Milpitas City Council
June 16, 2026

S. MILPITAS BLVD

EXTENSION
100% SUBMITTAL REVIEW 01 57 22 - 2 CONTROL OF WATER
A. The Contractor shall submit a proposed plan for control of water at least twenty-one (21) calendar days before the planned start of construction activities. This plan shall include a water diversion and dewatering plan. The plan shall include background information on the Project site to be used for calculations and drawings of proposed methods and equipment, operations, maintenance, and monitoring. Rationale for the methods selected shall be included. Identify site constraints. Note that this plan must be submitted to the Engineer and approved by the regulatory agencies in accordance with the permits.

1.06 SEQUENCING AND SCHEDULING
A. In order to minimize impacts to the aquatic environment in the project area, the Valley Water Biologist will perform relocation operations for aquatic species (fish, turtles, frogs, etc.) during installation of any temporary dam or barrier any subsequent draw down of water in the project area to prevent stranding of aquatic life. Contractor shall notify the Engineer at least two (2) days prior to such installation, and Contractor’s Qualified Biologist and the Valley Water Biologist shall determine if aquatic species relocation is necessary.

1.07 MEASUREMENT AND PAYMENT
A. The contract lump sum price paid for Control of Water shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for performing all the work involved, as shown on the plans and as specified in these Technical Specifications, the State of California Department of Transportation Standard Specifications, and as directed by the Engineer and no additional compensation will be allowed.

PART 2 - PRODUCTS

2.01 MANUFACTURERS – NOT USED

2.02 MATERIALS
A. Materials for control of water may include sheet piling, sumps, piping, plastic sheeting, filter fabric, gravel, sandbags, and other materials as necessary.

PART 3 - EXECUTION

3.01 DELIVERY AND STORAGE – NOT USED

3.02 INSTALLATION
A. The Contractor is advised that installation of the temporary dam or barrier within the channel is unlikely to completely control water in the channel or below the surface of the channel in the project area. Seepage flows are likely from leakage and subsurface flow. The Contractor is advised to make an assessment of potential subsurface water conditions for the purpose of determining control of water requirements for the project.

B. The Contractor shall be responsible for the design, construction, and operation of dewatering systems and diversion systems to maintain dry conditions in excavations,

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ROADWAY EXTENSION
102% SUBMITTAL REVIEW 01 57 22 - 3 CONTROL OF WATER
as necessary to complete the work as shown on the Drawings, including placement of fill materials to the design grades and specified levels of compaction.

1. Placement of rocks, granular materials such as streambed fill, and wood in the streambed may be made with some water in the excavations, provided that the presence of water does not interfere with inspection of the work, placement to the lines and grades indicated on the Drawings, compaction requirements for backfill, or control of sediments.

2. All in-take pumps associated with the water diversion system and/or cofferdam isolation areas shall be fitted with screen mesh that shall not exceed 3/32 inch (2.388 mm) for woven wire or perforated plate screens, or 0.0689 inch (1.75 mm) for profile wire screens with a minimum 27% open area. If fry-sized aquatic species are not present as determined by the Qualified Biologist, screen mesh openings shall not exceed 1/4 inch (6.35 mm) for woven wire, perforated plate screens, or profile wire screens with a minimum 40% open area. A clear escape route should exist around the water diversion or cofferdam isolation areas for aquatic species. The screen system shall be inspected daily and approved as functioning by the Qualified Biologist before initiating work within the isolated areas.

C. Contractor is responsible for obtaining all necessary permits for treatment and disposal of groundwater removed from the work area.

D. The Contractor shall be responsible for complying with the conditions of the Regional Water Quality Control Board Permit and USACE Permit for the project. In addition, Contractor shall be responsible for complying with the conditions of all other permits required for this project.

E. Debris, soil, silt, bark, rubbish, raw cement/concrete or washings thereof, asphalt, paint or other coating material, oil or other petroleum products, or any other substances which could be hazardous to aquatic life, resulting from project related activities, shall be prevented from contaminating the soil and/or entering the waters of the state. Any of these materials, placed within or where they may enter a stream or lake, by the Contractor or any party working under contract, or with the permission of the Contractor, shall be removed immediately.

F. The Contractor shall remove water that accumulates in the work area so that work can be accomplished in dry conditions. The Contractor shall install and maintain power generators, pumps, and back-up facilities. At pump discharge points, the Contractor shall install sediment control basins, filter fabric barriers, or other devices to prevent discharge of sediment to the channel or discharge of water to other areas of work.

G. The Contractor may design dewatering facilities that allow return flow to the creek channel, provided the various regulatory requirements are met. The water and sediment control facilities will be described in the Contractor’s BMP Action Plan as specified in Article 19.03 “BMP Action Plan.”
H. The Contractor shall monitor the project area, and make any corrections necessary to comply with the BMP Action Plan, project permits, and these Specifications. All work shall be completed according to 01 00 00 – General Requirements, Section 3.2 “Schedule”.

S. MILPITAS BLVD

EXTENSION
100% SUBMITTAL REVIEW 01 57 22 - 4 CONTROL OF WATER

END OF SECTION

SOUTH MILPITAS BOULEVARD

ROADWAY EXTENSION
SUBMITTAL REVIEW 02 10 00 - 1 SELECTIVE DEMOLITION
SECTION 02 10 00

SELECTIVE DEMOLITION
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. This section provides requirements for site demolition, dismantling and disposal of existing including site improvements, building materials, utilities as a part of new construction.

B. The Contractor shall provide all materials, equipment and labor necessary to perform and complete all demolition work shown on the Drawings and as specified herein.

C. The Contractor shall coordinate with the City and County for demolition permits required by them and with all other regulatory agencies and utility companies.

1.03 RELATED SECTIONS
A. Section 01 33 00, Submittal Procedures
B. Section 01 74 00, Cleaning
C. Section 01 74 21, Waste Management

1.04 REFERENCES
A. NOT USED

1.05 CONTRACTOR SUBMITTALS
A. TBD

1.06 SECTION INCLUDES
A. Selective site demolition including access road, asphalt concrete and pavement base, concrete curb, gutter, curb ramp, sidewalk, concrete apron and decorative crosswalk, landscaping, irrigation, fencing, and utilities, including storm drain pipe, storm drain inlets, fire hydrants, backflow preventers and blowoffs, retaining walls, signage, striping and others.
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SUBMITTAL REVIEW 02 10 00 - 2 SELECTIVE DEMOLITION
B. Selective site demolition including below-grade foundations and site improvements.

C. Salvage of designated items.

D. Selective site demolition including asphalt concrete and pavement base removal, concrete curb, gutter, curb ramp, sidewalk, concrete apron and decorative crosswalk removal, fence removal, sign removal and removal of all traffic striping and pavement markings in conflict with the proposed improvements.

1.07 GENERAL
A. Do not begin demolition until authorization is received from the City of Milpitas and County of Santa Clara Roads and Airports Department.

B. Remove rubbish and debris daily from the jobsite, unless otherwise directed.

1.08 ITEMS TO REMAIN IN PLACE
A. Comply with FAR 52.236-9 to protect existing vegetation, structures, equipment, utilities, and improvements. Coordinate the work of this section with all other work indicated. Construct and maintain shoring, bracing, and supports as required.

Ensure that structural elements are not overloaded. Increase structural supports or add new supports as may be required as a result of any cutting, removal, deconstruction, or demolition work performed under this contract. Do not overload structural elements or pavements to remain. Provide new supports and reinforcement for existing construction weakened by demolition, deconstruction, or removal work.

Repairs, reinforcement, or structural replacement require approval by the Engineer prior to performing such work.

1.09 EXISTING CONSTRUCTION LIMITS AND PROTECTION
A. Do not disturb existing construction beyond the extent indicated or necessary for installation of new construction. Provide temporary shoring and bracing for support of building components to prevent settlement or other movement. Provide protective measures to control accumulation and migration of dust and dirt in all work areas.

Remove dust, dirt, and debris from work areas daily.

B. Work within the channel shall be limited to that which is shown on the plans.

Contractor shall take measures to avoid disturbance within the channel and riparian areas.

1.10 HAZARDOUS MATERIALS ENCOUNTERED
A. Remove any hazardous materials as specified in Article 20 Removal of Hazardous Materials under Section 00 72 13, General Conditions.
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SUBMITTAL REVIEW 02 10 00 - 3 SELECTIVE DEMOLITION
PART 2 - PRODUCTS
Not Used
PART 3 - EXECUTION

3.01 SELECTIVE DEMOLITION
A. Demolition Operations: Do not damage building elements and improvements indicated to remain. Items of salvage value, not included on schedule of salvage items to be returned to Owner, shall be removed from the site. Storage or sale of items at project site is prohibited.

B. Utilities: Locate, identify, disconnect, and seal or cap off utilities in buildings to be demolished. Contractor shall coordinate with utility companies to disconnect 3rd Party utility services including gas, electric and communication.

C. Shoring and Bracing: Provide and maintain interior and exterior shoring and bracing.

D. Operations: Cease operations if public safety or remaining structures are endangered. Perform temporary corrective measures until operations can be continued properly.

E. Security: Provide adequate protection against accidental trespassing. Secure project after work hours.

F. Restoration: The Contractor shall restore finishes of patched areas. The Contractor shall provide patching, replacing, repairing and refinishing of damaged areas or damaged adjacent facilities involved in the demolition. New concrete shall match the existing adjacent surfaces, in kind or of better quality, to the satisfaction of the Engineer, at no cost to the City or to the owners of the facilities.

G. Occupancy and pollution control: Water sprinkling, temporary enclosures, chutes and other suitable methods shall be used to limit dust and dirt rising and scattering in the air. The Contractor shall comply with all government regulations pertaining to environmental protection.

H. Use of Water: Water shall not be used in a manner that creates hazardous or objectionable conditions such as ice, flooding, or pollution.Protection: Safe passage of persons around area of demolition shall be provided in accordance with all safety and regulatory requirements. Operations shall be conducted to prevent damage to adjacent buildings, structures, other facilities, people and property.

Interior and exterior shoring, bracing, or supports shall be provided to prevent movement, settlement or collapse of structures to be demolished and to adjacent facilities to remain.

Existing landscaping materials, structures, and appurtenances which are not to be demolished shall be protected and maintained.and replaced if damaged. 102% Page 631 of 1482

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ROADWAY EXTENSION
SUBMITTAL REVIEW 02 10 00 - 4 SELECTIVE DEMOLITION
The Contractor shall protect and maintain conduits, drains, sewers, pipes, and wires that are not identified to be demolished.

I. Small structure demolition: small structures may be removed intact when acceptable to the Engineer and approved by the City Building Official.

Demolition shall proceed in a systematic manner, typically from top of structure to ground.

Concrete and masonry shall be demolished in small sections.

J. Below-grade demolition: Footings, foundation walls, below-grade construction and concrete slabs on grade shall be demolished and removed to a depth which will not interfere with new construction but shall not be less than 12 inches below existing ground surface or future ground surface, whichever is lower.

Below-grade areas and voids resulting from demolition of structures shall be completely filled.

All fill and compaction shall be in accordance with Section 31 23 00, "Utility Earthwork."
All fill and compaction surfaces shall be graded to meet adjacent contours and to provide flow to surface drainage structures, or as shown on the Drawings.

K. At grade demolition: All Portland cement concrete sidewalks shall be saw-cut at the nearest scoreline or deep joing and removed entirely to the saw-cut limits. Where adjacent pavement or concrete is broken or deteriorated sufficiently to prohibit a sound replacement the entire deteriorated section shall be removed to the limits determined by the Engineer.

L. Cleanup: During and upon completion of work the Contractor shall promptly remove unused tools and equipment, surplus materials, rubbish, debris and dust and shall leave areas affected by work in a clean, approved condition.

The Contractor shall clean adjacent structures and facilities of dust, dirt and debris caused by demolition, as directed by the Engineer or governing authorities, and return adjacent areas to condition existing prior to start of work.

The Contrractor shall clean and sweep daily all street and roads affected by its operation.

M. Disposal of demolished materials: Demolition and removal of debris shall be conducted to ensure minimum interference with roads, streets, walks, channels and other adjacent occupied or used facilities which shall not be closed or obstructed without permission from the City. Alternate routes shall be provided around closed or obstructed traffic ways.
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SUBMITTAL REVIEW 02 10 00 - 5 SELECTIVE DEMOLITION
N. Site Debris: Site debris, rubbish and other materials resulting from demolition operations shall become the property of the Contractor and shall be removed by the Contractor at the Contractor's expense to a suitable site. The proper and legal disposal of demolished materials shall be the responsibility of the Contractor.

O. Remove existing traffic stripes and pavement markings: All removed traffic stripes and pavement markings and excess material shall become the property of the Contractor and shall be disposed of in a legal and proper manner. Removal and disposal of existing traffic markings and excess material shall conform to Section 15, “Existing Facilities,” of the Caltrans Standard Specifications and as specified herein.

The Contractor shall conduct his work so as not to damage existing pavement and public improvements to remain. Any resultant damage determined to be excessive by the Engineer shall be repaired in kind by the Contractor at its sole expense.

Damage to the pavement resulting from removal of pavement markers shall be considered as any depression more than 1/4-inch deep and shall be repaired by the Contractor by filling the depression with hot melt bituminous adhesive to the satisfaction of the Engineer.

Where blast cleaning is used for the removal of traffic stripes and pavement markings or objectionable material, the residue including dust shall be removed immediately after contact between the sand and the surface being treated. Such removal shall be by a vacuum attachment operating concurrently with the blast cleaning operation.

Where removal of traffic stripes and pavement markings is done by grinding or sandblasting methods, the effected pavement surface shall be completely covered by applying asphaltic emulsion conforming to Section 94 of Caltrans Standard Specifications.

All reference markings made by the Contractor shall be done with spray chalk.

