WWTP Storage Building, CIP No. 8324

Public Works Department

(530)757-5686

TO: PROSPECTIVE BIDDERS FOR:

WWTP Storage Building, CIP No. 8324

ADDENDUM NO. 1

NOTICE IS HEREBY GIVEN that the Specifications and Plans for the above referenced project have

been revised as herein set forth. All other aspects of the Contract Book remain unchanged.

ITEM

NO.

REFERENCES

SPECIFICATIONS

AND PLANS

DESCRIPTION

1. Technical Specification Section 13 34 13

Metal Building Systems, 1.4, Design

Requirements

Change Paragraph 1.4.B to the following: “The

nominal building dimensions are 40-ft wide, 80-ft

long, and 25-ft eve height with a minimum 4/12

pitch and 2-ft overhang.”


Metal Building Systems, 2.6 Roof

Systems, C. Accessories, 3. Wall Vents

Change Paragraph 2.6.C.3.b to the following:

“Painted aluminum”


Metal Building Systems, 2.6 Roof

Systems. C. Accessories, 4. Eave trim

condition

Change Paragraph 2.6.C.4.a to the following:

“Gutters and downspouts shall be painted

aluminum”


Metal Building Systems, 2.6, Roof

Systems, B. Standing Seam Panels

Delete Paragraph 2.6.B.3.h


Metal Building Systems, 2.11 3W

WATER SYSTEM

Delete Paragraph 2.11.A


Metal Building Systems

Replace Technical Specification Section 13 34 13

Metal Building Systems with attached revised

version.


Piping Systems, 3.03 Installation

Add Paragraph 3.03.B:

B. 3W Building Water Supply:

ITEM

NO.

REFERENCES

SPECIFICATIONS

AND PLANS

DESCRIPTION

1. Tap into the new 4-inch water line with a 1-

inch copper line and corporation stop. Run the

copper line underground and stub out outside the

building with a 1-inch shutoff valve (brass gate

valve) as shown on Sheet C6.

2. Connect to 1-inch copper line and run a 1-

inch water line to the northeast part of the

building and connect to a ¾ -inch hose bib on the

outside of the building as shown on Sheet M1.


Piping Systems

Replace Technical Specification Section 33 11 13

Piping Systems with attached revised version.

9. Request for Information Responses Question: “I don’t see a height, overhang

dimension, roof pitch, of the metal building.”

Response: Added a minimum 4/12 pitch and 2-ft

overhang dimension to the specification.

10. Request for Information Responses Question: Regarding Section 13 34 13 Metal

Building Systems, 2.6.B.h FM Mutual

rating. “Are you sure you want or need this?

Factory Mutual ratings are only used if you have

insurance with FM. This will only increase the

cost of your building.”

Response: This requirement has been removed

from the specification (Item 4 of this Addendum

1).

11. Request for Information Responses Question: Regarding Section 13 34 13 Metal

Building Systems, 2.6.C.4. “No metal building

manufacturer makes stainless steel gutters and

downspouts, are you sure you need this? Same

with the louver.”

Response: The gutters, downspouts and louvers

are now painted aluminum (Items 2 and 3 of this

Addendum 1).

12. Request for Information Responses Question: “You also have electrical, water , fire

sprinkler…….specifications under the metal

building spec., if you do not have the same items

listed under the specific specification areas

subcontracts will miss items.“

ITEM

NO.

REFERENCES

SPECIFICATIONS

AND PLANS

DESCRIPTION

Response: For the 3W water supply, Section 13

34 13 Paragraph 2.11.A has been moved to

Section 33 11 13 and inserted as 3.03.B. (Item 7

of this Addendum 1).

Since the building supplier will be providing the

design of the electrical and fire sprinkler as part

of their design submittal, it has been included in

the Metal Building Section. The building design

requirements for the water and electrical are

located in Section 13 34 13 as follows:

2.11 Fire Sprinkler System

2.12 Electrical

THIS ADDENDUM SHALL BE ATTACHED TO THE

"PROPOSAL" AND SHALL BE A PART OF THE CONTRACT BOOK.

Bidder: ________________________________ Date: ___________________

(Company Name)

By: _________________________________

(Signature)

ISSUED BY CITY OF DAVIS PUBLIC WORKS:

Terry Jue

Associate Civil Engineer

ATTENTION ESTIMATING

DEPARTMENT:

This project bids on February 11, 2020

This project bids on May 11, 2017.

City of Davis

Wastewater Treatment Plant

Storage Building

ADDENDUM 1 January 22, 2020

This addendum is for all persons preparing bids (BIDDER) for the above referenced project and as such shall be considered a part of the Plans and Specifications as if they were originally provided therein. All other terms, conditions, and specifications of the Plans and Specifications shall remain unchanged. All changes (CHANGE), deletions (DELETE) and/or additions (ADD) to the Plans or Specifications described herein shall be included in the BIDDER’s proposal. In case of any conflict between the Plans and Specifications and this addendum, this addendum shall govern.

James D. Carson, PE Affinity Engineering Inc. 3221 Fitzgerald Road Rancho Cordova, CA 95742 (916) 613-7582

City of Davis Wastewater Treatment Plant Storage Building – ADDENDUM 1 January 22, 2020

Page 2 of 2

Addendum Item 1.01 Reference: Specification Section 13 34 13 Metal Building Description:

CHANGE Paragraph 1.4.B to say “ The nominal building dimensions are 40-ft wide, 80-ft long, and 25-ft eve height with a minimum 4/12 pitch and 2-ft overhang

Paragraph 2.6.C.3.b to say “Painted aluminum”

Paragraph 2.6.C.4.a to say “Gutters and downspouts shall be painted aluminum”

DELETE Paragraph 2.6.B.3.h

Paragraph 2.11.A

See reissued specification 13 34 13 dated January 22, 2020.

Addendum Item 1.02 Reference: Specification Section 33 11 13 Piping Systems Description:

Added Paragraph 3.03.B to say:

B. 3W Building Water Supply:

1. Tap into the new 4-inch water line with a 1-inch a copper line and corporation stop. Run the copper line underground and stub out outside the building with a 1-inch shut off valve (brass gate valve) as shown on Sheet C6.

2. Connect to 1-inch copper line and run a 1-inch water to the northeast part of the building and connect to a ¾-inch hose bid on the outside of the building as shown on Sheet M1.

See reissued specifications

• 13 34 13 dated January 22, 2020 • 33 11 13 dated January 22, 2020

Request for Information Responses January 22, 2020

1. I don’t see a height, overhang dimension, roof pitch, of the metal building.

Added a minimum 4/12 pitch and 2-ft overhang dimension to the specification. (See Addendum Item 1.01)

2. Regarding Section 13 34 13 Metal Building.

a. 2.6.B.3.h FM Mutual rating. Are you sure you want or need this? Factory Mutual ratings are only used if you have insurance with FM. This will only increase the cost of your building.

This requirement has been removed from the specification. (See Addendum 1.01)

b. 2.6.C.4 No metal building manufacturer makes stainless steel gutters and downspouts, are you sure you need this? Same with the louver.

The gutters, downspouts and louvers are now painted aluminum. (See Addendum Item 1.01)

3. You also have electrical, water , fire sprinkler…….specifications under the metal building spec., if you do not have the same items listed under the specific specification areas subcontracts will miss items.

