selected by the Contractor to serve as Water

Pollution Control Manager. The Water Pollution Control Manager shall have a

minimum of 24 hours of formal storm water management training or certification

as either a Qualified Stormwater Developer (QSD); or Qualified Industrial

Stormwater Practitioner (QISP). The Engineer will reject the Contractor's

submission of a Water Pollution Control Manager if the submitted qualifications

are deemed to be inadequate.

3. SWPPP CONTENTS. The SWPPP shall be prepared in accordance with the

CGSWP.

4. SUBMITTAL AND REVIEW: Within the mobilization phase, the Contractor

shall submit the draft SWPPP to the CQA Monitor and Project Engineer. If

revisions are required, as determined by the Project Engineer, the Contractor shall

revise and resubmit the SWPPP within five (5) working days of receipt of the

Engineer's comments. The Engineer will have five (5) working days to review the

revisions. Upon the Project Engineer's approval of the SWPPP, four (4) approved

copies of the SWPPP, shall be submitted to the Project Engineer. To allow

construction activities to proceed, the Engineer may conditionally approve the

SWPPP while minor revisions are being completed. In the event the Engineer fails

to complete the review within the time allowed, and if, in the opinion of the

Engineer, completion of the work is delayed or interfered with by reason of the

Engineer's delay in completing the review, an extension of time will be granted in

writing by the Project Engineer.

5. SCHEDULE: The Contractor shall develop a Water Pollution Control Schedule

that describes the timing of grading or other work activities that could affect water



pollution. The Water Pollution Control Schedule shall be updated by the

Contractor to reflect changes in the Contractor's operations that would affect the

necessary implementation of water pollution control practices. It is the

responsibility of the Contractor to plan ahead to ensure complete installation of

erosion control features by October 1 of each construction year, unless allowed in

writing by the Project Engineer. The Contractor shall notify the Project Engineer

no less than 15 working days ahead of time of potential delays.

6. AMENDMENTS: The Contractor shall prepare an amendment to the SWPPP

when there is a change in construction activities or operations which may affect

the discharge of pollutants to surface waters, ground waters, storm drain systems,

or when the Contractor's activities or operations violate a condition of the Permits

or when directed by the Engineer. Amendments shall identify additional water

pollution control practices or revised operations, including those areas or

operations not identified in the initially approved SWPPP. Amendments to the

SWPPP shall be prepared and submitted for review and approval within a time

approved by the Engineer, but in no case longer than the time specified for the

initial submittal and review of the SWPPP.

7. LOCATION OF SWPPP COPIES: The Contractor shall keep one copy of the

approved SWPPP and approved amendments at the project. The SWPPP shall be

made available upon request by a representative of the Regional Water Quality

Control Board, State Water Resources Control Board, United States

Environmental Protection Agency, or the local storm water management agency.

Requests by the public shall be directed to the Engineer. As copy of the SWPPP

shall be uploaded to the SMARTS website, if required by CGSWP.

D. SWPPP IMPLEMENTATION

1. GENERAL: If there is a discrepancy between the project CGSWP, Permit and

these special provisions, the Permit language shall supersede. Unless otherwise

specified, upon approval of the SWPPP, the Contractor shall be responsible

throughout the duration of the project for installing, constructing, inspecting,

maintaining, removing, and disposing of the water pollution control practices

specified in the SWPPP and in the amendments. Unless otherwise directed by the

Engineer, the Contractor's responsibility for SWPPP implementation shall

continue throughout temporary suspensions of work. Requirements for

installation, construction, inspection, maintenance, removal, and disposal of water

pollution control practices shall conform to the requirements in these special

provisions and to project permits.

2. EROSION CONTROL OUTSIDE OF DESIGNATED WORK AREA: Installing,

inspecting and maintaining water-pollution control practices on areas outside the

right-of-way (or designated work area) not specifically arranged and provided for



by the Owner for the execution of this contract, will not be paid for, unless

recommended by the Contractor and approved by the Project Engineer in writing.

3. CORRECTION OF DEFICIENCIES: If the Contractor, the CQA Monitor or the

Project Engineer, or a regulatory agency identifies a deficiency in the

implementation of the approved SWPPP or amendments, the deficiency shall be

corrected immediately unless requested by the Contractor and approved by the

Project Engineer in writing, but shall be corrected prior to the onset of

precipitation. If the Contractor fails to correct the identified deficiency by the date

agreed or prior to the onset of precipitation, the project shall be in

nonconformance with this section. If the Contractor fails to conform to the

provisions of this section, the Engineer may order the suspension of construction

operations, at no additional cost until the project complies with the requirements

of this section.

4. SEASONAL VARIATON:

a. Implementation of water pollution control practices may vary by season.

These special provisions shall be followed for control practice selection of

year-round, rainy season and non-rainy season water pollution control

practices.

b. Year-Round Implementation Requirements: The Contractor shall have a year-

round program for implementing, inspecting and maintaining water pollution

control practices for wind erosion control, tracking control, non-storm water

management, and waste management and materials pollution control. The

National Weather Service weather forecast shall be monitored and used by the

Contractor on a daily basis. An alternative weather forecast proposed by the

Contractor may be used if approved by the Engineer. If 30% or greater

precipitation is predicted, the necessary water pollution control practices shall

be deployed prior to the onset of the precipitation. Disturbed soil areas shall be

considered active whenever the soil disturbing activities have occurred,

continue to occur or will occur during the ensuing 21 days. Non-active areas

shall be stabilized with water pollution control practices within 14 days of

cessation of soil disturbing activities or prior to the onset of precipitation,

whichever occurs first.

5. MAINTENANCE:

a. To ensure the proper implementation and functioning of water pollution

control practices, the Contractor shall regularly inspect and maintain the

construction site for the water pollution control practices identified in the

SWPPP. The construction site shall be inspected by the Contractor as follows:

i. Prior to a forecast storm.



ii. After a precipitation event which causes site runoff.

iii. At 24-hour intervals during extended precipitation events.

iv. Routinely, a minimum of once every week – year round (unless problems

arise).

b. The Contractor shall use a Storm Water Quality Construction Site Inspection

Checklist approved by the Project Engineer. One copy of each site inspection

record shall be submitted to the Engineer within 24 hours of completing the

inspection.

6. REPORTING REQUIREMENTS:

a. Report of Discharges, Notices or Orders: If the Contractor identifies

discharges into surface waters or drainage systems in a manner causing, or

potentially causing, a condition of pollution, or if the project receives a written

notice or order from a regulatory agency, the Contractor shall immediately

inform the Owner. The Contractor shall submit a written report to the

Engineer within 3 days of the discharge event, notice or order. The report shall

include the following information:

i. The date, time, location, nature of the operation, and type of discharge,

including the cause or nature of the notice or order.

ii. The water pollution control practices deployed before the discharge event,

or prior to receiving the notice or order.

iii. The date of deployment and type of water pollution control practices

deployed after the discharge event, or after receiving the notice or order,

including additional measures installed or planned to reduce or prevent

reoccurrence.

iv. An implementation and maintenance schedule for affected water pollution

control practices.

b. Report of First-Time Non-Storm Water Discharge: The Contractor shall

notify the Project Engineer at least three (3) days in advance of first-time non-

storm water discharge events, excluding exempted discharges. The Contractor

shall notify the Engineer of the operations causing non-storm water discharges

and shall obtain field approval for first-time non-storm water discharges, Non-

storm water discharges shall be monitored at first-time occurrences and

routinely thereafter.

c. Rain Event Action Plans (REAPS): Copies of any REAPS prepared during

the contract shall be provided to the Project Engineer, for informational

purposes only.

d. Annual Certifications: September 1 of each year, the Contractor shall

complete and submit an Annual Report using the SMARTS website.



3.03 EXAMINATION:

A. Verify that prepared soil base is ready to receive the work of this section.

3.04 PREPARATION OF SUBSOIL

A. Prepare subsoil to eliminate uneven areas and low spots. Maintain lines, levels,

profiles, and contours. Make changes in grade gradual. Blend slopes into level areas.

B. Remove foreign materials, weeds and undesirable plants and their roots. Remove

contaminated subsoil.

C. Prepare seed bed by loosening to top 1/2 inch of subsoil to promote seed germination.

3.05 FERTILIZING:

A. Apply specified fertilizer at a rate of 11 lbs. per 1000 sq. ft., as specified in Paragraph

2.01 of this section.

3.06 SEEDING:

A. Apply specified seed at rates as established in Paragraph 2.01 of this section. Rake in

lightly, if dry method is utilized.

B. Do not seed areas in excess of that which can be mulched on same day.

C. Planting Season: September 1 to December 1, or as agreed by the Project Engineer.

D. Do not sow immediately following rain, when ground is too dry, or during windy

periods.

3.07 MULCH:

A. Wood cellulose fiber mulch (hydraulic method) shall be applied at the rate of 2,000

lbs. per acre (46 lbs. per 1,000 square feet). Distribution shall be in two intersecting

directions.

B. Oat or wheat straw (dry method) shall be chopped and applied by mechanical blowers

at the rate of 3,000 lbs. per acre (70 lbs. per 1,000 square feet), and be uniform

throughout the seeded area.

3.08 PLACEMENT:



A. Hydraulic Method: Seed, fertilizer, and mulch shall be uniformly mixed with water in

the specified proportions to produce a slurry mixture and applied under pressure to the

areas designated for treatment. Spread rates and coverage shall be such that specified

quantities of seed, fertilizers, and mulch are uniformly applied.

B. Dry Method: Mechanical seeders, drills, spreaders, blowers, or other approved

devices shall be utilized to apply seed, fertilizer, and straw mulch at the specified

rates. Mulch shall be applied after seeding and fertilizing are completed, unless

otherwise agreed.

3.09 RIPRAP:

A. EXCAVATION: Excavate foundation to lines and grades, as shown on plans and

as specified in Section 02223. Obtain Project Engineer’s approval of foundation

before placing rock slope protection.

B. FILTER FABRIC: Place filter fabric over prepared excavation and secure in place.

Use a 1-foot deep anchor trench at the top of the slope to secure the fabric from

sliding down the slope.

C. RIPRAP: Place stones into place to form the proper cross section. The exposed

surface of riprap shall be reasonably uniform and free from bulges, humps, or

cavities.

3.09 GRASS LINED V-DITCH and RIPRAP

A. Refer to the description in 2.06 of this Section in addition to Riprap throughout this

entire Section.


4.01 EROSION CONTROL

A. General: The Bid Schedule includes bid items as shown listed below. The list is

not intended to preclude any necessary and required erosion related activities. Any

required erosion control measures required by the SWPPP or as shown on the

Drawings and these specifications needs to be included in one or more of the items

listed below.

B. Seeding and Mulching: Payment for seeding and mulching will be on a price-per-

acre basis, as described in Bid Schedule under “Seeding and Mulching,” as

described in this section.



C. Silt Fencing: Measurement and Payment for Silt Fencing shall be on a price per

linear foot basis (lineal feet) in the Bid Schedule under “Silt Fence”, as described in

this section.

D. Straw Wattles (Fiber Rolls): Measurement and Payment for Silt Fencing shall be on

a price per linear foot basis (lineal feet) in the Bid Schedule under “Straw Wattles”,

as described in this section.

E. Culvert Outlet Riprap: Culvert outlet protection and associated riprap shall be

included in the base-bid or alternate item for which it applies and shall include final

grading, filter fabric, rock placement, and incidentals necessary for complete

installation.

F. Grass-Lined V-Ditch: Grass-Lined V-ditch will be a price per lineal foot basis, as

described in the Bid Schedule under “Grass Lined V-Ditch (4 feet wide),” as


G. Riprap: Riprap not otherwise specified above, which includes riprap along Grass-

Lined V-Ditch areas shall be on a price per cubic yard basis, as described in the Bid

Schedule under “Riprap (General)”, and described in this section.

H. SWPPP Preparation: Contractor shall prepare a SWPPP in accordance with this

Section as listed in the Bid Schedule as “SWPPP.” Payment shall be on a lump sum

basis.

I. Stabilized Construction Exit: Payment for “Stabilized Construction Exit” will be

on a price per each basis as described in the Bid Schedule.

END OF SECTION


Glenn County Transfer Station Page 1 of 7 Section 02444 - Chain Link Fences and Gates

SECTION 02444

CHAIN LINK FENCES AND BARRIER GATES

PART 1 - GENERAL

1.1 DESCRIPTION:

A. Work included:

1. Construction of no-climb chain-link fence for transfer station retaining wall.

2. Construction of tubular swinging “barrier” gates.

3. Bollards.


A. 03306 – Structural Concrete

1.3 SUBMITTALS:

A. Submit for approval no less than 20 calendar days before use, in accordance with

General Provisions Section 01300, ‘Submittals’

B. Manufacturer’s Data (as applicable):

1. Framework (rail, post and gate).

2. Mesh.

3. Gate hardware.

4. Proposed method of connection to the retaining wall.

1.4 COORDINATION

A. The fence contractor shall coordinate with the concrete contractor to provide steel

embeds in the top of the retaining wall for the no climb fence, unless the fence

contractor proposed using epoxy anchors.

PART 2 – PRODUCTS

2.1 FENCE MATERIALS:

A. Standard Chain-Link Fence shall conform to Section 80 of the State of California

Standard Specifications and these Special Provisions.

1. The fencing fabric shall be woven from No. 9 gauge wire conforming to Sections

3, 4, 7 and 8 of ASTM Designation: A 116, with Class III zinc coating. The


fencing fabric shall be a chain link type fabric as defined in Section 3 of ASTM

Designation: A 392.

2. Where specified, pickets shall be 2-inch plastic tubular slats, colored brown, and

shall be inserted vertically into each mesh of the chain link fabric. Each picket

shall extend the full height of the chain link fabric. Any pickets with cracks,

splits, or other blemishes shall be removed and replaced.

3. Provide top rail and 6-gauge wire for bottom.

B. No-Climb (safety fencing) Chain-Link Fence shall conform to Section 80 of the State

of California Standard Specifications and these Special Provisions.

1. The safety fencing fabric shall be woven from No. 9 gauge wire conforming to

F668-96, with Vinyl coating (or equal as approved by the Project Engineer) –

green color. The safety fencing fabric shall be a chain link type fabric with 1-1/4”

openings (or smaller) with knuckled ends.

2. The fence posts and framework shall be HF40 (heavy commercial) or comparable.

3. Provide both top and bottom rails.

4. The no climb fence will be installed on top of a concrete retaining wall. The posts

will require bottom plates to attach to the top of the retaining wall. Coordinate

with the concrete contractor to embed welding plates into the concrete or

proposed epoxy anchors as a method of attaching the posts to the retaining wall.

2.2 FENCE COMPONENTS:

A. Cap and support arm: Combination post cap and barbed wire support arm shall be

hot dip galvanized steel, sized to post dimension, set screw retained.

B. Fittings: Sleeves, bands, clips, rail ends, tension bars, fasteners and fittings, shall be

galvanized steel.

C. Top rail framework: 1.66” O.D. pipe weighing not less than 2.27 lbs. per lineal foot.

D. Posts frameworks: Line posts shall be 2.375” O.D. pipe, weighing not less than 3.65

lbs. per lineal foot. Terminal, corner and pull posts shall be 2.875” O.D. pipe, and

weighing not less than 5.779 lbs. per lineal feet. Gate posts shall be 4.00” O.D. pipe

weighing not less than 9.1 lbs. per lineal foot.

E. Truss rods: Barbed wire shall conform to FS-RR-F-191 series and shall be provided

with turnbuckles or other equivalent provisions for adjustment.


F. Miscellaneous wire: Miscellaneous wire shall conform to FS-RR-F-191 series and

shall be zinc-coated steel. Reinforcing wire shall have minimum tensile strength of

75,000 psi, zinc-coated for use with zinc-coated fabric. Tie wire shall be aluminum

alloy of 0.144-inch diameter for attaching fabric to zinc-coated posts. Steel wire may

be used for attaching fabric to intermediate posts. Hog rings shall be aluminum wire

of 0.110-inch diameter for attaching fabric to reinforcing wires.

G. Gate hardware: Hinges, drop rods, catches, gate stops and all other gate hardware

shall be heavy duty ‘bulldog’ style. They shall be manufactured from malleable iron

or pressed steel, hot-dipped galvanized per ASTM A123.

H. Weld Plates: Embed welding plates in concrete retaining wall at the Transfer

building. The steel plates shall be a minimum 9 gauge metal plate large enough to

properly weld the fence post base to the embedded steel plate.

2.3 BARRIER (TUBULAR-SWINING) GATE MATERIALS:

A. Barrier gates are located at areas to prevent unauthorized access. The gates do not

connect to fencing and are stand-alone. For purposes of this section, gate width not

otherwise identified on the drawings is 30 feet.

1. The gate is a double tubular barrier gate and consists of vertical support posts,

swing-arm, necessary hinges and accessories, and additional posts with a gate

holdback mechanism (to secure gate when in open position).

2. Gates shall be installed to swing away from the public accessed areas.

3. Gates shall be made of either standard weight steel pipe, unless otherwise

approved by the Project Engineer.

4. The vertical gate post shall be no smaller than 4” nominal diameter. The gate

components shall be no smaller than 3” nominal diameter, unless otherwise

approved by the Project Engineer.

5. The gates shall be able to close with a lockable latch (or similar) system.

6. No automated controls, sensors, or electronics are required for the gates.

7. The finished gate shall be cleaned, primed and painted with two coats of green

paint that is compatible with the metal being painted. The color shall be

consistent with other green colors used on the project and approved by the Project

Engineer.


2.4 BOLLARD MATERIALS:

A. Bollards shall be constructed of standard weight steel pipe of the diameter shown on

the Drawings. Where not shown on the Drawings, bollards shall be 6-inch diameter,

tubular or square stock.

B. Provide “C” channel steel or 3-inch standard weight pipe for cross-members to

connect double bollards and 90-degree triple bollards, unless shown differently on the

Drawings (Drawings shall prevail).

C. Provide reflective tape to wrap the bollard.

D. Provide concrete to fill the bollard as described below.

E. Provide primer and paint to paint compatible with steel.

2.5 CONCRETE MIX:

A. Concrete: Conform to the requirements of ASTM C94 and Section 03306, normal

Portland cement, 2,000 psi @ 28 days, 2-inch to 3-inch slump.


3.1 SAFETY (NO CLIMB) FENCE INSTALLATION:

A. Chain link fence shall be constructed where shown on the plan. The line of the fence

shall be cleared of all obstructions and surface irregularities and the bottom of the

fence shall be to uniform grade, as may be established by the Inspector.

B. Prior to pouring the retaining wall concrete at the Transfer building, make provisions

for setting the steel base plates used for welding the fence posts.

C. Unless otherwise set forth in the Plans or these Special Provisions, all fence shall be

constructed with a top rail, and a bottom tension wire.

D. The posts shall be spaced not more than eight feet (8’) apart and at points specifically

shown by the Plans. Terminal posts and gate posts shall be set thirty-six inches (36")

in concrete bases. Line posts shall be set thirty inches (30") in concrete bases.

E. The concrete retaining wall shall be allowed to cure for not less than seven (7) days

before wire fabric is placed.

F. Fabric is to be fastened to line posts with fabric bands spaced approximately fourteen

inches (14") apart and to top rail and bottom tension wire with 9-gauge galvanized tie

wires spaced approximately twenty-four inches (24") apart.


G. Stretcher bar and truss bands shall be spread and slipped on end, corner, pull, brace,

and gate posts before installation of top rails. Extension joints shall be provided from

rails at intervals of one hundred feet (100’). Bottom tension wire shall be seven (7)

gauge galvanized coil spring steel.

H. Pass top rail through line post tops to form continuous bracing. Install 7-inch long

couplings midspan at pipe ends.

I. Brace each gate and corner post back to adjacent line post with horizontal center

brace rail. Install brace rail, one bay from end and gate posts.

J. The placing of the rails, braces, and the wire fabric shall be accomplished in such a

manner that the finished fence shall be taut, true, and of precise workmanship

throughout. The fabric shall be stretched so that no slack sections remain at any

point. The fabric shall be securely tied to posts and rails in a manner so that the

fabric will remain tight and immovable.

K. Position bottom of fabric no more than 2 inches above finished grade with tension

wire stretched taut between posts.

L. Attach fabric to end, corner, and gate posts with tension bars and tension bar clips.

M. Install center and bottom brace rail on corner and gate leaves.

3.2 BARRIER (TUBULAR-SWINGING) GATE INSTALLATION:

A. The bore hole for the barrier gate shall be no less than 2-foot diameter and at least 4-

feet deep. If soft soil is encountered during boring, increase the depth. The bore hole

for the locking end of the gate shall be no less than 12-inch diameter and at least 3

feet deep.

B. The vertical pivot post for the gate shall be embedded on less than 3.5 feet below

grade. If the bore hole is deepened increase the length of the pivot post.

C. The vertical pivot post and locking end post shall be plumb before and after

installation.

D. The gate shall swing freely in either direction.

E. Provide matching plates on both the gate end and post at the locking end with 7/8”

diameter hole to insert a pin to secure the gate. Provide a hole in the end of the pin

for a lock. These will be light duty on-site gates for traffic control. They do not

require a sophisticated locking mechanism. The Contractor may propose their own

method of achieving this goal.


F. Clean, prime, and provide two coats of paint compatible with exterior steel

applications.

3.4 BOLLARD INSTALLATION:

A. The bore hole for the bollards shall be no less than 1.5 feet in diameter and 4 feet

deep or as shown on the Drawings (whichever is more stringent).

B. The bollard shall be embedded into the ground no less than 3.5 feet below finished

ground surface or as shown on the Drawings (whichever is more stringent).

C. The bollard shall be plumb.

D. The annular space between the borehole and bollard shall be filled with concrete.

Immediately clean any concrete off the steel after pouring the concrete. Dome the

concrete slightly (2% - 5% slope) to slope away from the bollard.

E. Fill the bollard with concrete unless shown with a welded top on the Drawings.

Shape the concrete to drain and provide a smooth finish.

F. Clean, prime, and provide two coats of paint compatible with exterior steel

applications. The color shall be safety yellow unless otherwise requested by the

Owner.

G. After the paint has dried sufficiently, apply a 2-inch wide strip of reflective tape

around the circumference of the bollard, 6-inches below the top.


4.1 CHAIN LINK FENCE AND GATES:

A. 6’ No-Climb Chain Link Fence: Payment for the 6’ non-climb chain link fence near

the retaining walls at the Transfer Station building shall be included in the Bid

Schedule under “6’ Non-Climb Chain Link Fence” and shall be bid on a unit price per

lineal foot basis which will include any and all materials, installation, shipping,

inspection and other items necessary to fully install as described in this section.

B. Barrier Gates: Payment for the barrier gates, shown at the northern egress from the

green waste storage area and northwest of the recycling area, shall be included in the

Bid Schedule under “Barrier Gates” and shall be bid on a price per each set (set of 2

gates at each location) basis which will include any and all materials, installation,

shipping, inspection and other items necessary to fully install as described in this

section.


C. Single Bollards: Single Bollards shall be on a price-per each basis as described in

the Bid Schedule under “Single Bollards – Transfer Station”, “Single Bollards – Scale

House”, and “Single Bollards – Utility Related”.

D. Double Bollards: Double Bollards shall be on a price-per each basis as described in

the Bid Schedule under “Double Bollards.” The price shall include the cost of the

cross arm and other parts of the bollard system.

E. 90-Degree Triple Bollards: 90-degree Triple Bollards shall be on a price-per each

basis as described in the Bid Schedule under “90-Degree Triple Bollards.” The price

shall include the cost of the cross arm(s) and other parts of the bollard system.

END OF SECTION

Glenn County Transfer Station Page 1 of 6 02510 – Water Distribution

SECTION 02510

WATER DISTRIBUTION

PART 1 - GENERAL


A. Pipe and fittings for site water lines including domestic water lines and fire water lines.

B. Valves.

C. Fire Department Connections.

D. Fire Hydrant Assemblies.


A. Section 02210 - Trenching and Backfill: Bedding and backfilling.

B. Section 02444 - Fences and Barrier Gates: Bollards.

C. Section 02602 - Testing and Disinfecting Waterlines.

D. Section 03306 – Structural Concrete

E. Section 09900 - Paints and Coatings.

F. Section 15400 - Plumbing Work.

G. Section 15310 - Fire System Piping.

H. Section 15325 - Fire Sprinklers.

I. Section 15400 - Plumbing.

1.03 REFERENCES

A. ASTM D 1785 - Standard Specification for Polyvinyl Chloride (PVC) Plastic Pipe,

Schedules 40, 80, and 120; 2006.

B. ASTM D 2466 - Standard Specification for Polyvinyl Chloride (PVC) Plastic Pipe

Fittings, Schedule 40; 2006.

C. ASTM D 2855 - Standard Practice for Making Solvent-Cemented Joints with Polyvinyl

Chloride (PVC) Pipe and Fittings; 1996 (Reapproved 2002).

D. AWWA C900 - Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated

Fittings, 4 in. Through 12 in. for Water Transmission and Distribution.

E. AWWA C504 - Rubber Seated Butterfly Valves; American Water Works Association;

2006.


F. AWWA C508 - Swing-Check Valves for Waterworks Service, 2 In. (50 mm) Through

24 In. (600 mm) NPS; American Water Works Association; 2001 (ANSI/AWWA

C508).

G. AWWA C509 - Resilient-Seated Gate Valves for Water Supply Service; American

Water Works Association; 2001 (ANSI/AWWA C509).


A. Perform Work in accordance with municipality requirements.

1.05 SUBMITTALS

A. Submit manufacturer information for fire hydrants and valves greater than 4” diameter

pipe, no less than 4 weeks before installation.

PART 2 - PRODUCTS

2.01 WATER PIPE

A. PVC Pipe (1/2” to 4”): ASTM D 1785, Schedule 40 and AWWA C900 Class 150.

1. Fittings: ASTM D 2466, PVC.

2. Joints: ASTM D 2855, solvent weld.

B. PVC Pipe (4” to 12”): AWWA C900 DR-18 pressure pipe, suitable for underground

fire-protection service.


2. Joints: ASTM DD-3139 Bell Joint with ASTM F-477 Gaskets, or ASTM D 2855,

solvent weld.

C. Trace Wire: Magnetic detectable conductor, clear plastic covering, imprinted with

“Water Service” in large letters or see Section 02229 Utility Tape.

2.02 VALVES

A. Valves: Manufacturer's name and pressure rating marked on valve body.

B. Gate Valves Up To 3 Inches:

1. Brass or Bronze body, non-rising stem, inside screw, single wedge or disc,

compression ends, with control rod, post indicator, valve key, and extension box.

C. Gate Valves 3 Inches and Over:

1. AWWA C509, iron body, bronze trim, non-rising stem with square nut, single

wedge, resilient seat, flanged ends, control rod, post indicator, valve key, and

extension box.


D. Ball Valves Up To 2 Inches:

1. Brass body, Teflon coated brass ball, rubber seats and stem seals, Tee stem pre-

drilled for control rod, AWWA inlet end, compression outlet with electrical ground

connector, with control rod, valve key, and extension box.

E. Swing Check Valves From 2 Inches to 24 Inches:

1. AWWA C508, iron body, bronze trim, 45 degree swing disc, renewable disc and

seat, flanged ends.

F. Butterfly Valves From 2 Inches to 24 Inches:

1. AWWA C504, iron body, bronze disc, resilient replaceable seat, water or lug ends,

ten position lever handle.

2.03 HYDRANTS

A. Hydrants: Hydrants are 2-1/2” stand alone hydrants and shall meet the requirements

of the latest edition of AWWA C502-05 “standard for dry barrel fire hydrants”.

B. Hose and Streamer Connection: Match sizes with utility company, two hose nozzles,

one-pumper nozzle.

C. Finish: Primer and two coats of enamel in color required by utility company.

2.04 BEDDING AND COVER MATERIALS

A. Bedding and Cover: As specified in Section 02210 – Trenching Fill and Backfill.

2.05 ACCESSORIES

A. Concrete for Thrust Restraints: Concrete type specified in Section 03300 - Concrete.

B. Backflow Preventer: As required for two meters; include locking security cage.

C. Meter: None, existing meter.

D. Manhole and Cover: See Plan Details.

2.06 VALVE BOXES:

A. Use H-20 Traffic rated valve boxes of a size shown on the drawings when located in a

paved or vehicle accessible area.

2.07 BOLLARDS:

A. See Section 02444 - Fences and Barrier Gates.


PART 3 - EXECUTION

3.01 EXAMINATION

A. Verify that building service connection and municipal utility water main size, location,

and invert are as indicated.

3.02 PREPARATION

A. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, remove burrs.

B. Remove scale and dirt on inside and outside before assembly.

C. Prepare pipe connections to equipment with flanges or unions.

3.03 TRENCHING

A. See Section 02221 - Utility Trenching and Backfilling.

B. Form and place concrete for pipe thrust restraints at each change of pipe direction.

Place concrete to permit full access to pipe and pipe accessories. Provide thrust

restraint bearing on subsoil.

C. Backfill around sides and to top of pipe with cover fill, tamp in place and compact, then

complete backfilling.

3.04 INSTALLATION - PIPE

A. Maintain separation of water main from sewer piping in accordance with code.

B. Group piping with other site piping work whenever practical.

C. Establish elevations of buried piping to ensure not less than 3 ft of cover.

D. Install pipe to indicated elevation to within tolerance of 5/8 inches.

E. Route pipe in straight line.

F. Install pipe to allow for expansion and contraction without stressing pipe or joints.

G. Slope water pipe and position drains at low points.

H. Install trace wire 6 inches above top of pipe.

3.05 INSTALLATION - VALVES AND HYDRANTS

A. Install pipe and valves to allow for future connections to water supply and hydrants.

B. Set valves on solid bearing.

C. Center and plumb valve box over valve. Set box cover flush with finished grade.

D. Set hydrants plumb; locate pumper nozzle perpendicular to and facing roadway.


E. Set hydrants to grade, with nozzles at least 20 inches above ground.

F. Locate control valve 4 inches away from hydrant.

G. Provide a drainage pit 36 inches square by 24 inches deep filled with 2 inches of washed

gravel. Encase elbow of hydrant in gravel to 6 inches above drain opening. Do not

connect drain opening to sewer.

H. Paint hydrants in accordance with Section 09900 - Paints and Coatings.

3.06 SERVICE CONNECTIONS

A. Provide water service with reduced pressure backflow preventer and water meter with

by-pass valves and sand strainer.


A. Pressure test water piping.

B. If tests indicate Work does not meet specified requirements, remove Work, replace and

retest at no cost to Owner.



A. General: Payment for water distribution associated work, shall include the cost of the

trench (where shown on the Drawings), backfill, couplings, gaskets, metal stakes,

sales tax, delivery, installation, backfill, surveying, superintendence, and incidentals

required to complete in place.

B. 8” PVC C-900 Water Line: Payment for 8” PVC C-900 Waterline shall be a price per

lineal foot basis as shown on the Bid Schedule under “WL 8” PVC C-900 Water

Line”. The price shall include miscellaneous fittings to complete the installation

shown and referenced on the Drawings.

C. 2” PVC Sch 40 Water Line: Payment for 2” PVC Schedule 40 Waterline shall be a

price per lineal foot basis as shown on the Bid Schedule under “WL 2” PVC Sch 40

Water Line” and “WL Scales – 2” PVC Sch 40 Waterline.” The price shall include

miscellaneous fittings to complete the installation shown and referenced on the

Drawings.

D. Waterline Connections to Existing Mains: Payment to connect the waterlines to the

existing mains shall be on a price-per-each basis and differentiated by size of

connecting pipe as shown on the Bid Schedule as “WL Connect to 2” Main” and

“WL Scales – Connect to 2” Main”. This item is only for connections to existing

mains and shall include a valve assembly immediately after the Tee connection to the

main.

E. Waterline Connections to New Storage Tank: Payment to connect the waterlines to

the new storage tank shall be on a price-per-each basis and not differentiated by size


of connecting pipe as shown on the Bid Schedule as “WL Connect to Water Tank”.

This item includes the physical connection to the fire suppression tank.

F. Fire Hydrant Assembly: Payment for Fire Hydrant Assemblies shall be on a price-

per-each basis as shown on the Bid Schedule as “WL Fire Hydrant Assembly” and

described in this Section. The hydrant assembly shall include all items necessary

from the connection with the waterline main which includes: the thrust block, tee,

lateral line, elbow, and valve as shown on the drawings and associated with the

assembly.

G. Fire Department Connection (FDC): Payment for Fire Department Connection

(FDC) shall be on a price-per-each basis as shown on the Bid Schedule as “WL Fire

Department Connection (FDC)” and described in this Section. The FDC assembly

shall include all items necessary from the connection with the waterline main as

detailed in the Drawings.

H. Supply Riser to Transfer Station: Payment for a water supply riser to the Transfer

Station building shall be on a price-per-each basis as shown on the Bid Schedule as

“WL Supply Riser - Transfer Station”. The supply riser shall include the elbow,

thrust block, and cap as detailed in the Drawings.

END OF SECTION

Glenn County Transfer Station Page 1 of 6 Section 02553 - Asphalt Concrete Pavement

SECTION 02553

ASPHALT CONCRETE PAVEMENT

PART 1 - GENERAL

1.1 RESPONSIBILITIES AND COORDINATION: This section is the responsibility of the

General Contractor. The General Contractor shall coordinate with the Building

Contractor to assure that all concrete slabs, scale pits, and underground work within 5 feet

of the building are in place prior to paving.

1.2 REFERENCES: The requirements for asphalt concrete and base thickness are described

in the following reference included in the Appendix:

A. Geotechnical Engineering Investigation Report (Geotechnical Report), Glenn County

Transfer Station, 5700 County Road 33, Artois, California, prepared by Holdredge &

Kull, July 31, 2017.

1.3 DESCRIPTION: The work of this section consists of constructing one or more surface

courses composed of a mixture of aggregate, filler if required, and bituminous material,

placed on a prepared base to the thicknesses shown on the Drawings and upon base and

subgrade as specified in the Geotechnical Report.

1.4 QUALITY ASSURANCE: Material testing and compliance certification required to

determine compliance with the work of this section will be the responsibility of the

Contractor. An independent testing laboratory may be used to sample and test asphalt

concrete at the job site. Thickness control, temperature and compaction will also be the

responsibility of the Contractor.

1.5 SUBMITTALS: As specified in Section 01300, at least 4 weeks prior to use.

A. Certificates:

1. Certification from supplier that asphalt cement is of correct type and meets

requirements of this section. Two copies will be required for each load.

2. Two copies of certified weight tickets for each load of bituminous concrete.

3. Job mix formula shall be submitted with certification that the mix formula meets

the requirements of CalTrans Section 39. The job mix formula shall include

definite single values for:

a. The percent of aggregate passing the specified sieve, based on dry weight of

aggregate.


b. The percent of bituminous material to be added, based on the total weight of

the mix.

c. Kind and amount of chemical additives (anti-stripping, hydrated lime, etc.) as

established by the design procedure.

d. Maximum theoretical density.

e. Temperature ranges for the bituminous material at the point of mixing with

the aggregate and bituminous mixture at the paving machine.

1.6 PROJECT CONDITIONS: Apply mixture only during hours of daylight; when air

temperature is 50 degrees F. or higher; when surfaces to be paved are dry and free of

frost, snow or ice; and when precipitation is not imminent.

PART 2 - PRODUCTS

2.1 AGGREGATE:

A. The aggregate shall meet the general and physical requirements of CalTrans Section

39, Type B, 1/2-inch maximum, medium grading. When crushed gravel is used, a

minimum of 50 percent of the material passing the No. 4 sieve shall have at least one

fractured face. In the table below, the symbol ‘X’ is the gradation which the

Contractor proposes to furnish for the specific sieve. The proposed gradation shall

meet the gradation shown in the table under ‘Limits of Proposed Gradation.’

Limits of

Proposed Operating Contract

Sieve Size Gradation Range Compliance

¾” 100 100

½” 95-100 89-100

3/8” 80-95 75-100

No. 4 59-66 X+5 X+8

No. 8 43-49 X+5 X+8

No. 30 22-27 X+5 X+8

No. 200 3-8 0-11

2.2 BITUMINOUS MATERIAL: Asphalt binder to be mixed with aggregate shall be steam-

refined paving asphalt, Grade AR-4000, meeting the requirements of CalTrans Section

92. The amount of asphalt in the mix will be determined by approved job mix formula.

2.3 PENETRATION ASPHALT (PRIME COAT): Where specified, penetration grade

asphalt shall be Grade MC250 or MC70 liquid grade asphalt applied to the prepared base


course at the rate of 0.20 gallons per square yard, or as shown on the drawings.

Application shall be in accordance with CalTrans specification Section 39.

2.4 PAVING FABRIC: Where specified, paving reinforcement fabric shall be placed over

prepared asphalt concrete surfaces. Fabric shall be Petromat, as supplied by Amoco or

approved equal.

2.5 BITUMINOUS TACK COAT: Where specified, asphaltic emulsion bituminous tack coat

shall be in accordance with CalTrans Section 94 for rapid setting or slow setting type and

grade, and shall be applied at the rate of 0.02 to 0.10 gallon per square yard to existing

asphalt surfaces to receive asphalt overlays and patches. Tack coat for paving fabrics

shall be as recommended by the fabric manufacturer.

2.6 ASPHALT BERMS: Where specified, asphalt concrete berms, curbs and drain ditches

shall be constructed to the lines, grades, and dimensions shown on the plans. Material

shall be 3/8” maximum, medium grading in accordance with CalTrans Standard

Specification Section 39.

PART 3 - EXECUTION

3.1 EQUIPMENT: Plant, hauling, placing and rolling equipment shall be adequate to ensure

uniformity and continuity of operations and be in good operating condition, capable of

performing according to manufacturer’s specifications.

A. Hauling Equipment: Trucks used for hauling bituminous mixtures shall have tight,

clean, smooth metal beds which have been thinly coated with a minimum amount of

paraffin oil, lime solution, or other approved material to prevent the mixture from

adhering to the beds. Each truck shall have a cover of canvas or other suitable

material of such size as to protect the mixture from the weather.

B. Bituminous Pavers: Bituminous pavers shall be self-contained, power-propelled

units, provided with an activated screed or strike-off assembly, heated if necessary,

and capable of spreading and finishing courses of bituminous plant mix material in

widths applicable to the specified typical section and thickness’ shown on the

drawings.

The paver shall be equipped with a receiving hopper having sufficient capacity for a

uniform spreading operation. The hopper shall be equipped with a distribution

system to place the mixture uniformly in front of the screed.

Maintain screed at the proper elevation at each end by controlling the elevation of one

end and automatically controlling the transverse slope or by controlling the elevation

of each end independently, as directed.


The screed or strike-off assembly shall effectively produce a finished surface of the

required evenness and texture without tearing, shoving or gouging the mixture. The

paver shall be capable of being operated at forward speeds consistent with satisfactory

laying of the mixture.

C. Rollers: Rollers shall be of the steel-wheel, vibratory, pneumatic tire type, or

combination, capable of reversing without backlash. Steel-wheel rollers other than

vibrating shall be capable of exerting a force of not less than 250 pounds per inch of

width of the roller. Vibrating steel-wheel rollers shall have a minimum weight of 6

tons.

Pneumatic-tired rollers shall have smooth tread tires of equal size that will provide a

uniform compaction pressure for the full width of the roller and shall be capable of

exerting a ground pressure of at least 80 pounds per square inch.

3.2 APPLICATION:

A. Conditioning of Existing Surface: When the surface of the existing pavement or old

base is irregular, it shall be brought to uniform grade and cross section as directed.

Paint contact surfaces of curbing, gutters, manholes and other structures with a thin,

uniform coating of bituminous material before placing the bituminous mixture against

them.

B. Preparation of Bituminous Material: Provide a continuous supply of the bituminous

material to the mixer at a uniform temperature at all times; avoid local overheating.

C. Material delivered to the paver shall not be less than 225 degrees Fahrenheit.

3.3 SPREADING AND FINISHING MIX:

A. The mixture shall be laid upon an approved surface, spread and struck off to the grade

and elevation established. Use bituminous pavers to distribute the mixture either over

the entire width or over such partial width as may be practicable.

B. The longitudinal joint in one layer shall offset that in the layer immediately below by

approximately 6 inches.

C. On areas where irregularities or unavoidable obstacles make the use of mechanical

spreading and finishing equipment impracticable, the mixture shall be spread, raked,

and luted by hand tools. For such areas, the mixture shall be dumped, spread and

screeded to give the required compacted thickness.

D. Transport and place bituminous mixture on the roadway in a manner that will

minimize segregation. Remove segregated areas behind the paver immediately and


replace the segregated material with specification material before the initial rolling

has taken place. The removal and replacement of nonspecification material or

unacceptable work shall be accomplished at no additional expense to the Owner.

E. Place bituminous material as continuously as possible. Rollers shall not pass over the

unprotected end of a freshly laid mixture unless authorized by the Project Engineer.

Form transverse joints by cutting back on the previous run to expose the full depth of

the course. When directed, use a coat of bituminous material on contact surfaces of

all joints just before additional mixture is placed against the previously rolled

material.

3.4 COMPACTING MIX:

A. After the bituminous mixture has been spread and struck off, and surface irregularities

have been adjusted, thoroughly and uniformly compact mixture by rolling.

B. Breakdown roll surface when the mixture is in the proper condition and when the

rolling does not cause undue displacement, cracking or shoving.

C. The number, weight and type of rollers furnished shall be sufficient to obtain the

required compacting while the mixture is in a workable condition.

D. Begin rolling at the sides and proceed longitudinally parallel to the road centerline,

each trip overlapping one-half the roller width, gradually progressing to the crown of

the road. When paving in echelon or abutting a previously placed lane, roll the

longitudinal joint first, then follow regular rolling procedure. Continue rolling until all

roller marks are eliminated and the minimum density specified has been obtained.

E. Any displacement occurring as a result of the reversing of the direction of a roller, or

from other causes, shall be corrected at once by the use of rakes and addition of fresh

mixture when required. Care shall be exercised in rolling not to displace the line and

grade of the edges of the bituminous mixture.

F. To prevent adhesion of the mixture to the rollers, keep wheels properly moistened

with water or water mixed with very small quantities of detergent or other approved

material. Excess liquid will not be permitted.