ALL TEMPORARY TRAFFIC STRIPES AND PAVEMENT MARKINGS SHALL BE

REMOVED BY THE CONTRACTOR ON THE SAME DAY AS PLACEMENT OF THE PERMANENT STRIPING AND MARKINGS.

P. Items for protection during demolition and construction include but not limited to: TBD Q. Items to be salvaged for installation: TBD
R. Items to be salvaged for delivery to the Owner: TBD
S. Coordination Schedule: The Contractor shall submit a complete coordination schedule for demolition work including shut-off and continuation of utility services prior to the start of the work. The schedule shall indicate proposed methods and operations of facility demolition and provide a detailed sequence of demolition and removal work to ensure uninterrupted operation of occupied areas. 102% Page 633 of 1482

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ROADWAY EXTENSION
SUBMITTAL REVIEW 02 10 00 - 6 SELECTIVE DEMOLITION
T. Water Management Plan: Contractor shall submit a Water Management Plan identifying how that diversion will be met.

U. Agreements: The Contractor shall provide copies of written agreements from private landowners, landfill operators, or other agencies accepting disposal of any demolished material prior to any work.

END OF SECTION
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SUBMITTAL REVIEW 02 21 13 - 1 MONUMENTS
SECTION 02 21 13

MONUMENTS
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. Section Includes:

1. Survey Monuments

1.03 RELATED SECTIONS
A. NOT USED

1.04 REFERENCES
A. NOT USED

1.05 CONTRACTOR SUBMITTALS
A. Product Data Sheets
B. Certificates of Compliance: Certificates of Compliance shall be provided for all products

1.06 APPLICABLE PUBLICATIONS
A. Federal Geographic Data Committee (FGDC)

1. STD-007.03-98 – Geospatial Positioning Accuracy Standards Part 3: National Standard for Spatial Data Accuracy.

2. STD-007.04-02 – Geospatial Positioning Accuracy Standards Part 4:

Standards for Architecture, Engineering, Construction (A/E/C) and Facility Management.

PART 2 - PRODUCTS

2.01 MONUMENTS
A. Survey monuments shall be in accordance with the City of Milpitas Standard Drawing No. 446 or approved equal.
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SUBMITTAL REVIEW 02 21 13 - 2 MONUMENTS
PART 3 - EXECUTION

3.01 INSTALLATION
A. Monuments shall be constructed in accordance with the City of Milpitas Standard Drawing No. 446.

B. Monuments shall be constructed at the locations shown on the plans or as directed by the Engineer.

C. The licensed land surveyor shall determine by accurate survey the exact point to be clearly punched in monument marker and the RE or LS number shall appear on the marker.

END OF SECTION
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SUBMITTAL REVIEW 02 41 16 - 1 STRUCTURE DEMOLITION
SECTION 02 41 16

STRUCTURE DEMOLITION
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. Demolition and removal of buildings
B. Removing below-grade construction.

C. Disconnecting, capping or sealing, and removing site utilities.

D. Salvaging items for reuse by Owner.

1.03 RELATED SECTIONS
A. Section 01 51 00 Temporary Controls
B. Section 02 10 00 Selective Demolition
C. Section 31 00 00 Earthwork

1.04 REFERENCES
A. ANSI A10.6 Safety Requirements for Demolition Operations

1.05 CONTRACTOR SUBMITTALS
A. Engineering Survey: Submit engineering survey of conditon of building.

B. Demolition Plan: Submit a comprehensive demolition plan, describing the proposed sequence, methods, and equipment for demolition, removal, and disposal of structure(s); include salvage if required.

1. Drawings shall show all structural elements to be demolished or removed.

Indicate stages or phases of the selective structure demolition work.

Calculations shall show that the structure and portions of the structure remaining during and after each stage or phase of structure demolition work is safe and stress levels in the structural members are within the limits of governing codes and regulations. Drawings and calculations shall be 102% Page 637 of 1482

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SUBMITTAL REVIEW 02 41 16 - 2 STRUCTURE DEMOLITION
prepared, sealed, and signed by a professional civil or structural engineer currently registered in the State of California.

C. Utility Severance Certificates: Provide certificates, issued by the utility owners, of severance of utility services for record purposes.

D. Private Property Owner's Release: If material demolished and removed from the site will be deposited on private property, submit two copies of written releases not less than 15 days before the start of work. Releases shall absolve the City from responsibility in connection with the depositing of material on private property, and shall be signed by the owners of such property on which the material will be deposited.

E. Proposed Protection Measures: Submit report, including Drawings, that indicates the measures proposed for protecting individuals and property, for environmental protection, for dust control, vibration control, for noise control. Indicate proposed locations and construction of barriers.

1. Adjacent Buildings: Detail special measures proposed to protect adjacent buildings to remain including means of egress from those buildings.

F. Predemolition photographs or video of building interior and exterior, including the roof, and adjacent properties visible from the site.

G. Statement of Refrigerant Recovery: Signed by refrigerant recovery technician.

1.06 CLOSEOUT SUBMITTALS
A. Inventory of items that have been removed and salvaged.

1.07 MATERIAL OWNERSHIP
A. Unless otherwise indicated, demolition waste becomes property of Contractor.

B. Historic items, relics, antiques, and similar objects including, but not limited to, cornerstones and their contents, commemorative plaques and tablets, and other items of interest or value to Owner that may be uncovered during demolition remain the property of Owner.

1. Carefully salvage in a manner to prevent damage and promptly return to Owner.

1.08 PREINSTALLATION MEETINGS
A. Predemolition Conference: Conduct conference at Project site.

1.09 FIELD CONDITIONS
A. Buildings to be demolished will be vacated and their use discontinued before start of the Work.
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B. Buildings immediately adjacent to demolition area will be occupied. Conduct building demolition so operations of occupied buildings will not be disrupted.

1. Provide not less than 72 hour notice of activities that will affect operations of adjacent occupied buildings.

2. Maintain access to existing walkways, exits, and other facilities used by occupants of adjacent buildings.
a. Do not close or obstruct walkways, exits, or other facilities used by occupants of adjacent buildings without written permission from authorities having jurisdiction.

C. Conditions existing at time of inspection for bidding purpose will be maintained by Owner as far as practical.

D. Hazardous Materials: It is not expected that hazardous materials will be encountered in the Work.

1. Hazardous materials will be removed by Owner before start of the Work.

2. If materials suspected of containing hazardous materials are encountered, do not disturb; immediately notify Engineer. Hazardous materials will be removed under a separate contract prior to the beginning of construction.

E. On-site storage or sale of removed items or materials is not permitted.

F. Arrange demolition schedule so as not to interfere with operations of adjacent occupied buildings.

PART 2 - PRODUCTS

2.01 PERFORMANCE REQUIREMENTS
A. Regulatory Requirements: Comply with governing EPA notification regulations before beginning demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

B. Standards: Comply with ANSI/ASSP A10.6 and NFPA 241.

2.02 SOIL MATERIALS
A. Suitable Fill: Comply with requirements in Section 31 00 00 "Earthwork." PART 3 - EXECUTION

3.01 EXAMINATION
A. Verify that utilities have been disconnected and capped before starting demolition operations.

B. Perform an engineering survey of condition of building to determine whether removing any element might result in structural deficiency or unplanned collapse of 102% Page 639 of 1482

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any portion of structure or adjacent structures during building demolition operations.

C. Inventory and record the condition of items to be removed and salvaged.

3.02 PREPARATION
A. Refrigerant: Before starting demolition, remove refrigerant from mechanical equipment according to 40 CFR 82 and regulations of authorities having jurisdiction.

B. Salvaged Items: Comply with the following:

1. Clean salvaged items of dirt and demolition debris.

2. Pack or crate items after cleaning. Identify contents of containers.

3. Store items in a secure area until delivery to Owner.

4. Transport items to storage area designated by the Engineer.

5. Protect items from damage during transport and storage.

3.03 UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS A. Existing Utilities to Be Disconnected: Locate, identify, disconnect, and seal or cap off utilities serving buildings and structures to be demolished.

1. Arrange to shut off utilities with utility companies.

2. If removal, relocation, or abandonment of utility services will affect adjacent occupied buildings, then provide temporary utilities that bypass buildings and structures to be demolished and that maintain continuity of service to other buildings and structures.

3. Cut off pipe or conduit a minimum of 24 inches below grade. Cap, valve, or plug and seal remaining portion of pipe or conduit after bypassing according to requirements of authorities having jurisdiction.

4. Do not start demolition work until utility disconnecting and sealing have been completed and verified in writing by utility companies.

3.04 PROTECTION
A. Existing Facilities: Protect adjacent walkways, loading docks, building entries, and other building facilities during demolition operations. Maintain exits from existing buildings.

B. Temporary Shoring: Provide and maintain interior and exterior shoring, bracing, or structural support to preserve stability and prevent unexpected movement or collapse of construction being demolished, all in accordance with applicable codes and regulations.

C. Existing Utilities to Remain: Maintain utility services to remain and protect from damage during demolition operations. Do not interrupt existing utilities serving adjacent occupied or operating facilities unless authorized in writing by Owner and authorities having jurisdiction.

D. Temporary Protection: Erect temporary protection, such as walks, fences, railings, 102% Page 640 of 1482

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canopies, and covered passageways, where required by authorities having jurisdiction and as indicated. Comply with requirements in Section 01 51 00 "Temporary Controls."

1. Protect adjacent buildings and facilities from damage due to demolition activities.

2. Protect existing site improvements, appurtenances, and landscaping to remain.

3. Erect a plainly visible fence around drip line of individual trees or around perimeter drip line of groups of trees to remain.

4. Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain.

5. Provide protection to ensure safe passage of people around building demolition area and to and from occupied portions of adjacent buildings and structures.

6. Protect walls, windows, roofs, and other adjacent exterior construction that are to remain and that are exposed to building demolition operations.

7. Erect and maintain dustproof partitions and temporary enclosures to limit dust, noise, and dirt migration to occupied portions of adjacent buildings.

E. Remove temporary barriers and protections where hazards no longer exist. Where open excavations or other hazardous conditions remain, leave temporary barriers and protections in place.

3.05 DEMOLITION
A. General: Demolish indicated buildings completely. Use methods required to complete the Work within limitations of governing regulations and as follows:

1. Do not use cutting torches until work area is cleared of flammable materials.

Maintain portable fire-suppression devices during flame-cutting operations.

2. Maintain fire watch during and for at least 24 hours after flame-cutting operations.

3. Maintain adequate ventilation when using cutting torches.

4. Locate building demolition equipment and remove debris and materials so as not to impose excessive loads on supporting walls, floors, or framing.

B. Site Access and Temporary Controls: Conduct building demolition and debrisremoval operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities.

1. Do not close or obstruct streets, walks, walkways, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. Provide alternate routes around closed or obstructed trafficways if required by authorities having jurisdiction.

2. Use water mist and other suitable methods to limit spread of dust and dirt.

Comply with governing environmental-protection regulations.

C. Explosives: Use of explosives is not permitted.

D. Proceed with demolition of structural framing members systematically, from higher to 102% Page 641 of 1482

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lower level. Complete building demolition operations above each floor or tier before disturbing supporting members on the next lower level.

E. Remove debris from elevated portions of the building by chute, hoist, or other device that will convey debris to grade level in a controlled descent.

F. Demolish foundation walls and other below-grade construction that are within footprint of new construction and extending 5 feet outside footprint indicated for new construction.

1. Remove below-grade construction, including basements, foundation walls, and footings completely.

G. Existing Utilities: Demolish existing utilities and below-grade utility structures that are within 5 feet outside footprint indicated for new construction. Abandon utilities outside this area.

H. Below-Grade Areas: Completely fill below-grade areas and voids resulting from building demolition operations with suitable fill material according to the requirements in Section 31 00 00 "Earthwork."
I. Site Grading: Uniformly rough grade area of demolished construction to a smooth surface, free from irregular surface changes. Provide a smooth transition between adjacent existing grades and new grades.

J. Promptly repair damage to adjacent buildings caused by demolition operations.

3.06 CLEANING
A. Removed demolition waste materials shall become the property of the Contractor and and shall be disposed of in an EPA-approved construction and demolition waste landfill acceptable to authorities having jurisdiction.

B. Do not burn or bury demolished materials.

C. Clean adjacent structures and improvements of dust, dirt, and debris caused by building demolition operations. Return adjacent areas to condition existing before building demolition operations began.

PART 4 - EXECUTION
Not Used

END OF SECTION
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03 10 00 - 1 CONCRETE FORMWORK
SECTION 03 10 00

CONCRETE FORMWORK
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The work included under this section consists of furnishing all material, supplies, equipment, tools, transportation, and facilities, and performing all labor and services necessary for, required in connection with or properly incidental to furnishing, installing, and removing form work as described in this section of the specifications, shown on the accompanying drawings, or reasonably implied therefrom, except as hereinafter specifically excluded.

B. Concrete and the construction of concrete structures must conform to Section 48-2, Section 51 and Section 90 of the State of California Department of Transportation Standard Specifications. In the event of conflicts between the State of California Department of Transportation Standard Specifications and these specifications, the State of California Department of Transportation Standard Specifications shall prevail as directed by the Engineer.

C. Work Included:

1. Design of Formwork, Shoring and Falsework

2. Construction and removal of all forms.

3. Installation of items furnished under other sections but indicated therein to be installed under this section.

4. Accuracy of installation is responsibility of section furnishing item.

D. Related Work Specified Elsewhere:

1. Reinforcing Steel; Section 03 20 00

2. Structure Excavation and Backfill; Section 31 23 00

3. Cast-in-Place Concrete; Section 03 30 00

1.03 REFERENCE STANDARDS
A. The following is a list of Reference Standards referred to in this portion of the Specification:

1. State of California Department of Transportation Standard Specifications, current governing edition

2. W.C.L.I.B.; "Standard Grading and Dressing Rules No. 17"

3. American Concrete Institute Standard ACI 347 "Guide to Formwork for Concrete" and ACI 318 "Building Code Requirements for Reinforced Concrete", Latest edition.