For the 3W water supply, Section 13 34 13 Paragraph 2.11.A has been moved to Section 33 11 13 and inserted as 3.03.B. (See Addendum Items 1.01 and 1.02)

Since the building supplier will be providing the design of the electrical and fire sprinkler as part of their design submittal, it has been included in the Metal Building Section. The building design requirements for the water and electrical are location in Section 13 34 13 as follows:

2.11 Fire Sprinkler System 2.12 Electrical

January 22, 2020 13 34 13 (Addendum 1)


City of Davis - 1 - 13 34 13 WWTP Storage Building

PART 1 - GENERAL

1.01 Section Includes:

A. Metal building systems including:

1. Metal framing components 2. Metal wall panels and trim 3. Metal roof panels and trim 4. Metal building accessories

B. Bridge Crane System

C. Electrical System

D. Fire Sprinkler System

1.02 Related Sections:

A. Section 07 92 00 - Joint Sealants.

B. Section 03 30 00 - Cast-In-Place Concrete

C. Section 05 12 00 - Structural Metal Framing

D. Section 05 40 00 - Cold-Formed Metal Framing

1.03 References

A. American Institute of Steel Construction (AISC):

1. AISC 360 - Specification for Structural Steel Buildings, June 22, 2010.

2. AISC 341 - AISC Seismic Provisions for Structural Steel Buildings, June 22nd, 2010.

3. AISC 303 - Code of Standard Practice for Steel Buildings and Bridges, April 14th, 2010.

B. American Iron and Steel Institute (AISI) :

1. AISI S100 - North American Specification for the Design of Cold-Formed Steel Structural Members, 2012 Edition.

C. American Welding Society (AWS)




1. AWS D1.1/D1.1M - Structural Welding Code – Steel, 2010. 2. AWS D1.3/D1.3M - Structural Welding Code - Sheet Steel, 2008

D. American Society of Heating, Refrigeration and Air Conditioning Engineers (ASHRAE):

1. ASHRAE 90.1-2013 - Energy Standard for Buildings except Low-Rise Residential Buildings (I-P Edition).

E. Metal Building Manufacturers Association (MBMA):

1. Metal Building Systems Manual, 2012 Edition.

F. 2019 California Building Code

1.2 Administrative Requirements

A. Pre-installation Meeting: Prior to erection of framing, conduct pre-installation meeting at site attended by Engineer and manufacturer's technical representative 30 days before the beginning of work in this section.

1.3 Definitions

A. Metal Building System: Building system using either continuous or simple span "Z" purlins for support of roof covering material along with the concrete floor slab.

B. Roof Slope: Pitch expressed as inches of rise for each 12 inches of horizontal run.

C. Building Eave Height: Nominal dimension measured from finished floor to top flange of eave strut.

D. Building Width: Measured from outside to outside of side wall secondary structural member.

E. Building Length: Measured from outside to outside of end wall secondary structural member.

F. Auxiliary Loads: Dynamic loads induced by cranes, conveyors, or material handling systems.




G. Collateral Loads: Weight of any non-moving equipment or material, such as ceilings, electrical or mechanical equipment, sprinkler systems, plumbing, or ceilings.

H. Dead Load: Actual weight of building system as supplied by manufacturer supported by given member.

I. Floor Live Loads: Loads induced on floor system by building occupants and possessions including but not limited to furniture and equipment.

J. Roof Live Loads: Loads produced by maintenance activities, rain, erection activities, and or movable or moving loads but not including wind, snow, seismic, crane, or dead loads.

K. Roof Snow Loads: Gravity load induced by weight of snow or ice on roof, assumed to act on horizontal projection of roof.

L. Seismic Loads: Loads acting in any direction on structural system due to action of an earthquake.

M. Wind Loads: Loads on structure induced by forces of wind blowing from any horizontal direction.

N. Occupancy: Standard

1.4 Design Requirements

A. Structural design for the metal building system shall be performed by the manufacturer of the metal building system in accordance with the 2019 California Building Code as provided in the contract documents and stamped by a Civil Engineer registered in the State of California.

B. The nominal building dimensions are 40-ft wide, 80-ft long, and 25-ft eve height with a minimum 4/12 pitch and 2-ft overhang (Addendum 1)

C. Design Basis:

1. Use standards, specifications, recommendations, findings, and interpretations of professionally recognized groups as basis for establishing design, drafting, fabrication, and quality criteria,




practices, and tolerances, including the AISC Code of Standard Practice for Steel Buildings and Bridges.

2. Design structures in accordance with MBMA Practices and Manual including fabrication and erection tolerances.

3. Design structural mill sections and welded plate sections in accordance with AISC 360, ASD Method.

4. Design the lateral force resisting systems and related components for seismic loads in accordance with AISC 341.

5. Design cold-formed steel structural members and panels in accordance with AISI S-100.

6. Design all bolted joints in accordance with RCSC Specification. 7. Design concrete floor slab to support the metal building system. 8. Include V-Swale on the west side of the building as part of the

building slab design as shown on Sheets C5 and M1. 9. A 3-ft wide building perimeter walk way shall be included in the

building slab design with a slight slope away from the building.

D. Design Loads:

1. In accordance with Contract Documents and manufacturer's standard design practices.

2. Design loads include dead loads, roof live loads, wind loads, seismic loads, collateral loads, auxiliary loads, floor live loads and applied or specified loads.

3. Wind design loads shall be for a maximum wind speed of 110 mph per the City of Davis’ Building Department’s design requirements.

4. Seismic design criteria are provided in the geotechnical report in Appendix A.

5. Contractor to use the design criteria from the geotechnical report in Appendix A to construct the building foundation and subgrade.

6. Contractor to design the concrete building ramps for industrial use with a minimum of 20-ton loading per axle.

1.5 SUBMITTALS

A. All submittal shall be per Section 01 33 13 Submittals

B. Submittals for Review:

1. Shop Drawings:




a. Complete erection drawings with identification and assembly of building components

b. Show anchor bolt settings, transverse cross-sections, sidewall, endwall, bridge crane supports and columns, roof framing, flashing and sheeting, and accessory installation details

c. Show cross section of building slab and column footing design

d. Drawings shall be stamped by a Registered Professional Civil Engineer in the State of California responsible for metal building system design including the concrete supports for the bridge crane

2. Manufacturer’s Literature and Data including:

a. Preparation instructions and recommendations. b. Storage and handling requirements and recommendations. c. Installation methods. d. Description of each product e. Insulation f. Sealing materials g. Steel doors, door frames, and hardware interlocking

thresholds h. Warranties

3. Structural Design Calculations for the building, crane supports and columns, and concrete slab and footings: Two sets stamped and signed by a Registered Professional Civil or Structural Engineer in the State of California.

4. All Electrical submittals shall be stamped and signed by a Registered Professional Electrical Engineering in the State of California

5. Submit actual color chips that best matches for each finished product, color and/or patterns as specified. All colors to be approved by the City prior to construction.

C. Operating and Maintenance Data:

1. Care instructions for each exposed finish product

D. Quality Control Submittals:




1. IAS AC472 Certificate for each facility involved in the design and fabrication of the Metal Building System.

2. Certified Erector Certificate issued to the erector by the manufacturer.

1.6 QUALITY ASSURANCE

A. Manufacturer and Fabricator Qualifications: Primary products furnished by single IAS AC472 accredited manufacturer/fabricator with minimum five (5) years of experience.