G. Along forms, curbs, headers, walls and other places not accessible to the rollers,

thoroughly compact mixture with hand tampers or with mechanical tampers.

H. Remove mixture that becomes loose and broken, mixed with dirt, or is in any way

defective and replace with fresh hot mixture; compact to conform with the

surrounding area.


3.5 ACCEPTANCE REQUIREMENTS:

A. Surface Tolerance: The variation between any two contacts with the surface shall not

exceed 1/4 inch in 10 feet. Correct all humps or depressions exceeding the specified

tolerance by removing defective work and replacing it with new material at no

additional expense to the Owner.

B. Density: Acceptable density of the in-place bituminous concrete pavement shall be

95 percent of the optimum values as determined from the job-mix formula. Field

sampling and density determinations will be made by the Project Engineer in

accordance with ASHTO T230-68, or an acceptable nuclear procedure.

C. A uniform compacted thickness shall be obtained for each course equal to or greater

than the thickness shown on the drawings. Individual tests shall not vary by more

than plus or minus 1/4 inch.


4.01 MEASUREMENT

A. Measurement: Measurement for AC paving shall be on a price per square-foot basis,

surveying or otherwise measuring the surface of the finished and approve material.

4.02 PAYMENT

A. General: Payment for asphaltic concrete (AC) paving shall include the surface

preparation, placement and installation, rolling, and mobilization specific to paving.

Paving shall be in accordance with the thicknesses shown on the Drawings and

referenced in the Geotechnical Report for the project.

B. Heavy Truck Asphaltic Concrete Pavement: Payment for Heavy Truck Asphaltic

Concrete Pavement (AC) as shown on the Drawings shall be on a price-per-square-

foot basis as shown on the Bid Schedule under “Paving - Heavy Duty Roadways (4”

AC)”, and “Paving – Entrance of Truck Exit (westernmost)(4” AC)”.

C. Light-Medium Asphaltic Concrete Pavement: Payment for Light to Medium Vehicle

Asphaltic Concrete Pavement (AC) as shown on the Drawings shall be on a price-per-

square-foot basis as shown on the Bid Schedule under “Paving - Light to Medium

Roadways”, and “Paving – Under Scales”.

END OF SECTION

Glenn County Transfer Station Page 1 of 6 Section 02602 - Testing and

Disinfecting Water Lines

SECTION 02602

TESTING AND DISINFECTING WATER LINES

PART 1 - GENERAL

1.1 RESPONSIBILTIES AND COORDINATION: This work is the responsibility of the

Earthwork Contractor and includes testing of the water main from the point of connection

to the terminus.

1.2 DESCRIPTION:

A. This section describes the requirements for pressure and leak testing, and disinfecting

of water mains and appurtenances, including but not limited to, air release valve

assemblies, blow-off valve assemblies, fire hydrant assemblies, service assemblies,

pressure reducing and pump stations, altitude valve stations, and all other

appurtenances.

B. This section does not include disinfecting procedures for water storage tanks. If

required, disinfecting of storage tanks is described elsewhere in these specifications.

C. This work shall consist of filling the water main and appurtenances with water and

bleeding off all entrapped air, allowing the pipe line to soak, making all connections

to the water main for expelling air and for testing equipment; running the test, visually

inspecting exposed appurtenances, locating and repairing all leaks, re-testing,

application of disinfectant, and flushing operations.

D. Materials furnished for this work shall include, but not be limited to, pipe and fittings

for connections to the main, pumps, pressure regulator, a calibrated water storage

tank, disinfectant, and all other materials, fittings and pipelines required to perform

the tests and make the necessary repairs.

1.3 REQUIRED WORK SEQUENCE:

A. The pressure test and the test for allowable leakage shall be performed

simultaneously. Testing shall not commence until the water main and all

appurtenances have been completely installed, up to and including compaction of

road aggregate base. The Contractor may, at any time, perform his own pressure and

leak test. However, these tests will in no way offset the requirement for a final

pressure and leak test.

B. After successfully testing the water main and appurtenances, they may then be flushed

and disinfected.



PART 2 - PRODUCTS

2.1 DISINFECTION AGENT – CHLORINE

A. Liquid Chlorine complying with AWWA C651.

B. Sodium Hypochlorite complying with AWWA C651.

C. Calcium Hypochlorite complying with AWWA C651.

D. All disinfecting agents to be NSF/ANSI 60 certified. Supply and store in the original

container.

PART 3 - EXECUTION

3.1 GENERAL:

A. This section shall consist of testing the water main and appurtenances for both

pressure and leakage requirements. These tests will be run simultaneously.

B. Prior to testing, the water main shall be slowly and carefully filled with water. All air

shall be expelled slowly from the pipe and appurtenances in a manner so as not to

create excessive surge pressures. All appurtenances shall be left on during the testing

procedure.

C. The Contractor may, at his own risk, test against new or existing valves. Suspected

leaking of these valves will not be accepted as a reason for having not passed the

leakage test requirements. These valves shall either be repaired or replaced prior to

the start of another testing sequence. If an existing valve is suspected of leaking, the

Contractor may repair or replace the valve at his own expense, or disconnect the water

main from the valve, install a bulkhead, and retest.

3.2 TEST SECTION LENGTH:

A. The length of water main being tested at any one time shall not exceed 2,000 feet

unless otherwise approved by the Project Engineer, or allowed in the Special

Conditions of this contract.



3.3 TESTING EQUIPMENT:

A. The Contractor shall be responsible for supplying, maintaining, and operating all

testing equipment. In general, the testing equipment configuration shall consist of a

pump receiving water from a calibrated storage tank. The pump discharge shall enter

the water main through a tap or appurtenance. A pressure sustaining valve capable of

being adjusted within the required pressure ranges shall be placed on a tee located in

the pump discharge line. Discharge from the pressure sustaining valve shall return to

the calibrated storage tank. Other types or configurations of testing equipment shall

be subject to the Project Engineer’s approval. The pressure pump and pressure

sustaining valve shall remain in operation continuously throughout the test period.

3.4 TEST PRESSURE:

A. The test pressure shall be 150 percent of the working pressure, as calculated for the

lowest elevation of the test section, or 150 psi, whichever is greatest. The pressure

maintained at the pump shall be adjusted for the difference in elevation between the

lowest elevation of the test section and the pump location.

3.5 TEST DURATION:

A. The test duration shall be 2 hours. Pressure in the water main shall be maintained as

near the calculated test pressure as possible for the full two-hour duration. The

pressure pump and pressure sustaining valve shall remain in operation continuously

throughout the duration of the test.

3.6 ALLOWABLE LEAKAGE:

A. The allowable leakage per test section shall be calculated from the formula contained

in this subsection. Different sized water mains that might be contained within the

same test section shall be calculated separately and their allowable leakage added

together. This formula represents the allowable leakage regardless of the number of

joints, couplings, fittings, valves, pressure reducing or pump station or any other

appurtenances on the water main. The length of pipe contained in these

appurtenances shall not be counted as adding to the length of water main being tested.

V = LD/148,000 (P1/2)

V = Allowable leakage in gallons per hour

L = Length of water main in feet

D = Nominal diameter in inches

P = Average test pressure in psi**



** The average test pressure shall be calculated as the test pressure for the lowest

elevation of the test section less one-half the elevation change to the highest point

on the test section.

3.7 REPAIRS:

A. During the pressure and leakage test, all accessible appurtenances shall be inspected

for visual signs of leakage. All visual leaks shall be corrected immediately, regardless

of the amount of leakage and the test shall be run again for its full duration. Should

the pressure and leakage test fail, the Contractor shall begin to investigate all areas of

suspected leakage and shall make all repairs necessary in order to affect a successful

test. All repair methods shall be subject to Project Engineer approval. All leaks

detected shall be repaired to a water tight condition. All repairs made shall be re-

tested in accordance with these specifications. All repairs shall be made and a

successful test accomplished prior to taking bacteriological samples.

3.8 DISINFECTING:

A. The interior of all water mains and appurtenances shall be disinfected in accordance

with AWWA C651 and these specifications. Disinfection requirements shall include

preventive and corrective measures during construction, forms of chlorine and

methods of application, final flushing and bacteriological tests.

B. The methods and techniques described in these specifications are minimum

requirements only. The Contractor shall be solely responsible for the methods and

techniques used to successfully disinfect the water mains and appurtenances and for

disposing of the highly chlorinated water during flushing operations.

C. Precautions shall be taken to protect the interior of water mains and appurtenances

against contamination. The open ends of all water main laid in the trench shall be

closed with water tight plugs when pipe laying has stopped. Stockpiled pipe and

appurtenances shall also be protected from contamination.

D. If dirt or other contaminates enter the water main or appurtenances and, in the opinion

of the Project Engineer, the contaminates will not be removed by the flushing

operation, the interior surfaces shall be cleaned by mechanical means.

E. Water mains and appurtenances flooded during construction shall be cleared of flood

water, flushed with potable water, isolated, and filled with chlorinated water so that at

the end of a 24-hour holding period, the free chlorine residual is not less than 25

mg/L. The chlorinated water shall be flushed as described under Final Flush of these

specifications.



3.9 METHODS OF CHLORINATION: Two methods of chlorination are accepted: tablets,

and continuous feed. The slug method described in AWWA C651 will not be allowed.

A. Tablet Method:

1. This method may be used only if the mains and appurtenances are kept clean and

dry during construction. The placing of calcium hypochlorite granules in addition

to the tablets during construction is optional.

2. Calcium hypochlorite, 65 percent, 5-gram tablets shall be attached to the top

inside surface of each length of pipe immediately prior to installation with a food-

grade adhesive. Use only Permatex Form-a-Gasket No. 2, or Permatex Clear

RTV Silicon Adhesive Sealant, or approved equal. Do not use Permatex Form-a-

Gasket No. 1. The number of tablets for each pipe section shall be calculated as

the following:

N = .0012d2L

Where:

N = Number of 5-gram tablets required for each pipe section, rounded to the next

higher integer.

d = Nominal pipe diameter in inches.

L = Length of each pipe section in feet.

3. When installation has been completed, the water main shall be filled with water at

a rate so as not to create a velocity of more than one ft/sec. All air pockets shall

be eliminated. The heavy chlorine solution shall remain in the mains at least 24

hours. If water temperatures are below 41 F., it shall remain for at least 48 hours.

B. CONTINUOUS-FEED METHOD:

1. This method shall consist of filling the completed mains and appurtenances to

remove all air pockets, flushing to remove particulates, and refilling the mains

with potable water chlorinated so that after a 24-hour holding period in the mains,

there will be a free chloride residual of not less than 10 mg/L.

2. The methods and techniques used for preliminary flushing and chlorinating the

mains shall be as described in Section 5.2 of AWWA C651. The placing of

calcium hypochlorite granules during construction is optional.

3.10 FINAL FLUSHING:

A. The heavily chlorinated water shall be flushed from the mains and appurtenances and

shall not remain in the mains more than 48 hours beyond the times required in this

section. The heavily chlorinated water shall be flushed from the mains and

appurtenances until chloride measurements show that the concentrations in the water



leaving the main is no higher than that generally prevailing in the system, but not

more than 1.0 mg/L.

B. The environment to which the chlorinated water is to be discharged shall be

inspected. The Contractor shall be solely responsible for any damage caused by the

discharge of heavily chlorinated water. If there is any question that the chlorinated

discharge will cause damage to the environment, then a reducing agent shall be

applied to the water to be wasted to neutralize thoroughly the chlorine residual

remaining in the water. Reducing agents and their use shall comply with AWWA

C651, Appendix B. Where necessary, federal state and local regulatory agencies

should be contacted to determine special provisions for the disposal of heavily

chlorinated water.

C. Upon completion of the disinfection process, water samples shall be tested for

bacteriological quality in accordance with AWWA ‘Standard Methods for the

Examination of Water and Wastewater’ and shall show the absence of coliform

organisms.

D. Bacteriological samples shall be collected by the Contractor and tested at a laboratory

approved by the Project Engineer. The number and location of samples shall be

determined by the Project Engineer. Should any of the samples prove positive, the

Contractor shall repeat the disinfecting process and retest.

3.11 REDISINFECTION:

A. If the initial disinfection fails to produce satisfactory bacteriological samples the main

may be reflushed and shall be resampled. If these second check samples continue to

show the presence of coliform organisms, then the main shall be rechlorinated by the

continuous-feed method of chlorination until satisfactory results are obtained.


4.1 TESTING AND DISINFECTING OF WATER LINES: Payment for testing and

disinfecting shall be included in the base bid items related to the waterline pipe

installation as shown on the Bid Schedule. No separate payment shall be made for testing

and disinfecting.

END OF SECTION

Glenn County Transfer Station Page 1 of 7 Section 02609 - Pipe Culverts

SECTION 02609

PIPE CULVERTS

PART 1 - GENERAL


A. Corrugated steel and corrugated plastic pipe culvert, joints and accessories.

B. Bedding and antiseep protection.


A. Section 02221 - Trenching and Excavation.

B. Section 02271 - Erosion Control (and Riprap).

C. Section 03306 – Concrete.

1.03 REFERENCES

A. AASHTO T180 - Moisture-Density Relations of Soils Using a 10-lb. (4.54 kg)

Rammer and an 18-inch (457 mm) Drop.

B. ASTM A444/A444M - Steel Sheet, Zinc-Coated (galvanized) by the Hot-Drip

Process for Storm Sewer and Drainage Pipe.

C. ASTM C14 - Concrete Sewer, Storm Drain, and Culvert Pipe.

D. ASTM C76 - Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe.

E. ASTM C443 - Joints for Circular Concrete Sewer and Culvert Pipe, Using

Rubber Gaskets.

F. ASTM D698 - Test Methods for Moisture-Density Relations of Soils and Soil-

Aggregate Mixtures, Using 5.5-lb. (2.49 Kg) Rammer and 12-inch (304.8 mm)

Drop.

G. ASTM D1557 - Test Methods for Moisture-Density Relations of Soils and

Soil-Aggregate Mixtures Using 10-lb. (4.54 Kg) Rammer and 18-inch (457

mm) Drop.


H. ASTM D2922 - Test Methods for Density of Soil and Soil-Aggregate in Place

by Nuclear Methods (Shallow Depth).

I. ASTM D3017 - Test Methods for Moisture Content of Soil and Soil-

Aggregate Mixtures.

J. ASTM D-1248 and ASTM D-2412 - High Density Polyethylene Corrugated

Pipes.

1.04 SUBMITTALS FOR REVIEW

A. Product Data: Provide data on pipe, fittings and accessories, and

manufacturer’s installation instructions, 5 days prior to shipping.

PART 2 - PRODUCTS

2.01 DOUBLE-WALL POLYETHYLENE PIPE (N-12)

A. This specification applies to high density polyethylene corrugated pipe with an

integrally formed smooth interior.

B. This specification is applicable to nominal sizes 4-to-36-inch diameter.

Requirements for test methods, dimensions, and markings are those found in

ASTM Designations M-252 and F-294.

C. Pipe and fittings shall be made of polyethylene compounds which meet or

exceed the requirements of Type III, Category 4 or 5, Grade P33 or P34, Class

C per ASTM D1248 with the applicable requirements defined in ASTM D-

1248. Clean reworked material may be used.

D. Minimum parallel plate pipe stiffness values shall be as follows:

Diameter Pipe Stiffness*

(inches) (psi)

4 50

6 50

8 50

10 48

12 45

15 42

18 40

24 34

* per ASTM Test Method D-2412 @ 5 %


E. The pipe and fittings shall be free of foreign inclusions and visible defects.

For pipe sizes 12-inch diameter and greater, designed drainage perforations

shall be permitted in corrugation valleys only. All holes of any kind in the

corrugation crests or sidewalls shall be considered unacceptable. The ends of

the pipe shall be cut squarely and cleanly so as not to adversely effect joining.

F. The nominal size for the pipe and fittings is based on the nominal inside

diameter of the pipe. Corrugated fittings may be either molded or fabricated

by the manufacturer. Fittings supplied by manufacturers other than the

supplier of the pipe shall not be permitted without the approval of the

Engineer.

G. Joints shall be made with split couplings, corrugated to engage the pipe

corrugations, and shall engage a minimum of 4 corrugations, 2 on each side of

the pipe joint. A neoprene gasket shall be utilized with the coupling to

provide a water-tight joint.

H. Installation shall be in accordance with ASTM Recommended Practice

D2321, or as specified by the Engineer or local approving agency.

I. A manufacturer’s certification that the product was manufactured, tested and

supplied in accordance with this specification shall be furnished to the

Engineer upon request.

2.02 CORRUGATED METAL PIPE (CMP)

A. Corrugated Steel Pipe: ASTM A444/A444M, galvanized:

1. Helical lock seam.

2. Coated inside and out with 0.050-inch thick bituminous coating.

3. Shape: Circular unless otherwise shown on drawings.

B. Tapered Ends: Same material as pipe, machine cut, for joining to pipe end.

C. Coupling Bands: Galvanized steel, 0.052 inches thick; connected with

neoprene ”O” ring gaskets and galvanized steel bolts.

D. Corrugated Metal culverts shall meet the requirements of CalTrans Standard

Specifications, Section 61.

2.03 POLYVINYL CHLORIDE (PVC) PIPE

A. PVC Pipe (4” to 12”): AWWA C900 DR-18 pressure pipe, suitable for

underground fire-protection service.



2. Joints: ASTM DD-3139 Bell Joint with ASTM F-477 Gaskets, or ASTM D 2855,

solvent weld.

2.04 FLUME-TYPE OVERSIDE DRAINS

A. Materials for overside drains shall meet the requirements of CalTrans

Standard Specifications, Section 61 and as shown on CalTrans Standard

Drawing D87D with the modification that the drains will be used on 1.5 to 1

slopes and terminate on 2 to 1 or flatter slopes.


A. Bedding: None; use native soil.

B. Fill at pipe ends: native soil.

C. Flared-end sections: at each end of the culverts.

D. Cover: Bury pipe in native soil unless otherwise shown on the plans or

specifications. It is noted that all piping with less than 12 inches of cover

prior to paving or footing subgrade shall be covered in a sand-cement slurry.

Refer to Utility Trenching and Backfilling – Section 02221.

E. Provide concrete 3-sack anti-seep collar in trench at entrance end of culvert.

2.05 INLETS

A. Flared or Tee inlets stall be manufactured of the same material as the culvert

and be provided with clamps and bolts to secure the inlet to the pipe. Flared

inlets shall be provided with a flange on the inlet lip.

2.06 OUTLETS

A. Tee outlets shall be of the same diameter as the culvert and be provided with

clamping ring and bolts.

B. Energy Dissipater (Riprap): Energy dissipators shall be installed at all culvert

outlets to non-paved surfaces. Refer to Section 02271 for Riprap.

PART 3 - EXECUTION

3.01 TRENCHING, BEDDING AND BACKFILL

A. Refer to 02221 for Utility Trenching and Backfill.


3.02 INSTALLATION - BURIED PIPE

A. Install pipe and accessories in accordance with manufacturer's instructions.

B. Lift or roll pipe into position. Do not drop or drag pipe over prepared

bedding. Damage to pipe or pipe bedding shall be repaired at the Contractor’s

expense prior to backfilling.

C. Shore and secure pipe to required position; retain in place until after

compaction of adjacent fills. Ensure pipe remains in correct position and to

required slope and elevations.

D. Install cover material at sides and over top of pipe. Provide top cover to

minimum compacted thickness as shown on the Drawings.

E. Install culvert-end treatments.

F. Do not displace or damage pipe when compacting.

3.03 INSTALLATION – SURFACE MOUNTED PIPE

A. Culverts placed on surfaces flatter than 4 to 1 (H to V) shall be protected from

movement by #4 rebar on each side at two locations per joint. The rebar shall

be wired together with 12-gauge galvanized wire.

B. Culverts placed on the surface slopes steeper than 4 to 1 and flatter than 1.5 to

1 shall be fitted with galvanized steel clamps and stakes spaced at every joint

as shown in CalTrans Standard Plan (2006 version) D87 A.

C. Culverts on the surface slopes steeper than or equal to 1.5 to 1 shall be

provided with cable supports as described in D87C added to Detail D87A.

D. Flume-Type over side drains shall be installed in accordance with Caltrans

Standard Drawing D87D.

3.04 INSTALLATION – MASONRY OR CONCRETE COVERED PIPE

A. Culverts that will be buried in a slope and covered by masonry or concrete cap

shall be installed so that the trench is 12-inches deeper than the culvert

diameter.

B. The culvert shall be secured in place using Caltrans detail D87A. or approved

equal until the cover is installed.


C. Concrete and/or Masonry shall be installed from the bottom up so that the

surface does not slump from the weight of subsequent placement.

D. The concrete or masonry cover shall be placed flush with the slope.

E. Number 4 rebar shall be placed 3 inches above the top of the culvert running

up the slope, 3 inches from the side of the trench and one bar for every 12-

inches of culvert diameter. Install cross ties every 24-inches up the slope.

3.05 ERECTION TOLERANCES

A. Lay pipe to alignment and slope gradients where noted on the Drawings, with

maximum variation from true slope of 0.05 feet in 10 feet.

B. Maximum variation from intended elevation of culvert invert: 0.10 foot.

C. Maximum offset of pipe from true alignment: 4 feet unless otherwise

approved by the Engineer.


A Request inspection prior to placing backfill over pipe.

B. Confirm that joints are water tight.

3.07 PROTECTION

A. Protect pipe and bedding from damage or displacement until backfilling

operation is in progress.

3.08 STORM WATER OUTLET RIPRAP

A. Refer to Section 02271 for Riprap placed and ends of culverts.



A. General: Payment for culverts associated work, shall include the cost of the trench

(where shown on the Drawings), culverts, couplings, gaskets, metal stakes, sales tax,

delivery, installation, backfill, surveying, superintendence, and incidentals complete

in place.

B. 12" CMP Storm Drain: Payment for 12-inch corrugated metal pipe (CMP) storm

drain will be on a price-per-lineal-foot basis as described in the Bid Schedule under


“12" CMP Storm Drain.” The price shall include miscellaneous elbows, stakes, wire,

and burial of the portions that cross benches.

C. 8" PVC Storm Drain – Transfer Station Building: Payment for 8-inch polyvinyl

chloride (PVC) storm drain that runs under the Transfer Station building will be

included in the base bid item for the Transfer Station Building, including any and all

underground utilities within 5 feet of the building perimeter, which includes the load

out bay.

D. 8" PVC Storm Drain – Load Out Bay to Tank: Payment for 8-inch polyvinyl chloride

(PVC) storm drain that runs from the Drop Inlet in the load out bay to the septic tank

will be on a price-per-lineal-foot basis as described in the Bid Schedule under “8"

PVC Storm Drain – load out bay to tank”. This item does not include any pipe within

5 feet of the perimeter of the Transfer Station building, which includes the load out

bay.

E. 12" N-12 (HDPE) Storm Drain: Payment for 12-inch HDPE type N-12 storm drain

will be on a price-per-lineal-foot basis as described in the Bid Schedule under “12" N-

12 Storm Drain.” The price shall include miscellaneous elbows, stakes, wire, and

burial of the portions that cross benches.

F. 8" PVC Storm Drain – 70 Foot Scales: Payment for 8-inch polyvinyl chloride (PVC)

storm drain that runs under the 70 foot scales will be on a price per lineal foot basis as

described in the Bid Schedule under “8” PVC Storm Drain – 70 Foot Scales”. The

price shall include any and all excavations, trenching, backfill and complete

installation of the product as described in these specifications and shown on the

Drawings.

END OF SECTION


Glenn County Transfer Station Page 1 of 4 02635 - Subdrainage

SECTION 02635

SUBDRAINAGE

PART 1 - GENERAL


A. Drain line beneath transfer station floor that is routed to the loadout bay.

B. Drain line under transfer station axle scales in the loadout bay that are routed to the

floor drainage tank (commercial septic tank).

C. Drain line behind the transfer station retaining wall that is routed to the surface.


A. Section 02271 - Trenching and Backfill.

B. Section 02721 - Drop Inlets and Flood Drainage Tank.

C. Section 02609 - Culverts.

D. Section 03306 - Concrete.

1.03 REFERENCES

A. ASTM D 2321 - Standard Practice for Underground Installation of Thermoplastic Pipe

for Sewers and Other Gravity-Flow Applications; 2005.

1.04 DEFINITIONS

A. Bedding: Fill placed under, beside and directly over pipe, prior to subsequent backfill

operations.

B. Drain Rock: Rock placed around perforated pipe that allows free flow of water.

1.05 SUBMITTALS

A. See Section 01300 - Submittals, for submittal procedures, no less than 4 weeks prior to

use.

B. Product Data: Provide data indicating pipe, pipe accessories.

C. Manufacturer’s Installation Instructions: Indicate special procedures required to install

Products specified.


D. Project Record Documents:

1. Record location of pipe runs, connections, catch basins, cleanouts, and invert

elevations.

2. Identify and describe unexpected variations to subsoil conditions or discovery of

uncharted utilities.


A. Conform to applicable code for materials and installation of the Work of this section.

1.07 PROJECT CONDITIONS

A. Coordinate the Work with termination of floor drains and retaining wall drains to

connection outside building, trenching, and connection to foundation drainage system.

PART 2 - PRODUCTS

2.01 AREA DRAIN COMPONENTS

A. Drop Inlets and Grates: See Section 02721 – Drop Inlets and Precast Septic Tank.

2.02 PIPE COMPONENTS

A. Blank Pipe 5 inch and smaller: Schedule 40 PVC pipe, belled ends with primed and

glue joints (or approved equal).

B. Blank Pipe 6 inches and larger: C-900 with glued joints.

C. Perforated pipe: 3-inch Schedule 40, with 3/8-inch holes 120 degrees on center spaced

every 6 inches, or approved equal.

D. Fittings: PVC schedule 40 all elbows shall be radiused for a use similar to wastewater

collection.

2.03 DRAIN ROCK

A. Provide 1-1/2-inch well rounded drain rock, ¾-inch clean sub-angular drain rock or

approved equal from a local supplier.

2.04 FILTER FABRIC

A. Provide 8-ounce or better woven geotextile to line trench around drain rock.



A. Bedding and cover as specified in Section 02221 – Trenching.

PART 3 - EXECUTION

3.01 TRENCHING

A. See Section 02221 – Trenching for additional requirements.

B. Hand trim excavation for accurate placement of pipe to elevations indicated.

C. Backfill around sides and to top of pipe with cover fill, tamp in place and compact, then

complete backfilling.

3.02 INSTALLATION - PIPE

A. See Section 02609 - Pipe Culverts for additional requirements.

B. Verify that trench cut is ready to receive work and excavations, dimensions, and

elevations are as indicated on layout drawings.

C. Install pipe, fittings, and accessories in accordance with manufacturer’s instructions.

Seal watertight.

1. Plastic Pipe: Also comply with ASTM D 2321.

D. Lay pipe to slope gradients noted on layout drawings; with maximum variation from

true slope of 1/8 inch in 10 feet.

E. Install continuous trace wire or location tape 6 inches above top of pipe; coordinate

with Section 02221 – Trenching.

3.03 INSTALLATION - CATCH BASINS AND CLEANOUTS

A. Form bottom of excavation clean and smooth to correct elevation.

B. Form and place cast-in-place concrete base pad, with provision for sanitary sewer pipe

end sections.

C. Establish elevations and pipe inverts for inlets and outlets as indicated.

D. Mount lid and frame level in grout, secured to top cone section to elevation indicated.

E. For floor drains and cleanouts in the Transfer Station Building, mount the floor drain

½” below the floor surface to avoid equipment damage.


3.04 PROTECTION

A. Protect pipe and bedding cover from damage or displacement until backfilling

operation is in progress.

PART 4 - PAYMENT


A. Measurement: These items described in this specification will be included in the lump-

sum process of other work items as described below.

B. Payment: Payment will be included in the base-bid or alternate bid item for which the

work is being performed.

C. This work does not include the culvert under the recycling area. See Section 02609

Culverts for payment for this item.

D. Cleanouts and the drain line beneath transfer station floor that is routed to the loadout

bay: Shall be included in the lump-sum price of the “Transfer Station Building.” As

described in the Bid Schedule.

E. Drain line behind the transfer station retaining wall that is routed to the surface: Shall be

included in the per-square-foot price of the retaining walls as described in the Bid

Schedule under “Retaining Wall (West of Transfer Station Building),” and “Retaining

Wall (East of the Transfer Station Building).”

F. Drain line under transfer station axle scales in the loadout bay that are routed to the floor

drainage tank (commercial septic tank): The pipe beneath the loadout bay and within 5

feet of the transfer station building shall be included in the lump-sum price the “Transfer

Station Building” as described in the Bid Schedule. Payment for the drain line from the

Transfer Station Building to the floor drainage tank will be included in the Bid Schedule

under “8” PVC Floor Drain – Load Out Bay to 5,000 gal tank.”

END OF SECTION

Glenn County Transfer Station Page 1 of 4 Section 02721 - Concrete Drop Inlets &

Precast Floor Drainage Tank

SECTION 02721

CONCRETE DROP INLETS AND PRECAST FLOOR DRAINAGE TANK

PART 1 - GENERAL

1.1 RESPONSIBILITIES AND COORDINATION: The work described in this Section is

the responsibility of the Earthwork Contractor.

1.2 RELATED SECTIONS:

A. Section 02210 – Site Grading for Earthwork and Prepared Subgrade.

B. Section 02609 – Culverts.

C. Section 02635 – Subdrainage: For piping related to the drop inlets.

D. Section 03306 – Structural Concrete.

E. Section 16000 – Electrical and Controls.

1.3 COORDINATION:

A. The Contractor shall coordinate between the transfer station concrete subcontractor

and drop inlet provider. If pre-cast concrete drop inlets are not compatible with the

construction of the transfer station floor, the Contractor shall install substitute cast-in

place drop inlets or recommend another method to the Project Engineer.

B. The floor drainage tank (5,000-gallon septic tank) will have a conduit installed so that

a liquid level probe can be inserted. The probe will terminate in an electrical junction

box. The Contractor shall coordinate with the electrician regarding connection to the

box.

1.4 DESCRIPTION: The work of this section consists of supplying and installing precast

concrete drop inlets, catch basins and, a concrete septic tank:

C. The drop inlets will be used to drain the drain the transfer station floor that are 24-

inch inside diameter (ID) by 3-feet deep (ID) and fitted with steel or cast iron grates.

D. One 24-inch ID by 5-foot deep drop inlet will be used as a cleanout at the intersection

of the horizontal floor drain line and the vertical floor drain line using a blank steel

lid.



E. Several 24-inch ID by 5-foot deep ID drop inlets will be used outside the transfer

station building to drain pavement edges.

F. The concrete septic tank is a cistern of “floor-drainage tank” that will receive water

from the transfer station tipping floor drains and from beneath the pit scales in the

transfer station loadout bay. The Concrete septic tank will require manhole rings to

extend to the design grade shown on the Drawings.

G. The drains located within the 70-foot scales as shown on the Drawings are shown as

12”x12” drop inlets with depths ranging from roughly 2-3 feet bgs.

PART 2 - PRODUCTS

2.1 PRECAST CONCRETE:

▪ Drop Inlets: As manufactured by Cook Concrete Products, Redding, CA, or approved

equal.

▪ Septic Tanks: As manufactured by Jensen precast, JP-5000 commercial septic tank,

or similar in holding capacity and function. Any baffles in the box shall be

penetrated at the bottom with a 6-inch diameter hole to allow complete drainage

of the box from any cleanout lid. The box shall be structurally capable of 5-foot

burial depth.

▪ Manhole Rings: 36-inch ID with for two septic tank openings.

2.2 DROP INLET GRATE AND FRAME: Steel construction meeting requirements for HS-

20 traffic loading, as shown on the drawings. Blind grates shall be HS-20 steel rated bolt

down lids.

2.3 MANHOLE FRAME AND LID FOR FLOOR DRAIN TANK CLEANOUTS: Provide

transition cone, 24” manhole ring and 24” cast iron manhole lid Meeting requirements for

HS-20 traffic loading, as shown on the drawings.

2.4 DRAIN PIPE AND CULVERTS: Perform in accordance with Section 02609 – Culverts

or Section 02635 – Subdrainage.

2.5 CONDUIT FOR LEVEL ALARM IN FLOOR DRAIN TNAK: Provide a 2” diameter

vertical electrical conduit into the floor drain tank to install a liquid level sensor. The

conduit shall daylight into an 18” x 12” electrical box with an HS-10 rated bold down lid.



PART 3 - EXECUTION

3.1 EXCAVATION AND BACKFILL: Perform in accordance with Section 02210 – Site

Grading for Earthwork and Prepared Subgrade.

3.2 CONCRETE: Perform in accordance with Section 03306 – Structural Concrete. Finish

exposed areas same as adjacent curbs for exterior application and the transfer station floor

in the transfer station building.

3.3 INSTALLATION:

A. Set metal frames in full mortar bed. Place pipe sections flush on the inside of the

structure wall, projecting outside sufficiently for proper connection with the next pipe

section.

F. All precast structures shall be set plumb and true to lines and elevations, as shown on

the Drawings.

G. Inside the transfer station building, cast frames so that the top of the grate and/or bolts

for the blind grate are ½ inch below the floor surface.

H. The grade rings and manhole cover for the Floor Drainage Tank shall be installed

water tight.

I. The liquid level sensor conduit shall be installed in the top corner of the vault and

extend to the ground surface. The electrical vault shall be flush with the ground and

placed on 12” of compacted Class 2 aggregate base.


4.1 DROP INLETS AT THE TRANSFER BUILDING: All underground utilities, including

the drainage and drop inlets within 5 feet of the Transfer Station building and loadout bay

are included in the base bid for the building itself as described in the “Bid Schedule”

under “Transfer Station Building” and not shown with a separated payment.

4.2 DROP INLETS (SITE): The drop inlets located outside of the transfer-station building

perimeter and on the overall site will be on price-per-each basis as shown on the Bid

Schedule for “Drop Inlet”.

4.3 DROP INLETS (70-FOOT SCALES): The drop inlets located under the 70-foot scales as

shown on the Drawing will be on price-per-each basis payment as shown on the Bid

Schedule for “Drop Inlets (70-foot Scales)”.



4.3 CONCRETE PRECAST FLOOR DRAINAGE TANK: Payment will be on a price-per-

each basis as shown on the Bid Schedule for “Floor Drainage Tank 5,000 gallon.” This

cost includes all excavation, placement, forms, staking, and necessary equipment or

materials needed to complete the work.

END OF SECTION

Glenn County Transfer Station Page 1 of 2 Section 02849 - Signs and Signposts

SECTION 02849

SIGNS AND SIGNPOSTS

PART 1 - GENERAL

1.1 RESPONSIBILTIES AND COORDINATION: The work described in this Section will

be the responsibility of the Building Contractor for items affixed or within 5 feet of

buildings, and responsibility of the General Contractor for all other signs and signposts

identified in this specification or on the Drawings.

1.2 DESCRIPTION: The work of this section consists of furnishing signs and sign posts,

mounting hardware and installing traffic control, directional, parking, and project signs.


A. Shop Drawings: Show materials, dimensions, fastenings, blockings, joints and

assembly and erection details. Provide no less than 4 weeks prior to installing and at

least 2 weeks prior to ordering.

1.4 STORAGE AND HANDLING: Protect signs from damage during transportation. Store

all materials off ground under protective covering.

PART 2 - PRODUCTS

2.1 POSTS: Posts for regulatory and directional signs shall be 4 x 4 WWPA No. 1 grade

Douglas Fir or better, S4S, free from warpage, rot or other imperfections. Pressure

treated with 0.4 lbs of chromated copper arsenate (CCA) per cubic foot.

2.2 REGULATORY SIGNS:

A. Regulatory and directional signs shall be in conformance with the manual on Uniform

Traffic Control Devices.

B. Steel sign panels shall be 14-gauge galvanized steel to the dimensions shown on the

drawings. Panel size, lettering and symbols shall be in accordance with Section 2H of

the Manual on Uniform Traffic Control Devices (MTUCD). Lettering shall be

Helvetica uppercase.

C. Hardware: 3/8-inch diameter vandal-resistant bolt and nut hardware, manufactured

by Tufnut Works, (505 983-2522).

D. Adhesive sign facing shall be reflectorized high bonding sign material, as

manufactured by 3M Corporation.

Glenn County Transfer Station Page 2 of 2 Section 02849 - Signs and Signposts

E. Adhesive Tape: 3M ‘Scotch Brand’ Very High Bond (VHB) adhesive joining system

tape, 2-inch width or approved equal. Available from 3M Industrial Specialties

Division, (800 362-3550).

F. Wording for directional signs shall be as shown on the drawings.

2.3 HANDICAPPED PARKING SIGNS: Signs designating the accessible spaces shown on

the plans described by Section 3107A(C) the California Accessibility Reference Manual

shall be provided. In addition, signs also designating these spaces as “VAN

ACCESSIBLE” shall also be provided. Poles shall be 2-inch galvanized with cap.

2.4 BOLLARDS: See Section 02444 – Fences and Gates.

PART 3 - EXECUTION

3.1 POSTS: Shall be of wood: Embed posts to minimum depth shown. Field treat cuts with

wood preservative. Fill post hole with granular backfill in 3-inch to 4-inch lifts.

Thoroughly hand tamp each lift and crown backfill at top to shed water.

3.2 REGULATORY AND DIRECTIONAL SIGNS: Install as shown on the drawings and in

accordance with MUTCD. Install vandal-resistant bolt hardware according to

manufacturer’s instructions.

3.3 HANDICAPPED PARKING SIGNS: Posts shall be set in mass concrete 30 inches deep.

Signs shall be mounted in accordance with Section 3107A(C) of the California

Accessibility Reference Manual.

3.4 BOLLARDS: Refer to Section 02444 for Bollards.


4.1 MEASUREMENT: Measurement will be on a lump-sum basis.

4.2 PAYMENT: Payment shall be included in the Base-bid or bid items that pertain to

signage shown on the Drawings. No separate measurement or payment shall be made

unless specifically indicated in this Section.

4.3 SIGNS AND SIGN POSTS: Payment for this item as shown on the Drawings and in this

Section, shall be on a price per each basis and shall include any required excavation,

materials, placement, field survey, and personnel to fully install and complete each sign,

including the footing, post, placard, and necessary components to affix the placard, as

listed on the Bid Schedule as “Signs and Sign Posts”.

END OF SECTION

Glenn County Transfer Station Page 1 of 14 Section 03306 - Structural Concrete

SECTION 03306

STRUCTURAL CONCRETE

PART 1 - GENERAL

1.1 RESPONSIBILITIES AND COORDINATION: The work described in this section is

under the responsibility of the General Contractor and with specific components for the

Building and Earthwork contractors. This section does NOT include floor slabs on grade

or foundations (Refer to the Structural Specification Section 03 3000).

1.2 PRECEDENCE OF DOCUMENTS REGARDING CONCRETE:

A. The Structural Specifications, starting with 03 1000, and Structural Drawing shall

prevail over these specifications with regard to concrete means and methods.

B. If concrete wear indicators are not described in the Structural Specifications, this

Specification Section will prevail with regard to concrete wear indicators.

C. This Specification Section prevails with regard to payment and the Bid Schedule.

D. In case of uncertainty, contact the Project Engineer.

1.3 REGULATORY BACKGROUND:

E. The transfer station building is located on the property also occupied by a landfill.

Title 27, of the California Code of Regulations CCR, Section 21190 requires:

“(g) All on-site construction within 1,000 feet of the boundary of any disposal area

shall be designed and constructed in accordance with the following, or in accordance

with an equivalent design which will prevent gas migration into the building, unless

an exemption has been issued:

(1) a geomembrane or equivalent system with low permeability to landfill gas

shall be installed between the concrete floor slab of the building and subgrade;

(2) a permeable layer of open graded material of clean aggregate with a

minimum thickness of 12 inches shall be installed between the geomembrane and

the subgrade or slab;

(3) a geotextile filter shall be utilized to prevent the introduction of fines into the

permeable layer;

(4) perforated venting pipes shall be installed within the permeable layer, and

shall be designed to operate without clogging;

(5) the venting pipe shall be constructed with the ability to be connected to an

induced draft exhaust system;


(6) automatic methane gas sensors shall be installed within the permeable gas

layer, and inside the building to trigger an audible alarm when methane gas

concentrations are detected; and

(7) periodic methane gas monitoring shall be conducted inside all buildings and

underground utilities in accordance with Article 6, of Subchapter 4 of this chapter

(Section 20920 et seq.).”

Because the transfer station building is approximately 1,400 feet from the disposal area, it

is not required to have the landfill-gas venting system described above and those sections

describing the system are shown in strike-out below. They are left in this document for

future use on other projects.

1.4 DESCRIPTION:

A. Section Includes:

1. Concrete formwork.

2. Concrete reinforcement.

3. Concrete placing, curing, finishing.

B. The work of this section consists of furnishing and placing cast-in-place concrete for:

1. Retaining walls, as shown on the drawings.

2. Walkways, curb and gutter and miscellaneous structures, as shown on the

drawings.

3. Concrete valley gutter, as shown on the drawings.

4. Drop Inlets, if selected to cast-in-place rather than using pre-cast.

5. Concrete rim around the foundation for the fire suppression water tank.

6. Concrete ramp approach at the scales near the scales booth.

7. Concrete apron at Transfer Building.

1.5 SPECIAL NOTICE:

A. This specification calls for the use of a special heavy-duty vapor barrier and vapor

collection pipes under the slab. The required materials may require more lead time to

obtain than conventional vapor retarder material.

B. The Contractor and concrete subcontractors must understand the truck scales have

tight tolerances and that the openings for the truck scales must be square and with

straight edges. If the scale rubs on the scale-pit opening, the Contractor will be

required to correct the defect at his or her own expense.

C. The Contractor shall review and refer to the recommendations of the Geotechnical

Engineering Investigation Report prepared by Holdrege & Kull, dated July 31, 2017.



A. In compliance with Paragraph 5.3.2 of ASTM C94-90, furnish statement of

composition of concrete mix and evidence that mix meets specified quality.

B. Description of machines proposed for concrete extruding or slip-forming.

D. Map showing the locations of wear indicators (See the Structural Drawings for

locations).


A. All concrete for the project shall be controlled concrete of specified strengths, of

uniform color, and free from defects liable to adversely affect strength, durability or

appearance of the structure or its components.