4. California Building Code, current governing edition.

5. American Plywood Association, "U.S. Product Standard PS1-19"

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1.04 QUALITY ASSURANCE
A. Codes and Standards: Comply with all Federal, State and Local Codes and Safety Regulations. In addition, comply with the provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified.

1. State of California Department of Transportation Standard Specifications, current governing edition.

2. California Building Code, current governing edition.

3. ACI-347 "Guide to Formwork for Concrete", current edition.

B. Qualifications: Design and detailing of formwork shall be by a person experienced in the design of formwork and familiar with the principles of engineering mechanics.

Design and detailing of formwork over 12' in height, shoring, and falsework shall be prepared by a registered Civil/Structural Engineer of the State of California.

1.05 SUBMITTALS
A. General Requirements

1. Submittals shall be made to Engineer in accordance with the requirements of Division 1, General Requirements of these specifications.

2. Construction, and fabrication or ordering of materials for formwork shall not begin until Contractor has received submittals reviewed by Engineer governing all aspects of the intended work as required in these specifications.

B. Shop Drawings:

1. Formwork: Submit shop drawings for fabrication and erection of forms for portions of the concrete surfaces, as indicated below:
a. Formwork over 12' in height
b. Show general construction of forms including size of members, bracing, jointing, special form joint or reveals, location and pattern of form tie placement, and other items that affect the structural integrity of formwork or exposed concrete visually. Formwork over 12' in height shall be designed, detailed, and stamped by a registered Civil/Structural Engineer of the State of California.

2. Falsework and Shoring Shop Drawings: The Contractor shall submit shop drawings and calculations of any required falsework or shoring. Shop drawings and calculations shall be prepared, stamped, and signed by a registered Civil/Structural Engineer of the State of California. Shop drawings and calculations shall be prepared in accordance with the requirements of the State of California Department of Transportation Standard Specifications, Section 48-2, “Falsework.”

3. Camber Strip Calculations: The Contractor is responsible for calculating and submitting camber strip calculations. Camber strip calculations shall be prepared, stamped, and signed by a registered Civil/Structural Engineer of the State of California.

1.06 SEQUENCING AND SCHEDULING
A. The Contractor shall obtain information and instructions from other trades and suppliers in ample time to schedule and coordinate the installation of items furnished by them to be embedded in concrete.

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PART 2 - PRODUCTS

2.01 FORMS
A. Plywood shall be 5/8" Exterior "B.B." Plyform Class I. Each sheet shall be grade stamped with an APA stamp.

B. Sheathing shall be Douglas Fir "Standard" grade per Grading Rules #17, W.C.L.I.B., Paragraph 118-c. 1x6 shiplap S4S.

C. Hardboard shall be 1/8" tempered.

2.02 SPREADERS
A. Spreaders shall be of metal type that will give positive tying and accurate spreading.

2.03 STUDS, WALES AND SHORING
A. Studs, wales, and shoring shall be Douglas Fir "Construction" grade per Grading Rules #17, W.C.L.I.B. Paragraph 122-b or "No. 2" grade, Paragraph 123-c.

2.04 MANUFACTURED ASSEMBLIES
A. Manufactured assemblies may be used as forms provided that maximum loadings and deflections used on jacks, brackets, columns, joists and other manufacturer devices does not exceed the manufacturer’s recommendations.

PART 3 - EXECUTION

3.01 GENERAL
A. Furnish and install all forms, clamps, accessories, etc., required for all poured-inplace concrete below grade and unexposed portions above grade. Where sides of excavations have been cut neat and accurate to size for pouring of concrete directly against the excavation, forms for footings will not be required. Where the face of excavation is more than 3 inches wider than the specified width formwork shall be used.

B. Furnish and install all forms, clamps, sealer, accessories, etc., required for all poured-in-place concrete above grade that will be exposed.

C. Provide crack control and keyed cold joint forms.

3.02 DESIGN AND CONSTRUCTION OF FORMWORK
A. Forms shall be constructed of sound material, of the correct shape and dimension, mortar tight, and of sufficient strength, and so braced and tied together that the movement of equipment, men, materials, or placing and vibrating the concrete will not throw them out of line or position. Construct so that they may be easily removed without damage to the concrete. Any movement or bellying of forms during construction shall be considered just cause for their removal and, in addition, the concrete work so affected. All formed joints on concrete surfaces to be exposed shall be taped and shall align so joints will not be apparent on the concrete surfaces. All dirt, chips, sawdust and other foreign matter shall be completely removed before

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concrete is placed.

B. Use camber strips to compensate for falsework deflection, vertical alignment, and anticipated structure deflection.

C. Before concrete is placed in forms, all inside surfaces of the forms shall be thoroughly coated with an approved form sealer. The form sealer shall be of high penetrating quality leaving no film on the surface of the forms that can be absorbed by the concrete.

D. Form supports shall be placed on adequate foundations and have sufficient strength and bracing to prevent settlement or distortion from the weight of the concrete or other cause. Support shall rest on double wedged shim, or other approved means, so that the forms will be maintained at the proper grade.

E. Form Ties: Bolts, rods, or other approved devices shall be used for internal form ties and shall be of sufficient quantities to prevent spreading of the forms. The ties shall be placed at least 1 inch away from the finished surface of the concrete. The use of ties consisting of twisted wire loop will not be permitted. Bolts and rods that are to be completely withdrawn shall be coated with grease.

F. Form Stakes: Where used, form stakes shall be smooth metal, coated as required to allow for removal from hardened concrete. Wood form stakes are not permitted. Fill voids left by form stake removal with non-shrink grout.

3.03 PLUMBING, LEVELING, REPAIRING AND MAINTAINING FORMS A. Before concrete is placed in any form, the horizontal and vertical position of the form shall be carefully verified and all inaccuracies corrected. All wedging and bracing shall be completed in advance of placing of concrete.

B. Boards or other form materials that have been damaged or checked or warped prior to placing of concrete shall be removed from the forms and replaced with approved materials or otherwise corrected to the satisfaction of the Engineer.

C. Assign a sufficient number of workers to keep watch on and maintain the forms during placing of concrete. Satisfactorily remedy any displacement or looseness of forms or reinforcement before placing of concrete. No form shall be moved or altered except as may be specifically directed.

3.04 FIELD QUALITY CONTROL
A. The Contractor shall hire the engineer responsible for the design of formwork over 12' in height, falsework or shoring to inspect the work as detailed on the reviewed shop drawings.

B. The engineer responsible for design of formwork over 12' in height, falsework or shoring shall write a letter to the Engineer certifying construction is in accordance with the reviewed shop drawings and meets his/her approval prior to the Contractor placing any concrete.

C. The Contractor shall verify accuracy of items, furnished under other sections of these specifications and installed under this section.

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3.05 REMOVAL OF FORMWORK, FALSEWORK AND SHORING
A. Formwork, falsework, and shoring shall not be removed until the concrete members have acquired sufficient strength to support their weight and the loads to be superimposed thereon safely.

B. The contractor is solely responsible for the design, installation, and removal of temporary bracing and construction supports required to complete the project. No portion of the structure shall be considered to be self supporting until the entire vertical and lateral load resisting system is in place.

C. Vertical forms shall remain on columns, walls, pilasters, etc., for at least seven (7) days, and formwork over 12' in height shall not be removed until the engineer responsible for design of the formwork has approved removal.

D. Removal of shoring and falsework under beams, girders, slabs, etc. shall be in accordance with Section 48-2.03D of the State of California Department of Transportation Standard Specifications.

E. The Contractor shall request to have field cured compression test specimens taken for any concrete where it is planned to remove formwork, falsework, or shoring sooner than indicated above.

F. In removing plywood forms, no metal pinch bars shall be used and special care to be taken in stripping. Start at top edge or vertical corner where it is possible to insert wooden wedges. Wedging shall be done gradually and shall be accompanied by light tapping of the plywood panels to crack them loose. Do not remove forms with a single jerk after it has been started at one end.

G. Forms shall be left in place as long as possible to permit shrinkage away from concrete and plywood forms shall be left in place until all other forms around are stripped and until there is no danger of damaging the architectural concrete due to other work in the vicinity.

H. Nothing herein shall be construed as relieving the contractor of any responsibility of the safety of the structure.

I. After stripping, properly protect all concrete to be exposed in the finish work from damage with boards and building paper to prevent staining, spoiled edges, chips, etc.

J. Whenever the formwork is removed during the curing period, the exposed concrete shall be cured by one of the methods specified in Section 03 30 00.

3.06 CLEAN UP
A. Clean up shall be per special conditions. Failure to perform clean up within 24 hours notice by the Engineer shall be considered adequate grounds for having the work done by others at the contractor's expense.

END OF SECTION

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SECTION 03 20 00

REINFORCING STEEL
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The work included under this section consists of furnishing all material, supplies, equipment, tools, transportation, and facilities, and performing all labor and services necessary for, required in connection with or properly incidental to furnishing and installing all reinforcing bars, ties, spacing devices, inserts, and all other material required to complete installation, as described in this section of the specifications, shown on the accompanying drawings, or reasonably implied therefrom.

B. Reinforcing steel must conform to Section 52 of the State of California Department of Transportation Standard Specifications. In the event of conflicts between the State of California Department of Transportation Standard Specifications and these specifications, the State of California Department of Transportation Standard Specifications shall prevail as directed by the Engineer.

C. Work Included:

1. Fabricating and installing all reinforcing steel for cast in place concrete.

D. Related Work Specified Elsewhere:

1. Concrete Formwork; Section 03 10 00

2. Cast-in-Place Concrete; Section 03 30 00

1.03 REFERENCE STANDARDS
A. The following is a list of Reference Standards referred to in this portion of the specifications:

1. ASTM A615, "Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement".

2. ASTM A706, "Specification for Deformed and Low-Alloy Steel Bars for Concrete Reinforcement".

3. State of California Department of Transportation Standard Specifications, current governing edition

1.04 QUALITY ASSURANCE

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A. Codes and Standards: Comply with all applicable Federal, State and Local Code and Safety Regulations. In addition, comply with the provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified:

1. State of California Department of Transportation Standard Specifications, current governing edition

2. ACI 315R, "Guide to Presenting Reinforcing Steel Design Details", latest edition.

3. ACI 318, "Building Code Requirements for Structural Concrete", latest edition.

4. AWS D1.4, "Structural Welding Code- Steel Reinforcing Bars", latest edition.

B. Mill Certificates: The Contractor shall provide Mill Certificates for reinforcing steel in accordance with the requirements of Part 1.05,, "Submittals" of this specification section. When Mill Certificates cannot be provided, laboratory test reports shall be provided in accordance with the requirements of Part 1.05,, "Submittals" of this specification section.

C. Sampling, Testing, and Inspection:

1. General
a. All materials and work shall be subject to inspection at the mill, the fabrication shop, and at the building site. Material or workmanship not complying fully with the drawings, and/or specifications will be rejected.
b. If the Owner's agent, through oversight or otherwise, has accepted material or work which is defective or contrary to specifications, this material or work, regardless of state of completion, may be rejected.

2. Owner: The Owner shall employ an independent testing laboratory as the Owner's agent to perform the sampling, testing and inspections shown on the contract drawings, and submit certified test results.

3. Contractor:
a. The Contractor shall cooperate with and notify Owner's agent at least 24 hours in advance of inspections required and shall provide samples, test pieces, and facilities for inspection without extra charge. b. The Contractor shall identify each lot of fabricated reinforcing steel to be shipped to the site by assigning an individual lot number that identifies steel by heat number and shall be tagged in such a manner that each such lot can be accurately identified at the job site. c. The Contractor shall remove all unidentified reinforcing steel, anchorage assemblies and bar couplers received at the site.

1.05 SUBMITTALS
A. General Requirements:

1. Submittals shall be made to Engineer in accordance with the requirements of Division 1, General Requirements of these specifications.

2. Construction, fabrication, or ordering of materials shall not begin until Contractor has received submittals reviewed by Engineer governing all aspects of the intended work.

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B. Shop Drawings:

1. Shop Drawings shall be submitted that show diagrammatic elevations of all walls, footings, columns, beams, slabs, etc., at a scale sufficiently large to show clearly the positions and erection marks of reinforcing bars, their dowels, and splices.

2. Use same bar marks on diagrammatic elevations as used on the bar schedule.

3. Shop drawings shall also show details for congested areas and connections.

4. Shop Drawings used in field must be reviewed copies.

5. Contract drawings shall not be reproduced in whole or in part. Contract drawings modified into shop drawings will be returned without review.

6. Revised submittals shall have clear indications of revised or new information.

Clouding is an acceptable form of identification.

C. Product Data: Manufacturer's catalog sheets including instructions for use and description of application shall be provided on each of the following items intended for use on project:

1. Mechanical anchorage devices for butt splices.

D. Mill Certificates:

1. The Contractor shall provide Mill Certificates for each size of bar for each heat to be used on project.

2. Mill Certificates shall include name of mill, date of rolling, date of shipping to fabricator and shall be signed by fabricator certifying that each material complies with or exceeds the specified requirements. A Mill Certificate shall be furnished with each lot of material delivered to the project and the lot shall be clearly identified in the Certificate.

3. When Mill Certificates cannot be provided, the Contractor shall hire a professional testing laboratory to verify compliance and provide laboratory test reports. The Contractor shall pay for the cost of testing.

E. Laboratory Test Reports:

1. Laboratory test reports shall show the name of testing agency; date of testing, types of tests performed and shall be signed by a principal of the testing agency who is a registered Civil Engineer in the State of California.

2. When required by other portions of these specifications, laboratory test reports shall be submitted for each size of bar tested for each heat to show compliance with appropriate ASTM Standards and these specifications.

1.06 STORAGE OF MATERIALS
A. Store reinforcement during fabrication and at site to avoid excessive rusting or coating with grease, oil, dirt, or other objectionable materials.