B. Erector Qualifications:

1. Single installer with minimum five (5) years of experience in installing products of same or similar type and scope.

2. Installer must be certified by the metal building manufacturer.

1.7 DELIVERY, STORAGE AND HANDLING

A. Store packaged products in original, unopened packaging until ready for installation.

B. Protect steel products from weather as specified by manufacturer instructions.

1.8 PROJECT CONDITIONS

A. Do not install systems when temperature, humidity, or ventilation is outside of limits recommended by manufacturer.

1.9 WARRANTIES

A. Special Manufacturer’s Warranty: On manufacturer’s standard form, in which manufacturer agrees to repair or replace metal building system components that fail in materials and workmanship within five (5) years from date of Substantial Completion.

B. Special Weathertightness Warranty: On manufacturer’s standard form, in which manufacturer agrees to repair or replace metal building system components that fail to remain weathertight, including leaks within five (5) years from date of Substantial Completion.




C. Special Panel Finish Warranty: On Manufacturer’s standard form, in which Manufacturer agrees to repair or replace metal panels that evidence deterioration of factory-applied finish within the specified number years from date of Substantial Completion, including:

1. Acrylic Coated Galvalume (Galvalume® Plus): Product will not rupture, fail structurally, or perforate within period of 20 years due to normal atmospheric corrosion.

2. Fluoropolymer Two-Coat System (PVDF) shall have no:

a. Color fading in excess of five (5) Hunter units per ASTM D 2244 for twenty-five (25) years.

b. Chalking in excess of No. 8 for colors and No. 6 for whites per ASTM D 4214 for twenty-five (25) years.

c. Failure of adhesion, peeling, checking, or cracking for forty (40) years.

3. Metallic Fluropolymer Two-Coat System (Metallic PVDF) shall have no:

a. Chalking in excess of No. 6 per ASTM D 4214 for 25 years. b. Failure of adhesion, peeling, checking, or cracking for 25

years.

4. Modified Silicone-Polyester Two-Coat System (SMP) shall have no:

a. Color fading in excess of five (5) Hunter units per ASTM D 2244, for vertical applications for twenty-five 25 years.

b. Color fading in excess of seven (7) Hunter units per ASTM D 2244, for non-vertical applications for twenty-five (25) years.

c. Chalking in excess of No. 8 rating per ASTM D 4214, for vertical applications for twenty-five (25) years.

d. Chalking in excess of No. 6 rating per ASTM D 4214, for non-vertical applications for twenty-five (25) years.

e. Failure of adhesion, peeling, checking, or cracking for 40 years.




PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Basis of Design Manufacturer:

1. Varco Pruden 2. Metallic Building Company 3. Butler 4. Or approved equivalent

2.2 MATERIALS

A. Primary and Secondary Framing Steel:

1. Finish: G-90 Pre-galvanized Shop Coat. Shop coat only intended to provide temporary protection during transportation and erection.

B. Panels:

1. Finishes:

a. Galvalume: Aluminum-Zinc Alloy Coating, 55% Aluminum, 50% Zinc coated steel per ASTM A 792 AZ55.

b. Galvalume® Plus: Acrylic-Coated Aluminum-Zinc Alloy Coating, 55% Aluminum, 50% Zinc coated steel per ASTM A 792 AZ55 with acrylic finish with no added lubricant.

c. Exterior Paint:

1) Modified Silicone-Polyester Two-Coat System (SMP): 0.20 – 0.25 mil primer with 0.7 – 0.8 mil color coat. Basis of Design: Signature 200.

2) Fluoropolymer Two-Coat System (PVDF): 0.2 – 0.3 mil primer with 0.7 - 0.8 mil 70 percent PVDF fluoropolymer color coat. Basis of Design: Signature 300.

3) Fluoropolymer Two-Coat Metallic System (PVDF Metallic): 0.2 – 0.3 mil primer with 0.7 - 0.8 mil 70 percent PVDF metallic fluoropolymer color coat. Basis of Design: Signature 300 Metallic.




d. Interior Paint: 0.5 mil total dry film thickness consisting of primer coat and wash coat of manufacturer's standard light-colored acrylic or polyester backer finish.

2. Fasteners:

a. Through-fastened panels: Self-drilling with sealing washer. b. Standing seam panels: Long life self-drilling with sealing

washer. c. Ridge: Long-life self-drilling with sealing washer. d. Clips to purlin or bar joists: Long-life self-drilling with hex

washer head and washer.

3. Clips:

a. Low or high fixed clips: Use where moderate thermal expansion and contraction in roof panel is expected.

b. Low or high sliding clips: Per manufacturer’s specifications

4. Sealants and closures:

a. Side-laps: Factory applied, hot melt, foamable mastic. b. End-laps, eave, ridge assembly, gable flashings: Field-

applied non-skinning sealant as specified in Section 07 92 00.

c. Standing Seam Roof Closures:

1) Outside closures: 24 gauge steel sheet. 2) Inside closures: 18 gauge Galvalume or G-40

galvanized coated steel complying with ASTM A 653/A 653M.

2.3 PRIMARY FRAMING

A. Frame Design: To be determined by the building manufacture

B. Sidewall Column Profile: To be determined by the building manufacturer

C. Frame Span: Clear Span as indicated on Drawings

D. Modular Frame Interior Column Profile: H Shape, Round Pipe, or Tube




E. Bracing: Standard X-Bracing or Portal Frames as allowed by accessories

2.4 SECONDARY FRAMING

A. Roof Zee Purlins:

1. Horizontal structural members which support roof coverings. 2. Depth: Minimum of 8-inches 3. Thickness: As required by design, 16 gauge minimum. 4. Finish: red oxide or gray shop coat. Shop coat only intended to

provide temporary protection during transportation and erection.

B. Wall Zee Girts:

1. Horizontal structural members that support vertical panels. 2. Depth: Minimum 8-inches 3. Gauge: As required by design, 16 gauge) minimum uncoated

thickness. 4. Finish: red oxide or gray shop coat. Shop coat only intended to

provide temporary protection during transportation and erection.

C. Spandrel Beams: ASTM A 36/A 36M or ASTM A 992/A 992M wide flange shapes, minimum yield 50 ksi for support of wall systems as required by design.

2.5 BOLTS

A. Rigid Frame Connections: Provide High Strength Bolts, Nuts and Washers:

1. Bolts: ASTM F 3125 Grade A325 Heavy Hex Structural Type I 2. Washers: ASTM F 436 Type 1 Hardened Steel 3. Nuts: ASTM A 563 Grade C Heavy Hex. Nuts shall be wax coated

by emulsion such that the torque required to complete a Rotational Capacity (RC) test shall be reduced by 40% from the un-waxed state.

4. Coating: Hot-Dipped Galvanized

B. Other Connections: Provide High Strength or Machine Bolts as required by manufacturer design:




1. High Strength Bolts and Nuts:

a. Bolts: ASTM F 3125 Grade A325 Heavy Hex Structural Type I.

b. Nuts: ASTM A 563 Grade C Heavy Hex. c. Coating: ASTM F 1941 Electrodeposited Yellow Zinc.

2. Machine Bolts:

a. Bolts: ASTM A 307 Grade Carbon Steel. b. Nuts: ASTM A 563 Grade A Hex Nut. c. Coating: ASTM F 1941 Electrodeposited Clear Zinc.

2.6 ROOF SYSTEMS

A. Assembly Performance Requirements: Provide roof products and assemblies meeting the following requirements:

1. Class 90 rated and listed in accordance with UL-580 for Wind Uplift.

2. Class A rated and listed in accordance with UL-790 for External Fire.

3. Class 4 rated and listed in accordance with UL-2218 for Impact Resistance.

B. Standing Seam Panels:

1. Type: Single skin panels with concealed clips. 2. Panel Strength: Determine and certify panel strength as follows:

a. Positive Loading (Toward Panel Supports): Determine in accordance with AISI S100.

b. Negative Loading (Away from Panel Supports): Determine in accordance with ASTM E 1592.