B. Requirements of Regulatory Agencies: The quality and design of structural concrete

shall comply with the requirements of the Uniform Building Code.

C. Workmanship: Materials and methods used for the production and placement of

concrete shall be such as to assure the specified quality and shall conform to

applicable requirements of the Building Code for Reinforced Concrete (ACI 318 and

ACI 614) of the American Concrete Institute, except as otherwise specified in this

Section.

D. Repair of Defective Concrete Surfaces shall be done in the following manner when, in

the opinion of the Engineer, such defects may be repaired and at no additional cost to

the Owner.

1. Rock pockets, voids, spalls, cracks and exposed reinforcing shall be repaired with

1:2 cement mortar of cut out and patched. Prepare surfaces and bond cement

mortar with concrete adhesive as hereinafter specified.

2. Floor surfaces that exceed the allowable variation in plane or level (when a 10′-0″

long straightedge is laid on the finished surface, the surface varies more than ¼″

in 10′-0″) shall be ground and/or filled to obtain the level and plane required. Fill

materials, where required, shall be of type approved by the Engineer.

3. Surfaces which are not plumb and square or which do not conform to the lines and

levels indicated shall be chipped, ground, filled or trued as required to obtain the

desired results.

E. Uniformity of Concrete: All aggregates shall be measured by weight and the

proportion of water to cement shall be accurately controlled by either automatic


measuring devices or calibrated containers. All concrete placed shall be uniform in

strength and color appearance as well as surface texture.

F. Screeds shall be provided at all construction joints as required to ensure installation of

concrete to lines and elevations noted.

G. Ready-Mixed Concrete: ASTM C94 except as otherwise specified herein.

H. Tests: The Contractor shall take three (3) test cylinders of concrete each day for every

50 cubic yards of concrete or fraction thereof being placed. Cylinders shall be made

and stored as per instructions given by the Project Engineer and shall be in accordance

with ASTM Specifications C-31 and C-39. Cylinders shall be tested for ultimate

compressive strength of concrete with one cylinder tested at the age of 7 days and the

other cylinder (from the same batch) tested at the age of 28 days. Tests shall be made

by a recognized test laboratory selected by the Owner and approved by the Engineer.

Owner will pay for services of testing lab to perform cylinder break tests for concrete

work.

1. Cylinders not meeting the required design stresses shall indicate defective

concrete and such concrete shall be removed and replaced at no increase in cost to

the Owner. Core tests requested by the Contractor to establish design stresses,

when cylinder tests indicate defective concrete, shall be paid for by the

Contractor.

2. Air Content and Slump Tests: At the time samples are taken for strength tests, the

Project Engineer may make slump and air content tests.

I. STEGO Wrap – Vapor Barrier: The seams shall be free of dust before installing seam

tape. The vapor barrier shall be inspected before placement of the sand layer. Ready-

Mixed Concrete: ASTM C94 except as otherwise specified herein. Vapor barrier

shall be per the Structural Drawings and Specifications.

1.8 PROJECT CONDITIONS: Place concrete only when nighttime temperatures are above

35 degrees F., unless it is protected from freezing.

PART 2 - PRODUCTS

2.1 FORMS AND MATERIAL:

A. Softwood plywood: PS 1, Grade B-B, Class 1 plyform, mill-oiled and sanded on both

sides. Plywood shall be of adequate thickness to support imposed loads, but in no

case, be less than 5/8″ thick.


B. Lumber: Douglas Fir-Larch, No. 2 grade, S4S, or Southern Yellow Pine, No. 2, S4S.

Boards shall be 6 inches or more in width. Grade stamp shall be clearly visible.

Dimension lumber forms may be used only in unexposed areas.

C. Form Coating: Form shall be coated with nongrain-raising and nonstaining types of

form coating that will not leave a residual matter on the face of the concrete or

adversely affect proper bonding of any subsequent paint or other surface applications.

1. Form coating containing mineral oils or other nondrying materials will not be

permitted for any concrete work.

D. Round Column Forms: Sonotube; Burke tube or equivalent product of another

manufacturers.

2.2 CONCRETE REINFORCEMENT:

A. Reinforcing steel: ASTM A615; reinforcing bars of size No. 4 or smaller may

be 40 grade or 60 grade, while bars size No. 5 or larger shall be 60 grade. All rebar to

be deformed billet steel bars, unfinished. All splices shall not be less than 30 bar

diameters or the larger bar. Horizontal laps in adjacent bars shall be staggered 5 foot,

0 inch minimum.

B. Dowels: Same grade as bars to which dowels are connected.

C. Welded wire fabric: 6 x 6 w1.4 x w1.4, ASTM designation A185.

D. Wire ties for tying reinforcing steel shall be #16 annealed wire.

E. Spacers and Chairs: As manufactured by Kalman Steel Company, Concrete

Engineering Company, or equal.

2.3 CEMENT: ASTM C150-84, Type II, low alkali Portland Cement, free from lumps and

other defects. All cement shall be from one manufacturer.

2.4 AGGREGATE: Free from oil, alkali, organic matter, or other deleterious substances.

Aggregate may consist of sand and gravel separately batched at construction site, central

batching plant combined sand and gravel, or pit-run gravel, as approved. Well graded in

accordance with the Table 03306 – 1 on the following page.


Table 03306-1

Percentage by Weight Passing Laboratory Sieves Having

Square Openings with Dimensions in Inches as Shown

Screen Size No. 4 to

1-1/2 Inch

No. 4 to

1 Inch

Sand

Combined

(or Pit Run)

1-1/2 inch 95-100 95-100

1 inch 90-100 90-100

3/4-inch 35-70 60-80

1/2-inch 25-60 55-75

3/8-inch 10-30 45-60

No. 4 0-5 0-10 95-100 40-50

No. 16 45-80 15-30

No. 30 25-55 10-20

No. 50 5-30 2-10

No. 100 0-10 0-4

No. 200 0-5 0-2

For Use In:

Sections greater

than 6 inches or

flat slabs

For Use In:

Sections 6 inches

or under or flat

slabs

For Use In:

Any sections or flat

slabs

2.5 WATER: Potable.

2.6 AIR ENTRAINMENT:

A. Air entraining agents shall be used in all exposed concrete and pumped concrete.

Approved agents are Sika AET, Master Builders MBAE-10, Darex AERA and Protex

AEA. Entrained air content shall be 4 percent (+ 1 percent) by volume except for

floor slabs where it shall not exceed 3 percent by volume.

2.7 ADMIXTURES:

A. Except for air entraining agents and water-reducing admixtures, no other admixtures

shall be used without written approval from the Engineer. Where such agents are

permitted, they shall be a type approved and used only as directed by the Engineer and

at no increase in cost to the Owner. Where water reducing admixtures are specified,

they shall be Master Builders Pozzolith 322-N, used at the rate of 5 + 2 fluid ounces

per 100 pounds of cement, or Konset I-R as manufactured by Conrad Sovig Company,

San Francisco, California, and used at the rate of 2 ounces per sack of cement.

1. Calcium chloride will not be permitted for use in concrete under any

circumstances.


2.8 VAPOR RETARDER

A. A 10-mil polyethylene vapor retarder shall be installed under slabs where shown on

the Drawings.

B. Provide manufacturer recommended seam tape.

2.9 VAPOR BARRIER

A. A 15-mil STEGO Wrap vapor barrier shall be used instead of a conventional vapor

retarder under all structures indicated n the drawings.

B. Vapor Barrier must have all of the following qualities:

1. Permeance of less than 0.01 Perms [grains/(ft2 *hr * in.Hg)] per ASTM F 1249 or

ASTM E 96

2. ASTM E 1745 Class A

C. Vapor Barrier products:

1. Stego Wrap Vapor Barrier (15-mil) by Stego Industries LLC, (877) 464-7834

www.stegoindustries.com.

D. ACCESSORIES

1. Seam Tape:

a. Permeance less than 0.3 perms per ASTM F 1249 or ASTM E 96

b. Stego Tape by Stego Industries LLC, (877) 464-7834 www.stegoindustries.com

2. Vapor Proofing Mastic:

a. Permeance less than 0.3 perms per ASTM F 1249 or ASTM E 96

b. Stego Mastic by Stego Industries LLC, (877) 46407834

www.stegoindustries.com

3. Pipe Boots

a. Construct pipe boots from vapor barrier material, pressure sensitive tape

and/or mastic per manufacturer’s instructions.

2.10 WEAR INDICATORS

A. Provide triangular wear indicators at locations no less than one wear indicator per 500

square feet of floor slab surface. Wear indicators product information shall be

provided by the contractor, including measurement to wear calculations.

http://www.stegoindustries.com/




2.11 RELATED MATERIALS:

A. Concrete Adhesive and Bonding Agent: “Concresive #1001-LPL” (1-1/2 hour

maximum pot life), an epoxy polysulfide type concrete adhesive as manufactured by

Adhesive Engineering, San Carlos, California, or an approved equal.

B. Liquid Curing Compound: Burke “Res-X”, as manufactured by the Burke Company,

or equivalent product.

C. Capillary Break: Gravel or crushed rock of 1″ maximum size, with no material

passing a No. 4 sieve.

D. Sand Cushion: per CBC, ASTM C33, or Local building code.

E. Chemical Floor Hardener: “Burk-O-Lith”, as manufactured by the Burke Company or

“Lapidolith”, as manufactured by Sonneborn Corporation.

F. Curing and Concrete Protective Cover: Orange Label Sisalkraft as manufactured by

Fortifiber-Sisalkraft Corporation. Materials shall consist of two outer layers of high

wet strength kraft paper treated to resist scuffing and shrinkage. Paper sheets shall be

laminated together with a double coating of high melting point asphalt laminate

having embedded, cross reinforcing fibers.

G. Metal Construction Joints: Burke “Keyed Kold Joint” tongue and groove joint key

with “Keyed Kold Stakes”, as manufactured by the Burke Company.

2.12 CONCRETE DESIGN AND COMPRESSIVE STRENGTH:

A. For purposes of bidding, the concrete mixes shall be proportioned as follows:

Minimum Maximum

Maximum Sacks Water-Cement Minimum Ultimate

Concrete Aggregate Cement Per Yard Ratio in Gallons 28-Day Compressive

Type and Size of Concrete Per 94 lb Sack Strength of

Cement Concrete

Class A

¾” & 1” 6.0 6.50 3,000 psi

B. Ready-Mixed Concrete: ASTM C94 except as otherwise specified herein.

1. Transit-mixed concrete shall be mixed for a period of not less than ten minutes at

a peripheral drum speed of approximately 200 feet per minute, and mixing shall

be continued until discharge is complete. At least 3 minutes of the mixing period


shall be at the job. Transit mixers shall be equipped with water measuring devices

consisting of either accurately calibrated water tanks or water meters.

2. Maximum transit time shall be 1-1/2 hours after introduction of cement to the

aggregates. When concrete is 85 deg. or higher, maximum delivery time is 45

minutes.

C. The above mix for unspecified concrete, in all cases the compressive strength shown

on the structural drawings shall prevail.

PART 3 - EXECUTION

3.1 PREPARATION OF SUBGRADE: Excavate to required depth. Remove soft, yielding

material and replace with select fill. Compact to a density of not less than 95 percent of

the maximum density, as determined by ASTM 1557, Method C.

3.2 BASE COURSE: Place and compact base course to a density of not less than 95 percent

of the maximum density, as determined by AASHTO T180, Method D.

3.3 VAPOR EXTRACTION PIPES: Install 2-inch diameter vapor-extraction pipes in the

locations shown on the drawings. Install the pipes after the perimeter footing is poured

and before the capillary break is installed. The pipe shall be installed at the bottom of the

capillary break.

3.4 CAPILLARY BREAK: Install capillary break in all slab areas, after installing the vapor

pipes, and before installing the vapor barrier. The capillary break shall be compacted to

no less than 95% of maximum dry density, with a relatively smooth surface.

3.5 VAPOR BARRIER: Install vapor barrier in accordance with manufacturer’s

instructions. A copy of the instructions must be on-site during installation. Remember to

tape all seams, and patch any tears or holes before installing the sand. Do not install the

sand before inspection by the CQA monitor. Seams shall be clean and free of dust before

taping. Ensure that the edge of the vapor barrier is trimmed so that it will be sandwiched

between the perimeter or bearing-wall footings and the floor slab. The purpose of the

vapor barrier is to prevent methane intrusion into the building, so properly sealed seams

are critical.

3.6 PROTECTIVE SANDLAYER: Place approximately 2-inches of sand on top of the vapor

barrier.

3.7 FORMS:

A. Build and erect forms to conform to the required shapes, patterns, lines, grades and

dimensions indicated. Forms shall be substantial and tight to prevent any leakage, of

mortar, properly braced and tied together to maintain their position and shape. Forms


shall not deflect under the dead load weight of the plastic concrete or construction

loads. Joints in forming material shall be butted tightly and shall bear on solid

construction. Provide tool edges where indicated.

B. Cast-in Items: Set in formwork all new sleeves, inserts, anchors, and similar items

furnished and required under the work of other sections. Brace, anchor and support

cast-in-items to prevent displacements and distortions.

3.8 REINFORCING STEEL: Clean, place and secure, using metal chairs, spacers, or other

approved devices. Tie wire, 16-gauge minimum, black annealed wire. Bending, splicing

and protection, see ANSI/ACI 318-83. Provide dowels in foundations for all vertical

bars. Place reinforcement as indicated and shown on the plans. Dowels shall not be

driven through the vapor barrier (where used). An adequate number of concrete dobies

shall be used to support reinforcement above the sand layer in slabs.

3.9 WEAR INDICATORS: Place wear indicators so that their tops are 1-1/2 inches below

the finished surface or as recommended by the manufacturer for triangular style wear

indicators. Measure the locations to the nearest and provide a map of the locations to the

engineer.

3.10 PROPORTIONING AND CONTROL: Concrete, minimum of six 94-pound sacks of

cement per cubic yard of concrete. Maximum allowable net water content, including

water in aggregate, 6-1/2 gallons of water per sack of cement.

3.11 MIXING CONVEYING AND PLACING:

A. Ready-mixed concrete shall be mixed and delivered in accordance with ASTM C94.

A delivery ticket shall be furnished for each load of ready-mix or transit-mix concrete.

A copy of each delivery ticket shall be handed to the job superintendent at the time of

delivery and unloading. A record copy of the delivery tickets shall be forwarded to

the Project Engineer for his files.

B. Conveying equipment shall be of a sufficient capacity to ensure a practically

continuous flow of concrete to the placing point without separation or loss of

materials. Carts and buggies shall be equipped with pneumatic tires. Runway

supports shall not bear on reinforcing or fresh concrete. All conveying equipment

shall be thoroughly cleaned before beginning and at frequent intervals during the

placing of the concrete.

1. Chutes, if employed, shall slope not less than 4″ or more than 6″ per foot of

horizontal run.

3.12 PLACING:

A. Notify the Engineer 48 hours in advance of concrete placement.


B. With minimum handling, place concrete within 30 minutes after mixing. Do not drop

freely more than 5 feet. Place concrete footings on surfaces free of mud, loose or

unsound rock, or other detrimental substances. Thoroughly tamp or vibrate concrete

in forms.

C. Reinforcing steel exposed to the sun shall be cooled by a water spray prior to the

placing of concrete.

D. No adjustment of steel reinforcement will be permitted during the placement of

concrete.

E. Concrete shall be scheduled so that the placing is a continuous operation for the

completion of each section between predetermined construction joints. If a planned

concreting operation cannot be carried on continuously, the concreting shall stop at

temporary bulkheads. Locate where resulting construction joints shall be as shown on

drawings or as approved by the Engineer. Prior to placing of concrete for any

concrete slabs, the moisture content of the subgrade below the slabs shall be adjusted

to at least optimum moisture.

F. Deposit the concrete in forms as nearly as practicable in its final position to avoid

flowing and maintain until completion of the unit an approximate horizontal plastic

surface. Thoroughly compact all concrete during placing operations, thoroughly

around reinforcement, embedded fixtures or accessories, and into the corners of forms

to eliminate air pockets and honeycombing. Compacting shall be done with

mechanical vibrators. Vibrators shall not be used to cause concrete to flow

horizontally. Thoroughly compact concrete to the forms to release the air and secure

full contact of the concrete with the forms.

3.13 CONCRETE FINISHES:

A. All concrete work, except as otherwise specified, shall be of a quality that will present

a finished appearance upon the stripping of the forms. Only a minimum of patching

and finishing should be necessary as required to fill holes left by form ties and to

remove any fins or minor irregularities left by the joints in the forms. Except as

otherwise specified, all concrete surfaces shall be finished as follows:

1. Interior slabs and floors – smooth steel trowel finish, apply hardener where

specified.

2. Exterior slab and aprons – smooth steel trowel, with medium broom finish.

3. Walkways and ramps – smooth steel finish with medium broom finish. Groove

where specified per Title 24.


4. Exposed structure walls and retaining walls – form finish, fill holes and sack

finish.

3.14 FORMS REMOVAL: After concrete has set at a minimum of 12 hours, remove forms

when and as directed.

3.15 CURING: Prevent rapid drying by covering exposed surfaces with craft paper, mats,

earth, wet burlap or an approved membrane curing compound for at least 7 days.

3.16 PROTECTION: After placement in forms, maintain concrete at a temperature of no less

than 50 degrees F. for a period of 72 hours, and at a temperature above 32 degrees F. for

an additional period of 3 days.

3.17 JOINTS: Construct joints true to line with faces perpendicular to surface.

A. Isolation joints: Separate walks and slabs from walls, stairways and other structures,

using expansion joint fillers.

B. Contraction (control) joints: Space restroom plaza joints to provide 100 to 120 square

feet of slab area between joints. Space walk joints at intervals about equal to width of

walk to a depth of one-fourth the slab thickness. Space curb and gutter joints not over

12 feet 6 inches on center, and align them with sidewalk joints. Contraction joints

may be either sawn or tooled.

1. Sawn: Cut with a power saw fitted with an abrasive or diamond blade within 4 to

12 hours after walk has been placed and finished. Use sawn joints on exposed

aggregate.

2. Tooled: Form plane of weakness by inserting and later removing a metal divider,

finish with an edger or a groover, or by saw cutting a previously tooled joint.


4.1 PAYMENT: Payment will be included in the bid schedule under the item where concrete

was placed.

4.2 MEASUREMENT: Measurement shall be as follows:

A. Structural Concrete - Transfer Station Building – foundation, push walls, slabs, scale

pit, walkway and miscellaneous concrete work shall be included in the lump sum bid

as listed on the Bid Schedule for “Transfer Station Building (total cost)”.

B. Structural Concrete - Relocated Scale House – payment for this item shall include the

footing, foundation, aggregate base layer, subgrade preparation, forms, stakes, and all

equipment and resources needed to complete this item, and shall be on a price-per-


cubic-yard basis as listed on the Bid Schedule as “Structural Concrete - Relocated

Scale House”.

C. Structural Concrete - Ramp Approaches – payment for this item shall include the



cubic-yard basis as listed on the Bid Schedule as “Structural Concrete – Ramp

Approaches”.

D. Structural Concrete - Fire Pump House Foundation – payment for this item shall

include the footing, foundation, aggregate base layer, subgrade preparation, forms,

stakes, and all equipment and resources needed to complete this item, and shall be on

a price-per-cubic-yard basis as listed on the Bid Schedule as “Structural Concrete -

Fire Pump House Foundation”.

E. Structural Concrete - Transfer Station Apron – payment for this item shall include the



cubic-yard basis as listed on the Bid Schedule as “Structural Concrete – Transfer

Station Apron”.

F. Concrete curb and Concrete valley gutter – payment for this item shall be on a price-

per-lineal-foot basis as listed on the Bid Schedule for “Concrete Curb”, and “Concrete

Valley Gutter”. Payment includes all excavation and incidentals for completed work.

G. Retaining Wall (West of Transfer Bldg) – payment for this item shall be on a price

per square foot basis as shown on the Drawings and listed in the Bid Schedule for

“Retaining Wall (West of Transfer Bldg)”. Payment includes all excavation,

subgrade preparation, forms, stakes, associated wall drainage, forms, backfill, soil

nailing, finishes, textures, and all necessary equipment and appurtenances to complete

the work.

H. Retaining Wall (East of Transfer Bldg) – payment for this item shall be on a price per

square foot basis as shown on the Drawings and listed in the Bid Schedule for

“Retaining Wall (East of Transfer Bldg)”. Payment includes all excavation, subgrade

preparation, forms, stakes, associated wall drainage, forms, backfill, soil nailing,

finishes, textures, and all necessary equipment and appurtenances to complete the

work.

I. Structural Concrete – Water Tank Concrete Ring – payment for this item shall include

the footing, foundation, aggregate base layer, subgrade preparation, forms, stakes, and

all equipment and resources needed to complete this item, and shall be on a price-per-

cubic-yard basis as listed on the Bid Schedule as “Structural Concrete – Water Tank

Concrete Ring”.


J. Miscellaneous concrete (signpost footings, light standard footings, water line thrust

blocks) shall be included in the items requiring concrete. No separate payment shall

be made.

END OF SECTION

Glenn County Transfer Station Page 1 of 8 Section 09900 - Painting

SECTION 09900

PAINTING

PART 1 - GENERAL

1.1 RESPONSIBILITIES AND COORDINATION: Work described in this Section varies

depending upon the application that the painting is adhered upon. Refer to those sections.

1.2 SECTION INCLUDES:

A. Surface preparation and field application of paints and coatings related to Site

Improvements.

1.3 PRECEDENCE REGARDING PAINTING

A. Structural Specification 06 0100 prevails over this document with regard to structures.

B. In case of conflict, the most stringent requirement applies.

C. In case of uncertainty, contact the Project Engineer.

1.4 REFERENCES:

A. ASTM D16 - Definitions of Terms Relating to Paint, Varnish, Lacquer and Related

Products.

B. ASTM D2016 - Test Method for Moisture Content of Wood.

C. AWWA (American Water Works Association) - C204 - Chlorinated Rubber-Alkyd

Paint Systems for the Exterior of Above Ground Steel Water Piping.

D. NACE (National Association of Corrosion Engineers) - Industrial Maintenance

Painting.

E. NPCA (National Paint and Coatings Association) - Guide to U.S. Government Paint

Specifications.

F. PDCA (Painting and Decorating Contractors of America) - Painting - Architectural

Specifications Manual.

G. SSPC (Steel Structures Painting Council) - Steel Structures Painting Manual.


1.5 DEFINITIONS:

A. Conform to ASTM D16 for interpretation of terms used in this section.

1.6 SUBMITTALS:

A. Product data: Provide data on all finishing products.

B. Samples: Submit two samples, 1 x 2-inch in size, illustrating selected colors for each

surface finishing product scheduled.

C. Manufacturer’s Instructions: Indicate special surface preparation procedures and

substrate conditions requiring special attention.

1.7 DELIVERY, STORAGE AND HANDLING:

A. Deliver products to site in sealed and labeled containers; inspect to verify

acceptability.

B. Container label to include manufacturer’s name, type of paint, brand name, lot

number, brand code, coverage, surface preparation, drying time, clean-up

requirements, color designation and instructions for mixing and reducing.

C. Store paint materials at a minimum ambient temperature of 45 degrees F. (7 degrees

C.) and a maximum of 90 degrees F. (32 degrees C.), in ventilated area, and as

required by the manufacturer’s instructions.

1.8 ENVIRONMENTAL REQUIREMENTS

A. Do not apply materials when surface and ambient temperatures are outside the

temperature ranges required by the paint product manufacturer.

B. Do not apply exterior coatings during rain or snow, or when relative humidity is

outside the humidity ranges required by the paint product manufacturer.

C. Minimum Application Temperatures for Latex Paints: 45 degrees F. (7 degrees C.)

for interiors; 50 degrees F. (10 degrees C.) for exterior; unless required otherwise by

the manufacturer’s instructions.

D. Minimum Application Temperature for Varnish Finishes: 65 degrees F. (18 degrees

C.) for interior or exterior, unless required otherwise by the manufacturer’s

instructions.


PART 2 - PRODUCTS

2.1 MATERIALS:

A. Paint materials shall be by a major manufacturer such as Fuller, Dunn Edwards,

Pittsburg Paints, Sherwin-Williams or approved equal. All exposed metal shall be

factory-primed or field primed prior to finish coat application. Colors shall be

approved by the Engineer prior to application. Building exterior and roofing

materials shall be factory-painted per specification.

B. Coatings: Ready-mixed, except field catalyzed coatings. Process pigments to a soft

paste consistency, capable of being readily and uniformly dispersed to a homogeneous

coating; good flow and brushing properties; capable of drying or curing free of streaks

or sags.

2.2 FINISHES:

A. Refer to schedule at the end of section for surface finish and color schedule.

PART 3 - EXECUTION

3.1 EXAMINATION:

A. Verify that surfaces are ready to receive work as instructed by the product

manufacturer.

B. Examine surfaces scheduled to be finished prior to commencement of work. Report

any condition that may potentially affect proper application.

C. Test shop applied primer for compatibility with subsequent cover materials.

D. Measure moisture content of surfaces using an electronic moisture meter. Do not

apply finishes unless moisture content of surfaces are below the following

maximums:

1. Masonry, Concrete, and Concrete Unity Masonry: 12 percent.

2. Exterior Wood: 15 percent, measures in accordance with ASTM D2016.

3. Concrete Floors: 8 percent.

3.2 PREPARATION:

A. Remove electrical plates, hardware, light fixture trim, escutcheons, and fittings prior

to preparing surfaces or finishing.

B. Correct defects and clean surfaces which affect work of this section.


C. Seal with shellac and seal marks which may bleed through surface finishes.

D. Impervious surfaces: Remove mildew by scrubbing with solution of tri-sodium

phosphate and bleach. Rinse with clean water and allow surface to dry.

E. Aluminum surfaces scheduled for paint finish: Remove surface contamination by

steam or high-pressure water. Remove oxidation with acid etch and solvent washing.

Apply etching primer immediately following cleaning.

F. Asphalt creosote, or bituminous surfaces scheduled for paint finish: Remove foreign

particles to permit adhesion of finishing materials. Apply compatible sealer or

primer.

G. Concrete floors: Remove contamination, acid etch, and rinse floors with clear water.

Verify required acid-alkali balance is achieved. Allow to dry.

H. Gypsum board surfaces: Fill minor defects with filler compound. Spot prime defects

after repair.

I. Galvanized surfaces: Remove surface contamination and oils and wash with solvent.

Apply coat of etching primer.

J. Concrete and unit masonry surfaces scheduled to receive paint finish: Remove dirt,

loose mortar, scale, salt or alkali powder, and other foreign matter. Remove oil and

grease with a solution of tri-sodium phosphate; rinse well and allow to dry. Remove

stains caused by weathering of corroding metals with a solution of sodium

metasilicate after thoroughly wetting with water. Allow to dry.

K. Plaster surfaces: Fill hairline cracks, small holes, and imperfections with latex

patching plaster. Make smooth and flush with adjacent surfaces. Wash and

neutralize high alkali surfaces.

L. Uncoated steel and iron surfaces: Remove grease, mill scale, weld splatter, dirt and

rust. Where heavy coatings of scale are evident, remove by hand or power tool, wire

brushing or sandblasting; clean by washing with solvent. Apply a treatment of

phosphoric acid solution, ensuring weld joints, bolts and nuts are similarly cleaned.

Spot prime paint after repairs.

M. Shop-primed steel surfaces: Sand and scrape to remove loose primer and rust.

Feather edges to make touch-up patches inconspicuous. Clean surfaces with solvent.

Prime bare steel surfaces.

N. Interior wood items scheduled to receive paint finish: Wipe off dust and grit prior to

priming. Seal knots, pitch streaks and sappy sections with sealer. Fill nail holes and

cracks after primer has dried; sand between coats.


O. Interior wood scheduled to receive transparent finish: Wipe off dust and grit prior to

sealing, seal knots, pitch streaks, and sappy sections with sealer. Fill nail holes and

cracks after sealer has dried; sand lightly between coats.

P. Exterior wood scheduled to receive paint finish: remove dust, grit and foreign matter.

Seal knots, pitch streaks and sappy sections. Fill nail holes with tinted exterior

caulking compound after prime coat has been applied.

Q. Exterior wood scheduled to receive transparent finish: Remove dust, grit and foreign

matter; seal knots, pitch streaks and sappy sections with sealer. Fill nail holes with

tinted exterior caulking compound after sealer has been applied.

R. Glue-laminated beams: Prior to finishing, wash surfaces with solvent, remove grease

and dirt.

S. Wood and metal doors scheduled for painting: Seal top and bottom edges with

primer.

3.3 APPLICATION:

A. Apply products in accordance with manufacturer’s instructions.

B. Do not apply finishes to surfaces that are not dry.

C. Apply each coat to uniform finish.

D. Apply each coat of paint slightly darker than preceding coat unless otherwise

approved.

E. Sand metal lightly between coats to achieve required finish.

F. Vacuum clean surfaces free of loose particles. Use tack cloth just prior to applying

next coat.

G. Allow applied coat to dry before next coat is applied.

H. Where clear finishes are required, tint fillers to match wood. Work fillers into the

grain before set. Wipe excess from surface.

I. Prime concealed surfaces of interior and exterior woodwork with primer paint.

J. Prime concealed surfaces of interior woodwork scheduled to receive stain or varnish

finish with gloss varnish reduced 25 percent with mineral spirits.


3.4 FINISHING MECHANICAL AND ELECTRICAL EQUIPMENT:

A. Paint shop primed equipment.

B. Remove unfinished louvers, grilles, covers, and access panels on mechanical and

electrical components and paint separately.

C. Prime and paint insulated and exposed pipes, conduit, boxes, insulated and exposed

ducts, hangers, brackets, collars and supports, except where items are prefinished.

D. Paint interior surfaces that are visible through grilles and louvers with one coat of flat

black paint. Paint dampers exposed behind louvers and grilles to match face panels.

E. Paint exposed conduit and electrical equipment occurring in finished areas.

F. Paint both sides and edges of plywood backboards for electrical and telephone

equipment before installing equipment.

G. Color code equipment, piping, conduit, and exposed duct work in accordance with

requirements color schedule.

H. Reinstall electrical cover plates, hardware, light fixture trim, escutcheons, and fittings

removed prior to finishing.

3.5 CLEANING:

A. Collect waste material which may constitute a fire hazard, place in closed metal

containers and remove daily from site.

B. Remove any spilled paint.

3.6 SCHEDULE - EXTERIOR SURFACES:

A. Wood - Painted (beams, frames, sills, fascias, soffits):

1. One coat of latex primer sealer.

2. Two coats of latex enamel semigloss.

B. Wood - Transparent:

1. One coat of clear sealer.

2. Two coats of transparent varnish.

C. Steel - Unprimed (miscellaneous):


1. One coat of alkyd primer.

2. Two coats of alkyd enamel, semigloss.

D. Steel - Shop Primed (doors and frames):

1. Touch up with zinc chromate primer, W711 Van Prime.

2. Two coats of acrylic enamel, semi-gloss, W901 Permsheen.

E. Steel - Galvanized:

1. One coat galvanized primer.

2. Two coats of alkyd semigloss.

F. Concrete Masonry Units:

1. Two coats solvent base penetrating sealer.

3.7 SCHEDULE - INTERIOR SURFACES:

A. Wood – Painted (beams, frames, sills, ceilings, and trim):

1. One coat of latex prime sealer.

2. Two coats of latex enamel, semigloss.

B. Wood - Transparent:

1. Filler coat (for open grained wood only).

2. Two coats of stain.

3. One coat sealer.

4. Two coats of varnish, satin.

C. Glue-Laminated Wood Members:

1. One coat of sealer.

2. Two coats of varnish, satin.

D. Concrete Block Interior Walls:

1. One coat of solvent base penetrating sealer.

2. Two coats of latex, semigloss with antigraffiti additive.

E. Steel - Unprimed:

1. One coat of alkyd primer.



F. Steel - Primed:

1. Touch-up with alkyd primer.


G. Steel - Galvanized:

1. One coat galvanized primer.


H. Aluminum - Mill Finish:

1. One coat etching primer.

2. Two coats of alkyd enamel, semi-gloss.

3.8 SCHEDULE – COLORS:

A. Colors shall be specified by the Project Engineer from samples submitted by the

Contractor for each of the following (where they apply):

1. Roof

2. Exterior surface

3. Beams

4. Columns and frames

5. Fascia, trim

6. Doors

7. Interior walls

8. Gates

9. Bollards

10. Misc.


4.1 Payment shall be included in the bid schedule under the items requiring painting. No

separate measurement or payment will be made.

END OF SECTION


Steel Water Storage Tank

SECTION 13208

STEEL WATER STORAGE TANK (RESERVOIR)

PART 1 - GENERAL

1.01 WORK INCLUDED

A. Either a Welded Steel Tank or a Bolted Steel Tank.

B. Associated pipe and fittings to within 10 feet of tank.

C. Gravel base.

1.02 COORDINATION

A. Per State of California Regulations, fire-supply systems must be designed by the fire

system contractor. Based in conceptual design of the fire system the tank described

in this Section was designed to provide 500 gpm for 60 minutes. If the fire system

requires higher flow the size of the tank will need to be increased. Therefore, the fire

system design shall provide the fire system design no less than two weeks prior to the

general Contractor providing submittal for the fire tank to the Project Engineer.

B. The Contractor shall coordinate the fire-system subcontractor to ensure timely

completion of the fire system design and notify the Project Engineer of potential

changes in required fire flow as soon as possible.

1.03 DESIGN CRITERIA

A. General: Design, fabrication, erection, installation, inspection, and testing shall

comply with the applicable requirements of the American Water Works

Association Standard D-100, latest edition (AWWA D-100, latest edition) and

with the applicable requirements of the 2016 CBC, except as otherwise

specifically stated herein.

B. Reservoir construction drawings shall be prepared by an Engineer licensed in the

State of California experienced in the design of similar facilities. Drawings shall

be clear, concise, and meet all standards contained herein.

C. Drawings shall be provided on 11" x 17" sheets with an approved title block

similar to these contract documents. In addition, Adobe pdf versions shall be

submitted.

D. The Drawings shall be professional quality drawings especially prepared as

reservoir construction drawings. Work shall be of standard engineering practice

and shall be legible and present the proposed construction without confusion.



E. The reservoir construction specifications shall include a summary of the design

criteria, material specifications, construction methods and specifications, coating

and painting requirements, and other pertinent information.

1.04 SUBMITTALS

A. Prior to commencing reservoir construction, Contractor shall submit to Owner

four copies of the following for approval:

1. Statement of the tank manufacturer’s experience demonstration that it

conforms to the specifications.

2. Statement of the tank erector’s experience demonstrating that they meet the

requirements of the specification.

3. Complete detailed design calculations (signed by a Registered Civil

Engineer licensed in the State of California) for all requirements specified

herein including dead, live, and other loads.

4. Complete detailed fabrication drawings showing structural member details,

connection details, appurtenance details, all dimensions, all thicknesses, and

all other pertinent data necessary to adequately describe the work.

B. After all documents have been approved, Contractor shall submit to Owner five

complete copies of all approved submittal documents.

1.05 REFERENCE SPECIFICATIONS

A. ANSI/AWWA D100-96: Standard for Welded Steel Tanks for Water Storage,

American Water Works Association, 6666 West Quincy Avenue, Denver, CO

80235.

B. ANSI/AWWA D102-06: Standard for Coating Steel Water Storage Tanks.

C. ANSI/AWWA D103-9: Standard for Factory-Coated Bolted Carbon Steel Tanks for

Water Storage.

D. ANSI/AWWA D106, Standard for Sacrificial Anode Cathodic Protection Systems

for the Interior Submerged Surfaces of Steel Water Storage Tanks.

E. ANSI/AWWA C652, Standard for Disinfection of Water-Storage Facilities.

F. NSF/ANSI 61: NSF Drinking Water System Components - Health Effects, NSF

International, P.O. Box 130140, 789 N. Dixboro Road, Ann Arbor, MI 48113-

0140, USA, Telephone: (+1) 734-769-8010, www. nsf.org.

G. NACE RP0188: Discontinuity (Holiday) Testing of Protective Coatings, NACE

International, 1440 South Creek Drive, Houston TX 77084.



H. SSPC-SP6/NACE No.3 – SSPC (Steel Structures Painting Council) Standard for

Commercial Blast Cleaning, Society for Protective Coatings, 40 24th Street, 6th

Floor · Pittsburgh PA 15222-4656 USA, Phone: 1.412.281.2331 · Toll-Free:

1.877.281.7772 · Fax: 1.412.281.9992.

I. SSPC-SP7/NACE No. 4 – SSPC Standard for Brush-off Blast Cleaning.

J. SSPC-SP10/NACE No. 4 – SSPC Standard for Near White Blast Cleaning.

K. SSPC-SP11 – SSPC Standard for Power Tool Cleaning.

L. SSPC-SP15 – SSPC Standard for Commercial Grade Power Tool Cleaning.

M. SSPC COM – SSPC Standard for Surface Preparation Commentary for Steel and

Concrete Structures.

N. SSPC-20 – Zinc Rich Coating (Type I, In organic and Type II, Organic).

1.06 EXPERIENCE REQUIREMENTS

A. The tank manufacturer shall have no less than 10 years experience in the manufacture

of welded or bolted steel tanks (specifc to the tank being provided).

B. The tank erector shall have installed 3 welded steel tanks larger than 100,000

gallons within the last 6 years or approved equal.

1.07 WARRANTY

A. The Contractor shall provide a twelve (12) month warranty against defects in

workmanship, including, but not limited, welds, tank coatings and appurtenances and

shall replace or repair defects at no cost to the Owner during this period. Defects

found within the 12-month period shall be repaired at no cost even if repairs are made

after the end of the warranty period as long as the contractor is notified within the 18-

month period. The Contractor shall be aware that he or she will be responsible for

coordinating with the owner to drain and inspect the tank for inspection one year after

satisfactory conclusion. If repairs to the inter coating are required, the contract shall

be responsible for draining repainting the coating, and re-disinfecting the tank interior

and coordinating refilling of the tank

B. The tank manufacturer shall provide a five (5) year warranty for defects in materials

and factory fabrications.

C. The warranty period starts at the date of final approval and acceptance by the Owner

and Glenn County.



PART 2 - PRODUCTS

2.01 FOOTINGS AND BASE

A. The ring wall footing and center pole footing shall be designed by the tank

manufacturer as an element of the tank design. The geotechnical report for the tank

area is attached in Appendix A.

B. All tanks shall be supported on a concrete ringwall or concrete slab. Tanks that

require anchor bolts shall be supported on a concrete ringwall or a concrete slab.

C. Concrete foundations shall be built of concrete with a specified compressive strength

of not less than 3000 lbs/in2 (21 MPa). Design, materials and construction shall

conform to ACI 318 with water considered as the live load.

D. The tops of foundations shall project at least three (3) inches beyond the tank shell.

The top corners shall be neatly rounded or finished with a suitable bevel. When

foundation bolts are required, the foundations shall extend at least nine (9) inches

beyond the tank shell.

E. The foundation design supplied by the tank fabricator shall show the following:

1. Foundation height, width and depth below grade.

2. Amount and spacing of circumferential and vertical reinforcing steel as well as

the grade of reinforcing steel.

3. Compressive strength of the concrete.

4. Indication that the foundation must extend below the frost line.

5. Either one half (1/2) inch of cane fiber or one (1) inch of grout between the

tank bottom and the top of the ringwall (except when seismic conditions

require otherwise).

6. A minimum four (4)-inch thick cushion of crushed stone or clean sand

7. The tank bottom sloped toward the bottom drain one (1) inch in ten (10) feet.

8. The top of the foundation at least six (6) inches above the grade level with the

surrounding grade sloping away from the tank.

2.02 SAND CUSHION

A. Aggregate: Aggregate for the cushion layer shall be crushed stone or clean sand with

90% massing a number 8 standard sieve and 90% retained by a number 100 standard

sieve. The cushion layer material shall be of a size and shape that will be free

draining and not contain particles that produce excessive point loading that could lead



to leaks.

B. Cement for sand cement shall be Class II Portland Cement.

2.03 STEEL WATER STORAGE RESERVOIR

A. Design Criteria: The water storage reservoir shall meet or exceed the following

requirements:

1. Design Loads:

a. Confirmation: The tank designer shall confirm the following information

by Contacting the Glenn County, Planning and Public Works Agency at

(530) 934-6530.

b. Wind Load: Wind load shall be based on the UBC basic wind speed of 80

miles per hour and exposure C. Importance factor Iw = 1.15

c. Roof Snow Load: Roof snow load shall be 20 pounds per square foot of

horizontal projection of reservoir roof.

d. Earthquake Load: Earthquake load shall be according to UBC

requirements of Seismic Zone 3, Importance Factor I = 1.25, and R = 2.9,

and recommendations set forth in the geotechnical report.

e. Gravity Loads: Gravity loads shall include all material and equipment

attached to the storage tank. Live loads shall include any loads that may

act on the reservoir during construction and shall be listed in the submittal

by Tank Manufacturer.

f. Bearing Capacity: 1,500 psf or as recommended by the Geotechnical

Report.

2. Tank Configuration:

a. Reservoir shall have a minimum volume of 30,000 gallons of LIVE

storage (500 gpm for 60 minutes), above the top of the outlet pipe and

below the bottom of the freeboard. The tank ring on shown the drawings is

assumed to be 20 feet in diameter. A 16.5-foot tall tank as shown on the

drawings provides a capacity of approximately 40,000 gallons, of which

30,000 gallons is live storage as described above. The final diameter will

be adjusted based on the manufacturer’s recommendation for the most

economical dimensions that meet the live storage, dead space, and

freeboard requirements.

b. Maximum height of tanks shall not exceed fifteen (16.5) feet to the edge of

the top.



c. Tank roof shall have a minimum slope of ¾” vertical to 12” horizontal.

d. Top of tank foundation shall be at least six inches higher than the adjacent

pavement or gravel surface.

e. Appurtenance orientation shall be as shown on these Drawings. The

Contractor shall coordinate locations to match distribution piping and place

appurtenances so they do not interfere with this piping.

f. Reservoir shell plate thickness may decrease from the bottom of the tank to

the top. The minimum allowable shell thickness shall be ¼”. Shell

dimensions shall be clearly noted on the submittal drawings.