1.07 SEQUENCING AND SCHEDULING
A. Coordinate work with all trades so as not to interfere with the work of other trades.

Bring interferences between trades to Engineer's attention and resolve before any

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concrete is placed.

PART 2 - PRODUCTS

2.01 REINFORCING BARS
A. Reinforcing bars must conform to the requirements of Section 52-1.02B of the State of California Department of Transportation Standard Specifications.

2.02 WIRE
A. Reinforcing wire must conform to the requirements of Section 52-1.02D of the State of California Department of Transportation Standard Specifications.

2.03 WELDED WIRE FABRIC
A. Welded wire fabric must conform to the requirements of Section 52-1.02C of the State of California Department of Transportation Standard Specifications.

2.04 MECHANICAL COUPLING DEVICES
A. Mechanical coupling devices must conform to the requirements of Section 52-6 of the State of California Department of Transportation Standard Specifications.

2.05 OTHER MATERIALS
A. All other materials, not specifically described by these specifications but required for complete and proper placement of reinforcement shall be new, first quality of their respective kinds, and subject to the approval of the Engineer.

PART 3 - EXECUTION

3.01 EXISTING CONDITIONS
A. Prior to all work of the section, carefully inspect the installed work of other trades and verify that all work is sufficiently complete to permit the start of work under this section and that the completed work of this section will be in complete accordance with the original design and the reviewed shop drawings. In the event of discrepancy, immediately notify the Engineer in writing.

B. In the event conduits, pipes, inserts, sleeves, or any other items interfere with placing the reinforcement as indicated on the drawings or approved shop drawings, or as otherwise required, immediately notify the Engineer and obtain approval on procedure before placement of reinforcement is started.

3.02 FABRICATION
A. Do not bend or straighten bars in a way that damages the material. Do not use bars with kinks or improper bends.

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B. Hooks and bends must comply with the Building Code Requirements for Structural Concrete published by ACI.

3.03 PLACING
A. Placing of reinforcement must be in conformance with Section 52-1.03D of the State of California Department of Transportation Standard Specifications.

B. Splicing of reinforcement must be in conformance with Section 52-6 of the State of California Department of Transportation Standard Specifications.

3.04 CLEANING REINFORCEMENT
A. Before concrete is placed, the reinforcement to be embedded must be free of mortar, oil, dirt, excessive mill scale and scabby rust, and other coatings that would destroy or reduce the bond.

3.05 FIELD QUALITY CONTROL
A. Inspection: The Owner’s agent will perform the inspections shown on the contract drawings.

END OF SECTION

03 30 00 - 1 CAST-IN-PLACE CONCRETE
SECTION 03 30 00

CAST-IN-PLACE CONCRETE
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The work included under this section consists of furnishing all material, supplies, equipment, tools, transportation, and facilities, and performing all labor and services necessary for, required in connection with or properly incidental to furnishing, and installing cast-in-place concrete work as described in this section of the specifications, shown on the accompanying drawings, or reasonably implied therefrom, except as hereinafter specifically excluded.

B. Concrete and the construction of concrete structures must conform to Section 51 and Section 90 of the State of California Department of Transportation Standard Specifications. In the event of conflicts between the State of California Department of Transportation Standard Specifications and these specifications, the State of California Department of Transportation Standard Specifications shall prevail as directed by the Engineer.

C. Work Included:

1. Design of Concrete Mixes.

2. All concrete and cement finishing; all surface treatment and curing, including non-slip finishes and color work.

3. Installation of all bolts, anchors, cans, sleeves, column anchor bolts, etc., whether furnished under this section or by others (except cans and sleeves required under the Electrical and Mechanical Divisions).

4. The furnishing of all items required to be or shown on the drawings as embedded in concrete, which are not specifically required under other sections.

5. Setting headers and screeds. Curing and protecting concrete.

D. Related Work Specified Elsewhere:

1. Concrete Formwork; Section 03 10 00

2. Reinforcing Steel; Section 03 20 00

3. Structural Steel and Miscellaneous Iron; Section 05 12 00

4. Inserts, sleeves, cans etc. required under Plumbing, Mechanical, and Electrical Divisions 22, 23, and 26 respectively.

1.03 REFERENCE STANDARDS
A. The following is a list of Reference Standards referred to in this portion of the Specification:

1. ASTM C31 " Standard Practice for Making and Curing Concrete Test Specimens in the Field"

2. ASTM C33 "Standard Specification for Concrete Aggregates "

03 30 00 - 2 CAST-IN-PLACE CONCRETE

3. ASTM C39 " Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens"

4. ASTM C42 " Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete"

5. ASTM C94 "Standard Specification for Ready Mixed Concrete"

6. ASTM C143 "Standard Test Method for Slump of Hydraulic-Cement Concrete"

7. ASTM C150 "Standard Specification for Portland Cement"

8. ASTM C157 " Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete"

9. ASTM C171 " Standard Specification for Sheet Materials for Curing Concrete"

10. ASTM C172 " Standard Practice for Sampling Freshly Mixed Concrete"

11. ASTM C173 " Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method"

12. ASTM C231 " Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method"

13. ASTM C260 " Standard Specification for Air-Entraining Admixtures for Concrete"

14. ASTM C309 " Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete"

15. ASTM C330 " Standard Specification for Lightweight Aggregates for Structural Concrete"

16. ASTM C494 " Standard Specification for Chemical Admixtures for Concrete"

17. ASTM C618 " Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete"

18. ASTM C881 " Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete"

19. ASTM D1751 “Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

1.04 QUALITY ASSURANCE
A. Codes and Standards: Comply with all Federal, State and Local Codes and Safety Regulations. In addition, comply with the provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified:

1. State of California Department of Transportation Standard Specifications, current governing edition

2. ASTM C94, "Specifications for Ready Mixed Concrete".

3. ACI 117, Standard Specifications for Tolerances for Concrete Construction and Materials.

4. ACI 121R, Quality Management System for Concrete Construction.

5. ACI 201.2R, Guide to Durable Concrete.

6. ACI 211.1, Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete.

7. ACI 214R, Recommended Practice for Evaluation of Strength Test Results in Concrete.

8. ACI 301, Specifications for Structural Concrete.

9. ACI 302.1R, Guide for Concrete Floor and Slab Construction.

10. ACI 304.2R, Placing Concrete by Pumping Methods.

11. ACI 304R, Guide for Measuring, Mixing, Transporting, and Placing Concrete.

12. ACI 305R, Guide to Hot Weather Concreting.

13. ACI 306.1, Standard Specification for Cold Weather Concreting.

14. ACI 308R, Guide to Curing Concrete.

15. ACI 309R, Guide for Consolidation of Concrete.

03 30 00 - 3 CAST-IN-PLACE CONCRETE

16. ACI 311.4R, Guide for Concrete Inspection.

17. ACI 318, Building Code Requirements for Structural Concrete.

18. ACI SP-15, Field Reference Manual: Standard Specifications for Structural Concrete with Selected ACI and ASTM References.

19. ACI SP-2, ACI Manual of Concrete Inspection.

20. ACI SP-66, ACI Detailing Manual.

21. California Building Code, current edition.

B. Certificates of Compliance: The Contractor shall provide Certificates of Compliance for concrete materials in accordance with the requirements of Part 1.05, "Submittals", of these specifications. When Certificates of Compliance cannot be provided, laboratory test reports shall be provided in accordance with the requirements of Part

1.05, "Submittal" of these specifications.

C. Engineer’s Review: The Engineer will review the mix designs prepared by the testing laboratory hired by the Contractor.

D. Sampling, Testing and Inspection:

1. General:
a. All materials and work shall be subject to inspection at the batch plant, and at the building site. Material or workmanship not complying fully with the drawings, and/or specifications will be rejected. b. If the Owner’s agent, through oversight or otherwise, has accepted material or work which is defective or contrary to specifications, this material or work, regardless of state of completion, may be rejected.

2. Owner: The Owner shall employ an independent testing laboratory as the Owner's agent to perform the sampling, testing, and inspections shown on the contract drawings, and submit certified test results.

3. Contractor:
a. The Contractor shall cooperate with and notify Owner's agent at least 24 hours in advance of inspection required and shall provide samples and facilities for inspection without extra charge.
b. The Contractor shall hire a professional testing laboratory to provide concrete mix designs for each type of concrete on the job. Each mix design shall be verified by trial batch tests or laboratory test reports and certified to by a principal of the laboratory who is a registered Civil Engineer in the State of California and submitted to the Engineer for review. Laboratory test reports, in order to be acceptable, must demonstrate conformance with Section 90-1.01D(5)(b) of the State of California Department of Transportation Standard Specifications.

1.05 SUBMITTALS
A. General Requirements:

1. Submittals shall be made to Engineer in accordance with the requirements of Division 1, General Requirements of these specifications.

2. Construction and fabrications or mixing of materials shall not begin until Contractor has received submittals reviewed by Engineer governing all aspects of the intended work.

B. Mix Designs:

1. Mix designs shall be submitted for each class of concrete on the job and shall show names and brands of all materials, proportions, slump, strength, gradation of coarse and fine aggregates, certified test data, trial test batch reports, and location to be used on job.

2. Mix designs for concrete designated by compressive strength shall be

03 30 00 - 4 CAST-IN-PLACE CONCRETE
proportioned on the basis of field experience or trial mixtures, as described in ACI 301, and in conformance with Section 51 and Section 90 of the State of California Department of Transportation Standard Specifications.

C. Concrete Placement Schedule: The Contractor shall submit a concrete placement schedule which shall show all proposed construction joint locations, limits of each placement sequence, order of placement and type of joint proposed at each joint location.

D. Product Data: Manufacturer's catalog sheets including instructions for use and description of application shall be provided on each of the following materials:

1. Admixtures

2. Curing Compounds

3. Chemical Hardener

4. Moisture Barriers

5. Waterstops

6. Joint Fillers
E. Shop Drawings:

1. Openings, Sleeves, and Cores: Submit drawings of all openings to be formed, sleeved, cored, or sawcut in cast-in-place elements. Drawings shall indicate size and location of openings, sleeves, or cores.

2. Embedded Items: Submit drawings showing all items to be embedded in concrete elements, including plates, angles, bolts, and any non-structural items, such as pipe and conduit. Drawings shall indicate location, size, orientation, and type of embedded item.

F. Samples: Submit samples of materials as specified and as otherwise required by Engineer, including names, sources and descriptions.

G. Certificates of Compliance:

1. The Contractor shall provide Certificate of Compliance for each type of aggregate, cement and admixture to be used in each class of concrete or a Certificate of Compliance for each class of concrete.

2. Certificates of Compliance shall include the name, source, and description of all materials used in each class of concrete and shall be signed by the concrete supplier certifying that each material item complies with, or exceeds the specified requirements. Certificates of Compliance shall be furnished 60 days in advance of any concrete pours.

3. When Certificates of Compliance cannot be provided, the Contractor shall hire a professional testing laboratory to verify compliance of each type of material to be used in each Class of Concrete. The cost of testing shall be paid for by the Contractor.

H. Laboratory Test Reports:

1. Laboratory test reports shall show the name of testing agency, date of testing, types of tests performed and shall be signed by a principal of the testing agency who is a registered Civil Engineer in the State of California.

Laboratory tests shall not be older than twelve (12) months and shall certify that the tested materials meet the specified standards.

2. Laboratory test reports for concrete mix designs shall clearly identify each material or mix number of each mix tested to verify the correlation between the tested mix designs and the proposed mix designs.

3. When required by other portions of these specifications, laboratory test reports shall be submitted for each material to be used in each class of concrete, or for each mix design and shall show compliance with appropriate

03 30 00 - 5 CAST-IN-PLACE CONCRETE
ASTM Standards and these specifications.

I. Weight and Batch Tags:

1. Weight and batch tags will be supplied to the Engineer upon request.

1.06 SEQUENCING AND SCHEDULING
A. Obtain information and instructions from other trades and suppliers in ample time to schedule and coordinate the installation of items furnished by them to be embedded in concrete so provision for their work can be made without delaying the project.

B. Do any cutting and patching made necessary by failure or delay in complying with these requirements, at no cost to Owner.

PART 2 - PRODUCTS

2.01 CEMENTITIOUS MATERIALS
A. General

1. Cementitious materials must conform to Section 90-1.02B of the State of California Department of Transportation Standard Specifications.

B. Portland Cement

1. Portland cement must conform to Section 90-1.02B(2) of the State of California Department of Transportation Standard Specifications. Use a single, approved standard brand throughout work.

C. Supplementary Cementitious Materials

1. Supplementary Cementitious Materials must conform to Section 90-1.02B(3) of the State of California Department of Transportation Standard Specifications.

2.02 CONCRETE AGGREGATES
A. Aggregates must conform to Section 90-1.02C of the State of California Department of Transportation Standard Specifications.

B. Coarse Aggregate must conform to Section 90-1.02C(2) of the State of California Department of Transportation Standard Specifications.

C. Fine Aggregate must conform to Section 90-1.02C(3) of the State of California Department of Transportation Standard Specifications.

D. Aggregate Gradation must conform to Section 90-1.02C(4) of the State of California Department of Transportation Standard Specifications.

2.03 WATER
A. Mixing Water for concrete must conform to Section 90-1.02D of the State of California Department of Transportation Standard Specifications.

2.04 NONSHRINK GROUT
A. Nonshrink grout shall be pre-mixed, high strength, flowable grout which does not shrink as it cures. Nonshrink grout shall attain a minimum compressive strength of

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5000 psi at 7 days. Subject to compliance with requirements provide one of the following:
a. =

2. Non-Metallic
a. Masterflow 928; BASF.
b. Sonogrout 10K; BASF.
c. Sure-Grip Grout; Dayton Superior Corporation.

2.05 CURING PRODUCTS
A. Liquid membrane curing compounds: Liquid membrane curing compounds must conform to Section 90-1.03B(3)(b) of the State of California Department of Transportation Standard Specifications.