3. Panel profile: Double-Lok:

a. Panel Type: Trapezoidal machine seamed, 1/4:12 minimum roof slope.

b. Panel width: [24 inches wide x 3 inches high c. Thickness: [24 gauge] [22 gauge]. d. Finish: Galvalume® Plus e. Color: Selected from manufacturer standard colors




f. Air Infiltration: Maximum air infiltration of 0.04 cubic feet per minute per square foot of specimen area when tested to ASTM E 1680 at a pressure differential of +/- 1.57 psf.

g. Water Infiltration: No uncontrollable water leakage when tested to ASTM E 1646 at a 20 psf pressure differential when sprayed with 5 gallons of water per hour per square foot of specimen area.

h. FM Approvals Rating: Provide FM 4471 Approved assemblies on the basis of the following ratings. Identify materials with FM Approvals markings: (Addendum 1)

1) External Fire: Class A. 2) Internal Fire: Class 1. 3) Hail: Severe. 4) Wind: 110

C. Accessories

1. Roof Fans:

a. Greenheck Model USGF or an approved equivalent b. Performance: Maximum Volume 6,800 cfm c. Suitable roof access and fall protection tie in points shall be

added to the roof system for maintenance of the roof fans.

2. Wall Fan:

a. Greenheck Model CUE or an approved equivalent b. Performance: Maximum Volume 14,700 cfm

3. Wall Vents

a. 3-ft by 3-ft vent b. Painted aluminum Stainless steel (Addendum 1) c. Bug screen and air filter d. Rain hood e. Finish: Field paint to match exterior

4. Eave trim condition:

a. Gutters and downspouts shall be stainless steel 304 painted aluminum (Addendum 1)




2.7 WALL, LINER, SOFFIT, AND FASCIA PANEL SYSTEMS

A. Assembly Performance Requirements: Provide assemblies that function as exterior walls that meet the following requirements:

1. Air Infiltration: Maximum air infiltration of 0.04 cubic feet per minute per square foot of specimen area when tested to ASTM E 283 at a pressure differential of +/- 1.57 psf.

2. Water Infiltration: No uncontrollable water leakage when tested to ASTM E 331 at a 6.24 psf pressure differential when sprayed with 5 gallons of water per hour per square foot of specimen area.

B. Through-Fastened Internal Panels:

1. 8-ft high ¾-inch plywood on interior of building 2. Color: Kelly-Moore Tropical Breeze or an approved equivalent 3. Panel fasteners: Standard metal building fasteners

C. Accessories:

1. Base condition:

a. Formed base: Pre-finished bronze, self-flashing, for through-fastened panels.

b. Base member: Channel. c. Base member flashing: Drip

2. Framed openings:

a. Finish: Match girt finish. b. Framed opening trim: Standard trim plus full cover trim on

exposed jambs and headers.

3. Trim profiles: Manufacturer’s standard profiles.

2.8 DOORS

A. All doors to be designed to prevent water intrusion when closed due to rain.

B. Roll-up Door:

1. Cornell Thermizer Insulated Steel Door no substitute




2. Size: 14 ft wide by 16 ft high 3. Vision panels: 12-ft wide by 14-ft high 4. Non-insulated 5. Non-fire rated 6. Estimated weight: 2,100 pounds 7. Power operated 8. Provide three vehicle remote controls to operate the roll up door

C. Walk Doors:

1. Size: 3 x 8 feet

a. Source: By metal building system manufacturer b. Size: 3 x 8 feet

1) Hollow metal door 2) 22-in wide by 36-in long (inside dimensions) safety

glass

c. Type: Insulated

2. Size: 6-ft by 10-ft double door

a. Active Door w/ panic exit bar + Inactive w/ flush bolts and lock strike

b. Hollow metal door c. 22-in wide by 36-in long safety glass (inside dimensions) on

both doors

3. Type: Insulated

4. Hardware common to both doors

a. Cylindrical lockset b. Panic bar exit device c. Latch guard d. Weather stripping e. ADA compliant threshold. f. Hydraulic door closer g. Kick plate.

2.9 FABRICATION

A. General:




1. Shop-fabricate framing members for field bolted assembly. 2. Surfaces of bolted connections: Smooth and free from burrs and

distortions. 3. Shop connections to conform to manufacturer's standard design

practices. 4. Mark framing members with identifying mark. 5. Welding to conform to AWS D1.1 and AWS D1.3 as applicable.

B. Primary Framing:

1. Plates, stiffeners, and related members: Factory welded base plates, splice plates, cap plates, and stiffeners into place on structural members.

2. Bolt holes and related machining: Shop fabricate base plates, splices and flanges to include bolt connection holes. Shop-fabricate webs to include bracing holes.

3. Secondary structural connections (purlins and girts): Ordinary (not pre-tensioned) bolted connections with welded clips.

4. Welding inspection: Per IAS AC472 Part A.

C. Zee Purlins:

1. Fabricate purlins from cold-formed Z-shaped sections with stiffened flanges.

2. Size flange stiffeners to comply with requirements of AISI S100. 3. Purlin flanges unequal in width for easier nesting during

erection. 4. Purlins pre-punched at factory to provide for field bolting to rigid

frame clips.

D. Eave Struts:

1. Fabricate eave struts from cold-formed unsymmetrical C-shaped sections with stiffened flanges

2. Size flange stiffeners to comply with requirements of AISI S100. 3. No welded splices permitted 4. Eave Struts pre-punched at factory to provide for field bolting to

rigid frame clips

E. Girts: Simple or continuous span as required by design. Connection bolts will install through webs not flanges




F. Bracing:

1. Diagonal Bracing:

a. Diagonal bracing in roof and sidewalls may be used to resist longitudinal loads in structure when panel diaphragm cannot be used

b. Furnish to length and equipped with hillside washers and nuts at each end

c. Bracing may consist of rods threaded at each end d. If load requirements dictate, bracing may be of structural

angle or pipe, bolted in place.

2. Special Bracing:

a. When diagonal bracing is not permitted in sidewall use rigid frame type portal or fixed base column.

b. Shear walls may be used where adequate to resist applied wind or seismic forces.

3. Flange Braces: Brace compression flange of primary framing laterally with angles connecting to purlin or girt webs so that flange compressive stress is within allowable limits for any combination of loading.

4. Horizontally bridge bottom chord for lateral bracing. One row of bolted diagonal bridging required for long span purlins 40 feet long and longer.

G. Standing Seam Panels:

1. Provide factory fabricated and finished metal panels and accessories meeting performance requirements, indicated profiles and structural requirements.

2. Fabricate metal joints configured to accept applied sealant providing weathertight seal and preventing metal to metal contact and minimizing noise resulting from thermal movement.

3. Fabricate panels in continuous lengths for full length of detailed runs, except where otherwise indicated on drawings.

4. Sheet Metal Flashing and Trim: Fabricate or install flashing and trim to comply with manufacturer’s written instructions and construction drawings.




5. Maximum panel length: 45 feet unless otherwise indicated.

H. End Laps:

1. Fabricate with 16 gauge backup plates and eight end lap joint fasteners installed in six pre-punched holes in flat and in dimples in trapezoidal legs.