3. Reservoir Accessories: The following accessories shall be appurtenant to the

reservoir unless specified otherwise.

a. Inlet: One standard weight steel pipe inlet with a side inlet extending

beyond reservoir shell with a 2” flanged end. The inlet shall terminate one

foot from the top of the reservoir. The vertical inlet pipe shall be standard

weight steel pipe and shall be attached to support brackets by "U" bolts. It

shall not be welded to the brackets. The portion of the inlet inside the

reservoir shall be epoxy lined and outside coated to match the reservoir

interior coating system.

b. Outlet: One standard weight steel pipe outlet with a side outlet extending

beyond the reservoir shell with a flanged end. The portion of the steel pipe

inside the reservoir shall be an 8” epoxy lined and outside coated to match

the reservoir interior coating system. The portion of pipe within the tank

shall extend 0.75 times the tank diameter. The outlet shall be supported

two feet off of the tank floor.

c. Overflow Pipe: One standard weight steel pipe inside overflow with a side

outlet extending beyond the reservoir shell. Overflow pipe shall be

attached to support brackets by "U" bolts. It shall not be directly welded to

the brackets. The portion of the overflow pipe inside the reservoir shall be

epoxy lined and outside coated to match the reservoir interior coating

system.

d. Overflow inlet shall consist of a dished head cap or flared inlet over

vertical riser. Diameter and elevation of the overflow pipe and dished head

shall be specified on the Drawings. The overflow pipe outlet shall be

furnished with a stainless-steel screen to prevent animals from entering the

pipe.

e. A 12" diameter overflow hatch shall be furnished on the tank roof,

centered over the overflow pipe.

f. Bottom Drain: One standard-weight steel pipe bottom drain, with a side



outlet, extending beyond the reservoir shell as shown on the Drawings.

g. Full Tank Shutoff: Provide a valve system and float to automatically stop

the flow into the tank when full. The system shall be capable of shutting

off the flow with a pressure up to 120 psi.

h. Inside Ladder: The interior ladder shall conform to the requirements of the

latest issue of the State of California Division of Industrial Safety, General

Safety Orders, Title 8, and Section 3277. Interior ladder shall be provided

with a safety-climbing device.

i. Side rails, rungs, and other members constructed of pipe shall have all

openings seal welded. The ladder shall extend from the floor of the tank to

the roof hatch. Ladder shall be provided with a safety climb device.

Provisions for extension of the safety climb device above the roof shall

also be provided.

j. Interior ladder shall be type 304 stainless steel. The ladder shall be bolted

into place after the interior coating of the reservoir is completed. Mounting

bolts and nuts shall be stainless steel. Insulated washers and bushings shall

be utilized to separate mild steel from stainless steel.

k. Safety Climb Device: A safety climb device shall be provided along the

full length of the inside ladder. The safety climb device and fittings, bolts,

nuts, and connections shall be type 304 stainless steel.

l. Center Vent: One screened center aluminum roof vent. Diameter of roof

vent shall be specified on the Drawings.

m. Shell Manway: One 24-inch diameter shell manhole, one-bolt

construction, complete with gasket. Each manhole shall be flanged.

n. Roof Manway and Handrail Enclosure: One 36-inch by 42-inch aluminum

roof manway with hinge and hasp and handrail enclosure.

o. Clean-out: One complete flush-type clean out in accordance with API 650.

p. Pressure Transmitter: One (1) 3/4" diameter IPT standard steel coupling

mounted to a blind flange plate connected to a 6” flanged coupling (1 foot

above reservoir floor), pressure transmitter, and fabricated enclosure.

q. Cathodic Protection Conduit: One (1) 2" diameter cathodic protection

conduit and one (1) 2" diameter IPT standard steel coupling welded to

reservoir shell including 2" PVC pipe and brackets. The 2" PVC pipe shall

exhibit no leakage when air tested at 60 psi.

r. Exterior Ladder: The exterior of the tank shall be furnished with a ladder

for access to the roof. The ladder shall conform to California OHSA



standards.

s. Provide a Superior Tank Model # 2400, Liquid Level Indicator with Type

316 stainless steel internals and complete with float and target board

assembly.

2.04 BOLTED STEEL TANK OPTION

A. A bolted steel water storage reservoir shall be designed in accordance with AWWA

D103 Standard for Factory-Coated Bolted Carbon Steel Tanks for Water Storage.

B. Plates and Sheets. Plates and sheets shall conform to appropriate ASTM designation

as set forth in Section 4.4, AWWA D103-09, and shall have a minimum yield

strength of 30,000 psi.

C. Structural Shapes. Structural shapes shall conform to the requirements and ASTM

designations of AWWA D103-09 section 4.5

D. Bolts. Tank joint bolting shall be minimum ½” diameter, shall meet the requirements

of AWWA D103-09 section 4.2.1. and have tensile strength of at least 120,000

pounds per square inch.

E. Gaskets and Sealant. All gaskets and sealants used on this tank shall conform to the

requirements of AWWA D103-09 section 4.10.

F. Gaskets and sealants shall meet or exceed AWWA, FDA, and EPA standards for

potable water.

2.05 WELDED STEEL TANK OPTION

A. A welded steel water storage reservoir shall be designed in accordance with AWWA

D100 - Standard for Welded Carbon Steel Tanks for Water Storage.

2.06 CATHODIC PROTECTION

A. Provide cathodic protection per AWWA D-106 - Standard for Sacrificial Anode

Cathodic Protection Systems for the Interior Submerged Surfaces of Steel Water

Storage Tanks.

2.07 STEEL WATER STORAGE RESERVOIR COATING AND PAINTING

MATERIALS

A. Coating and Painting Materials: Materials for Coating and Painting are described

below under PART 3 – EXECUTION.



PART 3 - EXECUTION

3.01 SUBGRADE PREPARATION:

A. Prepare subgrade in accordance with Section 02210 - Site Grading. The subgrade for

the tank shall be compacted to the requirements of the Geotechnical Report (H&K) in

Appendix A. All topsoil, organic material and undesirable material within the

ringwall shall be removed and replaced with a controlled, load-bearing compacted

backfill. The natural soils and load bearing backfills within the ringwall shall be

capable of supporting the tank bottom without general settling or localized settling,

causing breakdown of the tank bottom adjacent to the ringwall.

B. Excavate trenches for drain and outlet pipes that will be incorporated onto the tank

floor, install them and then backfill them in accordance with Section 02221 – Utility

trenching and backfilling.

C. Excavate footing for ring wall including appropriate space for forms to approved ring

wall design provided by Manufacturer’s tank designer.

D. Backfill around footings using ¾-inch aggregate base compacted to 95% of maximum

dry density or as required by the geotechnical report.

E. All cuts, fills, and trench backfills within five (5) feet of the tank must be tested (or

inspected in the case of bedrock) for compaction by the Owner’s testing consultant

prior to placement of the cushion layer.

3.02 CONCRETE RINGWALL

A. The Concrete ring wall shall be designed as an integral part of the tank system by the

Tank Manufacturer and /or Contractor in accordance with the most recent edition of

AWWA D100 (welded) or AWWA D103 (bolted).

B. Concrete shall, in general, be installed in accordance with the more stringent between

Section 03306 – Structural Concrete, sections 03-1000 through 03-3000 in the

Structural Specification, or as specified by the tank designer.

C. If a reinforced concrete ringwall is used, it shall extend below the frost line, be at

least two-point-five (2.5) feet deep and ten (10) inches thick, and shall be placed

directly beneath the tank shell for tanks supported on crushed stone or granular bases.

It shall project at least six (6) inches above the finished grade with the surrounding

grade sloped for positive drainage away from the tank. It shall be reinforced against

temperature and shrinkage with additional reinforcement as required for resisting

lateral earth pressure. The minimum vertical temperature reinforcing shall be 0.0015

of the cross-sectional area and the minimum horizontal temperature reinforcing shall

be 0.0025 of the cross-sectional area unless a greater amount of reinforcing steel is

required by ACI 318. Ringwalls and slabs, after grouting or before placing the cane

fiber joint filler, shall be level within ±1⁄8 inch in any thirty (30) foot circumference



under the shell. The levelness on the circumference shall not vary by more than ±1⁄4

in. (6 mm) from an established plane. The tolerance on poured concrete before

grouting shall be ±1 in. (25 mm).

3.03 SAND CUSHION:

A. Tank bottoms shall be placed on at least four (4) inches of crushed stone, or clean

sand, laid on the compacted grade. It shall slope uniformly upward towards the center

of the tank at a minimum slope of one (1) inch vertical to ten (10) feet horizontal.

B. A mixture of 1-part cement to 1.5 parts sand grout shall be placed beneath the tank

bottom and top of the ringwall. The cement-sand grout shall be a minimum of one (1)

inch thick and shall fill the entire space beneath the tank bottom to the sand cushion.

The minimum width of the cement-sand grout shall be six (6) inches. In lieu of the

one (1) inch of grout, cane joint filler, 1⁄2-inch-thick, conforming to the requirements

of ASTM D1751 may be used as a sealant.

3.04 BOLTED STEEL WATER STORAGE TANK ERECTION REQUIREMENTS

A. Erection: Field erection of Factory Powder Coated bolted steel tanks shall be in strict

compliance with manufacturer's recommendations and performed by manufacturer's

employees or certified erection crew to alleviate any potential disputes in coating

quality or erection thereof. Particular care shall be exercised in handling and bolting

of the tank plates, supports, and members to avoid abrasion or scratching the coating.

Prior to placing water in the tank, a "holiday" inspection of the entire tank, corners

included, will be provided and performed by the manufacturer in the presence of the

owner. Touch-up coating shall be done per the manufacturer's recommendations

where needed and as directed to achieve 100% holiday-free surface.

B. Testing and Inspection: Test storage tank after erection. Floor shall be clean and free

from dirt, foreign substance and debris. Vacuum test the bottom seams in floor

plates. Test the shell by filling with water to elevation of overflow. Completed

storage tank shall show no leaks at end of 24-hour test period. No charge will be

made for water required to fill tank.

3.05 WELDED STEEL WATER STORAGE RESERVOIR WELD REQUIREMENTS

A. Scope: Contractor shall furnish all labor, materials, and equipment and perform all

operations necessary for construction of a reservoir, a foundation if specified, and all

other necessary work at a site or location as directed by Owner.

B. Reservoir Welds: All welds shall comply with AWWA D-100, latest, except as

otherwise specifically stated herein. All welds for vertical and circumferential joints

in the shell shall be complete joint penetration, double butt welds. All welding shall

be performed using the electric shielded arc process. Welders shall be qualified in

accordance with the American Welding Society's Standard Qualification Procedure.

Welding shall be in accordance with the "American Welding Society Specifications".



C. Weld Inspection and Testing: All welds will be visually inspected by Owner's

representative. All pinholes, gouges, undercutting, and other defects will be marked.

Contractor shall repair all said defects and Owner's representatives will visually

verify repairs prior to Owner accepting reservoir. Contractor shall provide scaffolding

and lighting for visual inspections. Reservoir bottom shall be tested by the vacuum

method as described herein. Reservoir shell shall be tested by radiographic

methods as described herein. Roof plates and joints between bottom plates and

tank shell need not be tested.

1. Reservoir Bottom: Upon completion of bottom, Contractor shall test all welds

in their entirety in accordance with AWWA D-100, latest, by the vacuum

method utilizing a partial vacuum of at least 2 psi. All tests shall be performed

in the presence of the Owner’s Inspector. Reservoir bottom shall be entirely

watertight.

2. Reservoir Shell: Test the shell by filling with water to elevation of overflow.

Completed storage tank shall show no leaks at end of 24-hour test period. No

charge will be made for water required to fill tank. Radiographic tests shall

be performed by the Contractor in accordance with AWWA D-100, latest, as

modified herein. Radiographic tests (spot inspections) shall be conducted in

accordance with the following at locations designated by Owner’s Inspector:

a. Vertical joints of the same type and thickness shall be spot inspected in

the first 10 feet of completed joint welded by each welder or welding

operator.

b. Circumferential joints of the same type and thickness shall be spot

inspected in the first 10 feet of completed joint welded by each welder or

welding operator.

c. One out of every two vertical joints in the lowest course shall be spot

inspected.

d. One out of every four vertical joints in each remaining course shall be spot

inspected.

e. Three junctions of vertical and circumferential welds shall be spot

inspected.

f. Each 200 feet and any remaining fraction thereof of circumferential welds

shall be spot inspected with a minimum of one spot inspected for each

circumferential weld.

3. Failed Radiographic Tests: For every failed radiographic test, Contractor shall

perform tests at 2 additional locations on similar type welds (vertical,

horizontal, or junctions) at locations chosen by Inspector. These tests are in

addition to the tracers required by AWWA D-100 and the test required by

above specifications.



3.06 BOLTED STEEL WATER STORAGE RESERVOIR COATING AND PAINTING

SPECIFICATIONS

A. Coating: All interior steel surfaces, support members and miscellaneous parts shall

receive 5 mils minimum average dry film thickness using Dupont/Axalta "Tank

Tan" (An NSF 61 Approved, Thermal Set Epoxy Powder Coating).

B. All exterior steel surfaces, support members and miscellaneous parts shall receive

minimum 2 mils average dry film thickness “Tank Tan” primer under 3 mils

minimum average dry film thickness using Dupont "Superior Sand" (A Thermal Set

TGIC-Polyester Powder Coating), for a total of 5 mils.

C. NOTE: Painted, uncoated, or glass lined bolted tanks and FRP tanks are not

considered equal

3.07 WELDED STEEL WATER STORAGE RESERVOIR COATING AND PAINTING

SPECIFICATIONS - GENERAL

A. Scope: This specification applies to the proposed reservoir. Areas to be coated

shall consist of all interior surfaces, including but not limited to shell, roof plates,

framing, columns, reinforcing, ladder, floor, piping, and access manholes. Areas

to be painted shall consist of all exterior surfaces, including but not limited to

shell, roof, roof hatch, and reservoir vent.

B. Specifications and Standards: All surface preparation and material application shall

comply with American Water Works Association Standard D-102, 2006 edition, Steel

Structures Painting Council Specifications, and manufacturer's recommendations.

C. Submittals: Prior to scheduling any work, Contractor shall submit the following to

Owner:

1. Construction schedule showing order, in which Contractor proposes to carry

out work, dates of anticipated commencement and completion of work and

salient components thereof, and estimated percentage of work to be

completed at any time during construction period.

2. Manufacturer's data sheets for each coating, painting and caulking material to

be used.

3. Manufacturer's recommendations for height profile for each coating and

painting material to be used.

3. For exterior paint finish coat only, color sample (4 inch x 4 inch minimum on

metal panel).

Owner shall approve the above work prior to Contractor beginning any work.



D. Sequence of Work: All coating work shall be performed at job site except as stated

herein. Unless specified otherwise, reservoir coating and painting shall be

performed in the following sequence:

1. Reservoir interior surfaces (other than floor).

2. Reservoir floor surfaces.

3. Belowground exterior surfaces.

4. Aboveground exterior surfaces.

After the reservoir interior surface (other than floor) coating has been completed,

Owner will inspect it for specified dry film thickness and holidays. Said

inspection will require approximately seven working days. Contractor shall

temporarily terminate work until said inspection is completed. Contractor shall

repair all defects in reservoir interior surface (other than floor) coating prior to

beginning reservoir floor coating work. All repairs shall be performed as directed

by Owner at no cost to Owner. If repair work is required, Owner will inspect it

and additional time will be required therefore. Contractor shall temporarily

terminate work until said inspection is completed.

After the reservoir floor coating has been completed, Contractor shall perform

holiday detection on it. Contractor shall repair all defects in reservoir floor

coating at no cost until all holidays are eliminated. Lower shell course shall be re-

inspected for damage caused to coating by floor sandblasting operations. All

holidays shall be repaired by Contractor. Reservoir floor shall be completed,

inspected, repaired, and approved prior to starting reservoir exterior work.

Repair work performed by Contractor will not justify adjustment of Contract

Completion Date(s). Said work will subject Contractor to liquidated damages if

work extends beyond Contract Completion Date(s).

E. Inspection: Unless specified otherwise, Owner will inspect the work as follows:

1. Equipment: At the first on site inspection, Contractor shall provide Owner

with written information concerning all equipment to be utilized. Contractor

shall provide any additional information requested. All equipment shall be

clean and in good working order with all appropriate safety devices.

Equipment that leaks, routinely malfunctions, creates a safety hazard, creates

an environmental hazard, or fails to meet Owner or manufacturer

requirements shall be removed from the site.

2. Surface Preparation: To facilitate inspection, Contractor shall on the first day

of sandblasting operations, sandblast metal panels furnished by Owner to the

degree specified herein. After Owner determines that specific metal panels

meet the requirements of the specification, they shall be coated with a clear,

non-yellowing finish (provided by Contractor). Panels shall be prepared for



each type of sandblasting specified and shall be maintained and utilized by

Contractor for all Contract work.

After each section of the reservoir has been sandblasted, it shall be inspected

and approved by Owner prior to the application of any coating or paint.

Owner will inspect for specified height profile by the use of a profile meter.

To allow Owner the opportunity to inspect each sandblasted area, Contractor

shall clean said surfaces with a fine bristle broom and air and furnish

scaffolding and lighting (including moving of same) to permit inspection as

requested by Owner.

3. Material Preparation: Owner shall approve all onsite paint or coating material

preparation including unsealing and opening of all material containers, material

mixing, mixing equipment, addition of thinners, and temperature of all material

prior to application.

4. Coating: Owner shall approve each coat for specified cleaning before

subsequent coats are applied. All areas coated or painted without said

approval shall be sandblasted to remove all coatings and recoated after the

specified inspection.

5. Holiday Detection and Dry Film Thickness Verification: Owner will perform

dry film thickness measurements and holiday detection. All areas will be

measured for specified dry film thickness utilizing Electronic Mil Gauge. All

interior areas will be holiday tested with special emphasis on bolts, welds,

and edges. All areas not meeting the specified dry film thickness and all areas

with holidays shall be recoated and repaired by Contractor as directed by

Owner. All repairs shall be performed at no cost to Owner.

6. Illumination and Scaffolding: Whenever and wherever required by Owner,

Contractor shall furnish illumination and scaffolding to permit inspection

prior to acceptance of work. Contractor shall move lights and scaffolding as

directed by Owner to enable inspection of all surfaces, inside and out.

7. Anniversary Inspection: An inspection of the protective coatings of the steel

reservoir shall be conducted during the eleventh (11th) month following

completion of all coating and painting work. Representatives of the Owner,

Contractor, and Coating Supplier shall attend this inspection. All work found

to be defective at this time shall be repaired or replaced in accordance with

the original specifications and to the satisfaction of the Owner. All

equipment, materials, and labor required to repair any defects in the steel

reservoir coating shall be provided by the Contractor at no additional cost to

the Owner. The Contractor shall disinfect the reservoir after repairs to the

interior are completed, at no extra charge. The Contractor will be charged for

all inspections required for remedial work. If the eleventh (11th) month

inspection should occur at a time of high water usage, repair work may be

postponed until a period of low usage at the Owner’s discretion.

Postponement shall not extend beyond the sixteenth (16th) month following



completion of all coating and painting work. The Contractor shall be notified

of the eleventh month inspection, repairs required, and the date when the

repair work may be performed.

10. Payment for Inspection: Owner will provide one free inspection for each

sandblasting, coating, and painting application. Contractor will be charged for

all additional inspections of sandblasting, coating, and painting applications.

Owner will also provide one free final inspection consisting of dry film

thickness measurements and holiday detection. If work does not meet these

coating and painting specifications, Contractor will be charged for all

subsequent inspections required to insure compliance with said

Specifications.

F. Surface Preparation: All surfaces shall be sandblasted by the dry sandblasting

method. Sand used in the sandblasting operation shall be washed and graded. It

shall be free of contaminants that could interfere with adhesion of coating or paint

to be applied. Maximum particle size of abrasive particles shall produce a height

profile in accordance with the recommendations of the coating or paint

manufacturer. At all times during the blast cleaning operations, means shall be

employed to ensure that existing paint or coating shall not be exposed to abrasion

from blast cleaning operations. All surfaces must be clean, dry, and free of any

dirt, dust, grease, oil, salt, and other deleterious materials before any protective

coatings or paints are applied.

1. Interior Surfaces: Preparation of all interior surfaces to receive protective

coatings shall be blast cleaned to "near-white" metal in conformance with

Steel Structures Painting Council Surface Preparation Specification SSPC-

SP10 (95% of each square inch shall be free from all visible residues). For

existing reservoirs, all existing coating shall be completely removed.

2. Belowground Exterior Surfaces: Preparation of all exterior surfaces to receive

protective coatings shall be blast cleaned to "near-white" metal in

conformance with Steel Structures Painting Council Surface Preparation

Specification SSPC-SP10 (95% of each square inch shall be free from all

visible residues).

3. Aboveground Exterior Surfaces: Unless specified otherwise, preparation of all

exterior surfaces to receive protective paints shall be "commercial blast

cleaned" metal in conformance with Steel Structures Painting Council Surface

Preparation Specification SSPC-SP6 (67% of each square inch shall be free

from all visible residues). For existing reservoirs, washing and rinsing

exterior surfaces may be permitted if specified. Surfaces shall be thoroughly

scrubbed and washed with a detergent cleanser and rinsed with water until all

surfaces are free from chalking paint, dirt, grease, oil, graffiti, and other

materials. Owner shall approve cleaned surfaces prior to the application of

any paint. All areas where existing paint or primer has been removed or steel

is exposed shall be sandblasted to "commercial blast cleaned" metal.



4. Bottom of Floor Plates: Bottom of floor plates shall be thoroughly cleaned of

rust, rust dust, filings, blisters, loose mills scale, dirt, oil, grease, and other

foreign matter.

G. Materials

1. Protective coatings shall be "AMERCOAT" series as manufactured by

Ameron Corporation of Brea, California, "CARBOLINE" series as

manufactured by Carboline Company, of St. Louis, Missouri, "DEVOE"

series as manufactured by ICI Devoe Coatings, of Louisville, Kentucky, or

"TNEMEC" series as manufactured by Tnemec Company, Incorporated of

Compton, California. Materials for interior coating shall not contain

Tetrachloroethylene (PCE). All materials including thinners shall be delivered

to jobsite in original unopened containers bearing manufacturer's name,

brand, and batch number. They shall not be opened or used until Inspector has

physically inspected the contents and obtained necessary data from

information printed on containers or labels. All materials opened or not

approved shall be removed from the work site before any work shall begin. A

request for material substitutions must be made and approved by Owner in

writing prior to ordering materials.

2. Only full, previously unopened containers of coating material shall be utilized

during each coating session unless the Contractor receives Owner approval to

do otherwise prior to opening the containers. Any mixed unused material

shall be discarded. Partial amounts of dual component material shall be

measured utilizing approved measuring containers prior to mixing.

3. All thinners must be approved and measured prior to placement in the coating

material. Any amount of thinner added to the coating material without

approval may result in the rejection of that material for use.

H. Application

1. First Coat: The application of the prime coat shall immediately follow surface

preparation; it shall be completed within the period of an 8-hour working day.

Contractor shall use a fine bristle broom and air to clean surfaces after

sandblasting and prior to application of prime coat. Any such cleaned areas

not receiving prime coat within said 8-hour period shall be re-blasted prior to

application of prime coat. Owner shall approve all sandblasted areas prior to

application of the coating or paint. Any areas coated without approval shall be

re-sandblasted to remove all coating, inspected, and then recoated.

2. Additional Coats: Contractor shall allow previous coat to thoroughly dry as

specified herein before cleaning it. Contractor shall use a fine bristle broom

and air to remove dust and other matter from each coat prior to application of

any additional coats. All areas to receive additional coats shall be approved

by Owner prior to application of said additional coats. Any areas receiving



additional coats without Owner's approval shall be re-sandblasted to remove

all coating, inspected, and then recoated.

3. Special Coats:

a. Inaccessible Areas: Prior to erection, all interior surfaces (except bottom

floor plates) that will be made inaccessible after erection shall be

sandblasted as specified herein and shall receive the complete coating

system as specified herein. Such surfaces shall include but shall not be

limited to the top flanges of rafters, the top flanges of girders, column

caps, column bearing plates, and earthquake bars.

Contractor shall coordinate work in inaccessible areas with separate

Reservoir Contractor. Contractor shall develop coating work schedule

based on Reservoir Contractor's work schedule. He shall coordinate,

organize, and perform his work sufficiently in advance of Reservoir

Contractor's work so that Reservoir Contractor can accommodate

Coating Contractor.

Wooden wedges shall be placed between roof plates and rafters. Wedges

shall be positioned to provide a 1" minimum gap between the roof plates

and rafters. Roof plates shall not be bent or deformed while inserting

wedges. Wedges shall be repositioned during coating operations to

ensure that all areas are coated. All wooden wedge material adhering to

the coating shall be removed and the coating repaired to the Owner's

approval.

b. Brush Applied Coat: All sharp edges, nuts, bolts, welds, joints, connections,

and similar surfaces shall receive a brush-applied coat of the specified

coating prior to application of each complete coat.

c. Caulking: Contractor shall fully seal with continuous caulking all areas

specified in the Special Requirements. Contractor shall apply caulking a

minimum of 72 hours following the application of the final coat of epoxy,

and at least 72 hours prior to holiday detection of adjacent coated

surfaces. The caulking shall be a two component, polyurethane-based

sealant, meeting ASTM-C-920 and NSF standard for potable water

contact. The coating shall be Sikaflex-2c, NS or approved equivalent and

shall be applied per manufacturer’s instructions. Contractor shall

thoroughly clean all epoxy coated surface areas with clean white rags

prior to application of the caulking.

4. Ventilation: Ventilating fans shall be attached to all reservoir shell manholes to

provide air exhaust near bottom of reservoir. All reservoir roof openings shall be

left open to provide air supply. Fans shall be located as necessary to provide

proper air movement throughout the entire reservoir.

a. During coating application, Contractor shall ventilate tank coating with



ventilating fans with a capacity of at least 300 cfm per gallon of coating

applied per hour.

b. At the end of each work day, Contractor shall force ventilate reservoir

interior until the next work day with a minimum of one complete air

change each hour. Contractor shall force ventilate reservoir interior over

weekends and holidays with one complete air change each hour.

Ventilation fans shall operate 24 hours each day. Without restricting

proper ventilation, Contractor shall prevent sand, dust or other material

from adhering to the coating by the use of barriers, screen or other

approved methods. Damaged surfaces shall be repaired to the Owner’s

satisfaction.

c. After each reservoir interior coat has been completed, Contractor shall

force ventilate reservoir interior for a minimum of 72 hours with one

complete air change each hour. Ventilation fans shall operate 24 hours

each day.

d. Following the application of each epoxy floor coating and as directed by

Owner, additional fans shall be located inside the reservoir to facilitate

proper air movement throughout the lower portion of the reservoir.

Combined capacity of additional fans shall equal one complete air change

per hour. Floor surface area per fan shall not exceed 2,500 square feet.

Placement of fans shall occur after coating has cured sufficiently to

prevent damage to the floor coating. Additional fans shall operate a

minimum of 48 continuous hours prior to placement of the next floor

coating. Existing coatings shall be protected when placing fans and any

damaged areas shall be repaired under Owner's supervision and holiday

tested at the Contractor's expense.

Following acceptance of the floor coating, said fans shall remain in

continuous operation during the 14 day forced ventilation of the reservoir

interior.

e. After reservoir interior coating has been completed, inspected, and

accepted, Contractor shall force ventilate reservoir interior for a

minimum of 14 days with one complete air change each hour. Ventilation

fans shall operate 24 hours each day.

f. Contractor shall furnish all required equipment and labor to ventilate

reservoir interior including fans, generators, fuel, vandal proof protective

barriers, wind barriers, and manpower to insure adherence to the ventilation

requirements.

5. Safety: During sandblasting operations and coating and painting applications,

Contractor shall use head protection, fire protection, and respiratory devices in

accordance with AWWA D-102, latest edition. Use of these devices shall be

mandatory and strictly enforced by the Contractor as his total responsibility.



Owner's representatives will not be continuously present and shall not be

responsible or liable for enforcing Contractor's adherence to these and other

lawfully mandatory safety practices.

6. Skilled Craftsmen: All work shall be performed by skilled craftsmen who are

qualified to perform the required work in a manner compatible with the best

standards of practice found in the trade.

7. Restrictions:

a. Material shall not be applied when the surrounding air temperature or

temperature of the surface to be coated is below 40°F. Material shall not

be applied to wet or damp surfaces, in rain, fog, or when the temperature

is less than 5°F above the dew point. Material shall not be applied when

it is expected the air temperature will drop below 40°F or less than 5°F

above the dew point within 8 hours after application of material.

b. Material shall not be applied when the surrounding air temperature or

temperature of the surface to be coated exceeds 110° F. Material shall not

be applied when the relative humidity exceeds 70 percent. Material shall

not be applied when it is expected the air temperature or temperature of

the surface will exceed 110° F within 2 hours following application of

material.

c. Material shall not be applied when wind conditions may cause overspray,

dust, sand or other material to adhere to the coated surface. Damaged

surfaces shall be repaired to the Owner's satisfaction.

8. Curing of Reservoir Coating:

a. Contractor shall provide all equipment and manpower necessary to

provide continuous supplemental heat and dehumidification of the

reservoir interior as required to maintain proper curing conditions as

recommended by the coating manufacturer. Said requirement shall apply

throughout coating and curing operations, including overnight, over

holidays, over weekends, between coats, and during the fourteen (14) day

curing period.

b. During weekends and during the fourteen (14) day curing period,

Contractor shall monitor heating, dehumidifying, and ventilating

equipment and shall provide fuel as required to keep equipment operating

continuously. Contractor shall furnish fuel supply tanks with a minimum

capacity for seventy-two (72) hours of continuous heating.

c. During weekends, holidays, and the fourteen (14) day curing period,

Contractor shall provide all maintenance required to make immediate

repair in the event of equipment failure.



I. Shop Priming:

1. General:

a. Shop priming of reservoir surfaces will be required when so stated in the

Contract Special Requirements or on the Construction Drawings.

Otherwise, reservoir will be field primed, unless shop priming is

requested in writing by the Contractor and approved by Owner.

b. Contractor shall coordinate plant work such that all blast cleaning and

priming operations may be observed by Owner's representative. Costs for

trips, including all expenses directly related to the plant inspection (such

as transportation, lodging, subsistence, travel time, inspection time, and

down time), shall be paid by Contractor. Contractor shall pay for a

minimum of 8 hours of inspection for each day Owner's representative is

present at the shop-priming site. If inspection exceeds 12 continuous

hours per day, an additional Owner's representative will be required.

c. When shop priming of the reservoir is required or allowed, Contractor

shall shop prime reservoir exterior surfaces, reservoir roof interior, and

roof supporting structure (rafters, girders, rafter clips, column caps, and

earthquake bars) as follows:

2. Surface Preparation:

a. All exterior surfaces shall be cleaned to "commercial", all in accordance

with the Contract Documents.

b. All interior surfaces, including inaccessible areas shall be cleaned in

accordance with SSPC-SP10/NACE No. 2, excluding interior surfaces of

dry risers and dry pedestals. Interior Pedestals shall be cleaned to SSPC-

SP6/NACE No. 3.

c. All surfaces shall be prepared suitably to receive the primer and/or paint

surfaces of the proposed manufacturer’s produce/

3. Application

a. Application of prime coat shall immediately follow surface preparation; it

shall be completed within the period of 8 hours. Any such cleaned areas

not receiving prime coat within said 8-hour period shall be re-cleaned

prior to application of prime coat. Owner shall approve all cleaned areas

prior to application of any coating or paint. Any areas coated without

approval shall be re-cleaned to remove all coating, inspected, and then

recoated.

b. Upon completion of cleaning and priming, all coated or painted



components shall be cured for a minimum of two hours at 60° F prior to

stacking or handling components.

4. Materials:

a. All Coatings shall be NSF approved and coating shall meet State and

Local Requirements for Volatile Organic Compounds.

b. Reservoir exterior surfaces shall be coated in accordance with Section

2.16 or 2.17 of these specifications.

c. Reservoir roof interior and roof supporting structure shall be primed with

Tnemec 90-97 Organic Zinc Primer, or approved equal to a minimum dry

film thickness of two and one half (2.5) mils.

5. Transportation:

a. In transit, spacers shall be used to separate all plates and components. In

addition, all shop-primed steel shall be completely covered to protect the

steel and prevent deposition of road salts, fuel residue, and contaminants.

b. Loaded steel shall be bound with padded chains or ribbon binders.

6. Field Application:

a. If damage to primer in a specific area exceeds 50% of the total surface of

that specific area as determined by Owner, Contractor shall blast clean

entire said area and reapply the primer in accordance with these

Specifications.

b. Primed surfaces, which have been exposed to excessive sunlight or have

exceeded the manufacturer's recommended recoat time shall be scarified

and a second coating of paint shall be applied. Procedures for surface

preparation shall be as determined by the Owner.

c. Upon completion of tank erection all surfaces shall be thoroughly

scrubbed and washed with a detergent cleanser and rinsed with high-

pressure water until all surfaces are free from dirt, grease, oil, and all

other surface contaminants.

d. After surfaces are clean and prior to application of intermediate coat,

surfaces shall be inspected and approved by Owner. Any areas not

approved by Owner shall be repaired as follows:

7. Reservoir Exterior Surfaces: All areas damaged during shipping, erection, and

exposure shall be spot blast cleaned to SSPC-SP6/NACE No 3 or SSPC-SP-

15. All blast cleaned areas shall be approved by Engineer and then receive a

prime coat. Thereafter, all exterior surfaces shall receive the second and third



coat in accordance with these Specifications.

8. Reservoir Roof Interior and Roof Supporting Structure:

a. All areas damaged during shipping, erection, and exposure shall be spot

blast cleaned to SSPC-SP10/NACE No. 2 standards in accordance with

these Specifications.

b. All said blast cleaned areas shall be approved by Engineer and then

receive a prime coat. Said prime coat shall be an epoxy coating in

accordance with the Contract Documents. Thereafter, the roof interior and

roof supporting structure shall receive a three-coat 10-mil epoxy coating

in accordance with these Specifications.

c. Field repair shall extend beyond the heat-affected zone of the welds.

d. After blast cleaning of defective or damaged areas, edges shall be

feathered to provide a smooth transition between shop-primed and field

primed surfaces.

3.08. WELDED STEEL TANK - COATING OF INTERIOR SURFACE OF FLOOR AND

BOTTOM ONE HALF FOOT OF SHELL AND APPURTENANCES (AWWA Inside

Coating System (ICS) 5; 10 mils).

A. Prime Coat: Prime coat shall be zinc-rich primer, applied to a minimum dry film

thickness of two (2.0) mils. The work on the floor shall proceed in such a manner

to avoid traffic over freshly primed surface.

B. Intermediate and Finish Coats: Intermediate and Finish coats shall consist of (1)

non-coal-tar epoxy in accordance with ANSI/AWWA C210; or (2) proprietary

epoxy formulations in accordance with the requirements of Section 4.4.1 of

AWWA D102-06, to a minimum dry film thickness of four (4.0) mils for the

intermediate coat and four (4.0) mils for the finish coat. The material shall be

compatible for use with potable water as required by NSF/ANSI 61.

C. Application Requirements:

1. The floor and bottom one-half foot of shell and appurtenances including but not

limited to columns, base plates, and angles shall be coated with the ICS No. 5.

2. Contractor may, if approved by Owner, complete surface preparation for the

entire floor surface and bottom one-half foot of shell prior to cleaning same for

approval of surface preparation. Any areas not meeting the surface preparation

specifications shall be re-blasted and approved by Owner.

3. Contractor shall clean the floor plates for inspection of surface preparation by

first sweeping and removing as much sand as possible. Contractor shall then use



air and a fine bristle broom to remove the remainder of the sand. Each area of the

floor and appurtenances shall be cleaned with air until approved by Owner.

Contractor shall clean each area with air just prior to applying primer.

4. Primer shall be dry and hard before application of intermediate coat. The

intermediate coat shall not be applied over primer which has dried for less than 1

hour or more than 14 days. If the maximum drying time is exceeded, a second

coat of interior primer shall be applied. No surfaces shall, in any case, receive

more than two coats of primer, or a dry film thickness of primer greater than four

(4) mils.

D. Dry Film Thickness Verification: The Owner’s testing firm will measure the

thickness of the coating to insure the specified thickness has been obtained 24

hours after application of the finish coat.

E. Drying Time: A minimum of 24 hours shall elapse between application of the finish

coat and filling the tank with water for testing or chlorination.

3.09. WELDED-STEEL TANK COATING FOR INTERIOR SURFACE OTHER

THAN FLOOR AND BOTTOM ONE HALF FOOT OF SHELL (AWWA

Inside Paint System No. 1 - 8 mils)

A. Prime Coat: Prime coat shall be AWWA ICS System 1, two part epoxy paint,

suitablbe for contact with potable water (NSF/ANSI 61); it shall consist of one coat

applied to a minimum dry film thickness of three (3) mils.

B. Finish Coat: Prime coat shall be AWWA ICS System 1, two part epoxy paint,

suitable for contact with potable water (NSF/ANSI 61); it shall consist of one coat

applied to a minimum dry film thickness of three (5.0) mils.

C. Total Thickness: The total dry film thickness shall be a minimum of eight (8) mils.

D. Application Requirements: At least 72 hours shall elapse between coats. Cold-

applied coal tar base coatings shall be stirred thoroughly with a slow speed power

mixer until a smooth consistency is obtained. The material shall not be thinned except

possibly in cold weather, and then only in strict accordance with the manufacturer's

written recommendations.

E. Dry Film Thickness Verification: Owner will measure the thickness of the coating to

insure that the specified dry film thickness has been obtained 7 days after application

of the finish coat.

F. Drying Time: A minimum of 14 days shall elapse between application of the finish

coat and filling the tank with water for disinfection, filling, testing, and sampling.

G. Color: Each coat shall be a different color than the preceding coat. The final coat

shall be white and NSF Standard 61 approved.



3.10. WELDED OR BOLTED STEEL TANK COATING OF BELOW-GROUND

EXTERIOR SURFACE, (Hot Applied Coal Tar Enamel)

A. Prime Coat: Prime coat shall be Reilly's Enamel, or approved equal, applied to a

minimum dry film thickness of one and one-half (1.5) mils.

B. Finish Coat: Finish coat shall be hot-applied type coal tar enamel such as Reilly's

AWWA Type I Enamel, or approved equal, applied to a minimum finished thickness

of 3/32 inch.

C. Protective Coating: Contractor shall furnish and install 1/2-inch fiberboard over

enamel and cover with hot mopped roofing tar. Install tar with 3-inch overlap over the

hot-applied coal tar coating. The fiberboard shall extend to within 6 inches of finish

grade.

D. Application Requirements: Primer shall be thoroughly dry and hard before

application of the coat tar enamel. Coal tar enamel shall not be applied over primer

which has dried for less than 1 hour or more than 14 days. If the maximum drying

time is exceeded, a second coat of primer shall be applied. No surfaces shall in any

case receive more than two coats of primer or a dry film thickness of primer greater

than four (4) mils.

E. Enameling buckets shall be filled from heating kettles equipped with spigots; they

shall not be dipped for filling. Buckets shall be kept clean and free of excess chilled

enamel and dirt at all times. They shall not be set directly on the ground or on

enameled surfaces but on suitable pads or blocks. Enamel shall be applied at a

temperature of 450°F to 490°F.

F. Dry Film Thickness Verification: Owner will measure the thickness of the coating to

insure that the specified thickness has been obtained 24 hours after application of the

finish coat.

G. Drying Time: A minimum of 24 hours shall elapse between application of the finish

coat and backfilling around the reservoir.

3.11. WELDED STEEL TANK COATING OF ABOVE-GROUND EXTERIOR

SURFACES (Outside Coating System (OCS) 6 Mils)

A. Prime Coat: Prime coat shall be shall be in accordance with AWWA D102, OCS-6

and shall consist of an inorganic rich zinc primer in accordance with SPCC-20, Type

IB or IC; it shall consist of one coat applied to a minimum dry film thickness of two

(2.0) mils.

B. Intermediate Coat: Intermediate coat shall be in accordance with D102, OCS-6 and

shall consist of two component aliphatic polyurethane coating in accordance with

SSPC-Paint 36, Level 1 or approved equal; it shall consist of one coat applied to a

minimum dry film thickness of two (2.0) mils.

C. Finish Coat: Finish coat shall be of the same material as the intermediate coat; it shall



consist of one coat applied to a minimum dry film thickness of two (2.0) mils.

D. Total Thickness: The total dry film thickness shall be eight (6) mils minimum.

E. Application Requirements: At least 48 hours shall elapse between applications of all

coats.

F. Dry Film Thickness Verification: Inspector will measure the thickness of each

coating to insure the specified dry film thickness has been obtained and shall take

final measurements 5 days after application of finish coat.

G. Color: Each coat shall be of a different color than the preceding coat. Intermediate

coat shall be similar to but slightly lighter in color than the finish coat.

H. Owner shall approve all colors prior to painting. Contractor shall submit a current

chart of the manufacturer's available colors to Owner well in advance of painting

operations. If the color or colors applied do not conform to those approved by Owner,

applicator shall change the color or colors to Owner's satisfaction.

3.12. DISINFECTION, FILLING, TESTING, AND SAMPLING

A. Before filling, Owner may establish survey points on the reservoir for vertical control

to monitor settlement of the reservoir on filling. Thereafter Contractor, in the

presence of the Inspector, shall clean and disinfect the reservoir as follows:

1. Contractor shall notify Owner when interior coating has cured, 14 days

minimum, or longer as determined by Contractor.

2. Contractor shall pressure spray-flush all interior surfaces including top of dollar

plate and interior of vents two (2) times using construction water. If necessary,

Contractor shall use a combination of brushing and pressure spray flushing to

clean interior of the reservoir. Capacity of pressure spray pump shall be such

that sufficient volume, as approved by Owner, is able to extend a minimum of

five (5) feet beyond the highest surface required to be cleaned. After the

reservoir is clean, Contractor shall drain construction water and clean reservoir

floor of all remaining silt and debris.