2.06 ADMIXTURES
A. Admixtures must conform to Section 90-1.02E of the State of California Department of Transportation Standard Specifications.

2.07 WATERSTOPS
A. General: Waterstops must conform to Section 51-2.04 of the State of California Department of Transportation Standard Specifications. Provide waterstops at all construction joints and other joints in all foundation walls below grade and where shown on the drawings. Size to suit joints and factory fabricate corners, intersections, and directional changes. The selected waterstop products shall be appropriate for the specific joint condition as specified by the manufacturer, including number of layers of reinforcement, minimum concrete thickness and minimum concrete cover.

B. Materials: Waterstops must conform to Section 51-2.04B of the State of California Department of Transportation Standard Specifications.

2.08 EXPANDED POLYSTYRENE
A. Expanded polystyrene must conform to Section 51-2.01B(1) of the State of California Department of Transportation Standard Specifications.

2.09 PREMOLDED EXPANSION JOINT FILLER
A. Premolded expansion joint filler must conform to ASTM D1751.

2.10 CONCRETE
A. When tested under ASTM C143, the difference in slump values from the slump listed on the concrete mix design must not exceed the values shown in the following table:

Average slump,
S (in)
Maximum permissible
difference (in)
S < 4 1
4 ≤ S ≤ 6 1-1/2
6 < S ≤ 9 2

03 30 00 - 7 CAST-IN-PLACE CONCRETE
B. Drying Shrinkage: Test concrete for bridge decks for shrinkage in accordance with Section 90-1.01D(3) of the State of California Department of Transportation Standard Specifications. The maximum average length change of 3 laboratory cast specimens at 28 days drying must not exceed 0.032%.

2.11 BEARINGS
A. Bearings must conform to Section 51-3.02 of the State of California Department of Transportation Standard Specifications.

2.12 APPROACH SLABS
A. Approach slabs must conform to Section 51-5 of the State of California Department of Transportation Standard Specifications.

2.13 JOINTS
A. Joints must conform to Section 51-2 of the State of California Department of Transportation Standard Specifications.

2.14 MORTAR
A. Mortar pads for railings must conform to Section 51-1.02F of the State of California Department of Transportation Standard Specifications.

PART 3 - EXECUTION

3.01 GENERAL REQUIREMENTS
A. Produce concrete of required consistency and strength to present appearance satisfactory to Engineer.

B. Use only one brand of cement unless otherwise authorized by Engineer.

C. Store materials delivered to the job and protect from foreign matter and exposure to any elements which would reduce the properties of the material.

D. Forms must conform to Section 51-1.03C(2) of the State of California Department of Transportation Standard Specifications.

3.02 EMBEDDED ITEMS
A. General: Place all pipe sleeves, inserts, anchors bolts, angle frames, ties and other embedded items required for adjoining work or for its support prior to concreting.

Embedded items shall be positioned accurately and supported against displacement.

1. Set and build into work anchorage devices and other embedded items required for other work that is attached to, or supported by, cast-in-place concrete.

2. Use setting drawings, diagrams, instructions and directions provided by suppliers of items to be attached thereto unless directed otherwise by these specifications.

3. 4. Voids in sleeves, inserts and anchor bolt slots shall be filled temporarily with a readily removable material to prevent entry of concrete into the voids.

03 30 00 - 8 CAST-IN-PLACE CONCRETE
B. Edge Forms and Screed Strips for Slabs: Set edge forms or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in finished slab surface. Provide and secure units sufficiently strong to support types of screed strips by use of strike-off templates or accepted compacting type screeds.

C. Do not install sleeves in any concrete member except where shown on the structural drawings or approved by the Engineer.

D. Securely fasten embedded plates, angles, anchor rods and other items to be built into the concrete to the formwork or hold in place with templates. Insertion of these items into concrete after concrete placement is prohibited.

3.03 CONDUITS AND PIPES EMBEDDED IN CONCRETE
A. Slabs-on-Grade:

1. No pipe or conduit exceeding 1 inch outside diameter shall be embedded within the specified slab thickness except as specifically detailed.

2. Do not stack or abut pipes, maintain 3 inches minimum clearance.

B. Sleeving and Wrapping:

1. Foundations: Sleeve or wrap all individual pipe penetrations, minimum 1-1/2 inches clear to reinforcing all around.
a. Sleeves: PVC. Provide 1 inch minimum clear all around O.D. pipe to I.D sleeve, UNO at ends, fill void space with mastic or plastic bituminous cement.
b. Wrapped Vertical Pipes: Provide 1/8 inch nominal sheet foam with three wraps minimum, UNO.
c. Wrapped Horizontal Pipes: Provide 1/8 inch nominal sheet foam with eight wraps minimum, UNO.
d. Underground Fire Lines 4” and Larger: At sleeves provide 2 inch minimum clear all around O.D. pipe to I.D sleeve. At wrapped pipes, provide 1/8 inch nominal sheet foam with sixteen wraps minimum.

2. Slabs or Curbs: Wrap pipes as described above.

C. Space groups of pipes/conduits at least 3 sleeve diameters apart, do not interrupt specified concrete and reinforcement.

1. Provide block-outs as detailed when grouping of pipes/conduits in foundation or other structural member prevents spacing as described. Notify Architect/Engineer for review of any conditions not conforming to details.

2. Center pipe/conduit penetrations in the depth and/or thickness of foundations.

3. Maximum size of pipe/conduit penetrations shall not exceed the least dimension of concrete divided by 3.

D. Provide the following at pipes/conduits detailed to be embedded in a concrete beam, wall or column:

1. Place as near as possible to center of member with reinforcing as specified on each side.

2. Where reinforcing is located near or at center of member, place pipe or conduit 1 inch minimum clear from reinforcing and provide #3 at 12 inches on center perpendicular to the pipe/conduit. Reinforcing to extend 12 inches minimum past pipe/conduit each side.

3. Maintain ¾ inch clear minimum from added reinforcing to face of concrete where not exposed to weather and 1-1/2 inches clear where exposed to weather.

4. Space embedded items (groups of pipe/conduit, junction boxes or other elements) minimum 3 inches apart.

03 30 00 - 9 CAST-IN-PLACE CONCRETE

5. Provide reinforcing in walls, beams, columns as detailed for groups of pipe/conduit. Provide minimum replacement reinforcement of same size and number for interrupted or displaced reinforcement for the full height, length, width of the wall, beam, and/or column on each side of the “effective opening.”

3.04 MIXING
A. Mixing of concrete must conform to Section 90-1.02G of the State of California Department of Transportation Standard Specifications.

3.05 WEATHER REQUIREMENTS
A. Do not mix or place when atmospheric temperature is below 40 degrees F. or when conditions indicate temperature will fall below 40 degrees within 72 hours.

Reinforcement, forms, and ground which concrete will contact shall be completely free of frost. Keep concrete and formwork at a temperature not less than 50 degrees F. for not less than 72 hours after pouring.

B. When temperature is above 80 degrees F. Contractor shall take precautions to insure that rebar temperature does not exceed ambient temperature.

C. Temperature of concrete at time of placing shall not be less than 50 degrees F. and not more than 85 degrees F.

3.06 CONVEYING AND PLACING
A. Conveying and placing of concrete must conform to Section 51-1.03D of the State of California Department of Transportation Standard Specifications.

3.07 CURING
A. Curing of concrete must conform to Section 51-1.03H of the State of California Department of Transportation Standard Specifications.

3.08 CONCRETE FINISHES
A. Contractor shall be responsible for setting deck elevation control points including all camber allowances not closer together than approximately 8 feet longitudinally and 24 feet transversely from the bridge centerline. Calculate and submit deck elevation control points to the Engineer for review.

B. Concrete finishes must conform to Section 51-1.03F of the State of California Department of Transportation Standard Specifications.

C. The Contractor shall be responsible for testing the surface smoothness of the completed roadway concrete surfaces of structures and approach slabs and the adjacent 50 feet of approach pavement in conformance with California Test 547.

Submit the test results to the Engineer for review. If directed by the Engineer, grind and groove those portions of completed deck surfaces and approach slabs so directed. Grinding and grooving must comply with Section 42 of the State of California Department of Transportation Standard Specifications.

D. The Contractor shall be responsible for testing the surface skid resistance of the completed roadway concrete surfaces of structures in conformance with California Test 342. Submit the test results to the Engineer for review. If directed by the

03 30 00 - 10 CAST-IN-PLACE CONCRETE
Engineer, grind and groove those portions of completed deck surfaces and approach slabs so directed. Grinding and grooving must comply with Section 42 of the State of California Department of Transportation Standard Specifications.

E. The Contractor shall clean the surface of completed roadway concrete surfaces for the Engineer to measure surface crack intensity after curing and before falsework release. If directed by the Engineer, Contractor shall treat the deck with methacrylate resin under Section 60-3.03B and Section 51-1.01D(3)(b)(iv) of the State of California Department of Transportation Standard Specifications.

3.09 PROTECTION
A. Protect from injurious action of elements and defacement of any nature during operations.

3.10 PATCHING AND CLEANING
A. After forms are removed, remove projecting fins, bottles, form ties, nails, etc. not necessary for the work or cut back one inch from the surface. Joint marks and fins in exposed work shall be smoothed off and cleaned as directed by the Architect.

B. Repair defects in concrete work as directed by the Engineer. Chip voids and stone pockets to a depth of one inch or more as required to remove all loose material.

Voids, surface irregularities, chipped areas, etc., shall be filled by patching, gunite or rubbing, as directed by the Architect. Repaired surfaces shall duplicate appearance of unpatched work.

C. Clean exposed concrete surfaces and adjoining work stained by leakage of concrete to approval of Architect.

3.11 CLEANUP
A. In addition to the requirements of Supplementary General Conditions, clean up all concrete and cement work on completion of this portion of the work, except protective coatings or building papers shall remain until floors have completely cured or until interior partitions are to be installed.

3.12 GROUTING
A. Aesthetic Enhancement base plates: The grout shall be mixed and placed in strict accordance with manufacturer's instructions. Care shall be taken in the grouting to ensure that there are no voids or air pockets, and that there is full bearing between the base plates and the grout.

3.13 CONCRETE SURFACE REPAIRS
A. Inspect all concrete surfaces immediately upon formwork removal. Notify Engineer of identified minor defects. Repair all minor defects as directed.

B. Surface and Finish Defects: Repair as directed by the Engineer, at no added expense to the Owner. Repairs include all necessary materials; reinforcement grouts, dry pack, admixtures, epoxy and aggregates to perform required repair.

1. Repair minor defective surface defects by use of drypack and surface grinding. Specific written approval of Engineer is required. Submit proposed

03 30 00 - 11 CAST-IN-PLACE CONCRETE
patching mixture and methods for approval prior to commencing work.

2. Grind high spots, fins or protrusions caused by formwork; Fill-in pour joints, voids, rock pockets, tie holes and other void not impairing structural strength.

Provide surfaces flush with surrounding concrete.

3.14 DEFECTIVE CONCRETE
A. Defective Concrete: Concrete not conforming to required compressive strength, lines, details, dimensions, tolerances, finishes or specified requirements; as determined by the Engineer.

B. Repair or replacement of defective concrete will be determined by the Engineer who may order additional testing and inspection at his option. The cost of additional testing shall be borne by Contractor when defective concrete is identified.

C. Specific Defects:

1. "Low-Strength"; Concrete Not Meeting Specified Compressive Strength after 28 days:
a. In accordance with Section 90-1.01D(5) of the State of California Department of Transportation Standard Specifications.

2. Concrete not meeting the maximum allowable drying shrinkage requirements:

Complete removal and replacement of defective concrete, as directed by the Engineer.

3. Excessive Shrinkage, Cracking, Crazing or Curling; Defective Finish:

Remove and replace if repair to acceptable condition is not feasible.

4. Lines, Details, Dimensions, Tolerances: Remove and replace if repair to acceptable condition is not feasible.

5. Slab sections not meeting specified tolerances for trueness/flatness or lines/levels: Remove and replace unless otherwise directed by the Engineer.

6. Defective work affecting the strength of the structure or the appearance:

Complete removal and replacement of defective concrete, as directed by the Engineer.

7. Concrete in which defective or inadequate reinforcing steel has been placed:

Complete removal and replacement of defective concrete, as directed by the Engineer.

3.15 FIELD QUALITY CONTROL
A. Inspections: The Owner's agent will perform inspections shown on the contract drawings.

B. Sampling and Testing: The Owner's agent will perform sampling and testing shown on the contract drawings.

C. Test Results: Test results shall be reported in writing to Engineer and Contractor within 7 days after tests are made. Test results of less than .6 fc' at 7 days and less than fc' at 28 days shall be reported in writing to the Engineer and Contractor within 48 hours after tests are made. Reports of compressive strength tests shall contain the project identification name and number, date of concrete placement, name of concrete testing services, concrete type and class, location of concrete batch in structure, design compressive strength at 28 days, concrete mix proportions and materials; compressive breaking strength and type of break for both 7-day tests and 28-day tests. Strength level of concrete will be considered satisfactory if the averages of sets of three consecutive strength test results equal or exceed specified compressive strength, and no individual strength test result falls below the specified compressive strength by more than 500 psi. Concrete batch plant weight tags shall

03 30 00 - 12 CAST-IN-PLACE CONCRETE
be collected at the site and submitted to the Engineer.

When the strength of field-cured cylinders is less than 85% of companion laboratorycured cylinders, evaluate current operations and provide corrective procedures for protecting and curing in-place concrete.

D. Additional Tests: The Owner's agent will make additional tests of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure, as directed by Engineer. Owner's agent may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C42, or by other methods as directed. Contractor shall pay for such tests conducted, other additional testing as may be required, and cost of repairing areas of structure tested when unacceptable concrete is verified.