2. Apply mastic between panels and secure with self-drilling fasteners through panels and backup plate.

3. Through roof fasteners may be used only at end laps and eaves.

2.10 BRIDGE CRANE SYSTEM

A. The crane system shall manufactured by the following

1. Kone Crane 2. Allied Crane 3. Washington Crane and Hoist Company 4. or an approved equivalent

B. The Contractor shall provide all materials, labor, equipment, and services required to install a 5-metric ton top riding bridge crane system with a hook height of 20-ft

C. The crane system shall include the following:

1. Bridge 2. Trolley 3. Hoist 4. Power and control circuit conductors 5. Safety and control mechanisms 6. All other parts and services as required to operate as the

manufacturer intended 7. Hand operated and pendant controlled

D. The crane system shall be installed on new beams designed as part of the prefabricated building to support the design loading of the crane

E. The crane manufacturer shall have a minimum of five years documented product development, testing, and manufacturing experience with bridge cranes




F. The crane manufacturer shall also be represented by a complete sales, installation, and service operation within 100 air miles of the City of Davis, CA

G. The installer shall have a minimum of five years documented experience in installing bridge cranes in prefabricated metal buildings

H. The Contractor shall have a service office which has been established for a minimum of five years and is staffed with factory-authorized service technicians capable of servicing all aspects of the crane

I. Warranty

1. Maintenance services shall be provided by the Contractor, at no additional cost for one (1) year after final acceptance. These services shall consist of manufacturer's factory-trained representatives providing emergency repair service with onsite response within 48 hours of call, all test equipment and hardware necessary for maintenance and repair work and installation of any hardware modifications designed to improve system performance or eliminate known problems or deficiencies.

2.11 3W WATER SYSTEM

A. 3W Building Water Supply (Addendum 1 - Moved to 33 11 13 Paragraph 3.03.B)



B. Fire Sprinkler System

1. A 4-inch 3W water line will be stubbed out on the outside of the building with a 4-inch isolation valve (Gate Valve, FE) to supply water for the building sprinkler system as shown on Sheet C6.




2. Due to the size of the building, the building will require fire sprinklers as per the California building code and/or the City of Davis Building Department to be provided by the Contractor.

3. A C-16 licensed Contractor shall provide a complete design and calculations of the fire sprinkler system for submittal to the City’s Building Department for approval prior to construction.

4. Line load building for a 6-inch main line

2.12 ELECTRICAL

A. The contractor shall provide the following:

1. 480V, 3 Phase, 200 amp rated panelboard with 200A main circuit breaker, copper bussing, and bolt on circuit breakers of quantity, poles, and trip rating to serve the loads of the metal building

2. 30 kW, 480-208/120V, 3 phase transformer 3. 208/120V, 3 phase, 4 wire, 100 amp rated panelboard with

100A main circuit breaker, copper bussing (neutral and ground), and bolt on circuit breakers of quantity, poles, and trip rating to serve the loads of the metal building

4. Conduit

a. EMT: above 10 ft and concealed in walls b. GRS: exposed below 10 ft c. PVC Sched. 80: below grade, horizontal d. PVC coated GRS: risers from below grade e. LFS: final connection to vibrating equipment

5. Wire

a. THWN-2: above grade conduits b. XHHW: below grade conduits

B. Power Supply

1. Storage building will be powered from a remote located motor control center (MCC).

2. Conductors from the MCC will be brought to an underground pull box within 5-ft of the building as shown on the drawings. Sufficient length of conductors shall be coiled in the pull box to reach the 480V panelboard located in the building.




3. Contractor to provide conduit from the pull box to the 480V panelboard and extend wiring.

C. Lighting and receptacles

1. Contractor shall provide all wiring and conduit for the building lights and receptacles.

2. All interior receptacles shall be flush mounted in the plywood of the internal panels at the height shown on the plans and provided with stainless steel cover plates.

3. All receptacles shall be ground fault circuit interrupter (GFCI) style, 20 A, duplex, and industrial grade.

4. Exterior receptacles shall be provided with metallic, weatherproof while-in-use covers.

5. All interior lights shall be Litetronics IP65 Waterproof LED High Bay, no exception.

6. The emergency light fixture shall be a EELP Model RM, MR16-10W, Voltage/Wattage 12V42-NI, Option: SD* - Self Diagnostics (42W units or lower), no exception.

7. The internal lighting within the build shall be a minimum of 150 lux at a working level of 3-ft throughout the building.

8. The outdoor light fixtures shall be a wall mounted Razar Series – LED, Type III, LED Mode: 80LED, 1000 mA, Color CW (5000K), 120 Volt, Finish: Dark Bronze, no exception.

9. Light switches shall be 3-way and located near each door. Three switches to operate three banks of lights.

10. The external building lights are shown on the drawings 11. The receptacle locations are shown on the drawings 12. Contractor shall provide a custom control panel for the exterior

building lighting as shown on the drawings. 13. Provide emergency lighting as shown on the drawings

D. Grounding

1. Contractor shall provide a grounding electrode system that effectively grounds the structural steel columns, rebar in the floor slab, and the incoming sprinkler system piping. A #4/0 bare copper grounding electrode conductor shall be provided in the bottom of the perimeter footing of the building (Ufer ground). Four (4) #2/0 bare copper grounding electrode pigtails shall be exothermically connected to the Ufer ground and extended at




least 4’ out of the slab. There shall be one pigtail within 10’ of each corner of the building including one below the 480V panelboard. The pigtails shall be coiled and secured to the internal panels. All other grounding electrode conductors shall be sized per the NEC. Connect the ground wire from the MCC-80 ground bus to the building’s grounding electrode system.

2. Contractor shall provide all other equipment grounding and system bonding jumpers as required by the NEC.

E. Welding Receptacle

1. Provide a 70 amp 480V single phase receptacle for a welding machine with plug that is acceptable to the City.

F. Roll Up Doors

1. Contractor shall provide all wiring and conduit for power and control of the roll up doors.

2. The operating control stations shall be located on the north side of each roll up door.

G. Exhaust Fans

1. Contractor shall provide all wiring, conduit, disconnects and controls to power the three (3) exhaust fans.

2. Contractor shall provide a custom control panel for the exhaust fans as shown on the drawings.

PART 3 - EXECUTION

3.1 BUILDING

A. Preparation

1. Clean surfaces prior to installation. 2. Prepare surfaces using methods recommended by manufacturer

for best result for substrate.

B. Installation

1. Install system in accordance with manufacturer's instructions and approved Shop Drawings.

2. Fit members square against abutting components. 3. Position members plumb, square, and level.




4. Temporarily brace members until permanently fastened. 5. Do not splice load bearing members. 6. Align and adjust various members forming parts of a complete

frame or structure after assembly but before fastening. 7. Welding to conform to AWS D1.1. 8. Fasten panels to supports. 9. Install trim to maintain visual continuity of system. 10. Install joint sealant and gaskets to prevent water penetration. 11. Flash penetrations through roofing with metal trim to match

panels

C. Protection

1. Protect installed products until completion of project.

D. Adjustment

1. Touch up, repair, or replace damaged products before Substantial Completion.

3.2 BRIDGE CRANE SYSTEM

A. Painting

1. All material shall be cleaned of loose rust, mill scale and foreign matter.

2. The crane bridge, hoist, trolleys, runways and suspension fittings shall be painted with one shop coat of primer and two finish coats of manufacturer’s standard enamel finish paint.

3. C. Equipment must be adequately protected against damage and rust in shipment.

B. System Marking

1. Identify Major components of the system shall be marked at the factory so as to assure prompt and proper field identification.