3. Contractor shall place approximately six (6) inches of potable or chlorinated

water in the bottom of reservoir and add sufficient chlorine to produce a

chlorine concentration of 100 ppm. Contractor shall then pressure spray-flush

all interior surfaces four (4) times using the chlorinated water. Contractor shall

maintain the chlorinated water inside the reservoir at 50-ppm chlorine residual

for 24 hours minimum. Contractor shall thereafter drain the reservoir after

verification of chlorine residual. If the 50-ppm minimum chlorine residual is not

maintained, Contractor shall repeat the disinfection procedure.

4. Contractor shall replace all manhole gaskets with new Owner approved gaskets.

5. Contractor shall fill the reservoir to not more than half capacity and check



settlement in the presence of the Owner’s representative. Thereafter, Contractor

shall fill reservoir to full capacity and leave it full for five (5) days minimum.

Owner will inspect reservoir during said week for apparent leaks.

6. Contractor shall obtain water from on-site production wells for construction,

pressure flushing, chlorination, and filling reservoir; however, water for

pressure flushing, chlorination, and filling will be limited to one event each.

3.13. REQUIREMENTS REGARDING WORKSITE AND VICINITY

A. Contractor shall not perform work outside work site limits and shall not leave said

work site except to enter or leave the area via the access road.

B. Contractor is obligated to keep visual impact of the Work site to a minimum, and to

prevent damage to all existing structures, private property, and residences in vicinity

of Work site. Contractor shall restore all areas altered by construction to pre job

conditions and shall meet the requirements of Owner. Such areas shall include, but

shall not be limited to, areas used for travel, parking, and storage of vehicles,

equipment and materials.

C. Contractor shall utilize existing roads in such a manner as to not damage existing

roads or adjacent properties. Any damage to it shall be repaired by Contractor to the

satisfaction of the Owner and to any agency having jurisdiction over roadway.

D. Work shall be performed to prevent fires and air pollution. Said prevention shall

apply to travel on access roads as well as on the work sites. All equipment shall be

provided with spark arrestors and readily accessible fire extinguishers shall be kept on

site.

E. Contractor shall limit construction noise to a maximum continuous level of 65-dBA,

as measured at the reservoir site's property line between the hours of 7:00 AM to 5:00

PM, Monday through Friday. This maximum continuous level shall decrease to 55-

dBA on holidays and all other times, if work during those times is approved by

Owner. Contractor shall be able to demonstrate compliance with noise limits by

taking and recording noise measurements when requested to do so by the Owner.

F. Contractor may use any Owner approved method to limit construction noise including

the placement of acoustic skirts or curtains around the equipment and/or work area,

placement of a barrier wall around the site, and/or providing high performance

mufflers for the equipment engines.

G. Contractor shall prevent all dust or sand from blowing off the reservoir site.

Contractor may use any Owner approved method to prevent said dust or sand from

blowing offsite including the placement of temporary shield, screens, or covers,

proper containment, and the use of self contained sand blasting equipment.

H. Contractor shall prevent overspray from blowing off the reservoir site during coating

operation. Contractor may use any Owner approved overspray protection or shall

limit coating the reservoir to periods when wind speeds are minimal.



I. The Owner has the right at any time to analyze noise, blowing dust, overspray, or any

other applicable condition, and require preventive measures to be implemented by the

Contractor prior to proceeding.

J. If a complaint is received, the Contractor shall cease operations immediately, inform

the Owner of the complaint, take corrective actions, and receive permission from the

Owner in order to proceed. All corrective actions shall be provided by the Contractor

at no additional cost to the Owner. The Contractor shall immediately repair any

damages resulting from said complaint at no cost to the Owner. Any costs incurred by

the Owner for said complaints shall be reimbursed by the Contractor.

3.14 SANDBLAST SAND AND REMOVED COATING

A. All sandblast sand, removed coating, and any other residual debris shall be collected,

removed from the site, and disposed of at an approved legal disposal site. Said

material shall be collected and directly moved from site. Said materials shall not be

stockpiled outside the reservoir prior to removal and disposal.

3.15 CLEANUP

A. During all coating operations, site shall be kept clean and free of all empty buckets,

paint cans, trash, and any other material, which gives the site an untidy appearance.

Contractor shall provide a trash dumpster, shall clean site daily, and place all said

materials in dumpster. Said dumpster shall be emptied a minimum of once a week.

An alterntive to the dumpster is to dispose of trash materials on the active face of the

landfill, HHW building, or ABOP building, as applicable. Upon completion of the

work, all staging, scaffolding, containers, chunks of hot-applied enamel, rags, pieces

of enamel, and all materials and equipment used in the performance of the work shall

be removed from the site. All damage to surfaces resulting from the work shall be

cleaned, repaired, or refinished to the complete satisfaction of Owner.

3.16 ADDITIONAL MATERIAL TO OWNER

A. Following completion of work, Contractor shall supply Owner with a minimum of

one gallon of each finish coat utilized in coating the reservoir interior and exterior.

Life span of material delivered to the Owner shall be a minimum of one year at the

time of delivery and color of material shall be identical to that utilized in coating the

reservoirs.





A. Measurement and Payment: Specific items included in this item are subgrade

preparation, tank foundation, tank construction, interior and exterior appurtenances,

coating and painting, disinfecting, testing, and other items not specifically mentioned

here but required to complete the tank and make it ready for use. Payment for costs

incurred under this section shall be included in the Bid Schedule under “Fire

Suppression Water Tank (40,000 gal).”

B. Payment for Retests: The cost for tests or inspections, if any, to retest or reinspect

repaired previously failed work causes by Contractors installation procedures shall be

at the cost of the contractor. The Owner will detect cost of retests from the final

payment to the Contractor.

END OF SECTION

Glenn County Transfer Station Page 1 of 14 Section 15310 – Fire Projection

System Piping

SECTION 15310

FIRE PROTECTION SYSTEM PIPING

PART 1 - GENERAL


A. Pipe, fittings, valves, and connections for dry-barrel type sprinkler and standpipe

and fire hose systems for the transfer building only. The relocated scale house is

not included.

B. Fire-supply pump, jockey pump and controllers.

C. Fire-system operation alarm.


A. Section 02510 – Water Distribution.

B. Section 02221 – Utility Trenching and Backfill.

C. Section 02602 – Testing and Disinfecting Waterlines.

D. Section 09900 - Painting: Preparation and painting of fire protection piping

systems.

E. Section 15325 - Sprinkler Systems: Sprinkler Systems Design.

F. Section 13208 – Steel Water Storage Tank (Reservoir).

1.3 COORDINATION

A. Per State of California Regulations, fire-supply systems must be designed by the

fire system contractor. Based in conceptual design of the fire system the tank

described in Section 15420 was designed to provide 500 gpm for 60 minutes. If

the fire system requires higher flow the size of the tank will need to be increased.

Therefore, the fire system design shall provide the fire system design no less than

two weeks prior to the general Contractor providing submittal for the fire tank to

the Project Engineer.


completion of the fire system design and notify the Project Engineer of potential

changes in required fire flow as soon as possible.


System Piping

1.3 REFERENCES

A. ASME Boiler and Pressure Vessel Code Section IX - Welding and Brazing

Qualifications.

B. ASME B16.1 - Cast Iron Pipe Flanges and Flanged Fittings, Class 25, 125, 250,

and 800.

C. ASME B16.3 - Malleable Iron Threaded Fittings, Class 150 and 300.

D. ASME B16.4 - Cast Iron Threaded Fittings, Class 125 and 250.

E. ASME B16.5 - Pipe Flanges and Flanged Fittings.

F. ASME B16.9 - Factory-made Wrought Steel Buttwelding Fittings.

G. ASME B16.11 - Forged Steel Fittings, Socket-welding and Threaded.

H. ASME B16.18 - Cast Copper Alloy Solder Joint Pressure Fittings.

I. ASME B16.22 - Wrought Copper and Copper Alloy Solder Joint Pressure

Fittings.

J. ASME B16.25 - Buttwelding Ends.

K. ASME B36.10 - Welded and Seamless Wrought Steel Pipe.

L. ASTM A135 - Electric-Resistance-Welded Steel Pipe.

M. ASTM A47 - Malleable Iron Castings.

N. ASTM A53 - Pipe, Steel, Black and Hot-Dipped, Zinc-coated Welded and

Seamless.

O. ASTM A234 - Piping Fittings of Wrought Carbon Steel and Alloy Steel for

Moderate and Elevated Temperatures.

P. ASTM A795 - Black and Hot-Dipped Zinc-Coated (Galvanized) Welded and

Seamless Steel Pipe for Fire Protection Use.

Q. ASTM B32 - Solder Metal.

R. ASTM B75 - Seamless Copper Tube.

S. ASTM B88 - Seamless Copper Water Tube.


System Piping

T. ASTM B251 - General Requirements for Wrought Seamless Copper and

Copper-Alloy Tube.

U. ASTM D3309 - Polybutylene (PB) Plastic Hot- and Cold-Water Distribution

Systems.

V. ASTM F438 - Socket-Type Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic

Pipe Fittings, Schedule 40.

W. ASTM F439 - Socket-Type Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic

Pipe Fittings, Schedule 80.

X. ASTM F442 - Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic Pipe (SDR-PR).

Y. ASTM F493 - Solvent Cements for Chlorinated Poly (Vinyl Chloride) (CPVC)

Plastic Pipe and Fittings.

Z. AWS A5.8 - Brazing Filler Metal.

AA. AWS D10.9 - Specifications for Qualification of Welding Procedures and

Welders for Piping and Tubing.

BB. AWWA C110 - Ductile Iron and Gray Iron Fittings.

CC. AWWA C151 - Ductile Iron Pipe, Centrifugally Cast.

DD. NFPA 13 - Installation of Sprinkler Systems.

EE. NFPA 14 - Standpipe and Hose Systems.

FF. NFPA 24 - Installation of Private Fire Service Mains and Their Appurtenances.

GG. UL - Fire Resistance Directory.

HH. UL 262 - Gate Valves for Fire-Protection Service.

II. UL 312 - Check Valves for Fire-Protection Service.

JJ. UL 405 - Fire Department Connections.


A. Section 01300 – General Submittals: Procedures for submittals, submit no less

than four (4) weeks prior to use.


System Piping

B. Initial Fire System Design: Provide the initial fire system design to the Project

Engineer as soon as feasible after award so that if the fire flow must be higher, the

tank size can be modified. Provide two hard copies and Adobe pdf file

electronically.

C. Product Data: Provide manufacturers catalogue information. Indicate valve data

and ratings.

D. Shop Drawings: The contractor is required to design the system and submit

stamped shop drawings for approval by the fire official. Indicate pipe materials

used, jointing methods, supports, floor, and wall penetration seals. Indicate

installation, layout, weights, mounting and support details, and piping

connections.

1.5 SUBMITTALS AT PROJECT CLOSEOUT

A. Section 01700 - Contract Closeout: Submit installation asbuilts.

B. Project Record Documents: Record actual locations of components and tag

numbering.

C. Operation and Maintenance Data: Include installation instructions and spare parts

lists, if applicable.


A. Designer: The fire system designer shall have no less than 5 years in designing

fire systems for industrial applications.

B. Installers: The foreman of the installation crew shall have no less than 3 years of

installation experience and no less than 20 installation projects.


A. Sprinkler Systems: Conform work to NFPA 13.

B. Standpipe and Hose Systems: Conform to NFPA 14.

C. Products Requiring Electrical Connection: Listed and classified as suitable for the

purpose specified and indicated.

D. CBC Designation: The structure is Group F, Division 1 use.


System Piping

E. System design and installation shall be supervised by a licensed NICET Level III

sprinkler system technician or fire protection engineer with not less than five (5)

years’ experience with sprinkler systems, or as allowed by California Regulation

and the Fire Marshall. Shop drawings shall be prepared and engineered.

Accurate As-Built drawings shall be required in the form of two hard copies and

two copies on CD in the specified format. The signature of the RME or engineer

constitutes an affidavit that the statements, representations, and information

presented in the submittal constitute a complete operational system conforming

with applicable state laws and recognized good engineering practices. All field

installation work shall be continuously supervised by a NICET Level II or III

sprinkler system technician or as allowed by the Fire Marshall and California

Regulations.

1.8 DELIVERY, STORAGE, AND PROTECTION

A. Deliver and store valves in shipping containers, with labelling in place.

B. Provide temporary protective coating on cast iron and steel valves.

C. Provide temporary end caps and closures on piping and fittings. Maintain in place

until installation.

PART 2 - PRODUCTS

2.1 BURIED PIPING

A. Steel Pipe: ASTM A53, ASTM A135, ASTM A795, or ASME B36.10, Schedule

40 black, with ASME C105 polyethylene jacket, or double layer, half-lapped 10

mil (0.25 mm) polyethylene tape.

1. Steel Fittings: ASME B16.9, wrought steel, buttwelded; ASME B16.25,

buttweld ends; ASTM A234, wrought carbon steel and alloy steel; ASME

B16.5, steel flanges and fittings; ASME B16.11, forged steel socket welded

and threaded; with double layer, half-lapped 10 mil (0.25 mm) polyethylene

tape.

2. Cast Iron Fittings: ASME B16.1, flanges and flanged fittings.

3. Joints: AWS D1.1, welded.

4. Casing: Closed glass cell insulation or polyurethane insulation with high

density polyethylene jacket and heat shrink sleeves.

B. Copper Tubing: ASTM B75, ASTM B88, or ASTM B251, Type K annealed.

1. Fittings: ASME B16.18, cast copper alloy, or ASME B16.22, wrought copper

and bronze, solder joint, pressure type.

2. Joints: AWS A5.8 Classification BCuP-3 or BCuP-4 silver braze or ASTM

B32, solder, Grade 95TA.


System Piping

3. Casing: (where required) Closed glass cell insulation or Polyurethane

insulation with high density polyethylene jacket and heat shrink sleeves.

C. Cast Iron Pipe: AWWA C151.

1. Fittings: AWWA C110, standard thickness.

2. Joints: AWWA C111, rubber gasket.

3. Mechanical Couplings: Shaped composition sealing gasket, steel bolts, nuts,

and washers.

2.2 ABOVE GROUND PIPING

A. Steel Pipe: ASTM A53; ASTM A135; ASTM A135 UL listed, threadable, light

wall; ASTM A795; or ASME B36.10; Schedule 10 or better, black.

1. Steel Fittings: ASME B16.9, wrought steel, buttwelded; ASME B16.25,

buttweld ends; ASTM A234, wrought carbon steel and alloy steel; ASME

B16.5, steel flanges and fittings; or ASME B16.11, forged steel socket welded

and threaded.

2. Cast Iron Fittings: ASME B16.1, flanges and flanged fittings or ASME B16.4,

threaded fittings.

3. Malleable Iron Fittings: ASME B16.3, threaded fittings or ASTM A47.

4. Mechanical Grooved Couplings: Malleable iron housing clamps to engage and

lock, “C” shaped elastomeric sealing gasket, steel bolts, nuts, and washers;

galvanized for galvanized pipe.

5. Mechanical Formed Fittings: Carbon steel housing with integral pipe stop and

O-ring pocked and O-ring, uniformly compressed into permanent mechanical

engagement onto pipe.

B. Copper Tubing: Type K, hard drawn.

1. Fittings: ASME B16.18, cast copper alloy or ASME B16.22, wrought copper

and bronze, solder joint, pressure type.

2. Joints: AWS A5.8 Classification BCuP-3 or BCuP-4 silver braze, or ASTM

B32, solder, Grade 95TA.

C. CPVC Pipe: ASTM F442, SDR 13.5.

1. Fittings: ASTM F438 schedule 40, or ASTM F439 schedule 80, CPVC.

2. Joints: ASTM F493, solvent weld.

D. Polybutylene Pipe: ASTM D3309, SDR 11.

1. Fittings: ASTM D3309, Polybutylene.

2. Joints: Fusion weld.

E. Cast Iron Pipe: AWWA C151.

1. Fittings: AWWA C110, standard thickness.

2. Joints: AWWA C111, rubber gasket.


System Piping

3. Mechanical Grooved Couplings: Malleable iron housing clamps to engage and

lock, “C” shaped composition sealing gasket, steel bolts, nuts, and washers;

galvanized for galvanized pipe.

2.3 PIPE HANGERS AND SUPPORTS

A. Conform to NFPA 13 or NFPA 14.

B. Hangers for Pipe Sizes 1/2 to 1-1/2 inch (15 to 40 mm): Malleable iron or Carbon

steel, adjustable swivel, split ring.

C. Hangers for Pipe Sizes 2 inches (50 mm) and Over: Carbon steel, adjustable,

clevis.

D. Multiple or Trapeze Hangers: Steel channels with welded spacers and hanger

rods.

E. Wall Support for Pipe Sizes to 3 inches (80 mm): Cast iron hook.

F. Wall Support for Pipe Sizes 4 inches (100 mm) and Over: Welded steel bracket

and wrought steel clamp.

G. Vertical Support: Steel riser clamp.

H. Floor Support: Cast iron adjustable pipe saddle, lock nut, nipple, floor flange, and

concrete pier or steel support.

I. Copper Pipe Support: Carbon steel ring, adjustable, copper plated.

2.4 VALVES

A. See Section 15400 - Plumbing for valves.

2.5 FIRE SYSTEM PUMP, MOTOR AND CONTROLLER

A. General - The fire pump shall be a package or component system including a

controller, fire pump, pressure maintenance (jockey) pump, fire-flow detector, and

appurtenances for complete installation.

B. The pump furnished for fire protection service shall be supplied with a driver,

controller and pump accessory items specified by the pump manufacturer.

C. The pump and controller shall be UL listed and approved for fire service, per

NFPA 20.


System Piping

D. The fire pump shall be capable of delivering not less than 10% excess capacity of

the rated flow at not less than 100% of the rated head. The shut off (no flow)

head shall not exceed 120% of rated head.

E. The fire pump shall be a horizontal split case, single stage, centrifugal pump

specifically labeled for fire service. Limited service fire pump controllers will not

be accepted unless specified by the Project Engineer or the Fire Marshal’s Office.

F. The pump and motor shall be mounted on a common baseplate of formed steel.

G. The pump casing shall be cast iron with 6-inch 125 pound rated suction and 6-

inch 250 pound rated discharge flanges machined to American National Standards

Institute (ANSI) dimensions.

H. The pump shall be hydrostatically tested and run tested prior to shipment. The

pump shall be hydrostatically tested at a pressure of not less than one and one-half

times the no flow (shut off) head of the pump's maximum diameter impeller plus

the maximum allowable suction head, but in no case less than 250 psi.

I. Fittings: The pump manufacturer shall furnish piping accessory items for the

pump installation which will adapt the pump connections to the fire protection

system and test connection as follows: Fittings subjected to pump discharge

pressure shall be ANSI 250 psi rated. Fittings subjected to suction pressure shall

be 125 psi rated.

J. Flow Meter: An IRI approved flow meter shall be provided and installed in

accordance with NFPA 20 to test the pump.

K. Fire Pump, Motor, and Controller:

1. The main fire pump controller shall be a factory assembled, wired, and

tested unit.

2. The controller shall be of the combined manual and automatic type

designed for across-the-line type starting.

3. The minimum withstand rating of the controller shall not be less than

30,000 Amps RMS Symmetrical at 480 volts.

4. The controller shall include a motor rated combination disconnect

switch/circuit breaker, mechanically interlocked and operated with a single

externally mounted handle. When moving the handle from "OFF" to "ON"

the interlocking mechanism shall sequence the isolating disconnect switch

"ON" first and then the circuit breaker. When the handle is moved from

"ON" to "OFF" the interlocking mechanism shall sequence the circuit

breaker open first, and then the isolating disconnect switch.


System Piping

5. The controller shall have externally mounted, individual, visible indicators

for "Power Available," "Phase Failure," "Phase Reversal," "Pump

Running," and "Run Time On."

6. The controller shall be wired so that the fire pump can only be shut down

manually, per FM requirements.

7. Individual "Phase Failure", "Phase Reversal" and "Pump Operating" alarm

contacts shall be wired for connection to the Main Fire Alarm Control

Panel, and the FCMS.

8. The manufacturer shall test the entire controller assembly prior to shipment.

This test shall include each function the controller may be required to

perform. The manufacturer shall test the circuit breaker at 300% full load,

600% load, and short circuit current settings. The manufacturer shall

perform a high potential test on the controller power circuits at not less than

two times the rated voltage plus 1000 Volts. Documentation of the above

listed tests shall be submitted before the fire pump acceptance test.

L. Field Acceptance

1. Upon completion of the pump and sprinkler piping installation, a field

acceptance test shall be conducted to 110% of the design capacity. All

acceptance testing outlined in NFPA 20 shall be conducted by installing

contractor in the presence of a representative of the Fire Marshal or as

designated by the County of Glenn via the Project Engineer.

Documentation of all factory and field tests shall be submitted at the

conclusion of the field acceptance test. The Project Engineer will not

approve any equipment prior to receipt and review of these test results.

2. Fire pump testing shall be of the recirculation type using a venturi.

3. The first flush must be filtered either by:

a. Directing the water to a large area of pervious cover capable of

absorbing all of the discharge without causing erosion or damage to

the existing landscape; or,

b. Directing the water to a cleaned area of impervious cover where the

discharged water would enter a storm drain inlet protected by

filtration (e.g. hay bales secured by sand bags).

2.6 Pressure Maintenance (Jockey) Pump and Motor Controller

A. A. The contractor shall furnish and install a pressure maintenance pump with a

rated capacity of 10 GPM, against a total head of 250 feet coupled to a motor

rated for the required pump, not to exceed 5 HP (Maximum), 480 volts, 60 HZ, 3

phase.

B. The pressure maintenance pump shall be installed in accordance with NFPA

20.


System Piping

C. The control valves to and from the pressure maintenance pump shall be

supervised butterfly valves installed in accordance with item 2.02.A of this

specification.

D. Pressure Maintenance (Jockey) Pump Controller:

1. The pressure maintenance pump controller shall be factory assembled,

wired and tested, and specifically designed for this type of service.

2. The pressure maintenance pump controller shall be UL listed.

3. The pressure switch shall have a range of 0-300 psi and have independent

high and low pressure settings. The pressure switch shall be mounted inside

the controller. The piping connection for the pressure switch shall be

installed as shown in NFPA 20 Appendix A. The pressure switch set points

shall be set as shown in NFPA 20 Appendix A.

4. The controller shall have a running period timer to be set to keep the motor

in operation for at least one minute.

5. The controller manufacturer, prior to shipment, shall hook up and test the

pressure maintenance pump controller as a completed assembly. This test

shall include each function the controller may be required to perform. The

manufacturer shall perform a high potential test of the controller power

circuits are not less than two times the rated voltage plus 1000 volts.

Documentation of the above listed tests shall submit prior to the pump

acceptance test.

E. Field Acceptance Test: A field acceptance test of the pressure maintenance pump

and controller shall be performed by the contractor at the same time as the main

fire pump acceptance test. The acceptance test shall include each function the

controller may be required to perform including manual start-stop, automatic start-

stop, and minimum run timing.

PART 3 - EXECUTION

3.1 DESIGN

A. The Contractor’s fire-system subcontractor shall design the piping and sprinkler

head system for the occupancy rating. The design shall included the pipe size and

spacing sprinkler head type, and spacing, hangers, standpipe and fire connection

port.

B. The design shall be submitted to the local fire marshal, via the Project Engineer

for approval.

C. The current fire-storage tank is sized to provide 500 gpm for one hour. If the

system will require a greater flow than 500 gpm, the designer must notify the

Engineer immediately so that the tank design can be modified. This step must be


System Piping

performed early in the construction process as possible, to avoid construction

delays.

D. The fire system design shall provide four (4) copies of the design shop drawings.

The system shall not be constructed until the shop drawings are approved.

3.2 PREPARATION

A. Ream pipe and tube ends. Remove burrs. (Bevel plain end ferrous pipe.)

B. Remove scale and foreign material, from inside and outside, before assembly.

C. Prepare piping connections to equipment with flanges or unions.

3.3 INSTALLATION

A. Install piping in accordance with NFPA 13 for sprinkler systems, NFPA 14 for

standpipe and hose systems, and NFPA 24 for service mains.

B. Route piping in orderly manner, plumb and parallel to building structure.

Maintain gradient.

C. Install piping to conserve building space, and to not interfere with use of space

and other work.

D. Group piping whenever practical at common elevations.

E. Sleeve pipes passing through partitions, walls, and floors.

F. Install piping to allow for expansion and contraction without stressing pipe, joints,

or connected equipment.

G. Inserts:

1. Provide inserts for placement in concrete formwork.

2. Provide inserts for suspending hangers from reinforced concrete slabs and sides

of reinforced concrete beams.

3. Provide hooked rod to concrete reinforcement section for inserts carrying pipe

over 4 inches (100 mm).

4. Where concrete slabs form finished ceiling, locate inserts flush with slab

surface.

5. Where inserts are omitted, drill through concrete slab from below and provide

through-bolt with recessed square steel plate and nut above the slab.

H. Pipe Hangers and Supports:

1. Install in accordance with NFPA 13 and NFPA 14.


System Piping

2. Install hangers to provide minimum 1/2 inch (15 mm) space between finished

covering and adjacent work.

3. Place hangers within 12 inches (300 mm) of each horizontal elbow.

4. Use hangers with 1-1/2 inch (40 mm) minimum vertical adjustment. Design

hangers for pipe movement without disengagement of supported pipe.

5. Support vertical piping at every other floor. Support riser piping independently

of connected horizontal piping.

6. Where several pipes can be installed in parallel and at same elevation, provide

multiple or trapeze hangers.

7. Provide copper plated hangers and supports for copper piping.

8. Prime coat exposed steel hangers and supports. Refer to Section 09900 for

Painting. Hangers and supports located in crawl spaces, pipe shafts, and

suspended ceiling spaces are not considered exposed.

I. Slope piping and arrange systems to drain at low points. Use eccentric reducers to

maintain top of pipe level.

J. Prepare pipe, fittings, supports, and accessories for finish painting. Where pipe

support members are welded to structural building framing, scrape, brush clean,

and apply one coat of zinc rich primer to welding. Refer to Section 09900 for

Painting.

K. Do not penetrate building structural members unless indicated.

L. Provide sleeves when penetrating footings, floors and concrete or masonry walls.

Seal pipe and sleeve penetrations to achieve fire resistance equivalent to fire

separation required.

M. When installing more than one piping system material, ensure system components

are compatible and joined to ensure the integrity of the system. Provide necessary

joining fittings. Ensure flanges, union, and couplings for servicing are

consistently provided.

N. Die cut threaded joints with full cut standard taper pipe threads with red lead and

linseed oil or other non-toxic joint compound applied to male threads only.

O. Install valves with stems upright or horizontal, not inverted. Remove protective

coatings prior to installation.

P. Provide ball butterfly valves for shut-off or isolating service.

Q. Provide drain valves at main shut-off valves, low points of piping and apparatus.

R. Insulate all exposed copper tubing for the fire pump system.


System Piping

S. Insulate and above ground PVC piping smaller than 4-inch nominal. diameter.



4.2 PAYMENT:

A. Package Fire Pump System: Payment for the package fire pump system as shown

on the Drawings shall be on a Lump Sum basis as shown on the Bid Schedule

under “WL package Fire Pump System (500 gpm)”. The price shall include all

components necessary to connect and install the package fire pump system,

including the Tuff Shed and foundation as shown on the Drawings.

B. Transfer Station Fire Suppression System: The fire-suppression system for the

transfer station shall be included in the lump-sum price of the Transfer Station

Building as listed in the Bid Schedule.

END OF SECTION


System Piping

Intentionally Left Blank for Dual-Sided printing.

Glenn County Transfer Station Page 1 of 6 Section 15325 – Fire Sprinklers

SECTION 15325

FIRE SPRINKLER SYSTEM

PART 1 - GENERAL


A. Dry-pipe sprinkler system.

B. System design, installation, and certification.

C. Fire department connections.

D. Pipe, fittings, valves, and connections for dry-barrel type sprinkler and standpipe and

fire hose systems for the transfer building only. The office and scale house are not

included.

1.02 COORDINATION

A. Per State of California Regulations, fire-supply systems must be designed by the fire

system contractor. The conceptual design shown in the Drawings and these

specifications is based on providing 500 gpm for 60 minutes, inclusive of both sprinkler

and hose flow considerations. This design was agreed by CalFire and separately by the

local (Artios Volunteer) Fire Department Chief in a memorandum dated April 26, 2017

to Glenn County from Rodney Pozzi, Chief.

If the fire system requires higher flow the size of the tank will need to be increased.

Therefore, the fire system designer shall provide the fire system design no less than two

weeks prior to the general Contractor providing submittal for the fire tank and pump

system to the Project Engineer.


completion of the fire system design and notify the Project Engineer of potential changes

in required fire flow as soon as possible.


A. Section 02225 – Trenching.

B. Section 02510 – Water Distribution.

C. Section 15310 – Fire System Piping.


D. Section 14420 – Premanufactured Water Tank.

1.04 REFERENCES

A. NFPA 13 - Installation of Sprinkler Systems.

1.05 SYSTEM DESCRIPTION

A. System to provide coverage for entire main floor of the building.

B. Provide system to NFPA 13 ordinary hazard, Group 1 occupancy requirements.

C. The system will be designed by the Contractors fire suppression system subcontractor.

The design currently provides a 40,000 gallon water tank, providing 500 gpm for 1 hour

at 60 to 65 psi. If the design finds that a greater flow is required, then he or she must

contact the Project Engineer immediately so that a the tank size can be revised.

E. Provide fire department connections as indicated.

F. Provide fire flow mechanical bell indicator and flow sensor with cellular-phone

telemetry. There currently are no fixed phone lines at the site.

1.06 SUBMITTALS

A. Submit under provisions of Section 01300 – Submittals.

B. Preliminary Shop Drawings: Prior to detailed submission, submit preliminary layout of

finished ceiling areas indicating only head locations coordinated with ceiling

installation. Submit within 30 days of notice to proceed. The shop Drawings shall

include the required fire flow in GPM.

C. Shop Drawings: Indicate hydraulic calculations, detailed pipe layout, hangers and

supports, components and accessories. Indicate system controls. Submit within 2

weeks of return of redlined preliminary shop drawings.

D. Product Data: Provide data on sprinkler heads, valves, and specialties, including

manufacturer’s catalogue information. Submit performance ratings rough-in details,

weights, support requirements, and piping connections. Submit with shop drawings

(above).

E. Submit shop drawings product data, and hydraulic calculations to Engineer for routing

to fire Marshall and or building official.



A. Submit under provisions of Section 01700 – Closeout.

B. Record actual locations of sprinkler heads and deviations of piping from drawings.

Indicate drain and test locations.

1.08 OPERATION AND MAINTENANCE DATA

A. Submit under provisions of Section 01700 – Closeout

B. Maintenance Data: Include components of system, servicing requirements, Record

Drawings, inspection data, replacement part numbers and availability, and location and

numbers of service depot.


A. Perform Work in accordance with NFPA 13.

B. Equipment and Components: Must bear UL label or marking.

1.10 QUALIFICATIONS

A. Installer: Company specializing in performing work of this Section with minimum

three years experience.

B. Design sprinkler system under direct supervision of a Professional Engineer experienced

in design of this work and licensed in California.

1.11 DELIVERY, STORAGE, AND HANDLING

A. Deliver, store, protect, and protect products to site.

B. Store products in shipping containers and maintain in place until installation. Provide

temporary inlet and outlet caps. Maintain caps in place until installation.

1.12 EXTRA MATERIALS

A. Furnish under provisions of Section 01700 - closeout

B. Provide 2 extra sprinkler heads under provisions of NFPA 13.

C. Provide suitable wrenches for each head type.


PART 2 - PRODUCTS

2.01 SPRINKLER HEADS

A. Suspended Ceiling (not required for this project):

1. Type: Semi-recessed pendant type with matching push on escutcheon plate.

2. Head Finish: Enamel, color white.

3. Escutcheon Plate Finish: Enamel, color white.

4. Fusible Link: Glass bulb type temperature rated for specific area hazard.

B. Exposed Area Type:

1. Type: Standard upright type, no guard.

2. Head Finish: Brass.


C. Sidewall Type (not required):

1. Type: Semi-recessed horizontal sidewall type with matching push on escutcheon

plate.

2. Head Finish: Enamel, color white.

3. Escutcheon Plate Finish: Enamel, color white.


D. Guards: Finish to match sprinkler head.

2.03 PIPING SPECIALTIES

A. Dry Pipe Sprinkler Alarm Valve: Check type valve with divided seat ring, rubber faced

clapper to automatically actuate electrically and hydraulically operated alarms, with

accelerator.

B. Flooding Deluge Valve: Not required.

C. Water Motor Alarm: Not required.

D. Water Flow Switch: Vane type switch for mounting horizontal or vertical, with two

contacts rated 10 amp at 115 volt AC. Provide cellular transmitter for fire notification

purposes.

E. Fire Department Connection:

1. Type: Flush mounted wall type with brass or chrome finish.

2. Outlets: Two way with thread size to suit fire department hardware; threaded dust

cap and chain of matching material and finish.

3. Drain: ¾-inch automatic drip, outside.

4. Label: “Sprinkler - Fire Department Connection”.


2.04 AIR COMPRESSOR

A. Single unit, electric motor driven, ASME rated horizontal receiver tank, air pressure

operated electric switch, motor, motor starter [with automatic mechanical alternator,]

safety valves, check valves, automatic tank drain, muffler-filter, belt guard, and

controls.

B. Performance: As required for design head.

C. Motor: 0.25 hp, 115 volt, single phase, 60 hz.

PART 3 - EXECUTION

3.01 DESIGN

A. The Contractor’s fire-system subcontractor shall design the piping and sprinkler head

system for the occupancy rating. The design shall included the pipe size and spacing

sprinkler head type, and spacing, hangers, standpipe and fire connection port.

B. The design shall be submitted to the local fire Marshall, via the Project Engineer for

approval.

C. Contractor shall provide copies of the fire system design shop drawings to the Owner,

Project Engineer, Design Engineer and an additional copy for the local fire marshal for

approval. The system shall not be constructed until the shop drawings are approved.

3.02 PREPARATION

A. Coordinate work of this Section with other affected work.

3.03 INSTALLATION

A. Install equipment in accordance with manufacturer’s instructions.

B. Install buried shut-off valves in valve box. Provide post indicator.

C. Provide double check valve assembly at sprinkler system water source connection.

D. Locate fire department connection with sufficient clearance from walls, obstructions, or

adjacent siamese connectors to allow full swing of fire department wrench handle.

E. Locate outside alarm gong on building wall.

F. Place pipe runs to minimize obstruction to other work.


G. Place piping in concealed spaces above finished ceilings.

H. Center heads in a spacing pattern determined by the design.

I. Apply masking tape or paper cover to ensure concealed sprinkler head cover plates do

not receive field paint finish.

J. Install and connect fire pumps in accordance with NFPA 13.

K. Install air compressor on vibration isolators.

L. Pipe receiver tank drain to nearest floor.

M. Flush entire piping system of foreign matter.

N. Hydrostatically test entire system.

O. Require test be witnessed by authority having jurisdiction and the Project Engineer.

3.03 SYSTEM SCHEDULE

Location System Type/Hazard

Scale Booth No system

Transfer Station Ordinary Hazard, Occupancy Group S-1, II-B Sprinklered



4.2 PAYMENT: Payment will be included in the lump-sum base bid as described in the

Bid Schedule under “Transfer Station Building” and include any and all necessary

materials and components, including shipping and installation of, for the items


END OF SECTION

Glenn County Transfer Station Page 1 of 8 Section 15400 - Plumbing Work

SECTION 15400

PLUMBING WORK

PART 1 – GENERAL

1.1 RESPONSIBILITIES AND COORDINATION: Work described in this section includes

rough-in and finish plumbing in the tipping building and Scale house.

The Owner will provide finished plumbing and fixtures. The Building Contractor will be

responsible for installing hose bibs within 5 feet of the buildings as shown on the

Drawings.

1.2 DESCRIPTION:

A. The work in this section includes all labor and material necessary for the installation

of complete and operable systems of plumbing, including work within the buildings

shown on the drawings and/or described by this section of the specifications. Labor

and materials necessary for the complete installation of all plumbing within 5 feet of

the structure or foundation. Connections to be made to supply and discharge lines as

described in other sections of these Specifications.

1.3 COMPLETE WORKING INSTALLATION:

A. The system shall be functional as shown, or reasonably inferred. Drawings and

specifications do not undertake to list every item that is to be installed. When an item

is necessary for the operation of the equipment shown or specified, furnish a suitable

item that will allow the system to function properly at no extra charge to the Owner.

1.4 CODES:

A. All work materials shall be in strict accordance with the latest rules, regulations, or

publications of the Occupational Safety and Health Administration; the Uniform

Plumbing Code; California Administrative Code, Title 8, Industrial Relations;

California Administrative Code, Title 19, Public Safety; California Administrative

Code, Title 24, Buildings Standards; National Sanitation Foundation; and Western

Plumbing Officials Association.

1.5 TESTS:

A. General: Test piping at completion of roughing in, before backfilling, or at other

times as directed. Systems may be tested as a unit, or in sections. Furnish necessary

materials, test pumps, and labor. Notify the Project Engineer at least 48 hours in

advance of testing. After tests, repair any leaks and retest to determine if leaks have

been remedied. Dispose of surplus water after testing at a location identified by the

Project Engineer.


B. General Tests: Test system per following test schedule at a minimum duration of 4

hours. Systems shall show no loss in pressure or visible leaks.

TEST SCHEDULE

Piping System Tested Test Pressure PSIG Test With

Sewers, wastes, drains, 5 Water

vents

Water 150 Water

1.6 SUBMITTALS: The Contractor shall make submittals and receive approval in writing

before installation of plumbing materials. The Contractor shall submit two (2) copies of

the complete list of materials and equipment to be installed under this work, giving the

name of the manufacturer, product brand name, and catalog number of each item.

PART 2 – PRODUCTS

2.1 CAST IRON WASTE AND VENT PIPE: Not Applicable to this project

A. Type: Cast iron No-Hub and fittings shall conform to Cast-Iron Soil Pipe Institute

Standard No. 301-68T for soil pipe fittings. Each fitting or length of pipe shall be

concentric, sound, and free from all defects. A coating of coal tar pitch shall be

applied hot, both inside and outside by the manufacturer.

B. Joints: No-Hub couplings with neoprene sealing sleeve and stainless steel shield and

clamp assembly.

2.2 COPPER PIPE:

A. Type: Mueller, Chase, or equal, Hard Type K and Hard Type L.

B. Fittings: Mueller Streamline, Nibco, or equal, designed for soldered connections and

of type to match the type of solder specified.

C. Solder: Use 95% tin and 5% antimony for all connections in water piping.

D. Flux: Handy flux for the type of solder being used.

2.3 POLYVINYL CHLORIDE PIPE (PVC):

A. Type: Schedule 40 conforming to ASTM Standard D1785-76.

B. Fittings: Schedule 40 socket cement shall conform to ASTM Standard D2466-78.


C. Solvent Cement: PVC solvent cement shall conform to ASTM Standard D2564-80.

2.4 BRASS PIPE:

A. Type: Conform to ASTM Specifications for brass pipe, standard sizes, Serial

Designation B-43.47.

B. Where Used: For all local water connections between fixtures and branches, as

required by code and as shown on the drawings. Make all local connections at

fixtures between copper and brass pipe with Chase Brass adapters #3 and #4, or

equal.

2.5 VALVES:

A. Red and White, Nibco, or equal, of the following types. Valves shall be the same size

as the pipe in which they are installed.

1. Gate Valves: 2″ and smaller – S-113, soldered ends. 2-1/2″ and 3″ – T-113,

threaded ends.

2. Check Valves: 2″ and smaller – S-143, soldered ends. 2-1/2″ and 3″ – T-433

threaded ends.

3. Ball Valves: 2″ and smaller – S-595, soldered ends. 2-1/2″ – T-595, threaded

ends.

4. Sink Water Valves: Shall be key valves.

5. Floor Drain Trap Primer – Precision Plumbing Products, PR-500 trap primer

valve.

6. Hose Bib – Freeze proof anti-siphon type.

2.6 BALANCING COCKS: T590W or S590W (where applicable).

2.7 PIPE HANGERS:

A. Fee and Mason, Grinnell, or equal, clevis hangers, Fig. 65 and Fig. 149 ring type.

Hanger rods shall be sized in accordance with manufacturer’s recommendations.

2.8 FLASHING:

A. Fabricate from 4-pound sheet lead.

B. Counter flashing sleeve Acorn #1520 and #1540, or equal.


2.9 VACUUM BREAKERS: Chicago, Sloan V 300A, or equal.

2.10 PIPE SLEEVES: Adjust-O-Crete floor slabs #10X, wall sleeves #100, or equal.

2.11 DIELECTRIC COUPLINGS: V Line, EPCO, or equal, render accessible.

2.12 SHOCK ABSORBERS: Zurn Series Z-1700 18-8 stainless steel construction, or equal.

2.13 CLEANOUTS: J.R. Smith, Zurn, or equal. All cleanouts shall have lead seals and

cadmium plated plugs with straight threads or tapered threads.

2.14 FIXTURES AND TRIM (Not Included):

A. Trim:

1. Wall hung water closets: J.R. Smith, Zurn ZR-1200 Series, or equal, with short

coupling, anchor lugs auxiliary inlet, right or left hand, as required. Securely

anchor to structure to prevent rocking.

2. Stops: Provide all fixtures with individual stops. Locate all stops which are not

integral with flush valves as inconspicuously as possible below the fixture.

3. Supplies: For lavatories, sinks, and closets, Speedulux, or equal, formed nose

type, ½″ chrome-plated brass, compression with lock shield angle valve.

B. Traps: Kohler Standard 402.012 cast brass adjustable “P” trap with cleanout plug and

chrome escutcheon.

C. Faucets: Shall be certified by the California Energy Commission.

D. Fixtures: All fixtures shall be Vitreous China, as manufactured by Kohler, or

approved equal.

1. Water Closet: Wall hung flush valve, Kohler K-4330, or approved equal.

Flush Valve: Sloan-Royal, Model 111YB.

Seat: Beneke 523 SS.