END OF SECTION

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SUBMITTAL REVIEW 03 30 50 - 1 UTILITY CAST-IN-PLACE CONCRETE SECTION 03 30 50

UTILITY CAST-IN-PLACE CONCRETE
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor necessary to furnish and place ready-mix cast-in-place concrete, and shall form, mix, place, consolidate, finish, cure, repair and perform all appurtenant work necessary to produce finished concrete complete in place as shown on the Drawings and as specified herein.

1.03 RELATED SECTIONS
A. Section 33 39 00, Precast Concrete Maintenance Holes.

B. Section 32 13 00, Concrete Surface Improvements.

C. Section 03 60 00, Grout
D. Division 1, General Requirements

1.04 REFERENCES
A. Federal Specifications and Standards:

1. PS 1, U.S. Product Standard for Concrete Forms, Class I.

2. PS 20, U.S. Product Standard for American Softwood Lumber.

3. UU-B-790A (Int. Amd.), Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellant and Fire Resistant).

B. State of California, Department of Transportation (Caltrans), Standard Specifications 2023 Edition:

1. Section 51, Concrete Structures.

2. Section 52, Reinforcement.

3. Section 73, Concrete Curbs and Sidewalks.

C. Commercial Standards:

1. ACI 301, Specifications for Structural Concrete for Buildings.

2. ACI 315, Details and Detailing of Concrete Reinforcement.

3. ACI 318, Building Code Requirements for Reinforced Concrete. 102% Page 665 of 1482

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SUBMITTAL REVIEW 03 30 50 - 2 UTILITY CAST-IN-PLACE CONCRETE

4. ACI 347, Recommended Practice for Concrete Formwork.

5. ASTM A 185, Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement.

6. ASTM A 615, Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

7. ASTM C 31, Practice for Making and Curing Concrete Test Specimens In the Field.

8. ASTM C 33, Specification for Concrete Aggregates.

9. ASTM C 39, Test Method for Compressive Strength of Cylindrical Concrete Specimens.

10. ASTM C 94, Specification for Ready-Mixed Concrete.

11. ASTM C 143, Test Method for Slump of Hydraulic Cement Concrete.

12. ASTM C 150, Specification for Portland Cement.

13. ASTM C 309, Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

14. ASTM C 494, Specification for Chemical Admixtures for Concrete.

15. ASTM C 1077, Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation.

16. ASTM D 1751, Specification for Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types).

17. AWS D1.4, Structural Welding Code - Reinforcing Steel.

18. CRSI MSP-1, Concrete Reinforcing Steel Institute Manual of Standard Practice.

19. UBC, Uniform Building Code.

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

B. Mix Designs: A list of pre-approved ready-mix designs are on file in the Engineer’s office. If the Contractor does not use one of the pre-approved designs prior to beginning the concrete work, the Contractor shall submit to the Engineer, for review, preliminary concrete mix designs which shall show the proportions and gradations of all materials proposed for each class and type of concrete specified herein. Each mix design shall be accompanied by a Certificate of Compliance to these specifications.

C. Delivery Tickets: The Contractor shall provide delivery tickets at the time of delivery of each load of concrete. Each delivery ticket shall be accompanied by batch tickets automatically produced by the batching equipment, indicating quantities of each ingredient. Each delivery ticket shall, in addition, state the mix number, total yield in cubic yards, date and the time of day, to the nearest minute, corresponding to when the batch was loaded, when it was dispatched, when it arrived at the job, and the time that unloading began.

1.06 CONSTRUCTION TOLERANCES
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SUBMITTAL REVIEW 03 30 50 - 3 UTILITY CAST-IN-PLACE CONCRETE A. The Contractor shall set and maintain concrete forms and perform finishing operations so as to ensure that the completed WORK is within the tolerances shown on the Drawings and as specified herein. Surface defects and irregularities are defined as finishes and are to be distinguished from tolerances. Permissible deviations for cast-in-place concrete structures shall not exceed + 1/4-inch.

PART 2 - PRODUCTS

2.01 FORM AND FALSEWORK MATERIALS
A. Except as otherwise expressly accepted by the Engineer, all lumber brought on the job site for use as forms, shoring, or bracing shall be new material.

B. Materials for concrete forms, formwork and falsework shall conform to the following requirements:

1. Lumber shall be Douglas Fir or Southern Pine, construction grade or better, in conformance with U.S. Product Standard PS 20.

2. Plywood for concrete formwork shall be new, waterproof, synthetic resin bonded, exterior type Douglas Fir or Southern Pine plywood manufactured especially for concrete formwork and shall conform to the requirements of PS 1 for Concrete Forms, Class I, and shall be edge sealed.

3. Form materials shall be metal, wood, plywood, or other approved material that will not adversely affect the concrete and will facilitate placement of concrete to the shape, form, line, and grade shown. Metal forms shall be an approved type that will accomplish such results.

2.02 FORM TIES
A. Form ties shall be provided with a plastic cone or other suitable means for forming a conical hole to insure that the form tie may be broken off back of the face of the concrete. The maximum diameter of removable cones for rod ties, or of other removable form-tie fasteners having a circular cross-section, shall not exceed 1-1/2 inches; and all such fasteners shall be such as to leave holes of regular shape for reaming. Form Ties shall be Burke Penta-Tie System, Richmond Snap-Tys, or equal.

2.03 REINFORCING STEEL
A. General: All reinforcing steel for all cast-in-place reinforced concrete construction shall conform to the following requirements:

1. Bar reinforcement shall conform to ASTM A 615 for Grade 60 Billet Steel Reinforcement with supplementary requirement S-1, or as otherwise shown.

2. Welded wire fabric reinforcement shall conform to ASTM A 185 and the details shown.

B. Accessories:

1. Accessories shall include all necessary chairs, slab bolsters, concrete blocks, tie wires, dips, supports, spacers and other devices to position reinforcement during concrete placement. Wire bar supports shall be CRSI Class 1 for 102% Page 667 of 1482

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SUBMITTAL REVIEW 03 30 50 - 4 UTILITY CAST-IN-PLACE CONCRETE maximum protection with a 1/8 inch minimum thickness of plastic coating which extends at least 1/2 inch from the concrete surface. Plastic shall be gray in color.

2. Concrete blocks (dobies), used to support and position reinforcing steel, shall have the same or higher compressive strength as specified for the concrete in which it is located. Wire ties shall be embedded in concrete block bar supports.

2.04 CONCRETE MATERIALS
A. Ready-mix concrete shall conform to the requirements of ASTM C 94.

B. Admixtures: Admixtures shall be used in accordance with manufacturer's printed recommendations.

1. Calcium Chloride: Calcium chloride will not be permitted to be used in concrete, unless specifically approved by the Engineer.

2.05 CURING MATERIALS
A. Materials for curing concrete shall be in conformance with Section 32 13 00, "Concrete Surface Improvements."

2.06 DESIGN
A. Concrete Design Requirements:

1. General: A list of pre-approved ready-mix designs are on file in the Engineer’s office. Any other mix design must be approved by the Engineer. Concrete shall be composed of cement, admixtures, aggregates, and water. These materials shall be of the qualities specified. In general, the mix shall be designed to produce a concrete capable of being deposited so as to obtain maximum density and minimum shrinkage and, where deposited in forms, to have good consolidation properties and maximum smoothness of surface.

The proportions shall be changed whenever necessary or desirable to meet the required results at no additional cost to the City or County. All changes shall be subject to review by the Engineer.

2. Compressive Strength and Cement Content: The minimum compressive strength and cement content of concrete shall be not less than that specified in the following tabulation.

Class of
Concrete Min.
28-Day
Compressive
Strength (psi)
Caltrans
Class
Aggregate
Size
Minimum Cement
per cu yard
(pounds)
3000 2 1 inch x No. 4 590
3000 3 1 inch x No. 4 505
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SUBMITTAL REVIEW 03 30 50 - 5 UTILITY CAST-IN-PLACE CONCRETE 2000 4 1 inch x No. 4 420
3500 1 1 inch x No. 4 675
The Contractor is cautioned that the limiting parameters specified above are NOT a mix design. Additional cement or water reducing agent may be required to achieve workability demanded by the Contractor’s construction methods and aggregates. The Contractor is responsible for any costs associated with furnishing concrete with the required workability.

3. Cement: Type II cement is acceptable for all cast-in-place concrete.

2.07 CONSISTENCY
A. The consistency of the concrete in successive batches shall be determined by slump tests in accordance with ASTM C 143. Unless otherwise specified, the slump for all concrete shall be in accordance with the City’s Standard Detail G-6.

B. Retempering of concrete will not be permitted.

2.08 MIXING AND TRANSPORTING
A. Mixing and transporting shall be in conformance with Section 32 13 00 “Concrete Surface Improvements” City Standard Specifications. All concrete shall be mixed in mechanically operated mixers.

B. Ready-mixed concrete shall meet the requirements as to materials, batching, mixing, transporting and placing as specified herein and in accordance with ASTM C 94, including the supplementary requirements specified herein.

C. Ready-mixed concrete shall be delivered to the site of the work, and discharge shall be completed within one and one-half hours after the addition of the cement to the aggregates or before the drum has been revolved 250 revolutions, whichever is first.

D. Truck mixers shall be equipped with electrically-actuated counters by which the number of revolutions of the drum or blades may be readily verified. The counter shall be of the resettable, recording type, and shall be mounted in the driver's cab.

The counters shall be actuated at the time of starting mixers at mixing speeds.

E. Each batch of concrete shall be mixed in a truck mixer for not less than 70 revolutions of the drum or blades at the rate of rotation designated by the manufacturer of equipment. Additional mixing, if any, shall be at the speed designated by the manufacturer of the equipment as agitating speed. All materials including mixing water shall be in the mixer drum before actuating the revolution counter for determining the number of revolution of mixing.

F. Each batch of ready-mixed concrete delivered at the job site shall be accompanied 102% Page 669 of 1482

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SUBMITTAL REVIEW 03 30 50 - 6 UTILITY CAST-IN-PLACE CONCRETE by a delivery ticket furnished to the Engineer.

G. The use of non-agitating equipment for transporting ready-mixed concrete will be allowed only with written approval of the Engineer.

PART 3 - EXECUTION

3.01 GENERAL
A. All cast-in-place concrete shall be constructed in accordance with the Drawings.

3.02 GENERAL FORMWORK REQUIREMENTS
A. Forms to confine the concrete and shape it to the required lines shall be used wherever necessary. The Contractor shall assume full responsibility for the adequate design of all forms, and any forms which are unsafe or inadequate in any respect shall promptly be removed from the WORK and replaced at the Contractor’s expense. All design, construction, maintenance, preparation and removal of forms shall be in conformance with Section 51-1.05, “Forms,” of the Caltrans Standard Specifications; ACI 347; and the requirements specified herein.

B. All forms shall be true in every respect to the required shape and size, shall conform to the established alignment and grade, and shall be of sufficient strength and rigidity to maintain their position and shape under the loads and operations incident to placing and vibrating the concrete.

3.03 REINFORCEMENT
A. General: All reinforcing steel, welded wire fabric and other appurtenances shall be fabricated and placed in accordance with the requirements of the Uniform Building Code, the Drawings and the supplementary requirements specified herein.

B. Fabrication:

1. General: Reinforcing steel shall be accurately formed to the dimensions and shapes shown, and the fabricating details shall be prepared in accordance with ACI 315 and ACI 318, except as modified by the Drawings.

2. Bending or Straightening: Reinforcement shall not be straightened or rebent in a manner which will injure the material.

C. Placing:

1. Reinforcing steel shall be accurately positioned as shown, and shall be supported and wired together to prevent displacement, using annealed iron wire ties or suitable clips at intersections.

2. Tie wires shall be bent away from the forms in order to provide the specified concrete coverage.

3. Unless otherwise specified, reinforcement placing tolerances shall be within the limits specified in Section 7.5 of ACI 318 except where in conflict with the requirements of the Uniform Building Code.
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4. The minimum spacing requirements of ACI 318 shall be followed for all reinforcing steel.

5. Welded wire fabric placed over the ground shall be supported on wired concrete blocks (dobies) spaced not more than 3 feet on centers in any direction. The construction practice of placing welded wire fabric on the ground and hooking into place in the freshly placed concrete will not be allowed.

D. Splicing:

1. General: Reinforcement bar splices shall be of the character acceptable to the Engineer.

2. Splices of Reinforcement:
a. The length of lap for reinforcement bars, unless otherwise shown, shall be in accordance with ACI 318.
b. Laps of welded wire fabric shall be in accordance with the ACI 318.

Adjoining sheets shall be securely tied together with No. 14 tie wire, one tie for each 2 running feet. Wires shall be staggered and tied in such a manner that they cannot slip.

E. Cleaning and Protection:

1. The surfaces of all reinforcing steel and other metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar and other foreign substances immediately before the concrete is placed. Where there is delay in depositing concrete, reinforcing shall be reinspected and, if necessary, recleaned.

3.04 PREPARATION OF SURFACES FOR PLACING CONCRETE
A. General: Earth surfaces shall be thoroughly wetted by sprinkling, prior to the placing of any concrete, and these surfaces shall be kept moist by frequent sprinkling up to the time of placing concrete thereon. The surface shall be free from standing water, mud and debris at the time of placing concrete.

B. Joints in Concrete: Hardened concrete surfaces upon or against which concrete is to be placed, are defined as construction joints. The surfaces of horizontal joints shall be given a compacted, roughened surface to a minimum 1/4-inch amplitude for good bond. Before new concrete is placed, the joint surfaces shall be cleaned of all laitance, loose or defective concrete and foreign material. Any water shall be removed from the surface of construction joints before the new concrete is placed.

C. Placing Interruptions: Interruptions in placing concrete will not be allowed without the written approval of the Engineer. The Contractor shall submit its purposed method of joint construction to the Engineer for review. When interruption of concrete placement operations has been approved the working face shall be given a shape by the use of forms or other means, that will secure proper union with subsequent work.