C. Crane Assembly and Testing

1. Cranes shall be factory assembled, and a no-load running test of controls and drive machinery performed to ensure proper operation. The crane shall be disassembled only as necessary for shipment.




D. Protection of Equipment

1. Care shall be exercised during construction to avoid damage or disfigurement of any kind. All equipment shall be protected from dust and moisture prior to and during construction.

2. Where required or directed, construct temporary protection for equipment and installations so as to protect same from dust and debris caused by construction.

3. All protection shall be substantially constructed with the use of clean canvas, heavy plastic, visqueen and plywood as required, and made tight and dust proof as directed.

4. The Contractor shall repair by spray or brush painting, after properly preparing the surface, all scratches or defects in the finish of the equipment. Only identical paint furnished by the equipment manufacturer shall be used for such purposes.

5. Failure of the Contractor to protect the equipment as outlined herein shall be grounds for rejection of the equipment and its installation.

E. Examination

1. Verify that systems are ready to receive work. 2. Once construction has commenced, the Contractor shall be fully

responsible for all modifications required to meet the requirements of the Contract documents.

F. General Installation Methods

1. Seismic Mounting: 2. All material and equipment shall comply with relevant national,

state and local codes and regulations, including ASCE 7-10, section 4.9.

G. Crane Installation

1. Install the crane in accordance with the Contract documents, manufacturer's instructions, and approved shop drawings. The installer shall be an authorized installer of the crane manufacturer.

2. The Contractor shall touch up all painted surfaces affected by installation of the crane.




H. Testing

1. The Contractor shall provide all labor and equipment necessary to perform a comprehensive acceptance test of the crane prior to the acceptance testing witnessed by the Engineer and defined below. The Contractor shall complete the testing forms submitted and approved in the Pre-Commissioning Submittals. The Contractor shall submit to the Engineer three (3) copies of all test results, certified in writing, witnessed, signed and dated, within 24 hours of completion of work.

2. Under the supervision of the Engineer, the Contractor shall provide all labor and equipment necessary to certify the performance of the crane. The Contractor shall contact the Port Project Manager to schedule the certification at least two weeks prior to the date of certification testing.

3. The crane shall be certified in accordance with ANSI 830.2.0 - 1976; RCW 49.17; and OSHA Title 29, Chapter 17, Part 1910.

a. Safety: The crane certification testing shall be performed in accordance with the accepted Safety Plan for this project.

4. Crane Inspection: Prior to load testing, the following shall be inspected to verify that they are operative and in like-new condition:

a. Hoisting motors and brakes. b. Trolley travel and brakes. c. Bridge travel and brakes. d. Hoist limit switch. e. Steel hoisting ropes and hook.

5. Holding Brake Load Test:

a. Select a location for the load tests where a falling test load will not cause any damage if the brakes do not hold. The location shall also be convenient to make measurements of crane hook movements.

b. If there is only one holding brake, the test load shall be 125 percent of the rated capacity of the hoist. If there are two holding brakes, the test load shall be 100 percent of the rated capacity of the hoist. Each holding brake shall be test loaded independently.




c. The test load shall first be raised three inches off the load support to check the brake. The test load shall then be raised eighteen inches off the floor, the hoist stopped, and the load checked for downward drift. Record the downward drift of the test load after one minute of the holding brake being set. This test shall be performed twice for each holding brake.

d. The test load shall then be raised thirty-six inches off the floor. The test load shall then be lowered eighteen inches at maximum lowering speed, the holding brake set, and the load checked for downward drift. Record the downward drift of the test load after one minute of the holding brake being set. This test shall be performed twice for each holding brake. e. If the test load drifts downward more than 1/4 inch within one minute of the holding brake being set during any of the tests, the holding brake shall be adjusted. The tests shall be repeated until the downward drift is less than 1/4 inch within one minute of the holding brake being set, during all tests of all holding brakes.

6. Mechanical Load Brake Test:

a. Select a location for the load tests where a falling test load will not cause any damage if the brakes do not hold. The location shall also be convenient to make measurements of crane hook movements.

b. The test load for the mechanical load brake shall be 125 percent of the rated capacity of the hoist. Make the holding brake inoperative.

c. The test load shall be raised three feet off the floor, the hoist stopped, and the load checked for downward drift. Record the downward drift of the test load after one minute of the hoist being stopped. This test shall be performed twice. d. The test load shall then be raised five feet off the floor. The test load shall then be lowered two feet at maximum lowering speed, the hoist stopped, and the load checked for downward drift. Record the downward drift of the test load after one minute of the hoist being stopped. This test shall be performed twice.

d. If the test load drifts downward more than 12 inches within one minute of the hoist being stopped during any of the




tests, the mechanical load brake shall be adjusted. The tests shall be repeated until the downward drift is less than 12 inches within one minute of the hoist being stopped, during all tests of the mechanical load brake.

7. Operational Tests:

a. The test load for these tests shall be 75 percent of the rated capacity of the hoist.

b. Raise and lower the test load. Verify the hoisting and lowering speeds of the hoist and verify the proper operation of the limit switch.

c. Raise the test load three feet off of the floor and move it transversely from side to side of the building. Verify trolley travel speeds and stops on bridge track rails. d. Raise the test load three feet off of the floor and move it longitudinally from end to end of the building. Verify bridge travel speeds and stops on crane track rails.

8. The crane will not be accepted until all tests described in this section have been performed to the satisfaction of the Engineer. Any tests that cannot be performed due to circumstances beyond the control of the Contractor shall be exempt from the system acceptance requirements if stated as such in writing by the Engineer. Such tests shall be performed as part of the crane warranty.

9. Any unsatisfactory condition revealed by these test results, or unsatisfactory methods of tests and/or testing apparatus and instruments, shall be corrected by the Contractor to the satisfaction of the Engineer.

10. The Engineer reserves the right to require that the Contractor perform and repeat any tests that are deemed necessary to complete or check the tests or the certified records of the Contractor at any time during the course of the work.

a. The Contractor shall correct any unsatisfactory portion of his work that is revealed by the tests or that may be due to progressive deterioration during this period, unless the item in question was a direct specification at their cost.




b. Once the testing shows that the equipment is operating as intended any further testing requested by the City or Engineer will be at the cost of the City.

I. Electrical Testing

1. Test hoist, trolley and bridge VFDs under full load and no load conditions. Verify that temperature within VFD enclosures are still within tolerance after full load tests.

2. Verify operation of the Pendant and controls. Verify that they operate independently of each other and that they do not interfere with each other.

3. Verify operation of all limit switches. Verify operation of Bypass controls for limit switches.

4. Verify that electrical maintenance of all control enclosures can be performed from the maintenance platform.

J. Operating Manuals

1. Submit under provisions of paragraph 1.5 of this section and Section 01 33 00 - Submittals. Comply with Section 01 78 23 – Operation and Maintenance Manuals. Include As-Built schematics and wiring diagrams, Bill of Material, spare parts lists, replacement parts guides, lubricant and adjustment manuals, preventative maintenance guides, VFD programming, Radio Control local representatives names and phone numbers.

K. Electrical As-Built Drawings

1. At the completion of the installation and after successful testing, Electrical As-Built drawings are to be provided as well as AutoCAD R14 discs containing all schematic, wiring and layout drawing information. Submit in accordance with Specification Section 01 33 00 – Submittals.

L. Noise and Vibration

1. If noise problems are a result of improper material or installation, the Contractor shall correct the problem at no cost to the City.