2. Lavatory: Wall-mounted, Kohler K-205, white, or approved equal.

Faucet: Chicago 857-669, or approved equal, with push button release.

3. Drinking Fountain: Where specified, Haws Model 1005 Barrier Free, wall-

mounted, stainless steel, with No. 4 satin finish with Model 6700 mounting plates

and Model 6800 support bracket, or approved equal.


4. Shower Heads: Where specified, Sloan No. 5E547 with spring loaded normally

closed valve, wall mounted, below shower head.

2.15 HOSE BIBS:

A. In public areas shall have key-type valve.

2.16 FLOOR DRAINS:

A. J.R. Smith, #2010-B-H-G-CP-8” square, Wade #W-1100-G-27-4-14-41-102-8″

square galvanized body-hinged grate, or equal. Furnish with ″P″ traps where shown

and where required by code.


3.1 GENERAL:

A. All piping in connection with the plumbing system shall be so installed that piping or

connections will not be subject to undue strains or stresses. Provisions shall be made

for expansion, contraction, and structural settlement. No piping shall be directly

embedded in concrete walls, masonry walls or footings. No member shall be

seriously weakened or impaired by cutting, notching, or otherwise during the

installation of plumbing.

B. Wrap all water piping not installed in the ground with ½″ thickness hair felt at all

points of contact with the building, other pipes, or hangers.

C. Install sleeves wherever pipes pass through concrete or masonry.

D. Materials, methods, and locations of service mains connecting the new construction

to all existing services shall be in strict accordance with rules, regulations, codes and

requirements of all agencies having jurisdiction over this installation. Check

connections to existing work in order that the extension may be done as indicated on

the drawings but before starting any other work. Locate and excavate all buried stubs

to be connected to in this contract before beginning excavation.

3.2 PIPE, FITTINGS AND ACCESSORIES:

A. Install all piping clean, free of tool marks, plumb with building lines and graded to

drain and eliminate air pockets. Avoid conflict with structural members. Make

ample provisions for expansion and contraction using special bends or swings where

required. Provide unions as required to facilitate convenient removal of valves and

similar fittings. Install valves where shown on the drawings, at each fixture, and

where required for the proper functioning of the plumbing system. All valves

installed in this section shall be of the same manufacturer. Valves, strainers, cocks,

etc., shall be the same size as the pipes in which they are installed, unless otherwise


indicated. Provide chrome-plated split ring escutcheon plates fastened to the pipe

with set screws wherever a pipe enters the wall, floor, or ceiling in the finished

portion of the building. Vent all traps and run separately or combine to a point one

foot above the roof and leave open. Fixture vents may be connected to the main vent

at a point one foot above the highest fixture and not less than 3’-6″ above the floor.

While work is in progress, plug or cap all openings in plumbing work. Wrap all

water piping not installed in the ground with ½″ thickness of hair felt at all points of

contact with the building construction, other pipes, straps, and hangers. Install

dielectric couplings wherever a non-ferrous pipe connects to a ferrous pipe or piece of

equipment.

B. Cast Iron Pipe:

1. Install in accordance with manufacturer’s recommendations and in accordance

with Cast Iron Soil Pipe Institute Pamphlet No. 100.

2. Cast iron pipe shall be used for all soil, waste, and vent piping continuous to a

point outside building.

C. Copper Pipe:

1. Fittings and Joints: Use sleeve fittings for all pipe joints and wrought copper

elbows and tees. All elbows to be long radius. Use wrought male adapters

wherever it is necessary to connect copper pipe to a valve or tee having threaded

connections. Use Mueller Streamline, or equal, unions with ground joints.

2. Cutting: Cut with tubing cutters, ream and cut with a sizing tool. Size of pipe as

indicated on the drawings is nominal inside dimension. All trim in copper pipe

shall be all bronze unless otherwise specifically indicated. Replace pipe fittings

weakened by overheating.

3. Copper pipe is used in the building water supply system for the following

services:

Hard Type L copper above floor, and Hard Type K copper below ground to

outside building water shut-off valve.

D. Polyvinyl chloride pipe (PVC):

1. Fittings and Joints: Shall be solvent cemented socket type. Flanged joints shall

be used at valves and where shown on the drawings and shall be socket-welded to

the pipe. Solvent cement shall be as recommended by the pipe and fitting

manufacturer and shall be in accordance with ASTM D2564-80.


E. Valves:

1. Use screwed type valves for copper piping connecting to threaded pipe and fit

with a bushing on the copper pipe side.

2. Use solder type valves which connect on both sides to copper tubing.

F. Air Chambers:

1. Install at all water connections to individual fixtures, and set vertically as close to

the fixture as possible.

2. Each air chamber shall consist of a capped 20-inch length of pipe of the same

diameter as the water supply branch.

G. Shock Absorbers:

1. Size and location shall be in accordance with Plumbing and Drainage Institute

PDI-Wh 201.

2. Provide where noted on drawings and at all fixtures in batteries of three or more.

H. Pipe Hangers:

1. Use to support all pipe lines at a spacing not to exceed 5 feet on centers on all

runs of cast iron pipe and copper pipe 1″ and smaller, and not more than 10 feet

on centers on all other pipe, with a separate hanger for each branch even though it

is less than the spacing given.

2. Supports shall be a patented hanging system: Unistrut, Globe Strut, or equal.

I. Flashings:

1. Provide for all pipes passing through roofs, extending up the pipe at least 6″ and

along the roof not less than 8″ from the edge of pipe on all sides.

2. Terminate each vent through the roof in a cast iron counter-flashing sleeve.

J. Cleanouts: Install where required by ordinances, where shown on the drawings, and

at the end of house drains, at all changes in directions, in all straight runs at 100-foot

intervals, where horizontal mains change size, and at all ends of all branch pipes

which are over 5 feet in length.

K. Dielectric Unions: Provide wherever a nonferrous pipe connects to a ferrous pipe or

piece of equipment.


L. Pipe Sleeve:

1. Install wherever pipes pass through concrete or masonry.

2. The inside diameter of the sleeve shall be 1″ larger than the outside diameter of

the pipe or pipe insulation and all sleeves in and below the floor shall be caulked

and mastic sealed to insure watertightness.

3.3 TRENCHING AND BACKFILL:

A. The Contractor shall do all trenching and backfilling required for this work. Trench

bottoms and shelves shall be cut to suit required grades of the piping. Depressions

shall be provided for all fittings. Backfill shall be applied in layers of approximately

6 inches, each layer moistened as directed and pneumatically tamped to a minimum

compaction of 90%. Jetting or flooding will not be permitted. All surfaces shall be

restored to original conditions, properly installed to eliminate any settlement, and

satisfactory to the Engineer. Trench bottoms shall have a 6-inch deep bedding layer

of sand. After installation of piping, trench shall be backfilled with sand to a

minimum cover of 6″ over piping. Remove excess excavation material.

3.4 STERILIZATION OF WATER OF LINES:

A. Sterilize each unit of complete supply line and distribution system with chlorine

before acceptance for domestic operation. Perform in accordance with requirements

of the local health department, and in accordance with Section 02602.

3.5 INSULATION:

A. All above ground piping smaller than 4-inch nominal diameter shall be insulated.

Heat tracing will not be required.



4.2 PAYMENT: Payment for costs incurred under this section shall be included in the

schedule under the item requiring plumbing. No separate measurement shall be made.

A. Hose Bibs and Hose Reel: These items, and associated plumbing shall be included

in the lump sum cost as described in the Bid Schedule under “Transfer Station

Building.”

B. Water Source for Misting System: This item, and associated plumbing shall be

included in the lump sum cost as described in the Bid Schedule under “Transfer

Station Building.”

END OF SECTION

Glenn County Transfer Station Page 1 of 4 15812 – Misting System

SECTION 15812

MISTING SYSTEM

PART 1 - GENERAL


A. Industrial misting system for dust suppression.

B. Spray Pumps.


A. Section 03306 – Concrete: Coordination of embedded pipes.

B. Section 15400 – Plumbing: Coordination with location of floor drain

C Section 16000 – Electrical: Location of receptical for pump.


A. Section 01300 - Submittals: Procedures for submittals. Submit no less than 4 weeks

prior to use.

B. Product Data: Provide catalog sheets indicating general assembly, dimensions, weights,

materials, and certified performance ratings.

C. Shop Drawings: Indicate general assembly, dimensions, weights, and materials.

1.4 SUBMITTALS AT PROJECT CLOSEOUT

A. Section 01700 - Contract Closeout: At closeout.

C. Maintenance Data: Include instructions for lubrication, filter replacement, cleaning, and

spare parts lists.

D. Warranty: Submit manufacturer warranty and ensure forms have been completed in

Owners name and registered with manufacturer.


A. Manufacturer Qualifications: Company specializing in manufacturing the Products

specified in this section with minimum three years documented experience.



A. Products Requiring Electrical Connection: Listed and classified by Underwriters

Laboratories Inc. as suitable for the purpose specified and indicated.

1.7 WARRANTY

A. Section 01700 - Contract Closeout

B. Provide two year manufacturer warranty for pumps unit.

1.8 EXTRA MATERIALS

A. Section 01700 - Contract Closeout.

B. Provide five extra nozzle heads, and two filter inserts.

1.9 COORDINATION

A. The Contractor shall coordinate with the plumbing, concrete, fire protection systems,

and misting system installers, to ensure that there are no conflicts in the ceiling area

with respect to the misting and fire protection systems, and also to determine the

optimal location for the drain line from the automatic drain valve at the misting system

pump.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Fogco Systems, Inc., 600 South 56th Street Suite # 9, Chandler, AZ 85226, 480-507-

6478, [email protected].

.

B. TrueFog, USA, 18605 Sagebrush Trail, Desert Hot Springs, CA 92241, (760) 329-

0500, [email protected]

C. Or approved equal.

2.2 HIGH PRESSURE PUMP

A. Units: Provide a 110 V single phase 1.5 hp pump capable of providing 2.1 gpm at

1,000 psi, such as Fogco Model 92510.OV. The motor shall be outdoor rated for wet

conditions and shall have a low pressure safety switch.

B. Assume that the inlet pressure will be no less than 40 PSI (at the prefilters).

mailto:[email protected]?subject=Contact%20From%20Fogco.com


2.3 PREFILTER

A. Provide a prefilters, to remove sand and grit up stream of the pump. The prefilter shall

have a drain valve so that it can be drained in the winter. The prefilters may me integral

to the high pressure pump package.

2.4 AUTO DRAIN VALVES

A. Provide either electrical or mechanical 1/4” drain valves at low spots in the piping. The

valves shall be configured for self opening when the pump is turned off.

2.5 SPRAY EMITTERS

A. Provide 0.04 gpm staineless steel spray emitters (assume a 15 foot spacing, starting 15

feet from each wall) as shown on the drawings.

2.6 TUBING

A. Main line (from pump to edge of misting system): Provide 3/8-inch flexible Nylon

Tubing, 306 Stainless, or copper tubing (nylon tubing may be used only if sagging can

that collects water be prevented).

B. Laterals: Provide ¼ inch copper or, 306 or better stainless steel tubing with

compression fittings.

2.7 VALVES

A. Provide a ¼ inch valve for each line.

2.8 AIR FITTING

A. Ball valve: 3/8-inch brass or stainless steel.

B. Air Fitting: Provide a male quick connect air fitting with a groove that matches the air

hose fitting that will be used on site. Ask the transfer station operator for the type of air

fittings used. Provide a 1/2 inch ball valve in the main line leaving the pump.

PART 3 - EXECUTION

3.1 LAYOUT

A. The general layout is shown on the Drawings. The final layout may be modified so that

the lines drain properly when not in use.


3.2 INSTALLATION

A. Install in accordance with manufacturer's instructions.

B. Coordinate the location of the pump with that of the bladder tank to optimize remaining

space within the bollard protected area as shown on the plans.

C. Install a Tee in the line after it exits the pump. On the tee install a ¼ inch ball valve and

air fitting. The purpose of this fitting is so that the lines can be purged of water prior to

the winter.

D. Install lines so that they drain to an autodrain valve. Auto drain valves in the transfer

building may drain to the floor. The lines shall be installed with an adequate number of

hangars to that the do not sag and cause pooled water in the lines.

E. Mount a ball valve to the line over the loadout bay on the wall of the metal building so

that in may be reached from the floor to turn that line off or on.


4.1 Misting System: This item shall include the misting system and all necessary

components required to fully install a complete misting system as shown on the Drawings

and described in these specifications. Payment shall be on a lump sum basis as shown in

the Bid Schedule under “Misting System”.

END OF SECTION

Glenn County Transfer Station Page 1 of 14 15900 - Scales

SECTION 15900

SCALES

PART 1 - GENERAL


A. Moving an existing above-ground 11’ x 70’ prefabricated steel scale with load cells

(certified) to the new gatehouse location (verify width).

B. Adding a new above ground 11’ x 70’ prefabricated steel scales with load cells

(certified) to the new gatehouse location.

C. Scale Instrument.

D. Remote Display.

E. Reader Boards for the new 11x70’ steel scale with wheel guards (rub rails).

F. Stop/Go light.

G. Two new 10’ x 14’ steel pit scales with load cells (non certified) in the transfer

station loadout bay.

H. Remote Reader Boards for the pit scales on the transfer station wall above the

loading chute.

1.2 SEQUENCING

A. The new 70-foot scale shall be installed and ready for connection to the scale

instrument prior to relocating the scale house. The scale house shall be relocated,

and connections to the scale made over the course of a weekend, beginning at 12:00

p.m. on a Friday and completed prior to the following Monday. The existing 70-

foot scale shall then be disassembled, rub rails (wheel rails) added, and moved to

the new location. Contractor shall coordinate with the County at least two weeks

prior to the scale house relocation.

1.3 GENERAL

A. The scales are to be provided for a solid-waste transfer facility in Glenn County,

California. The scales include: One (1) existing Cardinal brand 11-foot by 70-foot

steel above-ground scale (“existing scale”) physically located at the landfill; One (1)

new 11-foot by 70-foot steel above-ground scale to be located at the new transfer

station entrance; and Two (2) new 10-foot by 14-foot pit scales located in the new

transfer station building loadout bay.


B. The existing above-ground scale at the landfill will be removed as described in

Section 02110 and relocated to the location shown on the Drawings. The new 70-

foot aboveground scale will also be added near the relocated Scale house as shown

on the drawings. The Scale house will require a scale instrument capable of

printing weight receipts and equipped with signal output ports for use with a

computerized record keeping, billing, and receipt-printing system (record keeping

system will be provided by owner). Both the existing scale and new scale will be

certified for accuracy.

C. A second set of in-ground pit scales will be located in the loadout bay adjacent to

the transfer station building. These scales will consist of two 10-foot wide by 14-

foot long pit-mounted axle scales, with displays for each scale and total so that the

loader operator can load the waste-transfer trailers without overloading the drivers

or rear wheels. These scales are not certified.

D. The scale / vehicle weighing device is to be of fabricated steel construction, low

profile, and flat top design. The overall height of the platform or weighbridge shall

not exceed 18 inches from the top of the platform to the bottom of the base plate.

E. The weighing platform is to be fully electronic using electronic loadcells as weight

sensors with the ability to interface to industry standard Digital indicators. Digital

Loadcells, Smart Cells, or any non-industry standard weight sensors which requires

or use a proprietary communications protocol shall not be included or considered

for this application. The use of any proprietary device (Includes loadcells, Digital

Indicators, Printers, Etc.) which may preclude or hamper the direct interface of this

vehicle weighing system with other Industry Standard components will not be

considered.


A. Section 02210 – Clearing and Grubbing.

B. Section 02609 - Culverts

C. Section 02721 – Concrete Drop Inlets and Floor Drainage Tank.

D. Section 03306 – Concrete.

E. Electrical (on electrical Drawings).

F. Section 09900 – Painting.

1.5 COORDINATION

A. The General Contractor shall obtain shop drawings for the scales and coordinate

with the concrete subcontractor to ensure that the openings for the scales provide


the manufacturer required gap around the scale. If the opening must be increased

provide the information to the Structural engineer for verification.

B. Coordinate scale installation with Contractor constructing scale pits and footings.

C. Coordinate scale installation with electrical contractor for wiring and power

requirements.

D. Prior to relocation of the existing scale, the contractor shall confirm the load cell

spacing (for correct distance between footings in the relocated location) and shall

also confirm software and connection compatibility between the existing load cells

and the operating system in the Scale house.

E. Coordinate sequencing as described above.


A. Product Data: Provide data for the weighbridge, load cells scale instruments,

printer and incidentals demonstrating that they meet the specification. If an equal

product is proposed, clearly indicates so and why the Contractor feels it is equal.

Provide materials and finish, installation details, roughing-in measurements, and

operation of unit. Provide manuals and specifications for scale instrument and

printer.

B. Shop Drawings: Indicate required opening dimensions, tolerances of opening

dimensions, perimeter conditions of construction, quality of concrete and

reinforcement to be used under load cells

C. Concrete mix for scale footings/slabs.

D. Load cell footing details and structural design shall be submitted by contractor.

E. Complete foundation and installation drawings, if different than the Drawings,

together with detailed specifications and data covering materials, parts, devices, and

accessories forming a part of the equipment furnished, shall be submitted.

Drawings shall cover all scale components, foundation details, and pier loading

information necessary for the design of the scale foundation or installation.

1.7 SUBMITTALS FOR INFORMATION

A. Manufacturer’s installation instructions (with submittals for review).


A. Scale manufacturer: Minimum 5 years performance record in related systems.

B. Scale Installer: Minimum 5-years documented experience in all related systems.


PART 2 - PRODUCTS

2.1 GENERAL

A. Furnish concrete scale platforms and/or pits in the locations and dimensions shown

on the Drawings.

B. The new scale for the entrance booth shall have a clear, unobstructed weighing

surface not less than 70-feet long and 11-feet wide.

C. The scales shall be of a fully electronic design, with self-checking weighbridge and

shall not incorporate any mechanical weighing elements, i.e., check rods or check

stays.

D. The 70-foot scale shall have a gross weighing capacity of 135 tons and concentrated

load capacity (CLC) of 50 tons. When the CLC is applied at midspan on a module,

according to National Institute of Standards and Technology (NIST) regulations, the

maximum stress of the steel shall not exceed 26,000 PSI as determined by Finite

Element Analysis software. The deflection at this loading condition shall not cause

the scale to exceed the allowable accuracy tolerance as specified by NIST in

Handbook 44.

E. The 14-foot scale shall have a gross weighing capacity of 65 tons and concentrated

load capacity (CLC) of 25 tons (unless otherwise approved). When the CLC is

applied at midspan on a module, according to National Institute of Standards and

Technology (NIST) regulations, the maximum stress of the steel shall not exceed

26,000 PSI as determined by Finite Element Analysis software. The deflection at

this loading condition shall not cause the scale to exceed the allowable accuracy

tolerance as specified by NIST in Handbook 44.

F. The scales shall have a maximum span deflection ratio of no less that 1:3100 under

legal highway loading at mid span of module.

G. The 70-foot scale shall be calibrated to 200,000 pounds by 20-pound increments in

accordance with NIST, Class IIIL devices.

H. The 70-foot scale shall be calibrated to 100,000 pounds by 20-pound increments in

accordance with NIST, Class IIIL devices.

I. The scale will be NTEP Certified and shall meet the requirements set forth by the

NIST Handbook 44 for Class IIIL devices. The bidder shall submit a current copy of

Certificate of Conformance (COC) with bid.

J. One Manhole frame and cover or at least a 24" square frame and cover, shall be

provided at center of each scale platform for access purposes.

K. The scales shall meet NIST H44 standards.


L. The new above-ground scale shall include wheel or rail guides along the edges in

the locations shown on the drawings. Install discontinuous wheel or rail guides if

shown.

M. The existing above ground scale does not have wheel or rail guides. They shall be

added after moving the scale. Install discontinuous wheel or rail guides if shown.

2.2 SCALE-FOUNDATION REQUIREMENTS

A. The scale manufacturer/installer shall coordinate with the general building

contractor to assure that the proper materials, conduits, and equipment are provided

for the installation of the scales.

B. The foundation shall be designed to include an approach on each end of the scale in

accordance with local regulations and the guidelines of NIST H-44.

C. The foundations for the 70’ scales will be above-ground type.

D. The foundation for the 14-foot scales shall be a pit-type design.

E. The foundation shall be constructed to provide positive drainage away from its

center.

F. The scale supplier shall provide details and calculation for the scale foundations

certified by a registered civil engineer in the State of California. The footings

showing the Drawings are preliminary and must be adjusted to the specific scale.

2.3 WEIGHBRIDGE REQUIREMENTS

A. The weighbridge for the new 70-foot scale shall be capable of weighing trucks that

have dual tandem axle weights of up to 100,000 pounds.

B. The weighbridge for the new 14-foot scales shall be capable of weighing trucks that

have dual tandem axle weights of up to 50,000 pounds.

C. The weighbridge shall consist of prefabricated modules. The scale shall be designed

to perform as a single weighing platform and shall be of flat-top design. The scale

weighbridge will consist of factory welded modules with no field assembly or

welding required.

D. A 5/16" diamond checkered steel treadplate shall be supported with a minimum

of (12) 12" wide flange, 14 lbs per foot, structural longitudinal beams, welded to top

flange of beam and module end plate. Only structural wide flange beam

construction shall be allowed. The pit weighbridges shall be designed to allow

access to the junction boxes, load-cell cables, base plates, and all foundation anchor

bolts from the top of the scale platform.


E. Scale weighbridge shall be designed to accommodate up to 250 trucks per day for a

period of 25 years without weighbridge fatigue.

F. A 1/2" diameter steel rock guard shall be welded to the end modules.

G. Module end plates shall be a minimum 3/4" thick, and shall be reinforced on each

side with longitudinal I-beams. Load cell pockets shall be constructed of 3/4" steel

plate and shall be tied to the end plates using tabs and laser cutouts.

2.4 SURFACE PREPARATION AND FINISH

A. The weighbridge shall be shot blasted to a minimum SSPC-A-SP10 specification

prior to painting.

B. All non-visible steel shall be evenly spray coated with an asphalt emulsified

undercoating.

C. All visible steel surfaces will receive a 3-5 mil application of a high solids urethane

primer and a high solids acrylic urethane top coat to a finish of 2-3 mils thickness.

The junction boxes, load cells, load mounting hardware, cover bolts, and fasteners

shall be constructed of stainless steel. The cables shall be stainless steel sheathed.

2.5 LOAD CELLS

A. Load cells shall be rigidly mounted in fabricated steel stands parallel to traffic flow.

Suspension system will be E4340 material forged single link suspension hardened

to Rockwell “C” 40-45 to allow self-centering and free-floating platform. Rocker

column or compression type load cells requiring check rods, anti-rotation pins or

bumper bolts will not be permitted.

B. Load cells will be of the analog type and have a minimum capacity of 75,000 lbs

each with an overload safety factor of 150 percent.

C. Load cells will be stainless steel construction and have a minimum environmental

rating of IP68 and be hermetically sealed.

D. Water tight steel conduit shall be provided within the weighbridge for load cell

cable runs.

E. Load cells shall be certified by NTEP and meet the specifications set forth by NIST

H-44 for Class IIL devises.

F. The load cell shall have the following minimum specifications:

1. Temperature range: -10 to 40 degrees C

G. The load-cell interface cable shall be continuous stainless-steel sheathed for

environmental and rodent protection.


H. Replacement load cells shall be available from a multitude of vendors nationally,

and shall not be single sourced or of a proprietary design.

I. Load cells shall be non-proprietary in design, including both mechanical operation

of a Fiberglass Reinforced Polyester (FRP) junction box with formed contoured

edges and gasketed top access. Junction box shall have a Gore™ single directional

breather vent (or equal) with a hydrophobic membrane for pressure equalization.

Steel junction boxes shall not be permitted.

J. Load cell stands will be flush mounted to concrete piers and anchored using wedge

locks or similar bolts. A minimum of (2) 3/4" x 7" anchor bolts will be required per

stand and will be included in cost of scale. Grout plates or embedded items in the

foundation concrete will not be allowed.

K. A single-point grounding system shall be provided by the Contractor.

L. Load cells shall be warranted a full five years against failure of all types including

lightning or surge voltage. The warranty shall cover costs associated with

replacement, parts, and on-site labor. The load cell shall have an available 25 year

warranty.

2.6 SCALE INSTRUMENT (EXISTING)

A. The existing scale instrument shall be relocated concurrently with the existing (to be

relocated) scale to the new location shown on the Drawings.

B. Contractor shall verify that the scale instrument is in working order prior to

relocation and setup. In the event the scale instrument is non-operational, the

Owner and Project Engineer shall be notified (in writing). For the basis of this

specification item, it is assumed the scale instrument is operational and subject to

relocation and new physical connections only. No modifications to the existing

scale instrument are anticipated beyond those already described.

2.7 SCALE INSTRUMENT (NEW)

A. Coordination with the Owner: Coordinate communication between the old scale

instrument and the new one. If not possible, provide a recommendation for an

equivalent new system that will operate both scales while providing record keeping

and print capability for receipts using the same software as the current scale if

feasible.

B. General: The scale instrument for the new scale at the scale booth shall be capable

of integrating, displaying, storing, downloading and printing weight data as

described below, or approved equal. It is not necessary that the instrument match

the existing scale instrument and is anticipated to function and operation entirely

independent of the existing scale and existing scale instrument identified in this

specification.


C. The scale instrument shall be NTEP Certified and meet or exceed all specifications

set forth by NIST, Handbook 44 for Class II, III, and IIIL devices. Additionally the

instrument shall meet or exceed approvals for UL, C-UL and CE. The manufacturer,

on request, shall provide a Certificate of Conformance to these standards.

D. The scale instrument shall be fully programmable and configurable according to the

needs of the application. Custom programming for the application will be available

through common programming techniques.

E. The scale instrument must be compatible with WasteWorks computer software or, if

possible the Owner’s existing software.

F. The scale instrument shall be housed in an all stainless steel, NEMA 4X/IP66

enclosure with swing-away mounting base for ease of installation.

G. The scale instrument shall be capable of performing calibration, span, zero, and

shift adjustment through software calculations that require no in-scale adjustment.

H. The instrument shall have the ability to display both gross and net weights and

the ability to recall gross or tare weights in the net mode.

I. The instrument shall have a minimum of four standard bidirectional serial ports

with the following configurations available: Comm1 – RS-232, Comm2 – RS-232,

Comm3 RS-232, 20mA current loop, Comm4 – RS-232, 20mA current loop, or

modern equivalent.

J. Operational power input shall be 115 or 230 VAC, ±10 percent @ 3.15 Amp

maximum. 50/60 Hz single phase.

K. The instrument shall allow hook up of a QWERTY-type, computer-style keyboard.

L. The scale instrument shall have the capability of powering up to 16 - 350

Ohm load cells.

M. The scale instrument shall be capable of digitally averaging the weight information

sent from the load cells and updating the instrument’s weight display 120 times per

second.

N. The scale instrument shall have the ability to display both gross and net weights and

the ability to recall gross or tare weights in the net mode.

O. The instrument shall have the ability to provide in/out, gross/tare/net calculation of

individual truck weights and storage for the following information: 1,000 open

transactions, 1,000 tare weights, database report.


P. The scale instrument shall be capable of storing the weight information

automatically or by the manual assignment of a memory location to the weight by

the operator.

Q. The scale instrument shall have subtotal and total weight accumulators.

R. The operator shall be able to enter up to 12 digits of numeric I.D. through the

instrument keyboard.

S. The scale instrument shall have gross/net weight switching.

T. The scale instrument shall be capable of being programmed and calibrated in

pounds or kilograms.

U. The scale instrument shall have a standard communication port configured in bit

serial ASCII, bi-directional, RS232C, or 20 mA current loop or current technology,

or modern equivalent. The port shall be selectable for on-demand or continuous

communications at up to 9600 baud. The port shall be capable of receiving a

remote print command via serial communication or hard wire input.

V. The scale instrument shall be capable of adding a second data output port in the

future that is capable of being configured in a bit serial ASCII, bi-directional,

RS232C, 4 wire RS422, or 2 wire RS485 format with up to 9600 baud

communication rates, or better current technology. The port shall also be capable of

a multi-drop host computer configuration.

W. The scale instrument shall output the following information:

1. Gross, Tare, and Net Weight

2. 12 Digit Numeric I.D.

3. Transaction Counter

4. Time and Date

X. The scale instrument shall be fully programmable and configurable according to the

needs of the application. Custom programming for the application will be available

through common programming techniques.

Y. The front panel of the instrument shall have the following operational keys as

standard with tactile feedback: 1. Zero, 2. Gross/Net, 3. Tare, 4. Units, 5. Print, 6.

Clear, 7. Decimal Point, 8. Numeric 0-9.

Z. The instrument shall have the following custom Soft Keys: 1. Driver Number, 2.

Contract Number, 3. Weigh In, 4. Weigh Out.

AA. The instrument shall have an automatic zero tracking feature that will be

programmable and in compliance with NIST, Measurement Canada

and OIML regulations.


BB. The instrument shall have the following displayed operational annunciators: Gross,

Tare, Net, Zero, Motion, Three units of measurement.

CC. The digital instrument shall be warranted by the manufacturer for two years

from date of installation.

2.8 REMOTE SCALE DISPLAY

A. The display shall be 6 digit, 7 segment discrete oval precision LED lamps, Aurora

45SL or approved equal.

B. Enclosure shall be weatherproof and warrantied for at least 2 years.

C. The input and output interfaces shall be RS0232, RS-485, 20mA current loop.

D. Input data format shall be 9600 baud rate self learning or software selectable.

E. The display shall be capable of auto sensing 115/230 VAC power supply.

F. Operating temperature range shall be -40° F to 120° F.

G. The Remote scale display shall have 4-inch digits and shall have a maximum

viewing distance of 250 feet or greater.

H. The displays for the 70-foot scales (2) shall have built-in RED & GREEN traffic

lights.

2.9 PRINTER SPECIFICATIONS

A. The printer shall be capable of printing all information sent from the scale

instrument including:

1. Gross, Tare, and Net Weights

2. Time and Date

3. Transaction Counter Number

4. 12-Digit Numeric I.D.

B. The printer shall be capable of printing the contents of the two weight accumulators

in the scale instrument.

2.10 JUNCTION BOXES AND CABLES

A. Unless otherwise specified or excluded, all junction boxes shall be NEMA 4X rated

and constructed of stainless steel, see 2.5.I for junction boxes related to the Load

Cells.

B. Junction boxes shall be accessible for inspection and maintenance from the top of

the scale platform.


C. Load cell and scale platform to scale instrument cables shall be stainless steel

sheathed for environmental and rodent protection.

2.11 LIGHTNING PROTECTION SPECIFICATIONS

A. A comprehensive lightning protection system shall be provided with the scale.

B. The system shall not require complicated wiring or devices to provide this

protection.

C. Major scale components including load cells, scale instrument, and printer shall be

included in the lightning protection system.

D. Grounding of all scale components including load cells, scale instrument, printer,

and accessories shall be to one common point. Multiple ground point systems are

not acceptable.

E. An AC line surge protector shall conveniently plug into a common electrical outlet

and have receptacles for the scale instrument, ticket printer, and other scale

accessories.

F. Each AC line surge protector required shall have one isolated grounding, hospital

grade duplex receptacles, and an internal 15 amp circuit breaker.

G. Verification of lightning protection system performance shall be available in writing

from the manufacturer upon request.

2.12 DISPLAY BOARDS

A. Display boards shall have minimum 4-inch tall letters and be readable from 30-feet.

Three display boards will be required in the tipping building and two at the entrance

shed. Display Boards shall Meet NEMA 12 environmental requirements. A

totalizing display board will be required in the tipping building.

2.13 TRASH PREVENTION STRIPS

A. The 14-foot long scales shall be provided with ½-inch to ¾-inch by 6-inch wide

belting strips covering the gap between the weighbridge and the pit in the load-out

bay. The purpose of the strips is to prevent garbage from infiltrating under the

weighbridge. Provisions shall be made in the weighbridge deck configuration and

belting strip fastening system to prevent damage to the belting strip from a rubber-

tired loader bucket during cleaning operations.


2.14 WARRANTY REQUIREMENTS

A. All construction work and materials are warranted against defects in material or

workmanship for a period of one year from the date of completion of all work.

Bidder shall promptly correct any such defect appearing within the warranty period.

B. The scale manufacturer shall warrant the scale assembly including all load cells,

scale instrument, printer, junction boxes, cables, and accessories for a period of 24

months from the date of installation from failures due to a defect in manufacturing,

workmanship, lightning, or surge voltages.

C. The manufacturer shall bear the charges and expenses associated with replacement

parts, equipment, on-site labor, and any associated freight or handling expenses

incurred in the repair or replacement of the scale assembly due to failed or damaged

items under warranty.

D. At any time during the 24 month warranty period, the scale’s Owner shall have the

option of extending this warranty coverage for up to a total of five years.

E. The manufacturer and/or its local representative shall present a program of regular

maintenance and calibration service including the associated inspection costs.

Inspection shall occur at a minimum of once every six months and shall comply

with the guidelines set forth by the manufacturer, local regulations, and NIST H-44.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify existing conditions before starting work.

B. Verify that rough-in openings are acceptable.

C. Verify that conduits have been installed.

3.2 COORDINATION

A. It will be the responsibility of the scale installer to coordinate with the general

building contractor to assure that the needed conduits are installed; and that the

concrete slabs and pits are formed, poured, and finished to meet the installation,

configuration, dimensions, and tolerances specified in the scale installer’s shop

drawings.

B. The scale installer shall coordinate with the general building contractor and County

personnel to install the scale instrument, surge protector, data-collection terminal,

display boards, and other equipment on finished surfaces and buildings.


3.3 PREPARATION

A. The general building contractor will be responsible for preparing the subgrade,

placing conduits, framing, pouring, and finishing the pits. The scale installer is

responsible for checking the installation for fit.

3.4 INSTALLATION

A. No load bearing equipment shall be placed, nor concrete anchoring or similar

penetrations/fasteners shall be installed until after concrete has cured for 28 days or

as recommended by the manufacturer.

B. Install weigh cells, weighbridge, wiring and accessories in accordance with

manufacturer’s recommendations.

C. Install rubber-belt garbage strips around edge of scale in tipping building.

Provisions shall be made in the weighbridge deck configuration and belting strip

fastening system to prevent damage to the belting strip from a rubber-tired loader

bucket during cleaning operations.

D. Scale Instrument

1. System Integration –Scale Provider shall provide all initial system integration

necessary to set up the scale instrument, printer and panel boards, complete

and ready to operate (including paper for the printer).

2. Installation – All work shall be performed under the supervision of the

Contractor and inspection of the Project Engineer. Scale Provider is

responsible for coordinating and scheduling all work with the Contractor. All

equipment, wiring, or any other material removed by the Scale Provider shall

be the property of the Owner.

3.5 ADJUSTING

A. The scale installer shall level, adjust, and calibrate the scales. This applies to the

existing and new scales.

3.6 TRAINING

A. The scale installer shall provide a minimum of one day on-site training for County

personnel.

B. The scale installer shall provide a minimum of one year technical-support by phone

for any software or hardware provided, at no additional cost.



4.1 MEASUREMENT

A. Measurement will be made on a lump-sum or each basis.

4.2 PAYMENT

A. Payment for moving and resinstalling the existing 70-foot scale, including adding

wheel or tire rails shall be included Bid Schedule under the lump sum item

“Remove and Reinstall 70-foot scale.” The price for one reader board shall be

included in this item.

B. Payment for providing and installing the new 70-foot scale shall be included Bid

Schedule under the lump sum item “New 70-foot scale.” The price of one reader

board and the scale instrument, in addition to associated materials as shown on the

Drawings to fully install these items as complete, shall be included in this item.

C. Payment for providing and installing two new 14-foot pit scales and the reader

boards shall be included Bid Schedule under the per each item “Transfer Station Pit

Scales.” The price of two reader boards and the scale instrument, in addition to

associated materials as shown on the Drawings to fully install these items as

complete, shall be included in this item.

END OF SECTION

Glenn County Transfer Station 03 1000- 1

CONCRETE FORMING AND ACCESSORIES

SECTION 03 1000


PART 1 GENERAL 1.01 WORK INCLUDED

A. This Section describes the requirements for providing:

1. Concrete formwork.

2. Installation of items furnished by others, including anchor bolts, setting plates, bearing plates, anchorages, inserts, frames, nosings and other items to be embedded in concrete.

1.02 RELATED DOCUMENTS

A. Section 03 2000 - Concrete Reinforcement.

B. Section 03 3000 - Cast-in-Place Concrete. 1.03 QUALITY ASSURANCE

A. Allowable Tolerances: Design, construct, set, and maintain the formwork to ensure completed work meets the suggested tolerance limits specified in ACI 347R-14.

B. Placement:

1. Provide the Structural Engineer with 48- hours notice before placement of forms. 2. Before placement, check lines and levels of erected formwork. Make corrections and

adjustments to ensure proper size and location of concrete members and stability of forming systems.

3. During placement, check formwork and related supports to ensure that forms are not

displaced and that completed work will be within specified tolerances.

PART 2 PRODUCTS

2.01 FORMWORK - GENERAL

A. Provide concrete forms, accessories, shoring, and bracing as required to accomplish cast-in-place concrete work.

B. Design and construct to provide resultant concrete that conforms to design with respect to shape, lines, and dimensions.

C. Comply with applicable state and local codes with respect to design, fabrication, erection, and removal of formwork.

D. Comply with relevant portions of ACI 347, ACI 301, and ACI 318.

2.02 WOOD FORM MATERIALS

A. Softwood Plywood: PS 1, B-B High Density Concrete Form Overlay, Class I.

B. Plywood: Douglas Fir species; solid one side grade; sound undamaged sheets with clean, true edges.

C. Lumber: Douglas Fir species; NO. 1 or 2 grade; with grade stamp clearly visible.



2.03 PREFABRICATED FORMS

A. Preformed Steel Forms: Minimum 16 gage (1.5 mm) matched, tight fitting, stiffened to support weight of concrete without deflection detrimental to tolerances and appearance of finished surfaces.( May be used in lieu of site fabricated forms.)

2.04 FORMWORK ACCESSORIES

A. Form Ties: Snap-off type, galvanized metal, adjustable length, with waterproofing washer, free of defects that could leave holes larger than 1 inch (25 mm) in concrete surface.

B. Form Release Agent: Colorless mineral oil that will not stain concrete, impair natural bonding of concrete finish coatings, or affect color characteristics of concrete finish coatings.

C. Corners: Filleted, rigid plastic type; 3/4" X 3/4" size; maximum possible lengths.

D. Dovetail Anchor Slot: Galvanized steel, 22 gage (0.8 mm) thick, foam filled, release tape sealed slots, anchors for securing to concrete formwork.

E. Flashing Reglets: Galvanized steel, 22 gage (0.8 mm) thick, longest possible lengths, with

alignment splines for joints, foam filled, release tape sealed slots, anchors for securing to concrete formwork.

F. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Sized as required, of sufficient strength and character to maintain formwork in place while placing concrete.

G. Flexible PVC Waterstops: CE CRD-C 572, with factory-installed metal eyelets, for embedding in concrete to prevent passage of fluids through joints. Factory fabricate corners, intersections, and directional changes.

1. Manufacturers:

b.a. Bometals, Inc.

c.b. Greenstreak.

d.c. Meadows, W. R., Inc.

e.d. Murphy, Paul Plastics Co.

f.e. Vinylex Corp.

2. Profile: Ribbed with center bulb

3. Dimensions: 6 inches by 3/8 inch

g.H. Hydrophilic, self-Expanding Rubber Strip Waterstops: Manufactured rectangular or trapezoidal strip, bentonite-free hydrophilic polymer modified chloroprene rubber, for adhesive bonding to concrete, 3/8 by 3/4 inch.

1. Products:

a. Deneef Construction Chemicals; Swellseal.

b. Greenstreak; Hydrotite.

c. Asahi Denka Co. LTD; Adeka Ultra Seal.

Formatted: Indent: Left: 0.31"

Formatted: Indent: Left: 1", Numbered + Level: 2 +

Numbering Style: a, b, c, … + Start at: 1 + Alignment:

Left + Aligned at: 0.75" + Indent at: 1"

Formatted: Indent: Left: 0.3", Numbered + Level: 1 +

Numbering Style: A, B, C, … + Start at: 7 + Alignment:

Left + Aligned at: 0.55" + Indent at: 0.8"

Formatted: Indent: Left: 0.75", Numbered + Level: 4 +

Numbering Style: 1, 2, 3, … + Start at: 1 + Alignment:

Left + Aligned at: 1.75" + Indent at: 2"

Formatted: Indent: Left: 1", Numbered + Level: 5 +

Numbering Style: a, b, c, … + Start at: 1 + Alignment:

Left + Aligned at: 2.25" + Indent at: 2.5"

Formatted: Spanish (Spain)



PART 3 EXECUTION

3.01 EXAMINATION

A. Verify lines, levels and centers before proceeding with formwork. Ensure that dimensions agree with drawings.

3.02 EARTH FORMS

A. Hand trim sides and bottom of earth forms. Remove loose soil prior to placing concrete.

3.03 ERECTION - FORMWORK

A. Erect formwork, shoring and bracing to achieve design requirements, in accordance with requirements of ACI 301.

B. Provide bracing to ensure stability of formwork. Shore or strengthen formwork subject to overstressing by construction loads.

C. Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete during stripping. Permit removal of remaining principal shores.

D. Align joints and make watertight. Keep form joints to a minimum.

E. Obtain approval before framing openings in structural members that are not indicated on drawings.

F. Provide fillet strips on external corners of beams, joists, and columns.

G. Install void forms in accordance with manufacturer's recommendations. Protect forms from moisture or crushing.

H. Coordinate this section with other sections of work that require attachment of components to formwork.

I. If formwork is placed after reinforcement, resulting in insufficient concrete cover over reinforcement, request instructions from the Engineer before proceeding.

3.04 APPLICATION - FORM RELEASE AGENT

A. Apply form release agent on formwork in accordance with manufacturer's recommendations.

B. Apply prior to placement of reinforcing steel, anchoring devices, and embedded items.

C. Do not apply form release agent where concrete surfaces will receive special finishes or applied coverings that are affected by agent. Soak inside surfaces of untreated forms with clean water. Keep surfaces coated prior to placement of concrete.