D. Embedded Items: All reinforcement, anchor bolts, sleeves, inserts and similar items shall be set and secured in the forms where shown on the Drawings or by shop 102% Page 671 of 1482

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SUBMITTAL REVIEW 03 30 50 - 8 UTILITY CAST-IN-PLACE CONCRETE drawings and shall be acceptable to the Engineer before any concrete is placed.

Accuracy of placement is the responsibility of the Contractor.

E. No concrete shall be placed in any structure until all water entering the space to be filled with concrete has been properly cut off or has been diverted by pipes, or other means, and carried out of the forms, clear of the work. No concrete shall be deposited underwater nor shall the Contractor allow still water to rise on any concrete until the concrete has attained its initial set. Water shall not be permitted to flow over the surface of any concrete in such manner and at such velocity as will injure the surface finish of the concrete. Pumping or other necessary dewatering operations for removing ground water, shall be the responsibility of Contractor.

F. Anchor bolts shall be accurately set and shall be maintained in position by templates while being embedded in concrete.

3.05 PLACING
A. General: Placing of concrete shall conform to the applicable requirements of Section 40-1.03F, “Placing Concrete,” of the Caltrans Standard Specifications and the requirements of this Section.

B. Non-Conforming Work or Materials: All concrete which does not to conform to the requirements of this Section shall be removed from the work.

C. Placement in Wall Forms:

1. Concrete shall not be dropped through reinforcing steel into any deep form. In such cases, hoppers and, if necessary, vertical ducts of canvas, rubber or metal shall be used for placing concrete. In no case shall the free fall of concrete exceed 4 feet below the ends of ducts, chutes or buggies. Concrete in forms shall be deposited in uniform horizontal layers not deeper than 2 feet and care shall be taken to avoid inclined layers. Each layer shall be placed while the previous layer is still soft.

2. The surface of the concrete shall be level whenever a run of concrete is stopped.

D. Temperature of Concrete: The temperature of concrete when it is being placed shall be in conformance with Section 32 13 00 “Concrete Surface Improvements” City Standard Specifications.

3.06 PUMPING OF CONCRETE
A. General: If the pumped concrete does not produce satisfactory end results as determined by the Engineer, the Contractor shall discontinue the pumping operation and proceed with the placing of concrete using conventional methods.

3.07 CONSOLIDATION
A. As concrete is placed in the forms or in excavations, it shall be thoroughly settled and 102% Page 672 of 1482

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3.08 FINISHING CONCRETE SURFACES
A. General: Exposed surfaces shall be free from fins, bulges, ridges, offsets, honeycombing, or roughness of any kind, and shall present a finished, smooth, continuous hard surface.

B. Formed Surfaces: No treatment is required after form removal except for curing, repair of defective concrete and treatment of surface defects.

C. Unformed Surfaces: After proper and adequate vibration and tamping, all exposed un-formed surfaces of pads, slabs and floors, shall be brought to a uniform surface with suitable tools. The finish for all unformed concrete surfaces shall be a soft broom finish.

3.09 CURING
A. General: All exposed concrete top surfaces of pads, shall be cured in conformance with Section 32 13 00, "Concrete Surface Improvements."

3.10 PROTECTION
A. The Contractor shall protect all concrete against injury until final acceptance by the City.

B. Holes left by form-tying and other minor imperfections as defined herein shall be repaired in an approved manner with cement grout in conformance with Section 03 60 00, "Grout."

END OF SECTION
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SUBMITTAL REVIEW 03 60 00 - 1 GROUT
SECTION 03 60 00
GROUT
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor necessary to furnish and place grout and shall form, mix, place, cure, repair, finish, and do all other work as necessary to produce finished grout as shown on the Drawings and as specified herein.

B. The following types of grout shall be covered in this Section:

1. Non-Shrink Grout: Non-Shrink grout is to be used unless another type is specifically referenced or as shown on the Drawings.

2. Epoxy Grout

3. Cement Grout
C. Cement grout for pressure grouting around steel casing pipes shall be in conformance with Section 33 05 23, “Steel Casing Boring and Jacking.”

1.03 RELATED SECTIONS
A. Section 03 30 50, Utility Cast-In-Place Concrete.

1.04 REFERENCES
A. Specifications, codes, and standards shall be as specified in Section 033050, "Utility Cast-in-Place Concrete," and as referred to herein.

B. Commercial Standards:

1. ASTM C 109, Building Code Requirements for Reinforced Concrete.

2. ASTM C 531, Test Method for Linear Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant Mortars, Grouts, and Monolithic Surfacings.

3. ASTM C 579, Test Methods for Compressive Strength of Chemical-Resistant Mortars, Grouts, and Monolithic Surfacings.

4. ASTM C 827, Test Method for Change in Height of Early Ages of Cylindrical Specimens from Cementitious Mixtures.
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5. ASTM D 696, Test Method for Coefficient of Linear Thermal Expansion of Plastics.

6. CRD-C 621, Corps of Engineers Specification for Non-shrink Grout.

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

PART 2 - PRODUCTS

2.01 PREPACKAGED GROUTS
A. Non-Shrink Grout

1. Non-shrink grout shall be a prepackaged, inorganic, non-gas-liberating, nonmetallic, cement- based grout requiring only the addition of water.

Manufacturer's instructions shall be printed on each bag or other container in which the materials are packaged. The specific formulation for each class of non-shrink grout specified herein shall be that recommended by the manufacturer for the particular application.

2. Class A non-shrink grouts shall have a minimum 28-day compressive strength of 5000 psi; shall have no shrinkage (zero percent) and a maximum 4.0 percent expansion in the plastic state when tested in accordance with ASTM C 827; and shall have no shrinkage (zero percent) and a maximum of 0.2- percent expansion in the hardened state when tested in accordance with CRD C 621.

3. Class B non-shrink grouts shall have a minimum 28-day compressive strength of 5000 psi and shall meet the requirements of CRD C 621.

4. Application:
a. Class A non-shrink grout shall be used for the repair of all holes and defects in concrete members which are water bearing or in contact with soil or other fill material, grouting under all equipment base plates, and at all locations where grout is specified; except, for those applications for Class B non-shrink grout and epoxy grout specified herein. Class A non-shrink grout may be used in place of Class B nonshrink grout for all applications. b. Class B non-shrink grout shall be used for the repair of all holes and defects in concrete members which are not water-bearing and not in contact with soil or other fill material.

B. Epoxy Grout:

1. Epoxy grout shall be a pourable, non-shrink, 100-percent solids system. The epoxy grout system shall have 3 components: resin, hardener, and specially blended aggregate, all premeasured and prepackaged. The resin component shall not contain any non-reactive diluents. Resins containing butyl glycidyl ether (BGE) or other highly volatile and hazardous reactive diluents are not 102% Page 675 of 1482

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acceptable. Variation of component ratios is not permitted unless specifically recommended by the manufacturer. Manufacturer's instructions shall be printed on each container in which the materials are packaged.

2. The chemical formulation of the epoxy grout shall be that recommended by the manufacturer for the particular application.

3. The mixed epoxy grout system shall have a minimum working life of 45 minutes at 75 degrees F.

4. The epoxy grout shall develop a compressive strength of 5000 psi in 24 hours and 10,000 psi in 7 days when tested in accordance with ASTM C 579, Method B. There shall be no shrinkage (zero percent) and a maximum 4.0 percent expansion when tested in accordance with ASTM C 827.

5. Application: Epoxy grout shall be used to embed all anchor bolts and reinforcing steel required to be set in grout, and for all other specified applications.

2.02 CEMENT GROUT
A. Cement Grout: Cement grout shall be composed of one part cement, 3 parts sand, and the minimum amount of water necessary to obtain the desired consistency.

Where needed to match the color of adjacent concrete, white portland cement shall be blended with regular cement as needed. The minimum compressive strength at 28 days shall be 4000 psi.

B. Cement shall be as specified in Section 03 30 50, "Utility Cast-in-Place Concrete."

2.03 CONSISTENCY
A. The consistency of grouts shall be that necessary to completely fill the space to be grouted for the particular application. Dry pack consistency is such that the grout is plastic and moldable but will not flow. Where "dry pack" is specified, it shall mean a grout of that consistency; the type of grout to be used shall be as specified herein for the particular application.

2.04 MEASUREMENT OF INGREDIENTS
A. Measurements for cement grout shall be made accurately by volume using appropriate containers. Shovel measurement will not be allowed.

B. Prepackaged grouts shall have ingredients measured by means recommended by the manufacturer.

PART 3 - EXECUTION

3.01 GENERAL
A. All surface preparation, curing, and protection of cement grout shall be as specified in 102% Page 676 of 1482

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Section 03 30 50, "Utility Cast-in-Place Concrete." The finish of the grout surface shall match that of the adjacent concrete.

B. The manufacturer of Class A non-shrink grout and epoxy grout shall provide on-site technical assistance upon request.

C. All mixing, surface preparation, handling, placing, consolidation and other means of execution for prepackaged grouts shall be done according to the printed instructions and recommendations of the manufacturer.

3.02 CONSOLIDATION
A. Grout shall be placed in such a manner, for the consistency necessary for each application, so as to assure that the space to be grouted is completely filled.

END OF SECTION
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SECTION 05 12 00

STRUCTURAL STEEL AND MISCELLANEOUS IRON
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The work included under this section consists of furnishing all material, supplies, equipment, tools, transportation, and facilities, and performing all labor and services necessary for, required in connection with or properly incidental to furnishing, fabricating, priming, painting, and erecting structural steel and miscellaneous iron complete in place, as described in this section of the specifications, shown on the accompanying drawings, or reasonably implied therefrom, except as hereinafter specifically excluded.

B. Structural steel and miscellaneous iron must conform to Section 75 of the State of California Department of Transportation Standard Specifications. In the event of conflicts between the State of California Department of Transportation Standard Specifications and these specifications, the State of California Department of Transportation Standard Specifications shall prevail as directed by the Engineer.

C. Work Included:

1. Sidewalk Joint Armor

2. Support Brackets for Water and Recycled Water Utilities

3. Furnishing all anchor bolts and base assemblies with nuts and washers.

4. Supervision of the placement of anchor bolt assemblies D. Related Work Specified Elsewhere:

1. Cast-in-place Concrete; Section 03 30 00

2. Placement of Anchor Bolts, Assemblies, and Embeds; Section 03 30 00

1.03 REFERENCE STANDARDS
A. The following is a list of reference standards referred to in this portion of the specification:

1. ASTM A6, “Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling”

2. ASTM A36, "Specification for Carbon Structural Steel"

3. ASTM A572, “Specification for High-Strength Low-Alloy ColumbiumVanadium Structural Steel”

4. ASTM A307, "Specification for Carbon Steel Bolts and Studs"

5. ASTM A325, “Specification for High Strength Structural Bolts and Assemblies, Steel and Alloy Steel, Heat Treated, Inch Dimensions 120 ksi, 144, ksi, and 150 ksi Minimum Tensile Strength, and Metric Dimensions 830 MPa and 1040 MPa Minimum Tensile Strength”

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6. ASTM A490, “Specification for High Strength Structural Bolts and Assemblies, Steel and Alloy Steel, Heat Treated, Inch Dimensions 120 ksi, 144, ksi, and 150 ksi Minimum Tensile Strength, and Metric Dimensions 830 MPa and 1040 MPa Minimum Tensile Strength”

7. ASTM F1554 “Specification for Anchor Bolts, Steel”

8. SSPC, "Systems and Specifications, Steel Structures Painting Manual Volume 2" by Steel Structures Painting Council.

9. California Building Code, current governing edition

1.04 QUALITY ASSURANCE
A. Codes and Standards: Comply with all Federal, State, and Local codes and safety regulations. In addition, the fabrication, priming, painting, and erection of structural steel shall comply with all the applicable provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified:

1. State of California Department of Transportation Standard Specifications, current governing edition.

2. "Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings" by the American Institute of Steel Construction, current edition.

3. "Codes of Standard Practice for Steel Buildings and Bridges" by said AISC, current edition.

4. A.W.S. "Structural Welding Code – Steel," D1.1, current edition.

5. "Specifications for Structural Joints using ASTM A325 or A490 bolts," current edition as approved by the Research Council on Riveted and Bolted Structural Joints of the Engineering Foundation, and endorsed by the AISC.

B. Qualifications: Welding processes and welding operators shall be qualified in accordance with AWS "Standard Qualification Procedure". Welders to be employed are to provide AWS certification for the type of welding necessary.

C. Mill Certificates: The Contractor shall provide Mill Certificates for structural steel and miscellaneous iron in accordance with the requirements of Part 1.05, "Submittals", of this specification section. When Mill Certificates cannot be provided, laboratory test reports shall be provided in accordance with the requirements of Part 1.05, "Submittals", of this specification section.

D. Sampling, Testing, and Inspection:

1. General:
a. All materials and work shall be subject to inspection at the mill, the fabricating shop, and at the construction site. Material or workmanship not complying fully with the drawings, and/or specifications will be rejected.
b. If the inspector, through oversight or otherwise, has accepted material or work which is defective or contrary to specifications, this material or work, regardless of state of completion, may be rejected.

2. Owner:
a. The Owner shall employ an independent testing agency as the Owner's agent to perform sampling, testing, and inspections as shown on the contact drawings and submit certified test results.

3. Contractor:
a. The Contractor shall cooperate with and notify Owner's agent at least 48 hours in advance of inspections required and shall supply samples,

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test pieces, and facilities for inspection without extra charge. b. The Contractor shall identify and tag each lot of fabricated steel to be shipped to the site by heat numbers in such a manner that it can be accurately identified at the job site.
c. The Contractor shall remove all unidentified steel received at the site.

1.05 SUBMITTALS
A. General Requirements

1. Submittals shall be made to Engineer in accordance with the requirements of Division 1, General Requirements of these specifications.

2. Construction, and fabrication or ordering of materials shall not begin until Contractor has received submittals reviewed by Engineer governing all aspects of the intended work.