M. Training




1. The Contractor shall provide 4 hours of training developed specifically for the operation and maintenance of the crane system. The training sessions shall be given at the City’s Wastewater Treatment Plan on a mutually-agreed upon schedule. Manuals covering the training subject matter shall be submitted at least two weeks prior to each training session. The instructor conducting the training sessions shall be fully proficient in the operation of the crane. The City reserves the right to cancel any training while in session, without loss of training time owed, if it feels that the instructor is not qualified in technical knowledge or ability to teach the subject matter. The training shall include the overall system design, equipment functions, operation, and required reporting requirements.

3.3 FIRE SPRINKLER SYSTEM

A. A C-16 license contractor is required for the design and installation of the building’s fire sprinkler system.

B. The contractor shall submit all plans and calculations to the City’s building department and get approval prior to the installation of the fire sprinkler system.

C. The contractor shall connect to the City existing 4-inch water line that will be stubbed out adjacent to the building as shown on the plans.

** END OF SECTION **

January 22, 2020 33 11 13 Addendum 1

Piping Systems

(Piping, Fittings, and Valves)

City of Davis - 1 - 33 11 13 WWTP Storage Building Piping Systems

PART 1 - GENERAL

1.01 Description

This Section specifies all piping, fittings, valves, and accessories as shown on the drawings.

1.02 References:

A. Section 01 33 13 – Submittals

B. Section 09 96 56 Protective Coatings

C. Section 31 20 00 – Earthwork

1.03 Submittals

A. All submittal shall be per Section 01 33 13.

B. Submit data to show that the following items conform to the Specification requirements:

1. Pipe, fittings, and accessories (Product Review) 2. Pipe couplings, flexible pipe pieces (Product Review) 3. Valves, and accessories (Product Review) 4. Concrete maintenance holes (Product Review)

C. Fittings and Coupling Compatibility: To assure uniformity and compatibility of piping components, fittings and couplings shall be furnished by the same manufacturers.

D. Manuals: Furnish manufacture’s installation and operation manuals, bulletins, and spare parts lists for the valves and fittings:

1.04 1.04 Quality Assurance

A. Field Quality Control:

The Contractor shall be responsible for the costs of additional inspection, retesting or repair incurred by the District resulting from non-compliance of defective materials provided by the Contractor.

1.05 1.05 Piping Systems

The various piping systems are identified on the Drawings and Specifications.

1.06 1.06 Appurtenances

Furnish and install all necessary guides, inserts, anchors and assembly bolts, washers and nuts, hangers, supports, gaskets, couplings and flanges; all other


Piping Systems



appurtenant items shown on the Drawings, specified or required for the proper installation and operation of the piping; devices included in or on the piping equipment; and piping accessories.

PART 2 - PRODUCTS

2.01 General

A. For 3W Water (3W) Outside of Storage Building:

1. Pipe and valve sizes are nominal inside diameter unless otherwise noted. 2. All pipes, fittings and valves shall be lead free. 3. For pipe 4-inches: pipe, fittings, and appurtenances shall be painted or

coated per Section 09 96 56 Protective Coatings.

B. For Storm Drain:

1. Pipe is nominal inside diameter unless otherwise noted.

2.02 Piping Materials

All piping shall be as follows unless stated otherwise on the plans: A. 3W Pipe:

1. All exposed steel pipe shall be standard steel epoxy lined and coated per Section 09 96 56

2. All underground pipe smaller than 4 inches shall be schedule 80 PVC 3. All underground pipe 4-inches and larger shall be Class 50 ductile iron

pipe per AWWA C104 except for the following: a. Pipe transitions from below ground to above ground shall be standard

steel

B. Storm Drain Pipe:

1. All pipes shall be C900 class 125 2. The storm drain pipe shall be manufactured with an inherent green color

that is standard for storm drain pipe

2.03 3W Pipe Couplings and Adapters

A. General:

For typical pipe joints refer to the pipe material specifications. Other joint devices shall be furnished where called for on the drawings and as specified below.

1. Flexible Couplings: 2. Connecting pipe with identical outside diameters: Dresser style 38 or


Piping Systems



equal. 3. Banded Flexible Couplings (restrained): 4. Dresser style 38 or equal with two all thread bolts bolted through the

coupling to flanges or welded ears both sides to prevent the pulling out of the pipe from the coupling.

5. Transition Couplings: 6. Connecting pipe with slightly different outside diameters: Dresser style

162 or equal.

B. Flange Coupling Adaptors:

1. For sizes 12-inches and smaller: Dresser Style 127 or equal. 2. For sizes 14-inches and larger: Dresser Style 128 or equal.

2.04 3W Pipe Valves

A. General Requirements for Valves:

1. Valves of the same size and service shall be provided by a single valve manufacturer.

2. Packing shall be non-asbestos material. 3. Unless otherwise noted or indicated, all valves 2 inches and larger shall

have flanged ends; all valves smaller than 2 inches shall have threaded IP ends. All valves installed in a given pipe shall be designed to withstand the pressure rating of the pipe.

4. Buried valves shall use Type 316 stainless steel for the bolts and nuts. 5. All above grade valves 2 inches and larger shall be furnished with operator

hand wheels. 6. All threaded stem valves shall open by turning the valve stem counter-

clockwise. 7. All buried valves 12 inches or smaller shall be resilient wedge flanged or

mechanical joint gate valves with gate can manufactured by Clow Valve Company or equal.

8. All buried valves 14 inches and larger shall be flanged butterfly valves with side actuators and gate cans manufactured by Bray or equal.

9. All check valves shall be flanged with a spring-balanced assembly manufactured by Clow or equal. Check valves shall meet the material and design requirements of AWWA specification C508.

B. Gate Valves: Gate valves 4 inches and larger shall be resilient wedge AWWA C509 manufactured by Clow Valve Company or an approved equal and shall be coated per Section 09 96 56 and AWWA C550.

C. Combination Air Valves: Combination air valves shall be manufactured by ARI


Piping Systems



or an approved equal.

2.05 3W Pipe Fittings

A. General Requirement for Fittings:

1. All below grade fittings smaller than 4 inches shall be PVC schedule 80 glue fittings.

2. All below grade fittings 4 inches and larger shall be cast iron mechanical joint type (restrained) with thrust blocks sized by the Contractor.

3. All above grade bends and tees shall be standard long radius welded fittings.

4. All tapping sleeves shall be full wrap and stainless steel.

2.06 3W Pipe Flange Assemblies

A. Flanges:

1. General: Flanges shall either be flat flanges or convoluted ring flanges as specified in the following paragraphs.

2. Flat Flanges: Cast iron flanges shall be faced in accordance with ANSI B 16.1. Where companion flanges are used, the flanges on pipe shall be refaced to be flush with the companion flange face. Class 150 and Class 300 forged steel flanges shall be raised face conforming to ANSI BI6.5. Lightweight slip-on flanges shall be plain face conforming to A WWA C207, Class B and ANSI BI6.5. Unless otherwise specified, steel flanges shall be ANSI BI6.5, Class 150 or AWWA C207, Class D. Class EAWWA flanges shall be provided where test pressure exceeds 175 psi. Plain faced flanges shall not be bolted to raised face flanges.