3.05 INSERTS, EMBEDDED PARTS, AND OPENINGS

A. Provide formed openings where required for items to be embedded in or passing through concrete work.

B. Locate and set in place items that will be cast directly into concrete.

C. Coordinate with work of other sections in forming and placing openings, slots, reglets, recesses, sleeves, bolts, anchors, other inserts, and components of other work.

D. Install accessories in accordance with manufacturer's instructions, so they are straight, level, and plumb. Ensure items are not disturbed during concrete placement.

E. Install waterstops in accordance with manufacturer's instructions, so they are continuous without displacing reinforcement. Heat seal joints so they are watertight.

F. Provide temporary ports or openings in formwork where required to facilitate cleaning and inspection. Locate openings at bottom of forms to allow flushing water to drain.



G. Close temporary openings with tight fitting panels, flush with inside face of forms, and neatly fitted so joints will not be apparent in exposed concrete surfaces.

3.06 FORM CLEANING

A. Clean forms as erection proceeds, to remove foreign matter within forms.

B. Clean formed cavities of debris prior to placing concrete. 1. Flush with water or use compressed air to remove remaining foreign matter. Ensure that

water and debris drain to exterior through clean-out ports. 2. During cold weather, remove ice and snow from within forms. Do not use de-icing salts.

Do not use water to clean out forms, unless formwork and concrete construction proceed within heated enclosure. Use compressed air or other means to remove foreign matter.

3.07 FORMWORK TOLERANCES

A. Construct formwork to maintain tolerances required by ACI 117.


A. Inspect erected formwork, shoring, and bracing to ensure that work is in accordance with formwork design, and to verify that supports, fastenings, wedges, ties, and items are secure.

B. Do not reuse wood formwork more than 2 times for concrete surfaces to be exposed to view. Do not patch formwork.

3.09 FORM REMOVAL

A. Do not remove forms or bracing until concrete has gained sufficient strength to carry its own weight and imposed loads.

B. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete surfaces scheduled for exposure to view.

C. Store removed forms to prevent damage to form materials or to fresh concrete. Discard damaged forms.

END OF SECTION


CONCRETE REINFORCING

SECTION 03 2000


PART 1 GENERAL


A. Reinforcing steel for cast-in-place concrete.

B. Supports and accessories for steel reinforcement.

1.02 RELATED REQUIREMENTS

A. Section 03 1000 - Concrete Forming and Accessories.

B. Section 03 3000 - Cast-in-Place Concrete.

1.03 REFERENCE STANDARDS

A. ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete Institute International; 2010.

B. ACI 318 - Building Code Requirements For Structural Concrete and Commentary; American Concrete Institute International; 2014.

C. ACI SP-66 - ACI Detailing Manual; American Concrete Institute International; 2004.

D. ASTM A 1064/A 1064M - Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete; 2017.

E. ASTM A 615/A 615M - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement; 2016.

F. ASTM A 706/A 706M - Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement; 2016.

G. AWS D1.4/D1.4M - Structural Welding Code - Reinforcing Steel; American Welding Society; 2011.

H. CRSI (DA4) - Manual of Standard Practice; Concrete Reinforcing Steel Institute; 28th Edition.

I. CRSI (P1) - Placing Reinforcing Bars; Concrete Reinforcing Steel Institute; 9th Edition.

1.04 SUBMITTALS

A. Shop Drawings: Comply with requirements of ACI SP-66. Include bar schedules, shapes of bent bars, spacing of bars, and location of splices.

B. Manufacturer's Certificate: Certify that reinforcing steel and accessories supplied for this project meet or exceed specified requirements.

C. Reports: Submit certified copies of mill test report of reinforcement materials analysis.


A. Perform work of this section in accordance with ACI 301. 1. Maintain one copy of each document on project site.

B. Provide the Engineer with access to fabrication plant to facilitate inspection of reinforcement. Provide notification of commencement and duration of shop fabrication in sufficient time to allow inspection.

C. Welders' Certificates: Submit certifications for welders employed on the project, verifying AWS qualification within the previous 12 months.



PART 2 PRODUCTS

2.01 REINFORCEMENT

A. Reinforcing Steel: ASTM A 615/A 615M Grade 60 and 40 as noted on the structural drawings. 1. Plain billet-steel bars. 2. Unfinished.

B. Reinforcing Steel: ASTM A 706/A 706M, deformed low-alloy steel bars. 1. Unfinished.

C. Reinforcement Accessories: 1. Tie Wire: Annealed, minimum 16 gage (1.5 mm). 2. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for adequate support of

reinforcement during concrete placement. 3. Provide stainless steel components for placement within 1-1/2 inches (38 mm) of

weathering surfaces.

2.02 FABRICATION

A. Fabricate concrete reinforcing in accordance with CRSI (DA4) - Manual of Standard Practice.

B. Welding of reinforcement is permitted only with the specific approval of the Engineer. Perform welding in accordance with AWS D1.4.

C. Locate reinforcing splices not indicated on drawings at point of minimum stress. 1. Review locations of splices with the Engineer.

PART 3 EXECUTION

3.01 PLACEMENT

A. Place, support and secure reinforcement against displacement. Do not deviate from required position.

B. Accommodate placement of formed openings.

C. Maintain concrete cover around reinforcing as follows: See Structural Drawings.

D. Conform to applicable code for concrete cover over reinforcement.

E. Bond and ground all reinforcement to requirements of Section 26 0100.

END OF SECTION


CAST-IN-PLACE CONCRETE

SECTION 03 3000


PART 1 GENERAL


A. Floor slabs on grade and foundations.


A. Section 03 1000 - Concrete Forming and Accessories: Forms and accessories for formwork.

B. Section 03 2000 - Concrete Reinforcing.


A. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials; American Concrete Institute International; 2010.

B. ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete Institute International; 2010.

C. ACI 302.1R - Guide for Concrete Floor and Slab Construction; American Concrete Institute International; 2015.

D. ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete; American Concrete Institute International; 2000. (Reapproved 2009)

E. ACI 305R - Hot Weather Concreting; American Concrete Institute International; 2010.

F. ACI 306R - Cold Weather Concreting; American Concrete Institute International; 2010

G. ACI 308R - Guide to Curing Concrete; American Concrete Institute International; 2001 (Reapproved 2008).

H. ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American Concrete Institute International; 2014.

I. ACI 347 - Guide to Formwork for Concrete; American Concrete Institute International; 2014.

J. ASTM A 1064/A 1064M - Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete; 2017.

K. ASTM A 615/A 615M - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement; 2016.

L. ASTM C 33 - Standard Specification for Concrete Aggregates; 2016.

M. ASTM C 39/C 39M - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens; 2017.

N. ASTM C 94/C 94M - Standard Specification for Ready-Mixed Concrete; 2017.

O. ASTM C 143/C 143M - Standard Test Method for Slump of Hydraulic-Cement Concrete; 2015.

P. ASTM C 150 - Standard Specification for Portland Cement; 2017.

Q. ASTM C 173/C 173M - Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method; 2016.

R. ASTM C 309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete; 2011.

S. ASTM C 330 - Standard Specification for Lightweight Aggregates for Structural Concrete; 2017.



T. ASTM C 494/C 494M - Standard Specification for Chemical Admixtures for Concrete; 2016.

U. ASTM C 618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete; 2015.

V. ASTM C 685/C 685M - Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing; 2014.

W. ASTM C 1107/C 1107M - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink); 2014.

X. ASTM D 994 - Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type); 2011 (Reapproved 2016).

Y. ASTM D 1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types); 2004 (Reapproved 2013).

Z. NSF 61 - Drinking Water System Components - Health Effects; 2016.

1.04 SUBMITTALS

A. Product Data: Manufacturer's product data, specifications with application and installation instructions for propriety materials and items.

B. Manufacturer's Installation Instructions: Indicate installation procedures and interface required with adjacent construction for concrete accessories.

C. Laboratory Test Reports: Laboratory test reports for concrete materials and mix design tests.

D. Material Certificates: Furnish material certificates in lieu of laboratory test reports when permitted by Architect. Material certificates shall be signed by material producer and Contractor, certifying that each material item complies with or exceeds specified requirements.

E. Project Record Documents: Accurately record actual locations of embedded utilities and components that will be concealed from view upon completion of concrete work.


A. Perform work of this section in accordance with ACI 301 and ACI 318. 1. Maintain one copy of each document on site.

B. Follow recommendations of ACI 305R when concreting during hot weather.

C. Follow recommendations of ACI 306R when concreting during cold weather.

PART 2 PRODUCTS

2.01 FORMWORK

A. Comply with requirements of Section 03 1000.

B. Formwork Design and Construction: Comply with guidelines of ACI 347 to provide formwork that will produce concrete complying with tolerances of ACI 117.

C. Form Materials: Contractor's choice of standard products with sufficient strength to withstand hydrostatic head without distortion in excess of permitted tolerances. 1. Form Facing for Exposed Finish Concrete: Contractor's choice of materials that will

provide smooth, stain-free final appearance. 2. Earth Cuts: Do not use earth cuts as forms for vertical surfaces that will be exposed to view

in finished building.



2.02 REINFORCEMENT

A. Comply with requirements of Section 03 2000.

2.03 CONCRETE MATERIALS

A. Cement: ASTM C 150, Type I - Normal portland type or Type II - Moderate portland type. 1. Acquire all cement for entire project from same source.

B. Fine and Coarse Aggregates: ASTM C 33. 1. Acquire all aggregates for entire project from same source. 2. Local aggregates not complying with ASTM C33 but which have shown by test or service

to produce concrete of adequate strength and durability may be used when approved by Architect.

2.04 CHEMICAL ADMIXTURES

A. Chemical Admixture: Use in compliance with Manufacture's printed instructions. Do not use admixtures which have not been incorporated and tested in accepted mixes, unless otherwise approved by the Structural Engineer or approved equal.

2.05 ACCESSORY MATERIALS

A. Non-Shrink Grout: ASTM C 1107/C 1107M; premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents.

B. Curing Materials: Clear liquid membrane curing compound.

2.06 CONCRETE MIX DESIGN

A. Proportioning Normal Weight Concrete: Comply with ACI 211.1 recommendations.

B. Concrete Strength: Establish required average strength for each type of concrete on the basis of field experience or trial mixtures, as specified in ACI 301. 1. For trial mixtures method, employ independent testing agency acceptable to the Engineer

for preparing and reporting proposed mix designs.

C. Admixtures: Add acceptable admixtures as recommended in ACI 211.1 and at rates recommended by manufacturer.

D. Normal Weight Concrete: 1. Compressive Strength, when tested in accordance with ASTM C 39/C 39M at 28 days: As

indicated on drawings. 2. Water-Cement Ratio: See Structural Drawings 3. Maximum Slump: 4 inches (100 mm). 4. Maximum Aggregate Size: 3/4 inch (16 mm).

2.07 MIXING

A. Transit Mixers: Comply with ASTM C 94/C 94M.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify lines, levels, and dimensions before proceeding with work of this section.

3.02 PREPARATION

A. Formwork: Comply with requirements of ACI 301. Design and fabricate forms to support all applied loads until concrete is cured, and for easy removal without damage to concrete.

B. Verify that forms are clean and free of rust before applying release agent.



C. Coordinate placement of embedded items with erection of concrete formwork and placement of form accessories.

3.03 INSTALLING REINFORCEMENT

A. Comply with requirements of ACI 301. Clean reinforcement of loose rust and mill scale, and accurately position, support, and secure in place to achieve not less than minimum concrete coverage required for protection.

B. Verify that anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not interfere with concrete placement.

3.04 PLACING CONCRETE

A. Place concrete in accordance with ACI 304R.

B. Notify the Engineer not less than 24 hours prior to commencement of placement operations.

C. Ensure reinforcement, inserts, waterstops, embedded parts, and formed construction joint devices will not be disturbed during concrete placement.

D. Install joint devices in accordance with manufacturer's instructions.

E. Install construction joint devices in coordination with floor slab pattern placement sequence. Set top to required elevations. Secure to resist movement by wet concrete.

F. Maintain records of concrete placement. Record date, location, quantity, air temperature, and test samples taken.

G. Place concrete continuously between predetermined expansion, control, and construction joints.

H. Do not interrupt successive placement; do not permit cold joints to occur.

I. Concrete Consolidation: Consolidate concrete during placement operations using mechanical vibrating equipment, so that concrete is thoroughly worked around reinforcement and embedded items and into corners.


A. An independent testing agency will perform field quality control tests, as required by the Engineer.

B. Provide free access to concrete operations at project site and cooperate with appointed firm.

C. Submit proposed mix design of each class of concrete to inspection and testing firm for review prior to commencement of concrete operations.

D. Tests of concrete and concrete materials may be performed at any time to ensure conformance with specified requirements.

E. Compressive Strength Tests: ASTM C 39/C 39M. For each test, mold and cure four concrete test cylinders. Obtain test samples for every 50 cu yd (76 cu m) or less of each class of concrete placed, each day.

F. Take one additional test cylinder during cold weather concreting, cured on job site under same conditions as concrete it represents.

G. Perform one slump test for each set of test cylinders taken, following procedures of ASTM C 143/C 143M.

3.06 DEFECTIVE CONCRETE

A. Test Results: The testing agency shall report test results in writing to the Engineer and Contractor within 24 hours of test.



B. Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements.

C. Repair or replacement of defective concrete will be determined by the Engineer. The cost of additional testing shall be borne by Contractor when defective concrete is identified.

D. Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of the Engineer for each individual area.

END OF SECTION



INTENTIONALLY LEFT BLANK FOR DUAL SIDED PRINTING

Glenn County Transfer Station 05 1200 - 1

STRUCTURAL STEEL FRAMING

SECTION 05 1200


PART 1 GENERAL


A. Structural steel framing members.


A. AISC (MAN) - Steel Construction Manual 14th edition; American Institute of Steel Construction, Inc.; 2011.

B. AISC 360-10 – Specifications for Structural Steel Buildings; American Institute of Steel Construction, Inc.; 2010.

C. AISC S348 - Specification for Structural Joints Using High Strength Bolts; 2009.

D. ASTM A 36/A 36M - Standard Specification for Carbon Structural Steel; 2014.

E. ASTM A 53/A 53M - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless; 2012.

F. ASTM A 108 - Standard Specification for Steel Bar, Carbon and Alloy, Cold Finished; 2013.

G. ASTM A 307 - Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength; 2014.

H. ASTM A 325 - Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength; 2015.

I. ASTM A 500/A 500M - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes; 2013.

J. ASTM A 563 - Standard Specification for Carbon and Alloy Steel Nuts; 2015.

K. ASTM A 992/A 992M - Standard Specification for Structural Steel Shapes; 2011. (Reapproved 2015).

L. ASTM C 1107/C 1107M - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink); 2008.

M. ASTM E 164 - Standard Practice for Ultrasonic Contact Examination of Weldments; 2013.

N. ASTM F 436 - Standard Specification for Hardened Steel Washers; 2016.

O. ASTM F 959 - Standard Specification for Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners; 2017.

P. ASTM F 1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength; 2015.

Q. AWS A2.4 - Standard Symbols for Welding, Brazing, and Nondestructive Examination; American Welding Society; 2012.

R. AWS D1.1/D1.1M - Structural Welding Code - Steel; American Welding Society; 2015.

1.03 SUBMITTALS

A. Shop Drawings: 1. Indicate profiles, sizes, spacing, locations of structural members, openings, attachments,

and fasteners. 2. Connections not detailed.



3. Indicate welded connections with AWS A2.4 welding symbols. Indicate net weld lengths.

B. Manufacturer's Mill Certificate: Certify that products meet or exceed specified requirements.

C. Mill Test Reports: Indicate structural strength, destructive test analysis and non-destructive test analysis.

D. No steel shall be fabricated until the drawings have been returned with the Structural Engineer’s approval.

E. If the Structural Engineer, in examining the drawings, finds an error on them, such error will be called to the Contractors attention.

F. Approval of the drawings by the Structural Engineer shall not be construed as placing any responsibility on the Structural Engineer or relieving the Contractor from providing materials called for on the drawings and in the specifications.

G. Welders Certificates: Certify welders employed on the Work, verifying AWS qualification within the previous 12 months.


A. Fabricate structural steel members in accordance with AISC "Steel Construction Manual."

B. Maintain one copy of each document on site.

PART 2 PRODUCTS

2.01 MATERIALS

A. Steel Angles and Plates: ASTM A 36/A 36M.

B. Steel W Shapes and Tees: ASTM A 992/A 992M.

C. Rolled Steel Structural Shapes: ASTM A 992/A 992M.

D. Cold-Form Structural Tubing: ASTM A500, Grade B

E. Pipe: ASTM A 53/A 53M, Grade B, Finish black.

F. Structural Bolts and Nuts: Carbon steel, ASTM A 307, Grade A galvanized to ASTM A 153/A 153M, Class C.

G. Shear Stud Connectors: Made from ASTM A 108 Grade 1015 bars.

H. High-Strength Structural Bolts, Nuts, and Washers: ASTM A 325 (ASTM A 325M), Type 1, medium carbon, galvanized.

I. Unheaded Anchor Rods: ASTM F 1554, Grade 36, plain, with matching ASTM A 563 or A 563M nuts and ASTM F 436 Type 1 washers.

J. Headed Anchor Rods: ASTM A 307, Grade C, plain.

K. Welding Materials: AWS D1.1; type required for materials being welded.

L. Grout: Non-shrink, non-metallic aggregate type, complying with ASTM C 1107/C 1107M and capable of developing a minimum compressive strength of 7,000 psi (48 MPa) at 28 days.

M. Shop and Touch-Up Primer: Fabricator's standard, complying with VOC limitations of authorities having jurisdiction.

N. Structural Steel Primer Paint: VOC compliant rust-inhibitive primer, Tnemec Series 18 Enviro-Prime or approved equal acrylic emulsion primer. Exterior exposed to view structural steel to be field painted with Tnemec 66-1211 Epoxy-Polyamide or approves equal compatible with final finish coat specified in section 09 9000 Painting and Coating.



O. Touch-Up Primer for Galvanized Surfaces: Fabricator's standard, complying with VOC limitations of authorities having jurisdiction.

P. Cement Drypack Grout: Portland Cement, ASTM C150, Type I or II, and clean, uniformly graded, natural sand, ASTM C404, Size No. 2. Mix at a ratio of one-part cement to three-parts sands, by volume, with minimum water required for placement and hydration.

Q. Floor Plate: ASTM A786

2.02 FABRICATION

A. Shop fabricate to greatest extent possible.

B. Fabricate connections for bolt, nut, and washer connectors.

C. Mark and match-mark materials for field assembly.

D. Fabricate for delivery sequence which will expedite erection and minimize field handling.

E. Where shop priming is required, complete assembly including welding, before start of finishing operations. Provide finished surfaces of members exposed to view which are free of markings, butts and other defects.

2.03 FINISH

A. Shop prime structural steel members. Do not prime surfaces that will be fireproofed, field welded, in contact with concrete, or high strength bolted.

2.04 SOURCE QUALITY CONTROL

A. Provide shop testing of structural steel. As indicated on the Tests and Inspections Schedule.

B. High-Strength Bolts: Provide testing and verification of shop-bolted connections in accordance with AISC "Specification for Structural Joints Using ASTM A325 or A490 Bolts". As indicated on the Tests and Inspections Schedule

C. Welded Connections: As indicated on the Tests and Inspections Schedule.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that conditions are appropriate for erection of structural steel and that the work may properly proceed.

3.02 ERECTION

A. Erect structural steel in compliance with AISC "Code of Standard Practice for Steel Buildings and Bridges".

B. Surveys: Check elevations of concrete and masonry bearing surfaces, and locations of anchor bolts similar devices, before erection proceeds. Do not proceed with erection until corrections have been made.

C. Allow for erection loads, and provide sufficient temporary bracing to maintain structure in safe condition, plumb, and in true alignment until completion of erection and installation of permanent bracing.

D. Field weld components indicated on shop drawings.

E. Clean concrete and masonry bearing surfaces of bond-reducing materials and roughen to improve surface bond.

F. Clean bottom surfaces of base and bearing plates.

G. Set loose and attached base plates and bearing plates for structural members on wedges of



other adjusting devices.

H. Tighten anchor bolt after supported members have been positioned and plumbed. Do not remove wedges or shims; cut off flush with edge of base or bearing plate prior to packing with grout.

I. Use Carbon steel bolts only for temporary bracing during construction, unless otherwise specifically permitted on drawings. Install high-strength bolts in accordance with AISC "Specification for Structural Joints Using ASTM A325 or A490 Bolts".

J. Do not field cut or alter structural members without approval of the Engineer.

K. After erection, prime welds, abrasions, and surfaces not shop primed, except surfaces to be in contact with concrete.

L. Grout solidly between column plates and bearing surfaces, complying with manufacturer's instructions for nonshrink grout. Trowel grouted surfaces smooth, splaying neatly to 45 degrees.

M. Field Assembly: 1. Set structural frames to lines and elevations indicated. Align and adjust members before

permanently fastening. 2. Clean bearing surfaces and other surfaces which will be in permanent contact before

assembly. 3. Adjust for discrepancies in elevation and alignment. 4. Level and plumb individual members within specified AISC tolerances. Establish

measurements on mean operating temperatures of structure. Make allowances for difference between temperature at time of erection and mean temperature of structure when completed.

N. Erection Bolts: Removed erection bolts on exposed welded construction. Fill holes with plug welds and grind smooth.

O. Comply with AISC Specifications for bearing, adequacy of temporary connections, alignment, and removal of paint on surfaces adjacent to field welds.

P. Do not enlarge unfair holes in members by burning or by use of drift pens. Ream holes requiring enlargement to admit bolts.

Q. Touch-Up Painting: 1. Clean field welds, bolted connections, and abraded areas of shop paint. 2. Apply paint by brush or spray to exposed areas using same material and thickness as used

for shop painting. 3. Apply by brush or spray, minimum-dry film thickness of 1.5-mils.

3.03 TOLERANCES

A. Maximum Variation From Plumb: 1/4 inch (6 mm) per story, non-cumulative.

B. Maximum Offset From True Alignment: 1/4 inch (6 mm).


A. An independent testing agency will perform field quality control tests, as required by the Engineer.

B. High-Strength Bolts: Provide testing and verification of field-bolted connections in accordance with AISC "Specification for Structural Joints Using ASTM A325 or A490 Bolts", As indicated on the Tests and Inspections Schedule.

C. Welded Connections: See Structural Drawings.



END OF SECTION

SECTION 05 4000 COLD-FORMED METAL FRAMING


COLD-FORMED METAL FRAMING

PART 1 GENERAL 1.01 WORK INCLUDED

A. Metal stud framed walls, ceilings and soffits. 1.02 RELATED WORK

A. General Conditions, Supplementary Conditions, and Division 01. 1.03 SUBMITTALS

A. Product Data: Manufacturer’s product information and installation instructions for each item of metal framing and accessories.

B. Shop Drawings: Show special components and installations not fully dimensioned or

detailed in manufacturer’s product data. Include placing drawings for framing members showing size and gauge designations, number, type, location and spacing. Show supplemental strapping, bracing, splices, bridging, accessories and details.


A. Welders: Qualified for welding in horizontal, vertical and overhead positions in accordance with AWS D1.3.


A. Protect metal framing units from rusting and damage. B. Deliver to project site in manufacturer’s unopened containers or bundles, identified with

name, brand, type and grade.

C. Store off-ground in a dry ventilated space or protect with suitable waterproof covering. PART 2 PRODUCTS 2.01 APPROVED MANUFACTURERS

A. Western Metal, members of the Metal Stud Manufacturer’s Association (MSMA), or approved equal.

2.02 METAL FRAMING

A. System Components: Provide manufacturer’s standard steel runners, blocking, lintels, clip angles, shoes, reinforcements, fasteners, and accessories as recommended for application indicated.

B. Materials and Finishes:

1. 16-Gauge and Heavier: Fabricate metal framing components of structural quality steel sheet with a minimum yield point of 50,000-psi; ASTM A446, A570, or A611.

2. 18-Gauge and Lighter: Fabricate metal framing components of commercial quality steel sheet with a minimum yield point of 33,000-psi; ASTM A446, A570, or A611.


COLD-FORMED METAL FRAMING

3. Finish: Galvanized complying with ASTM A525, G60. Finish accessories to

match framing components. C. Welding Electrodes: AWS low hydrogen, rod number and diameter as selected by

installer. D. Galvanizing Repair Paint: High zinc-dust content paint for repair of galvanized surfaces

damaged by welding.

2.03 FABRICATION

A. Fastenings: Attach components by welding, bolting or screw fastening as indicated on plans.

B. Fabrications Tolerances: Fabricate panels to maximum allowable variation from plumb,

level and true to line of 1/8-inch in 10’-0”. PART 3 EXECUTION 3.01 INSTALLATION

A. Install metal framing systems in accordance with manufacturer’s printed instructions and recommendations.

B. Runner Tracks:

1. Uniform and level bearing support shall be provided for bottom track 2. Install continuous tracks sized to match studs. 3. Align at base and tops of studs. 4. Secure as recommended by manufacturer for type of construction involved; do

not exceed 24-inch on center spacing for nail or powder driven fasteners, or 16-inch on center for other types of attachment.

5. Fasten corners and ends of tracks.

C. Studs:

1. Set studs plumb, except as needed for diagonal bracing or required for non-plumb walls or warped surfaces.

2. Where studs abut structural columns or walls, anchor ends of stiffeners to supporting structure.

3. Secure studs to top and bottom runner tracks by welding or screw fastening at both flanges.

4. Install studs in one piece for full height; splicing of studs is not permitted. 5. Provide deflections allowance in stud track, directly below horizontal building

framing for non-load-bearing framing. 6. Frame wall openings, as indicated on Structural Drawings. 7. Install horizontal stiffeners spaced not more than 5’-0” on center.

3.02 TOUCH-UP PAINTING

A. Touch-up shop-applied protective coatings damaged during handling and installation. B. Use galvanizing repair paint for galvanized surfaces.

END OF SECTION


WOOD SHEATHING

SECTION 06 1600

WOOD SHEATHING PART 1 GENERAL 1.01 WORK INCLUDED

A. Includes but not limited to: 1. Wall sheathing.

1.02 RELATED WORK

A. General Conditions, Supplementary General Conditions, and Division 01. 1.03 REFERENCES

A. California Building Code, Chapter 23. B. PS-1 – Construction and Industrial Plywood.

C. PS-2 – Performance Standard for Wood-Based Structural Panels.

D. APA – American Plywood Association.

E. National Design Specification 2015 edition.


A. Plywood Grading Agency: Certified by APA. 1.05 REGULATORY REQUIREMENTS

A. Conform to the 2016 California Building Code. 1.06 SUBMITTALS

A. Submit product data under provisions of Section 01 3300. 1.07 DELIVERY, STORAGE, AND HANDLING

A. Store and protect products under provisions of Section 01 6600. B. All pieces of sheathing shall be stamped with grade stamp.

PART 2 PRODUCTS 2.01 STRUCTURAL SHEATHING:

A. Sheathing shall conform to the requirements of the latest edition of U.S. Product Standard PS 1 or PS 2. Each piece shall be clearly and legibly grade marked with established symbols of the American Plywood Association. Grades shall be as shown on the Drawings. Exterior glue required.


WOOD SHEATHING

2.02 CONNECTING HARDWARE:

A. Furnish and install all connecting hardware indicated on Drawings, specified herein or required to complete the work.

B. Materials:

1. Screws for wood-to-cold-formed steel framing connections: Self-tapping wood-to-steel screws. Sizes as indicated on Structural Drawings with length to allow two full threads minimum beyond steel framing.

PART 3 EXECUTION 3.01 SHEATHING

A. Sheathing: Install ceiling/floor sheathing with long dimension perpendicular to framing. Install wall sheathing with long dimension vertical. Sheathing shall have edges butted tightly and screwed to cold-formed steel framing as indicated on drawings. All sheathing shall be laid with the best face on exposed side.

END OF SECTION

Glenn County Transfer Station 08 1113 - 1 HOLLOW METAL DOORS

AND FRAMES

SECTION 08 1113

HOLLOW METAL DOORS AND FRAMES

PART 1 GENERAL


A. Non-fire-rated steel doors and frames.

B. Accessories, including glazing.


A. Section 08 7100 - Door Hardware.

B. Section 09 9000 - Painting and Coating: Field painting.


A. ANSI/ICC A117.1 - American National Standard for Accessible and Usable Buildings and Facilities; International Code Council; 2003.

B. ANSI A250.3 - Test Procedure and Acceptance Criteria for Factory-Applied Finish Painted Steel Surfaces for Steel Doors and Frames; 2007.

C. ANSI A250.8 - SDI-100 Recommended Specifications for Standard Steel Doors and Frames; 2003.

D. ANSI A250.10 - Test Procedure and Acceptance Criteria for Prime Painted Steel Surfaces for Steel Doors and Frames; 1998 (R2004).

E. ASTM A 653/A 653M - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process; 2007.

F. ASTM C 236 - Standard Test Method for Steady-State Thermal Performance of Building Assemblies by Means of a Guarded Hot Box; 1989 (Reapproved 1993).

G. ASTM C 1363 - Standard Test Method for Thermal Performance of Building Assemblies by Means of a Hot Box Apparatus; 2005.

H. ASTM E 90 - Standard Test Method for Laboratory Measurement of Airborne Sound Transmission Loss of Building Partitions and Elements; 2004.

I. ASTM E 413 - Classification for Rating Sound Insulation; 2004.

J. ASTM E 1408 - Standard Test Method for Laboratory Measurement of the Sound Transmission Loss of Door Panels and Door Systems; 1991 (Reapproved 2000).

K. BHMA A156.115 - Hardware Preparation in Steel Doors and Steel Frames; 2006.

L. ITS (DIR) - Directory of Listed Products; Intertek Testing Services NA, Inc.; current edition.

M. NAAMM HMMA 840 - Guide Specifications for Installation and Storage of Hollow Metal Doors and Frames; The National Association of Architectural Metal Manufacturers; 2007.


AND FRAMES

N. NAAMM HMMA 860 - Guide Specifications for Hollow Metal Doors and Frames; The National Association of Architectural Metal Manufacturers; 1992.

O. NAAMM HMMA 861 - Guide Specifications for Commercial Hollow Metal Doors and Frames; The National Association of Architectural Metal Manufacturers; 2006.

P. NAAMM HMMA 862 - Guide Specifications for Commercial Security Hollow Metal Doors and Frames; The National Association of Architectural Metal Manufacturers; 2003.

Q. NAAMM HMMA 863 - Guide Specifications for Detention Security Hollow Metal Doors and Frames; The National Association of Architectural Metal Manufacturers; 2004.

R. NAAMM HMMA 865 - Guide Specifications for Sound Control Hollow Metal Doors and Frames; The National Association of Architectural Metal Manufacturers; 2003.

S. NFPA 80 - Standard for Fire Doors and Fire Windows; National Fire Protection Association; 2007.

T. NFPA 252 - Standard Methods of Fire Tests of Door Assemblies; National Fire Protection Association; 2008.

U. UBC Std 7-2, Part II - Test Standard for Smoke- and Draft-control Assemblies; International Conference of Building Officials; 1997.

V. UL (BMD) - Building Materials Directory; Underwriters Laboratories Inc.; current edition.

W. UL 10B - Standard for Fire Tests of Door Assemblies; 2008.

X. UL 10C - Standard for Positive Pressure Fire Tests of Door Assemblies; 1998.

Y. UL 1784 - Standard for Air Leakage Tests of Door Assemblies; 2001.

1.04 SUBMITTALS

A. See Section 01300 - Administrative Requirements for submittal procedures.

B. Product Data: Materials and details of design and construction, hardware locations, reinforcement type and locations, anchorage and fastening methods, and finishes; and one copy of referenced grade standard.

C. Shop Drawings: Details of each opening, showing elevations, glazing, frame profiles, and identifying location of different finishes, if any.

D. Installation Instructions: Manufacturer's published instructions, including any special installation instructions relating to this project.


A. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum three years documented experience.

B. Maintain at the project site a copy of all reference standards dealing with installation.


A. Store in accordance with NAAMM HMMA 840.

B. Protect with resilient packaging; avoid humidity build-up under coverings; prevent corrosion.

1.07 WARRANTY

A. Hollow metal work: shall be guaranteed for a period of one (1) year after final acceptance. Any door or frame that is found to be defective during this period shall be replaced, rehung, and repainted by the contractor at no additional cost to the Owner.


AND FRAMES

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Steel Doors and Frames: 1. Assa Abloy, Ceco or Curries: www.assaabloydss.com. 2. Steelcraft: www.steelcraft.com.

2.02 STEEL DOORS

A. Exterior Doors: 1. Grade: 16 gauge: ANSI A250.8 Level 2, physical performance Level B, Model 1, full flush. 2. Core: Polystyrene foam.(Permanently and fully bonded to the entire surface of the face

skins.) 3. Top Closures for Outswinging Doors: Flush with top of faces and edges. 4. Galvanizing: All components hot-dipped zinc-iron alloy-coated (galvannealed) in

accordance with ASTM A 653/A 653M, with manufacturer's standard coating thickness. 5. Texture: Smooth faces. 6. Insulating Value: U-value of 0.50, when tested in accordance with ASTM C 1363 7. Weatherstripping: Integral, recessed into door edge or frame. 8. Finish: Factory primed, for field finishing. 9. Reinforcement:

a) Hinges: Minimum 8 gauge 1 ¼” x 9” or 14 gauge full channel. b) Locks: Minimum 16 gauge. c) Surface Hardware: Minimum 12 gauge. d) Panics fully reinforced thru bolting not acceptable. e) Closers: Provide reinforcing in all doors.

2.03 STEEL FRAMES

A. General: 1. Comply with the requirements of grade specified for corresponding door. 2. Finish: Factory primed, for field finishing. 3. Frames Wider than 48 Inches (1200 mm): Reinforce with steel channel fitted tightly into

frame head, flush with top.

B. Exterior Door Frames: Fully welded, 16 gauge. 1. Finish: Factory primed, for field finishing. 2. Weatherstripping: Separate, see Section 08 7100.

C. Frames shall be fully prepped, drilled and tapped for hardware and properly reinforced for surface hardware as follows:

a) Hinges – Minimum 7 gauge, 1 ½” x 9” with plaster guard. b) Strikes – Minimum 16 gauge with plaster guard. c) Surface hardware – Minimum 1/8” plate. d) Closers – Provide 1/8” welded in standard arm and parallel arm closer reinforcing on all

frames. e) Pivots – Minimum ¼” plate. f) Prepare and install silencers (three per strike jamb, two per head) stick on type not

acceptable. g) Closed section mullions to have internal web reinforcement.

2.04 ACCESSORY MATERIALS

A. Glazing: Factory installed.

B. Removable Stops: Formed sheet steel, shape as indicated on drawings, mitered or butted corners; prepared for countersink style tamper proof screws.

C. Silencers: Resilient rubber, fitted into drilled hole; 3 on strike side of single door, 3 on center mullion of pairs, and 2 on head of pairs without center mullions.


AND FRAMES

D. Temporary Frame Spreaders: Provide for all factory- or shop-assembled frames.

2.05 FINISH MATERIALS

A. Primer: Rust-inhibiting, complying with ANSI A250.10, door manufacturer's standard.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify existing conditions before starting work.

B. Verify that opening sizes and tolerances are acceptable.

3.02 INSTALLATION

A. Install in accordance with the requirements of the specified door grade standard and NAAMM HMMA 840.

B. Coordinate frame anchor placement with wall construction.

C. Coordinate installation of hardware.

D. Coordinate installation of glazing.

E. Coordinate installation of electrical connections to electrical hardware items.

F. Touch up damaged factory finishes.

3.03 TOLERANCES

A. Maximum Diagonal Distortion: 1/16 in (1.5 mm) measured with straight edge, corner to corner.

3.04 ADJUSTING

A. Adjust for smooth and balanced door movement.

3.05 SCHEDULE

A. Refer to Door and Frame Schedule on the drawings.

END OF SECTION


OVERHEAD COILING DOORS

SECTION 08 3323


PART 1 GENERAL


A. Overhead coiling doors, operating hardware, exterior, manual operation.


A. Section 08 7100 - Door Hardware: Cylinder cores and keys.

B. Section 09 9000 - Painting and Coating: Field paint finish.


A. ASTM A 36/A 36M - Standard Specification for Carbon Structural Steel; 2005.

B. ASTM A 123/A 123M - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products; 2002.

C. ASTM A 653/A 653M - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process; 2007.

D. ASTM A 666 - Standard Specification for Annealed or Cold-Worked Austenitic Stainless Steel Sheet, Strip, Plate, and Flat Bar; 2003.

E. ASTM B 221 - Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes; 2008.

F. ASTM B 221M - Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes [Metric]; 2007.

G. ITS (DIR) - Directory of Listed Products; Intertek Testing Services NA, Inc.; current edition.

H. NEMA 250 - Enclosures for Electrical Equipment (1000 Volts Maximum); National Electrical Manufacturers Association; 2003.

I. NEMA ICS 2 - Industrial Control and Systems: Controllers, Contactors, and Overload Relays, Rated Not More Than 2000 Volts AC or 750 Volts DC; National Electrical Manufacturers Association; 2000 (R2005).

J. NEMA MG 1 - Motors and Generators; National Electrical Manufacturers Association; 2006.

K. NFPA 80 - Standard for Fire Doors and Fire Windows; National Fire Protection Association; 2007.

L. UL (BMD) - Building Materials Directory; Underwriters Laboratories Inc.; current edition.

M. UL (EAUED) - Electrical Appliance and Utilization Equipment Directory; Underwriters Laboratories Inc.; current edition.

1.04 SUBMITTALS

A. See Section 01300 - Administrative Requirements, for submittal procedures.

B. Product Data: Provide general construction, component connections and details.

C. Shop Drawings: Indicate pertinent dimensioning, anchorage methods, hardware locations, and installation details.

PART 2 PRODUCTS



2.01 MANUFACTURERS

A. Overhead Coiling Doors: 1. Cornell Iron Works, Inc; Product Model: ESD10: www.cornelliron.com. 2. The Cookson Company; Product ____: www.cooksondoor.com. 3. Or equal to the above, as approved by the Project Engineer or Owner.

2.02 COILING DOORS

A. Exterior Coiling Doors: Steel slat curtain. 1. Capable of withstanding positive and negative wind loads of 20 psf (940 Pa), without

undue deflection or damage to components. 2. Single thickness slats. 3. Nominal Slat Size: 2 inches (50 mm) wide x required length. 4. Finish: Galvanized. 5. Finish: No. 4. 6. Finish: Factory painted, color as selected. 7. Guides: Angles; galvanized steel. 8. Hood Enclosure: Manufacturer's standard; primed steel. 9. Manual hand chain lift operation. 10. Mounting: As indicated. 11. Exterior lock and latch handle.

2.03 MATERIALS

A. Curtain Construction: Interlocking slats. 1. Slat Ends: Alternate slats fitted with end locks to act as wearing surface in guides and to

prevent lateral movement. 2. Curtain Bottom: Fitted with angles to provide reinforcement and positive contact in closed

position. 3. Weatherstripping: Moisture and rot proof, resilient type, located at jamb edges, bottom of

curtain, and where curtain enters hood enclosure of exterior doors.

B. Guide Construction: Continuous, of profile to retain door in place, mounting brackets of same metal.

C. Hood Enclosure: Internally reinforced to maintain rigidity and shape.

D. Hardware: 1. Latching: Inside mounted, adjustable keeper, spring activated latch bar with feature to

keep in locked or retracted position. 2. Latch Handle: Interior handle.

E. Roller Shaft Counterbalance: Steel pipe and helical steel spring system, capable of producing torque sufficient to ensure smooth operation of curtain from any position and capable of holding position at mid-travel; with adjustable spring tension; requiring 25 lb (10 kg) nominal force to operate.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that opening sizes, tolerances and conditions are acceptable.

3.02 INSTALLATION

A. Install units in accordance with manufacturer's instructions.

B. Use anchorage devices to securely fasten assembly to wall construction and building framing without distortion or stress.



C. Securely and rigidly brace components suspended from structure. Secure guides to structural members only.

D. Fit and align assembly including hardware; level and plumb, to provide smooth operation.

E. Coordinate installation of sealants and backing materials at frame perimeter as specified in Section 07 9005.

F. Install perimeter trim and closures.

3.03 TOLERANCES

A. Maintain dimensional tolerances and alignment with adjacent work.

B. Maximum Variation From Plumb: 1/16 inch (1.5 mm).

C. Maximum Variation From Level: 1/16 inch (1.5 mm).

D. Longitudinal or Diagonal Warp: Plus or minus 1/8 inch per 10 ft (3 mm per 3 m) straight edge.

3.04 ADJUSTING

A. Adjust operating assemblies for smooth and noiseless operation.

3.05 CLEANING

A. Clean installed components.

B. Remove labels and visible markings.

END OF SECTION




Glenn County Transfer Station 08 7100 - 1 DOOR HARDWARE

SECTION 08 7100

DOOR HARDWARE

PART 1 GENERAL


A. Hardware for non-rated doors.

B. Hardware for fire-rated doors.

C. Lock cylinders for doors for which hardware is specified in other sections.

D. Thresholds.

E. Weatherstripping, seals and door gaskets.


A. Section 08 1113 - Hollow Metal Doors and Frames.



B. BHMA A156.1 - American National Standard for Butts and Hinges; Builders Hardware Manufacturers Association, Inc.; 2006 (ANSI/BHMA A156.1).

C. BHMA A156.2 - American National Standard for Bored and Preassembled Locks & Latches; Builders Hardware Manufacturers Association; 2003 (ANSI/BHMA A156.2).

D. BHMA A156.3 - American National Standard for Exit Devices; Builders Hardware Manufacturers Association; 2001 (ANSI/BHMA A156.3).

E. BHMA A156.4 - American National Standard for Door Controls - Closers; Builders Hardware Manufacturers Association, Inc.; 2000 (ANSI/BHMA A156.4).

F. BHMA A156.5 - American National Standard for Auxiliary Locks & Associated Products; Builders Hardware Manufacturers Association; 2001 (ANSI/BHMA A156.5).

G. BHMA A156.6 - American National Standard for Architectural Door Trim; Builders Hardware Manufacturers Association; 2005 (ANSI/BHMA A156.6).

H. BHMA A156.7 - American National Standard for Template Hinge Dimensions; Builders Hardware Manufacturers Association; 2003 (ANSI/BHMA A156.7).

I. BHMA A156.8 - American National Standard for Door Controls - Overhead Stops and Holders; Builders Hardware Manufacturers Association, Inc.; 2005 (ANSI/BHMA A156.8).

J. BHMA A156.9 - American National Standard for Cabinet Hardware; Builders Hardware Manufacturers Association; 2003 (ANSI/BHMA A156.9).

K. BHMA A156.12 - American National Standard for Interconnected Locks & Latches; Builders Hardware Manufacturers Association; 2005 (ANSI/BHMA A156.12).

L. BHMA A156.13 - American National Standard for Mortise Locks & Latches; Builders Hardware Manufacturers Association; 2005 (ANSI/BHMA A156.13).

M. BHMA A156.14 - American National Standard for Sliding & Folding Door Hardware; Builders Hardware Manufacturers Association; 2007 (ANSI/BHMA A156.14).

N. BHMA A156.15 - American National Standard for Release Devices - Closer Holder, Electromagnetic and Electromechanical; Builders Hardware Manufacturers Association; 2006 (ANSI/BHMA A156.15).


O. BHMA A156.16 - American National Standard for Auxiliary Hardware; Builders Hardware Manufacturers Association; 2002 (ANSI/BHMA A156.16).

P. BHMA A156.17 - American National Standard for Self Closing Hinges & Pivots; Builders Hardware Manufacturers Association, Inc.; 2004 (ANSI/BHMA A156.17).

Q. BHMA A156.18 - American National Standard for Materials and Finishes; Builders Hardware

Manufacturers Association, Inc.; 2006 (ANSI/BHMA A156.18).

R. BHMA A156.20 - American National Standard for Strap and Tee Hinges and Hasps; Builders Hardware Manufacturers Association; 2006 (ANSI/BHMA A156.20).

S. BHMA A156.21 - American National Standard for Thresholds; Builders Hardware Manufacturers Association; 2006 (ANSI/BHMA A156.21).

T. BHMA A156.23 - American National Standard for Electromagnetic Locks; Builders Hardware Manufacturers Association, Inc.; 2004 (ANSI/BHMA A156.23).

U. BHMA A156.24 - American National Standard for Delayed Egress Locks; Builders Hardware Manufacturers Association; 2003 (ANSI/BHMA A156.24).

V. BHMA A156.115 - Hardware Preparation in Steel Doors and Steel Frames; 2006.

W. BHMA A156.115W - Hardware Preparation in Wood Doors with Wood or Steel Frames; 2006.

X. DHI (LOCS) - Recommended Locations for Architectural Hardware for Standard Steel Doors and Frames; Door and Hardware Institute; 2004.

Y. DHI WDHS.3 - Recommended Locations for Architectural Hardware for Flush Wood Doors; Door and Hardware Institute; 1993; also in WDHS-1/WDHS-5 Series, 1996.

Z. ITS (DIR) - Directory of Listed Products; Intertek Testing Services NA, Inc.; current edition.

AA. NFPA 80 - Standard for Fire Doors and Fire Windows; National Fire Protection Association; 2007.

AB. NFPA 101 - Code for Safety to Life from Fire in Buildings and Structures; National Fire Protection Association; 2006.

AC. UL (BMD) - Building Materials Directory; Underwriters Laboratories Inc.; current edition.

1.04 ADMINISTRATIVE REQUIREMENTS

A. Coordinate the manufacture, fabrication, and installation of products onto which door hardware will be installed.

B. Furnish templates for door and frame preparation to manufacturers and fabricators of products requiring internal reinforcement for door hardware.

C. Convey OWNER's keying requirements to manufacturers.

D. Preinstallation Meeting: Convene a preinstallation meeting one week prior to commencing work of this section; require attendance by all affected installers.

E. Sequence installation to ensure utility connections are achieved in an orderly and expeditious manner.

1.05 SUBMITTALS

A. See Section 01 3000 - Administrative Requirements, for submittal procedures.

B. Shop Drawings: 1. Indicate locations and mounting heights of each type of hardware, schedules, catalog cuts,


electrical characteristics and connection requirements. 2. Submit manufacturer's parts lists and templates.

C. Manufacturer's Installation Instructions: Indicate special procedures and perimeter conditions requiring special attention.

D. Project Record Documents: Record actual locations of concealed equipment, services, and conduit.

E. Maintenance Data: Include data on operating hardware, lubrication requirements, and inspection procedures related to preventative maintenance.

F. Keys: Deliver with identifying tags to OWNER by security shipment direct from hardware supplier.

G. Warranty: Submit manufacturer's warranty and ensure that forms have been completed in OWNER's name and registered with manufacturer.

H. Maintenance Materials and Tools: Furnish the following for OWNER's use in maintenance of project. 1. Tools: One set of all special wrenches or tools applicable to each different or special

hardware component, whether supplied by the hardware component manufacturer or not.


A. Manufacturer Qualifications: Company specializing in supplying the products specified in this section with minimum three years of documented experience.


A. Package hardware items individually; label and identify each package with door opening code to match hardware schedule.

1.08 WARRANTY

A. See Section 01700 - Closeout Submittals, for additional warranty requirements.

B. Provide 1 year warranty covering product defect in workmanship or material from Substantial Completion of project. Provide 10 year warranty for door closers and 5 year warranty on door panics and cylinder locks.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Hinges: 1. Bommer Industries, Inc: www.bommer.com. 2. Hager Companies: www.hagerco.com. 3. Stanley Hardware: www.stanleyworks.com.

B. Pivots: 1. Assa Abloy McKinney or Rixson: www.assaabloydss.com. 2. C. R. Laurence Co., Inc: www.crlaurence.com. 3. DORMA Group North America: www.dorma-usa.com/usa. 4. Glynn-Johnson: www.glynn-johnson.com.

C. Lock and Latch Sets: 1. Schlage: www.schlage.com.

D. Push/Pulls: 1. Trimco. 2. Hager Companies: www.hagerco.com.


E. Cylindrical Locksets: 1. Schlage: www.schlage.com.

F. Mortise Locksets: 1. Schlage: www.schlage.com.

G. Exit Devices: 1. Assa Abloy Corbin Russwin, Sargent, or Yale: www.assaabloydss.com. 2. C. R. Laurence Co., Inc: www.crlaurence.com. 3. DORMA Group North America: www.dorma-usa.com/usa. 4. Von Duprin: www.vonduprin.com.

H. Closers: 1. LCN: www.lcnclosers.com.

I. Overhead Holders/Stops: 1. Assa Abloy Rixson or Sargent: www.assaabloydss.com. 2. C. R. Laurence Co., Inc: www.crlaurence.com. 3. DORMA Group North America: www.dorma-usa.com/usa. 4. Glynn-Johnson: www.glynn-johnson.com.

J. Wall and Floor Stops/Holders: 1. Ives.

K. Manual and Automatic Bolts: 1. Assa Abloy McKinney: www.assaabloydss.com. 2. Glynn-Johnson: www.glynn-johnson.com. 3. Hager Companies: www.hagerco.com. 4. Triangle Brass Manufacturing Co., Inc: www.trimcobbw.com.

L. Gasketing and Thresholds: 1. Pemko Manufacturing Co: www.pemko.com.

M. Sliding Door Hardware: 1. Hager Companies: www.hagerco.com. 2. Johnson Hardware: www.johnsonhardware.com. 3. Stanley Hardware: www.stanleyworks.com.

N. Protection Plates: 1. Trimco.

0. Substitutions: As approved by the Project Engineer

2.02 GENERAL REQUIREMENTS FOR DOOR HARDWARE PRODUCTS

A. Provide products that comply with the following: 1. Applicable provisions of federal, state, and local codes. 2. ANSI/ICC A117.1, American National Standard for Accessible and Usable Buildings and

Facilities. 3. Applicable provisions of NFPA 101, Life Safety Code. 4. Fire-Rated Doors: NFPA 80. 5. All Hardware on Fire-Rated Doors: Listed and classified by UL as suitable for the purpose

specified and indicated. 6. Hardware for Smoke and Draft Control Doors (Indicated as "S" on Drawings): Provide

hardware that enables door assembly to comply with air leakage requirements of the applicable code.

7. Products Requiring Electrical Connection: Listed and classified by UL as suitable for the purpose specified and indicated.

B. Finishes: Identified in schedule.

2.03 KEYING


A. Door Locks: Grand master keyed. 1. Include construction keying.

B. Supply keys in the following quantities (verify with Architect): 1. 5 master keys. (Stamp all keys “DO NOT DUPLICATE”) 2. 5 grand master keys. (Stamp all keys “DO NOT DUPLICATE”)

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that doors and frames are ready to receive work and dimensions are as indicated on shop drawings.

3.02 INSTALLATION

A. Install hardware in accordance with manufacturer's instructions and applicable codes.

B. Install hardware on fire-rated doors and frames in accordance with code and NFPA 80.

C. Mounting heights for hardware from finished floor to center line of hardware item: 1. Per ADA requirements.


A. Field inspection and testing will be performed under provisions of Section 01 4000.

3.04 ADJUSTING

A. Adjust work under provisions of Section 01 7000.

B. Adjust hardware for smooth operation.

3.05 PROTECTION

A. Protect finished Work under provisions of Section 01 7000.

B. Do not permit adjacent work to damage hardware or finish.

3.06 HARDWARE SCHEDULE – See Drawings.

END OF SECTION




PAINTING

SECTION 09 9100

PAINTING PART 1 GENERAL 1.01 SECTION INCLUDES:

A. Paint systems for field applications pertaining primarily to building related components 1.02 DESCRIPTION OF WORK: Provide complete Interior and Exterior Painting systems as

shown on drawings, and outlined on Specification. 1.03 RELATED SECTIONS:

A. Section 13 3419 – Metal Building System

B. Section 08 1113 – Hollow Metal Doors & Frames 1.04 SUBMITTALS:

A. Submit (2) 8 ½” x 11” paint samples for each color required showing color and gloss.

B. Product Data Information

C. All Submittals shall be submitted under the provisions of Section 01300. 1.05 QUALITY ASSURANCE:

A. Comply with volatile-organic compound and other environmental regulations. B. Provide primer and finish coats by the same manufacturer.

C. Test sample area for adhesion and coverage for each type of paint prior to application.

D. Painter shall have a minimum of five years experience with the materials specified.

1.06 PROJECT CONDITIONS:

A. Deliver materials to job site in original, new and unopened containers bearing manufacturer’s name and label. Store paint material where temperatures are not less than 40 degrees F and in a well ventilated area.

B. The contractor shall be responsible for inspecting the work of others prior to the

application of any paint or finishing materials. If any surface is not in the proper condition to receive the finishing materials specified, he shall report such facts to the Contractor and Architect in writing or assume the responsibility for the results expected for the material and processes specified. All deficiencies or flaws which effect the painting finish, shall be repaired before application of painting materials.

C. Do not apply interior paint until space is enclosed and weatherproofed, and until

ambient conditions of temperature and humidity will be continuously maintained at values near those indicated for final occupancy.

D. Paint all exposed surfaces of exterior and interior finished room whether or not colors

are designed in “schedules”, except where material finish of material is specifically noted. Where items or surfaces are not specifically mentioned, paint same as adjacent similar material or areas. If color of finish is not designated, Architect will select these from standard colors available for materials systems specified.


PAINTING

E. Do not paint over any labels. PART 2 PRODUCTS 2.01 COLORS AND FINISHES: Provide paint colors, surface treatments, and finishes as

indicated on “Schedules”. Pure, non-fading color pigments of applicable types to suit substrates shall be used.

A. Provide finish coats which are compatible with prime paints used. Review other

sections of these specifications in which prime paints are to be used to ensure compatibility of total coating system. Provide barrier coats over noncompatible primers or remove and reprime as required.

2.02 MANUFACTURERS:

A. Paint: Dunn-Edwards, Sherwin Williams, Pratt and Lambert, Glidden Coatings, or approved equal.

2.03 INTERIOR PAINT SCHEDULE:

A. Wood with paint finish: 1. Interior latex enamel undercoat, one coat. 2. Interior semi-gloss latex or alkyd-enamel finish, two coats.

B. Ferrous metals:

1. Rust-inhibiting primer, one coat. 2. Latex or alkyd semi-gloss enamel, two coats.

C. Structural Steel System & Components 1. Rust-inhibiting primer, one coat. 2. Latex or alkyd semi-gloss enamel, two coats.

2.04 EXTERIOR PAINT SCHEDULE:

A. Wood with paint finish: 1. Exterior primer, one coat. 2. Semigloss latex or alkyd semi-gloss finish, two coats.

B. Ferrous metal:

1. Rust-inhibiting primer, one coat. 2. Alkyd semi-gloss finish, two coats.

C. Galvanized metal: 1. Galvanized-metal primer, one coat. 2. Gloss alkyd finish, two coats.

2.05 SCHEDULE – SURFACES TO BE PAINTED, EXTERIOR:

A. Doors and frames.

B. Bollards.


PAINTING

C. Metal Louvers. 2.06 SCHEDULE – SURFACES TO BE PAINTED, INTERIOR:

A. Sheet metal.

B. Doors and Frames.

C. Access doors/hatches/panels.

D. All exposed structural steel, system & components.

E. Plywood.

F. Metal Louvers.

2.07 COLOR SELECTION:

A. Specific colors shall be selected by Owner after award of contract. B. Minimum color selections shall be as follows:

1. Exterior Doors and Frames: one color. 2. Misc. Iron. 3. Interior Doors & Frames: one color. 4. Interior Plywood: one color. 5. Misc. Accessories: black or wall color. 6. Misc. Flashings: one color. 7. Flashings and Coping: one color. 8. Exposed Structural Steel: one color. 9. Metal Louvers: one color. 10. Exposed Electrical: one color.

PART 3 EXECUTION 3.01 SURFACE PREPARATION: Perform preparation and cleaning procedures in accordance

with paint manufacturer’s instructions. A. Remove cover plates and remove or provide surface applied protection of hardware

and similar items not to be finished painted. B. Scrape and clean small dry, seasoned knots and apply a thin coat of shellac or other

knot sealer before application of paint. After priming, fill holes or other surface imperfections with putty or plastic woodfiller.

C. Prepare surfaces of concrete and concrete block by removing efflorescence, chalk,

dust, dirt, etc. and by roughening as required to remove glaze.

D. Backprime all exterior trim and siding with spar varnish. Backprime interior paneling only where masonry, plaster, or other wet wall conditions occurs on backside.

E. Prime, stain, or seal wood required to be job-painted immediately upon delivery to job.

Prime edges, ends, faces, undersides, and backsides of such wood, including cabinets, counters, cases and paneling.


PAINTING

F. Clean all metal surfaces to be painted and touch-up all damaged shop applied prime coats. Clean all galvanized surfaces with non-petroleum based solvent.

3.02 MATERIALS PREPARATION AND APPLICATION: Mix, prepare, and apply painting

materials in accordance with manufacturer’s instructions. Apply paint to dry, sound substrates only. Sand between coats if necessary. Apply additional coats as required until paint film is of uniform finish, color, and appearance.

3.03 CLEAN UP AND PROTECTION: During process of work, remove discarded paint materials, rubbish, cans, and rags at end of each work day.

A. Upon completion of painting work, clean windows glass and other paint spattered

surfaces. Replace cover plates and remove temporary protection. B. Protect work of other trades, whether to be painted or not, against damage by painting

and finish work. Correct any damage by cleaning, repairing or replacing, as acceptable to architect.

END OF SECTION

Glenn County Transfer Station 10 1400 - 1 SIGNAGE

SECTION 10 1400

SIGNAGE

PART 1 GENERAL


A. Handicapped Directional signs.

B. Handicapped Entrance and Exit Route Signs.

C. International Symbol of Accessibility Sign.

D. Handicapped Parking Stall & Tow-Away signs.

E. Entry door signage and Natural Ventilation.



B. ATBCB ADAAG - Americans with Disabilities Act Accessibility Guidelines; 2002.

1.03 SUBMITTALS

A. See Section 01300 for Submittals.

B. Product Data: Manufacturer's printed product literature for each type of sign, indicating sign styles, font, foreground and background colors, locations, overall dimensions of each sign.

C. Signage Schedule: Provide information sufficient to completely define each sign for fabrication, including room number, room name, other text to be applied, sign and letter sizes, fonts, and colors.

D. Selection Samples: Submit two sets of color selection charts or chips. (Colors to be selected from full range of standard colors).

E. Manufacturer's Installation Instructions: Include installation templates and attachment devices.


A. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum three years of documented experience.


A. Package signs as required to prevent damage before installation.

B. Package room and door signs in sequential order of installation, labeled by floor or building.

C. Store tape adhesive at normal room temperature.

1.06 FIELD CONDITIONS

A. Do not install tape adhesive when ambient temperature is lower than recommended by manufacturer.

B. Maintain this minimum temperature during and after installation of signs.

1.07 WARRANTY

A. See Section 01700 for project closeout, for additional warranty requirements.

B. Provide a one-year warranty period after the Date of Substantial Completion for defects in workmanship or product.


PART 2 PRODUCTS

2.01 MANUFACTURERS

A. ASI Sign Systems Inc or approved equal.

B. Mohawk Engraving Company, Incorporated or approved equal.

C. Cameo, California Metal Enameling Co. or approved equal.

D. Vomar Products Inc.

E. Substitutions: As approved by Owner.

2.02 MATERIALS

A. Entry Decals: Provide minimum 6” square decals with international handicapped symbol white on blue background with white border, applied at accessible entry doors.

B. Porcelain Signs at Parking: Provide porcelain enamel on steel sign with beaded text and symbols meeting requirements of California Building Code and with ADAAG.

1. At entry to parking provide state required sign indicating unauthorized vehicles parking in handicapped parking spaces may be towed at owner’s expense.

2. Verify location and telephone number of place to be towed with Owner.

3. At parking spaces provide California required sign, minimum 70 sq. inches, with symbol indicating accessibility.

4. At van accessible parking spaces provide required “VAN PARKING” signs.

C. Braille Exit, Exit Route, Entry Door Signs, Directional Signs and Smoke Free Facility Signs: Provide colored plastic signs, conforming to ADAAG requirements for signs for permanent rooms, with raised text and Braille characters; concealed mounting system.

1. Colors: As selected by Architect and providing 70% contrast.

2. Size and Style: As indicated on Drawings.

D. Entry door signage – Additional signage. Contractor shall affix to the entry door or immediately adjacent, a sign to indicate the following: “Natural Ventilation: At least one of the 24 foot coiled doors shall be open prior to operation of any equipment or work conducted within the transfer station building”. This sign shall be located at each entry door (3 locations).

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that substrate surfaces are ready to receive work.

3.02 INSTALLATION

A. Install in accordance with manufacturer's instructions.

B. Install neatly, with horizontal edges level.

C. Locate signs where indicated on drawings.

D. Protect from damage until Substantial Completion; repair or replace damage items.

3.03 SCHEDULE OF SIGNS

A. Handicap directional signs.


B. Handicap entrance and exit route signs.

E. International Symbol of Accessibility sign.

F. Handicapped Parking Stall Signs.

G. Handicapped Tow-Away Sign.

H. Entry Door Natural Ventilation Sign.

END OF SECTION

Glenn County Transfer Station 13 3419 - 1 METAL BUILDING SYSTEMS

SECTION 13 3419

METAL BUILDING SYSTEMS

PART 1 GENERAL

1.01 WORK INCLUDED

A. Metal Building System:

1. Structural Steel Framing System.

2. Metal Roof and Soffit Systems.

3. Metal Wall System.

1.02 RELATED WORK

A. Section 03 3000 – Cast-in-Place Concrete.

B. Section 05 4000 – Cold-Formed Metal Framing.

C. Section 08 1113 – Hollow Metal Doors and Frames.

D. Section 08 3323 – Overhead Coiling Doors.


A. American Institute of Steel Construction (AISC):

1. AISC 360 – Specification for Structural Steel Buildings.

B. American Iron and Steel Institute (AISI):

1. AISI S100 – North American Specification for the Design of Cold-Formed Steel Structural Members.

C. American Welding Society (AWS):

1. AWS D1.1 / D1.1M – Structural Welding Code – Steel.

2. AWS D1.3 / D1.3M – Structural Welding Code – Sheet Steel.

D. Association for Iron & Steel Technology (AISE):

1. AISE 13 – Specifications for Design and Construction of Mill Buildings.

E. ASTM International (ASTM):

1. ASTM A 325 – Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength.

2. ASTM A 653 / 653M – Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy Coated (Galvannealed) by the Hot-Dip Process.

3. ASTM A 792 / A792M – Standard Specification for Steel sheet, 55% Aluminum-Zinc-Alloy-Coated by the Hot-Dip Process.

4. ASTM B 117 – Standard Practice for Operating Salt Spray (Fog) Apparatus.

5. ASTM D 522 – Standard Test Methods for Mandrel Bend Test of Attached Organic Coatings.

6. ASTM D 523 – Standard Test Method for Specular Gloss.

7. ASTM D 968 – Standard Test Methods for Abrasion Resistance of Organic Coatings by Falling Abrasive.


8. ASTM D 1308 – Standard Test Method for Effect of Household Chemicals on Clear and Pigmented Organic Finishes.

9. ASTM D 2244 – Standard Practice for Calculation of Color Tolerances and Color Differences from Instrumentally Measured Color Coordinates.

10. ASTM D 2247 – Standard Practice for Testing Water Resistance of Coatings in 100% Relative Humidity.

11. ASTM D 2794 – Standard Test method for Resistance of Organic Coatings to the Effects of Rapid Deformation. (Impact).

12. ASTM D 3361 – Standard Practice for Unfiltered Open-Flame Carbon-Arc Exposures of Paint and Related Coatings.

13. ASTM D 4214 – Standard Test Methods for Evaluating the Degree of Chalking of Exterior Paint Films.

14. ASTM E 84 – Standard Tet method for Surface Burning Characteristics of Building Materials.

15. ASTM E 96 / E96M – Standard Test Methods for Water Vapor transmission of Materials.

16. ASTM E 1592 – Standard Test Method for Structural Performance of Sheet Metal Roof and Siding Systems by Uniform Static Air Pressure Difference.

17. ASTM G 87 – Standard Practice for Conducting Moist SO2 Tests.

F. Metal Building Manufacturer’s association (MBMA):

1. MBMA Metal Building System Manual

2. Seismic Design Guide for Metal Building System

G. The Society for protective Coatings (SSPC):

1. SSPC- Paint 15 – Primer for Use Over Hand Cleaned Steel performs to SSPC-Paint 15 standards.

2. SSPC – SP2 – Hand Tool Cleaning.

H. Underwriters Laboratories (UL):

1. UL 580 – Standard for Tests for Uplift Resistance of Roof Assemblies.

2. UL 723 – Standard for Test for Surface Burning Characteristics of Building Materials.

1.04 SUBMITTALS

A. Comply with General Requirements.

B. Product Data: Submit Metal building system manufacturer’s product information, specifications, and installation instructions for building components and accessories.

C. Erection Drawings: Submit Metal Building System Manufacturer’s erection drawings, including plans, elevations, sections, and details, indicating roof framing, transverse cross-sections, covering and trim details, and accessory installation details to clearly indicate proper assembly of building components hereinafter referred to as “Drawings”. The drawings shall be submitted to the Enforcement Agency as part of the Metal Building Deferred Approval Package.

D. Calculations: Submit Calculations that substantiate the structural adequacy of all metal building components, including but not limited to, frames, purlins, girts, panels, braces and connections to resist code prescribed vertical and lateral loads. These calculations shall be submitted to the enforcement agency as part of the Metal Building deferred approval package.

E. Certification: Submit written “Certificate of Design and Manufacturing Conformance” prepared


and signed by a Professional Engineer, registered to practice in California verifying that the metal building system design and metal roof system design (including panels, clips, and support system components) meet indicated loading requirements and codes of authorities having jurisdiction.

1. Certification shall reference specific dead loads, live loads, snow loads, wind loads/speeds, tributary area load reductions (if applicable), concentrated loads, collateral loads, seismic loads, end-use categories, governing code bodies, including year, and load applications.

F. Submit certification verifying that the metal roof system has been tested and approved by Underwriters Laboratory as Class 90.

G. Warranty Documentation: Submit Manufacturer’s Standard Warranty.

H. Erection Drawings and Calculations shall be submitted to the Architect within 5 weeks (25 working days) from the Letter of Intent. Anchor bolt setting plan and details, and metal building frame reaction calculations shall be provided to the Engineer of Record 5 working days prior to the completed design package for coordination of the foundation design for submittal to the Enforcing Agency.


A. Manufacturer’s Qualifications:

1. Manufacturer regularly engaged, for past 10 years, in manufacture of metal building systems of similar type to that specified.

2. Accredited based on IAS Accreditation Criteria AC472 and requirements in California Building Code (CBC) Chapter 17.

B. Installer’s Qualifications:

1. Installer regularly engaged, for past 5 years, in installation of metal building systems of similar type to that specified.

2. Employ persons trained for installation of metal building systems.


A. Delivery and Acceptance Requirements: Deliver materials to site in Manufacturer’s original, unopened containers and packaging, with labels clearly identifying product name and manufacturer.

B. Storage and Handling Requirements:

1. Store and handle materials in accordance with manufacturer’s instructions.

2. Keep materials in manufacturer’s original, unopened containers and packaging until installation.

3. Do not store materials directly on ground.

4. Store materials on flat, level surface, raised above ground, with adequate support to prevent sagging.

5. Protect materials and finish during storage, handling and installation to prevent damage.

1.07 WARRANTY

A. Metal building system manufacturer shall provide a written weather tightness warranty for a minimum of 10 years against leaks in roof and wall panels, arising out of or caused by ordinary wear and tear under normal weather and atmospheric conditions.

1. Warranty shall be signed by both the metal roof system manufacturer and the metal roof system installer.


B. Metal building system manufacturer shall provide a written warranty for 25 years against perforation of metal roof and wall panels due to corrosion under normal weather and atmospheric conditions.

1. Warranty shall be signed by metal roof system manufacturer.

C. Metal building system manufacturer shall provide a paint film written warranty for 25 years against cracking, peeling, chalking, and fading of exterior coating on painted roof and wall panels.

1. Warranty shall be signed by metal building system or roof system manufacturer and state that the coating contains 70 percent “Kynar 500/Hylar 5000” resin.

2. For a period of 25 years, chalking shall not exceed ASTM D 4214, #8 rating and shall not fade more than 5 color difference units in accordance with ASTM D 2244.

PART 2 PRODUCTS

2.01 MANUFACTURER

A. Metal Building System Manufacturer: 1. Members of the Metal Building Manufacturer’s Association.

2.02 BUILDING DESCRIPTION

A. Building Dimensions: Indicated on Drawings.

B. Primary Structural Members:

1. Primary Framing System: As specified in this specification section, and as indicated on the drawings.

2. Frames, including Portal frames: Welded-up plate section columns and roof girders, complete with necessary splice plates for bolted field assembly as specified in this specification section. Column depths shall be limited to provide a minimum 3ft clear distance between the column and the concrete pushwall at a height of 7ft above finished floor, see Architectural drawings

3. Bolts for Field Assembly of Primary Steel: High-Strength bolts as indicated on erection drawings of metal building system manufacturer.

4. Exterior Wall Door Jamb Columns: Cold-formed “C” Sections.

5. Endwall Columns: Wide flange or built-up “I” shapes sections, 16” maximum depth.

6. Connection of Primary Structural Members: ASTM A325 bolts through factory-punched holes.

7. Primary Structural Members: Paint with metal building manufacturer’s standard primer with surface preparation as specified in this specification section.

8. Anchor bolt locations: Anchor bolt centerline for main frames and endwall columns shall be at least 5” from exterior face of building.

C. Secondary Structural Members:

1. Secondary Framing System: As Specified in this specification section.

2. C/Z Purlins and Girts: Acrylic-coated G30 galvanized finish.

D. Metal Roof System: As specified in this specification section.

E. Metal Wall System: As specified in this specification section.

F. Where metal panels are required to be painted, use coating system as specified in this specification section.


2.03 DESIGN REQUIREMENTS

A. Governing Design Code:

1. Structural design for the building structural system shall be provided by the metal building system manufacturer for the following design criteria:

a. 2016 CBC

B. Roof Live Load:

1. As Noted on Drawing Sheet S1.

C. Roof Snow Load:

1. As noted on Drawing Sheet S1.

D. Wind Load:


E. Seismic Load:


F. Dead Load:

1. As noted on Drawing Sheet S1..

G. Collateral Load:


2. Collateral load in pounds per square foot shall be applied to the entire structure to account for the weight of additional permanent materials other than the building system, such as sprinklers, mechanical systems, electrical systems, photovoltaic panels, hung partitions, and ceilings.

3. This allowance does not include the weight of hung equipment weighting 50 pounds or more.

4. Equipment loads of 50 pounds or more shall be indicated on the Drawings and the structure shall be strengthened as required.

H. Load Combinations: Load combinations used to design primary and secondary structural members shall be in accordance with the governing code.

2.04 DEFLECTIONS

A. As noted on Drawing Sheet S1.

B. Lateral deflections or drift: As noted on Drawing Sheet S1.

C. Calculations for deflections shall be done using only the bare frame method.

1. Reductions based on engineering judgment using the assumed composite stiffness of the building envelope shall not be allowed.

2.05 STRUCTURAL STEEL FRAMING SYSTEM

A. General:

1. Design of Structural System: Clear span rigid frame with tapered or straight columns and roof beams, with gable roof.

2. Roof Slope: As indicated on drawings.

3. Components and Parts of Structural System:


a. Indicated on the Drawings or the Specifications.

b. Clearly marked.

c. Erection Drawings: Supply for identification and assembly of parts.

d. Drawings: Carry stamp of a registered professional Engineer.

4. Foundations:

a. Foundations, Including Anchor Bolt Embedment Length: Designed by Engineer of Record.

b. Reactions for proper Design of Foundations: Supplied by metal building system manufacturer.

c. Anchor Bolts:

1) Anchor Bolt Diameter: Indicated on anchor bolt layout drawings furnished by metal building system manufacturer. Anchor bolt locations shall conform to part 2.02.8.

2) Anchor Bolts: Supplied by Contractor, not metal building system manufacturer.

B. Structural Steel Design:

1. Structural Mill Sections or Welded-Up Plate Sections: Design in accordance with AISC Specification for Structural Steel Buildings.

2. Cold-Formed Steel Structural Members: Design in accordance with AISI North American Specification for the Design of Cold-Formed Steel Structural Members.

3. Structural System: Design in accordance with specified building code (refer to Design Loads and Building Codes).

C. Primary Framing:

1. Rigid Frames:

a. Frames: Welded-up plate section columns and roof beams, complete with necessary splice plates for bolted field assembly.

1) Base Plates, Cap Plates, Compression Splice Plates, and Stiffener Plates: Factory welded into place and connection holes factory fabricated.

2) Columns and Roof Beams: Fabricated complete with holes in webs and flanges for attachment of secondary structural members and bracing, except for fieldwork as noted on erection drawings furnished by metal building system manufacturer.

b. Bolts for Field Assembly of Frame Members: ASTM A 325 high-strength bolts as indicated on erection drawings furnished by metal building system manufacturer.

D. Secondary Structural Members:

1. Purlins:

a. Purlins:

1) “Z”- shaped, precision-roll-formed, acrylic-coated G30 galvanized steel in different gauges to meet specified loading conditions.

b. Attached purlins to main frames and endwalls with ½-inch minimum-diameter bolts.

c. Brace purlins at intervals indicated on erection drawings furnished by metal building system manufacturer.

d. The building manufacturer shall either show compliance with AISI S100 section D6.1.2 for purlin bracing with standing seam roofing or purlin bracing separate from the roofing


shall be provided.

2. Eave Members:

a. Eave Struts: Factory punched “C” sections, precision-roll-formed, acylic-coated G30 galvanized steel in different gauges to meet specified loading conditions.

3. Girts: “Z” or “C” – shaped, precision-roll-formed, acrylic-coated G30 galvanized steel in different gauges to meet specified loading conditions

4. Bracing:

a. The manufactures shall locate wall bracing as shown on the architectural drawings. Locate Bracing as indicated on the erection drawings furnished by metal building system manufacturer.

b. Diagonal Bracing:

1) Hot-rolled rods of sizes indicated on the erection drawings furnished by metal building system manufacturer.

2) Attach to columns and roof beams as indicated on the erection drawings furnished by metal building system manufacturer.

c. Flange Braces and Purlins Braces: Cold Formed and installed as indicated on the drawings and as noted on Drawing Sheet S1.

E. Welding:

1. Welding Procedures, Operator Qualifications, and Welding Quality Standards: AWS D1.1-Structural Welding Code – Steel and AWS D1.3 – Structural Welding Code – Sheet Steel.

2. Welding Inspection during fabrication, shall be in accordance with the quality control and quality assurance inspection requirements of AISC 360, Chapter N, including Section N7 for approved fabricator shops.

3. Certification of Welder Qualification: Supply when requested.

F. Painting of Structural steel Framing System:

1. General:

a. Structural Steel: Prime paint as temporary protection against ordinary atmospheric conditions.

b. Perform subsequent finish painting, if required, in field as specified in the painting section.

c. Before painting, clean steel of loose rust, loose mill, scale, dirt and other foreign materials.

d. Steel Fabricator: Not required to sandblast, flame clean, or pickle steel before painting, unless otherwise specified.

2. Primary Frames:

a. Clean Steel in accordance with SSPC-SP2.

b. Factory cover steel with 1 coat of gray water-reducible alkyd primer paint formulated to equal or exceed performance requirements SSPC-Paint 15.

c. Minimum Coating Thickness: 1.0 mil.

3. Secondary Structural Members – Roll Formed:

a. Hot-dipped zinc coating, ASTM A 653, G30; followed by 1 coat of clear acrylic finish.


b. Acrylic-Coated G30 Galvanized Steel: Equal or exceed performance requirements or SSPC Paint-15.

2.06 METAL ROOF AND SOFFIT SYSTEM

A. Roof and Soffit System Design:

1. Design roof panels in accordance with AISI North American Specification for the Design of Cold-Formed Steel Structural Members.

2. Design roof and soffit paneling system for roof slope as indicated on drawings.

3. Design roof and soffit paneling system to support design live, snow, and wind loads.

B. Roof and Soffit System Performance Testing:

1. UL Wind Uplift Classification Rating, UL 580: Class 90.

2. Structural Performance Under Uniform Static Air Pressure Difference: Test roof and soffit system in accordance with ASTM E 1592.

C. Roof and Soffit Panels:

1. Factory roll-formed, 36” inches wide, PBR panels.

2. Panel Material and Finish:

a. 24-gauge minimum galvanized steel, G90 coating, ASTM A 653, G90 Panels to be designed for loads as indicated on Drawings Sheet S1.

b. Paint with standard exterior colors of metal building manufacturer as chosen by the Owner, full strength, 70 percent “Kynar 500/Hylar 5000” fluoropolymer (PVDF) coating.

c. PVDF Coating Warranty: Metal building system manufacturer shall warrant coating for 25 years for the following:

1) Not to peel, crack, or chip.

2) Chalking: Not to exceed ASTM D 4214, #8 rating.

3) Fading: Not more than 5 color-difference units, ASTM D 2244.

3. Use panels of maximum possible lengths to minimize end laps.

4. Extend Eave panels beyond structural line of sidewalls.

5. Panel End Laps & Splices: Provide as indicated on erection drawings furnished by metal building manufacturer.

6. Self-Drilling Fasteners: Exposed fasteners to connect panels to support members and to connect panels to panels and accessory items.

7. Ridge Assembly:

a. Install panel closures and interior reinforcing straps to seal panel ends at ridge.

b. Use metal building manufacturer’s standard closures.

D. Fasteners:

1. Make connections of roof panels to structural members with exposed, self-drilling fasteners.

2. Install fasteners in accordance with erection drawings furnished by metal building system manufacturer, including tape sealer and closures.

a. Fasteners: Metal-backed rubber washer to serve as torque indicator.

3. Exposed fasteners: Factory painted to match roof color.


E. Accessories:

1. Accessories (i.e., ventilators, skylights, gutters, fascia): Standard with metal building system manufacturer, unless otherwise noted and furnished as specified.

2. Exterior Metal Coating on Gutters, Downspouts, Gable Trim, and Eave Trim: Metal building manufacturers standard color finish system, full-strength, 70 percent “Kynar 500/Hylar 5000” fluoropolymer (PVDF) coating.

3. Location of Standard Accessories: Indicated on erection drawings furnished by metal building system manufacturer.

4. Material used in flashing and transition parts and furnished as standard by metal building system manufacturer may or may not match roof panel material.

a. Parts: Compatible and not cause corrosive condition.

b. Copper and Lead Materials: Do not use with Galvalume panels.

2.07 METAL WALL SYSTEM

A. Wall System Design: Design wall panels in accordance with AISI North American Specification for the Design of Cold-Formed Steel Structural Members.

B. Wall Panels:

1. Roll-formed panels, 36 inches wide. PBR panels.

2. One Piece from base to building eave.

3. Panel Material and Finish:

a. 24-gauge minimum painted Galvalume Aluminum-zinc alloy (approximately 55 percent aluminum, 45 percent zinc), ASTM A 792. Panels to be designed for loads as indicated on Drawings Sheet S1.

b. Paint with standard exterior colors of metal building manufacturer as chosen by the OWNER, full strength, 70 percent “Kynar 500/Hylar 5000” fluoropolymer (PVDF) coating.

c. PVDF Coating Warranty: Metal Building system manufacturer shall warrant coating for 25 years for the following:

1) Not to peel, crack or chip.

2) Chalking: Not to Exceed ASTM D 4214, #8 rating.

3) Fading: Not more than 5 color-difference units, ASTM D 2244.

C. Fasteners:

1. Wall Panel-to-Structural and Wall Panel-to-Panel Connections: Self-drilling Screws.

2. Fastener Locations: Indicated on erection drawings furnished by metal building system manufacturer.

3. Exposed fasteners: Factory painted to match roof color.

D. Accessories:

1. Accessories (i.e., doors, windows, louvers): as specified elsewhere in specification.

2. Location of Standard Accessories. Indicated on erection drawings furnished by metal building system manufacturer.


2.08 METAL COATING SYSTEM

A. Metal Coating System: A factory-applied, exterior metal coating system, with colors to be chosen by the Owner from selection of metal building manufacturer’s standard colors.

B. Substrate Preparation:

1. G90 Hot-Dipped Galvanized Steel or AZ50 Galvalume: Factory-controlled chemical-conversion treatment.

C. Coating:

1. Material: Full-Strength, 70 percent, “Kynar 500/Hylar 5000” fluoropolymer (PVDF) color coating.

2. After steel preparation, coat exterior exposed surface with primer and PVDF.

a. Nominal Total Dry Film Thickness: 1.0 mil.

3. Interior Exposed surfaces: Coat with Polyester color coat.

4. Apply coatings to entire material dimensions of steel sheets before forming of panels.

D. Physical Characteristics of Exterior Coating:

1. Resistance to failure through cracking, checking, peeling, and loss of adhesion.

2. Measure by the following laboratory weather-simulating tests to obtain test results justifying metal building system manufacturer’s 25 year warranty:

a. Humidity resistance at 100 degrees F and 100 percent relative humidity, ASTM D 2247.

b. Salt-spray resistance at 5 percent salt fog, ASTM B 117.

c. Reverse impact resistance, ASTM D 2794.

d. Resistance to accelerated weathering, Atlas model XW-R Dew Cycle Weather-O-Meter, ASTM D 3361.

e. Resistance to dry heat.

f. Abrasion resistance, ASTM D 968.

g. Chemical/acid/pollution resistance, ASTM D 1308 and G 87.

h. Maintain gloss of finish evenly over entire surface, ASTM D 523.

PART 3 EXECUTION

3.01 EXAMINATION

A. Examine area to receive metal building system.

B. Notify Architect of conditions that would adversely affect installation or subsequent use.

C. Do not begin installation until unacceptable conditions are corrected.

3.02 ERECTION – STRUCTURAL STEEL FRAMING SYSTEM

A. Erect structural steel framing system in accordance with the Drawings and metal building system manufacturer’s erection drawings.

B. Field Modifications:

1. Require approval of metal building system manufacturer, and Engineer of Record.

2. Responsibility of building erector.

C. Column Bases: Flush with floor line after structural steel erection is complete.


3.03 INSTALLATION – METAL ROOF AND SOFFIT SYSTEM

A. Metal Roof and Soffit System Installation:

1. Install roof and soffit system in accordance with metal building system manufacturer’s instructions at locations indicated on the Drawings.

2. Install roof and soffit system weathertight, including all closures, flashing, tape sealant, caulking, and other required accessories.

3. Panel End Laps: Minimum of 6 inches, sealed with sealant (weather sealing compound), and fastened together as indicated on metal building manufacturers erection drawings.

a. Sealants: Contain hard nylon beads, which prevent mastic from flowing out due to clamping actions.

b. Locate panel end laps directly over supporting secondary roof structural member and stagger, to avoid 4-panel lap-splice condition.

3.04 INSTALLATION – METAL WALL SYSTEM

A. Metal Wall system Installation:

1. Install wall system in accordance with metal building system manufacturer’s instructions at locations indicated on the Drawings.

2. Install wall system weathertight, including all closures, flashing, tape sealant, caulking, or other required accessories.

3. Verify structural system is plumb before wall panels are attached.

4. Align and attach wall panels in accordance with erection drawings furnished by metal building system manufacturer.

5. Install side laps with minimum of 1 full corrugation.

6. Seal wall panels at base with metal trim and foam or rubber closures.

7. Exterior trim: Apply same finish as exterior color of wall panels, except the following:

a. Gutters, Downspouts, Eave trim, Gable trim, Door-Side Flashings, and Header Flashings: Paint with exterior colors, full-strength, 70 percent “Kynar 500/Hylar 5000” fluoropolymer (PVDF) Coating in standard color of metal building system manufacturer, as chosen by the OWNER.

3.05 PROTECTION

A. Protect installed metal building system to ensure that, except for normal weathering, metal building system will be without damage or deterioration at time of Substantial Completion.

END OF SECTION