B. Gasket:

Gasket material shall be as specified in paragraph 15085-2.03. Gaskets for plain faced flanges shall be the full face type. Thickness shall be 1/16 inch for pipe 10 inches and less in diameter and 1/8 inch for pipe 12 inches and larger in diameter. Unless otherwise specified, gaskets for raised face flanges shall match the raised face and shall be 1/16 inch thick for pipe 3-1/2 inches and less in diameter and 1/8 inch thick for pipe 4 inches and larger.

C. Bolts:

Flange assembly bolts shall be ANSI B 18.2.1 standard square or hexagon head bolts with ANSI B 18.2.2 standard hexagon nuts. Threads shall be ANSI B1.1, standard coarse thread series; bolts shall be Class 2A, nuts shall be


Piping Systems



Class 2B. Bolt length shall conform to ANSI B 16.5.

Unless otherwise specified, bolts shall be carbon steel machined bolts with hot pressed hexagon nuts. Bolts for submerged service shall be made of Type 316 stainless steel in conformance with ASTM F593, marking F593F. Nuts for submerged service shall be made of copper-silicon alloy bronze conforming to ASTM B98, alloy C65100, designation H04 or alloy C65500, designation H04. Bolts and nuts for buried service shall be made of noncorrosive high-strength, 1ow-alloy steel having the characteristics specified in ANSI/AWWA C111/A21, regardless of any other protective coating. Where washers are required, they shall be of the same material as the associated bolts.

2.07 Storm Drain Maintenance Hole

A. Concrete: Standard Specifications, Section 90-2, Minor Concrete, conforming to ACI 308, ACI 318, and ASTM C150.

B. Maintenance hole sections, bases, risers and tops: Precast reinforced concrete per ASTM C478, with resilient connectors per ASTM C923.

C. Provide precast reinforced maintenance holes, frame and cover as indicated on Drawings and as detailed. Inside dimensions, depth, clear lid opening, and pipe penetrations shall be as indicated on the Drawings. Cone section shall be eccentric.

D. Cast-in-place concrete bases may be used as an alternative to a precast concrete bases. Concrete shall conform to Standard Specifications Section 90 and shall be Class “A” containing six packs of Portland cement per cubic yard of concrete with a minimum design compressive strength of 3,000 psi after 28 days. Reinforcing bars shall be of intermediate grade billet steel conforming to ASTM A615 and shall be the size shown on the Drawings. Provide waterstop for cast-in-place bases in accordance with manufacturer’s instruction. PVC waterstops shall be manufactured from virgin polyvinyl chloride conforming to the Corps of Engineers Specification No. CRD-C572.

E. For pipe penetrations through maintenance holes, core through, install gasket around pipe, grout penetration on both sides and install a minimum of 6 inches around (thickness and distance) collar outside of the maintenance hole penetration. Connections shall be A-lok for ductile iron pipe, Kor-n-seal for PVC pipe, or equal.

2.08 Maintenance Hole Frame and Cover

A. Provide Frame and Cover as detailed. Frame and Cover shall be of cast iron per ASTM A48 Class 35B, shall comply with the all of the following:


Piping Systems



1. 75-1.02 of the Standard Specifications 2. AASHTO M 306 3. H-20 traffic rated

B. Maintenance hole frame and cover shall be D&L Supply A-1024, South Bay Foundry SBF 1900 CPH, or equal

C. The engraving of the maintenance hole cover shall be per City of Davis’ requirements.

PART 3 - EXECUTION (NOT USED)

3.01 Inspection

A. Examine excavation before pipe placement to ensure:

1. Excavation complete to elevations and slopes indicated. 2. No obstruction exists to interfere with installation. 3. Bottom firm and dry.

B. Inspect each pipe and fitting before installation. Remove defective pipe. Replace with sound pipe.

3.02 Handling

A. Store until installation, acceptable to City; keep pipe at ambient outdoor temperature.

1. Provide temporary shading. 2. Do not use covering causing temperature build-up.

B. Handle into position to avoid damage and acceptable to Design Builder.

3.03 Installation

A. For 3W Pipe:

1. Installation shall be in accordance with ASTM D2321. 2. Support pipe on compacted and prepared bedding material. Do not

permanently support on saddles, blocking or stones. 3. Clear pipe units of debris, dirt, etc. before installation and keep clean until

acceptance. 4. Install to lines and grades indicated. 5. Joints shall be installed such that the connection of pipe sections will form

a continuous line free from irregularities in the flow line. All installations shall require watertight joints that meet a 74kPa (10.8 psi) laboratory test per ASTM D3212 and utilize a bell and spigot design with a gasket meeting


Piping Systems



ASTM F477. 6. Follow directions of joint material and pipe manufacturers when installing

gaskets and joints to render them watertight and flexible.

B. 3W Building Water Supply (Addendum 1)



C. For Storm Drain:

1. Installation of maintenance hole structures shall conform to ASTM C478 and ASTM C891.

2. Excavation and backfill for maintenance holes shall conform to the applicable provisions of Section 31 20 00 Earthwork.

3. Place concrete base pad, trowel top surface level. Set precast maintenance hole base unit level on the base material or concrete work slab as specified herein for a cast-in-place base.

4. Place maintenance hole sections plumb and level, trim to correct elevations, anchor to base pad. Place maintenance hole cylinder plumb and level, to correct dimensions and elevations.

5. Cut and fit for pipe. 6. Grout base of shaft sections to achieve slope to exit piping. Trowel smooth.

Contour as required. 7. Set cover frames and cover level, without tipping, to correct elevations. 8. Installation shall be in accordance with the storm water pollution

prevention requirements as described in the General Conditions.

3.04 Maintenance Hole Testing

The testing will be as follows:

A. Precast, reinforced, concrete maintenance hole bases, risers and tops shall be tested in accordance with ASTM C497 by an approved testing laboratory, for concrete compression tests on cores drilled from 5 percent of the lot.

B. When the groundwater table is too low to permit visual detection of leaks, 20 percent of the total of all maintenance holes shall be hydrostatically tested. The test shall consist of plugging all inlets and outlets and filling the


Piping Systems



maintenance hole with water to a height determined by the Engineer. Leakage in each maintenance hole shall not exceed 0.2 gallons per hour per foot of head above the invert over a period of 30 minutes. A maintenance hole may be filled 24 hours prior to time of testing, if desired, to permit normal absorption into the pipe walls to take place. Repair all maintenance holes that do not meet the leakage test, or are unsatisfactory from visual inspection, to conform to the requirements herein, at no additional cost to the Owner. If more than 25 percent of the maintenance holes tested fail the hydrostatic test, the Contractor will be required to test all or as many maintenance holes as the Engineer may deem necessary.

C. Maintenance hole vacuum testing per ASTM C1244 will be acceptable as an alternative to hydrostatic testing. A minimum of 9 inches of mercury shall be held for a minimum time of one minute.

D. Perform field inspection and testing in accordance with the General Conditions.

E. Precast, reinforced, concrete maintenance hole bases, risers and covers shall be subject to rejection for failure to conform to any of the Specification requirements. In addition, individual sections of maintenance hole risers and covers may be rejected for any of the following reasons:

1. Fracture or cracks passing through the wall, except for a single end crack that does not exceed the depth of the joint.

2. Defects that indicate imperfect proportioning, mixing, or molding. 3. Surface defects indicating honeycombed or open texture. 4. Damaged ends, where such damage would prevent making a satisfactory

joint as determined by the Engineer. 5. The internal diameter of the maintenance hole section varying more than 1

percent from the nominal diameter. 6. Any continuous crack having a surface width of 0.01 inch or more and

extending for a length of 12 inches or more, regardless of the position in the section wall.

** END OF SECTION **