B. Shop Drawings:

1. Shop drawings for steel fabrications shall be submitted for review.

2. Submittals shall include anchor bolt setting plans, erection drawings and fabrication drawings. Information shown on the shop drawings shall include, but not be limited to, the following:
a. Anchor bolt setting plans shall show layout, anchor bolts sizes and grades, embedment, and template construction.
b. Erection Drawings shall show layout, marking and position of each member, and field connections.
c. Fabrication Drawings shall show details of members, including sizes, grades, connections, spacing of bolts and welds, and the limits of paint applications.

3. Partial submittals shall be clearly identified by the Contractor.

4. The omissions from the shop and installation drawings of any materials shown on the Specifications shall not relieve the Contractor of the responsibility of furnishing and installing such materials, even though such drawings may have been returned and reviewed.

5. Shop drawings and calculations for temporary shoring and bracing shall be submitted for review. The shop drawings shall show layout, size of members and connection details. Calculations shall show all stresses in members and connections, from dead, live, and lateral loads in accordance with the requirements of the CBC current governing edition. Shop drawings and calculations for temporary shoring and bracing shall be stamped and signed by a civil or structural engineer registered in the State of California.

6. Contract drawings shall not be reproduced in whole or in part. Contract drawings modified into shop drawings will be returned without review.

7. Revised submittals shall have clear indications of revised or new information.

Clouding is an acceptable form of identification.

C. Mill Certificates:

1. The Contractor shall provide Mill Certificates for each grade of steel for each heat to be used on the project.

2. The Contractor shall provide Certificates of Compliance for welding materials and bolts to be used on the project.

3. Mill Certificates shall meet the requirements of AISC 360 and all applicable ASTM standards.

4. Mill Certificates shall be furnished with each lot of material shipped to the site and shall be signed by the Contractor which will serve to certify that all

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structural steel materials installed comply with specified requirements.

5. When Mill Certificates cannot be provided, the Contractor shall hire a professional testing laboratory to verify compliance of each type of material to be used and provide laboratory test reports. The cost of testing shall be paid for by the Contractor.

D. Laboratory Test Reports:

1. Laboratory test reports shall show the name of testing agency, date of testing, types of tests performed and shall be signed by a principal of the testing agency who is a registered civil engineer in the State of California.

2. When required by other portions of these specifications, laboratory test reports shall be submitted for each type of steel for each heat to show compliance with appropriate ASTM Standards and these specifications.

E. Welding Procedure Specifications:

1. Welding procedure specifications for all prequalified joints shall be submitted per AWS D1.1, 5.1.2 to the Engineer and reviewed prior to beginning fabrication. Non prequalified joints shall be qualified per AWS requirements.

PART 2 - PRODUCTS

2.01 MATERIAL
A. Materials must comply with the requirements of Section 75-1.02 of the State of California Department of Transportation Standard Specifications.

2.02 2.02 FABRICATION
A. Welding: Welding shall be by operators who are qualified by test as per AWS "Standard Qualification Procedure" to perform type of work required.

B. Galvanize miscellaneous metal materials in conformance with the requirements of Section 75-1.02B of the State of California Department of Transportation Standard Specifications.

C. Straightness (camber and sweep) Tolerance:

1. Unless otherwise noted, straightness tolerances shall be per ASTM A6.

2. Sweep tolerance for channels and angles: Maintain a maximum variation of 1/8” times the number of feet of total length divided by 5, unless alternate criteria is approved by the Engineer.

D. Painting:

1. Priming: Painting under this section is limited to priming. a. The prime coat shall be applied in the shop and touched up after erection. Anchor bolts and column assemblies 2 inches and more below finish floor shall be left unpainted. High strength bolted connections shall be left unpainted within 3" of connection. b. Paint shall be delivered to shop in original sealed containers marked with manufacturer's name and brand identification.
c. Use paint as prepared by the manufacturer without thinning or other admixture unless so stated by the manufacturer. Execute painting on a dry clean surface, free from rust, loose scale or grease. Do not do

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any painting in temperatures lower than 45 degrees F.

PART 3 - EXECUTION

3.01 WORKMANSHIP
A. The workmanship shall be in accordance with State of California Department of Transportation Standard Specifications and AISC Standard Specifications, and shall be of the highest quality found in contemporary structural work.

B. Shop fabricate to the greatest extent possible.

3.02 ERECTION
A. The Contractor will be responsible to erect structural steel and miscellaneous iron plumb and true to line and grade, in conformance with the AISC Code of Standard Practice.

B. Temporary Bracing and Shoring:

1. The Contractor shall temporarily brace the structural steel and miscellaneous iron in both directions and shall maintain vertical elements plumb until the final connections are complete.

2. The Contractor shall provide such temporary shoring and additional bracing of steel elements as required to adequately and safely support any or all loads imposed upon the structure during construction.

3. Submit shop drawings for temporary bracing and shoring in accordance with the requirements of Part 1.05 "Submittals", of this specification section.

C. Field Painting:

1. After erection, all field welds, field bolts and abraded or scratched surfaces shall be cleaned and given an additional spot coat of the same paint used for the shop coat. The entire work shall be left in a neat, clean and acceptable condition.

3.03 FIELD QUALITY CONTROL
A. Inspections: The Owner's agent will perform the inspections shown in the contract documents.

B. Contractor:

1. The Contractor shall hire the Engineer responsible for the design of temporary bracing and shoring to inspect the work as detailed on the reviewed shop drawings.

2. The Engineer responsible for design, temporary bracing and shoring shall write a letter to the Engineer certifying construction of temporary bracing and shoring is in accordance with the reviewed shop drawings, prior to start of construction requiring temporary bracing or shoring.

END OF SECTION

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SECTION 05 50 00

MISCELLANEOUS METALWORK
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide, all materials, labor, and equipment necessary to furnish and install miscellaneous metalwork and appurtenances to make a complete installation as shown on the Drawings and as specified herein.

1.03 RELATED SECTIONS
A. Section 02 21 13 Monuments.

B. Section 33 39 00 Precast Concrete Maintenance Holes and Inlets.

C. Section 09 90 00 Protective Coatings.

D. Section 33 12 00 Miscellaneous Piping, Valve Fittings, and Appurtenances.

E. Section 33 05 26 Piping Identification Systems.

1.04 REFERENCES
A. Federal Specifications:

1. QQ-F-461 C (1) Floor Plate, Steel, Rolled.

B. Commercial Standards:

1. AASHTO Standard Specifications for Highway Bridges.

2. AISC American Institute of Steel Construction -
Specifications, Manuals, Technical and Fabricator Publications, Design Guides.

3. AISI American Iron and Steel Institute - Documents.

4. ASTM A 36 Specification for Structural Steel.

5. ASTM A 48 Specification for Gray Iron Castings.

6. ASTM A 53 Specification for Pipe, Steel, Black and Hot-Dipped, ZincCoated Welded and Seamless.

7. ASTM A 123 Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.
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8. ASTM A 153 Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

9. ASTM A 307 Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength.

10. ASTM A 563 Specification for Carbon and Alloy Steel Nuts.

11. ASTM A 575 Specifications for Steel Bars, Carbon, Merchant Quality, MGrades.

12. ASTM B 98 Specification for Copper-Silicon Alloy Rod, Bar, and Shapes.

13. ASTM B 438 Specification for Sintered Bronze Bearings (OilImpregnated).

14. ANSI/AWS D1.1 Structural Welding Code - Steel.

15. NFPA 101 Life Safety Code.

16. AWS American Welding Society Handbook.

17. ANSI A13.1 Scheme for the Identification of Piping Systems.

1.1 CONTRACTOR SUBMITTALS
Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under thisSection.

Manufacturer’s product data sheets shall be submitted for all products and materials proposed to be used under this section.

Anchors: Wherever power-driven pins will be utilized for anchorage or support, complete information describing pin capacity, connections, and proposed use locations shall be furnished to the Engineer for review.

PART 2 - PRODUCTS

2.01 GENERAL REQUIREMENTS
A. Standard: All structural steel shapes, plates, bars, and their products shall conform to the requirements of ASTM A 36.

B. Corrosion Protection: Unless otherwise shown, miscellaneous metalwork of fabricated steel, which will be used in a corrosive environment and/or will be submerged in water/wastewater shall be coated in accordance with Section 09 90 00, "Protective Coating" and shall not be galvanized prior to coating. All other miscellaneous steel metalwork shall be hot-dip galvanized after fabrication as specified herein.

2.02 STORM WATER INLET FRAME AND GRATE
A. Frames and grates for street curb storm water inlets shall be in conformance with Caltrans Standard Plans D77A and D77B and shall be Type 600-13 Welded Steel Grate. Frames shall be heavy duty, boltable, HS-20 traffic loading, designed for bicycle use, and hot dip galvanized after fabrication.

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duty for non-traffic areas. Grate shall be boltable to frame and shall be HS-20 traffic loading for heavy duty grates, designed for bicycle use and hot-dip galvanized after fabrication. Frame and grate shall be Santa Rosa Model 1L, Welded Steel; Christy, U32-71RLD or U32-71RHD; Riveted steel, or equal.

C. Frames and grates or cover plates for field inlets with side openings shall be steel checker plate, light duty, grate or cover plate shall be bolted to frame, hot dipped galvanized after fabrication.

2.03 IRON CASTINGS
A. Iron castings shall conform to the requirements of ASTM A 48 unless otherwise shown.

B. Maintenance hole frame and covers shall be in conformance with Section 33 39 00, “Precast Concrete Maintenance Holes and Inlets.”
C. Monument frames and covers shall be in conformance with Section 02 21 13, “Monuments.”
D. Water frames and valve covers shall be in conformance with Section 33 12 00, “Miscellaneous Piping, Valves, Fittings and Appurtenances” E. New frames and covers for utility structures owned by other agencies shall be in conformance with the appropriate agency’s requirements.

2.04 SEAT ANGLES, SUPPORTS AND GUIDES
A. Seat angle supports, guides, and accessories shall be steel and of a size as shown, and hot-dip galvanized after fabrication.

2.05 BOLTS AND ANCHORS
A. Bolts and Nuts

1. Standard Service Bolts and Nuts: Except where otherwise shown or specified, all bolts, anchor bolts, nuts and washers, and cap screws shall be steel, galvanized after fabrication as specified herein. Threads on galvanized bolts and nuts shall be formed with suitable taps and dies such that they retain their normal clearance after hot-dip galvanizing. Except as otherwise specified herein, steel for bolts, anchor bolts, nuts and washers, and cap screws shall be in accordance with the requirements of ASTM A 307 Grade A or B, or threaded parts in conformance with the requirements of ASTM A 36.

2. Where required on the Drawings, stainless steel bolts, nuts, and washers shall be provided. Stainless steel bolts, and washers shall be Type 316 stainless steel, ungalvanized.

3. Fire Hydrant bolts and nuts shall be in conformance with Section 331219, “Fire Hydrants.”
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B. Buried Tie Rods: Buried tie rods and anchor bolts, and bolts for valve anchor blocks and pipeline thrust restraints shall be of Type 304 stainless steel.

C. Bolt Requirements:

1. The bolt and nut material shall be free-cutting steel.

2. The nuts shall be capable of developing the full strength of the bolts. Threads shall be Coarse Thread Series conforming to the requirements of the American Standard for Screw Threads. All bolts and cap screws shall have hexagon heads and nuts shall be Heavy Hexagon Series.

3. The length of all bolts shall be such that after joints are made up, each bolt shall extend through the entire nut, but in no case more than 1/2 inch beyond the nut.

D. Expanding-Type Anchors: Expanding-type anchors if shown or permitted, shall be steel expansion type Phillips Drill Company "Red Head" anchors, McCullock Industries "Kwick- Bolt," or equal. Lead calking anchors will not be allowed. Size shall be as shown. Expansion type anchors shall be galvanized steel. Submerged anchors shall be stainless steel, Type 316.

PART 3 - EXECUTION

3.01 FABRICATION AND INSTALLATION REQUIREMENTS
A. Fabrication and Erection: Except as otherwise shown, the fabrication and erection of structural steel shall conform to the requirements of the American Institute of Steel Construction "Manual of Steel Construction.

B. Welding:

1. Method: All welding shall be by the metal-arc method or gas-shielded arc method as described in the American Welding Society's "Welding Handbook" as supplemented by other pertinent standards of the AWS. Qualification of welders shall be in accordance with the AWS Standards governing same. No field weld shall be allowed.

2. Quality: In assembly and during welding, the component parts shall be adequately clamped, supported and restrained to minimize distortion and for control of dimensions. Weld reinforcement shall be as specified by the AWS Code. Upon completion of welding, all weld splatter, flux, slag, and burrs left by attachments shall be removed. Welds shall be repaired to produce a workmanlike appearance, with uniform weld contours and dimensions. All sharp corners of material which is to be painted or coated shall be ground to a minimum of 1/32 inch on the flat.

3.02 GALVANIZING
A. All structural steel plates shapes, bars and fabricated assemblies required to be galvanized shall, after the steel has been thoroughly cleaned of rust and scale, be galvanized in accordance with the requirements of ASTM A 123. Any galvanized part that becomes warped during the galvanizing operation shall be straightened. Bolts, 102% Page 686 of 1482

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anchor bolts, nuts and similar threaded fasteners, after being properly cleaned, shall be galvanized in accordance with the requirements of ASTM A 153. Field repairs to galvanizing shall be made using "Galvinox," "Galvo-Weld," or equal.

3.03 EXPANDING-TYPE ANCHORS
A. Drilled anchors shall be installed in strict accordance with the manufacturer's printed instructions. Holes shall be roughened with a brush on a power drill, cleaned and dry.

Drilled anchors shall not be installed until the concrete has reached the specified 28- day compressive strength.

3.04 PIPING IDENTIFICATION
A. All water system items shall be identified in conformance with Section 330526, "Piping Identification Systems."

END OF SECTION
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SUBMITTAL REVIEW 09 90 00 - 1 CORROSION PROTECTION
SECTION 09 90 00

CORROSION PROTECTION
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment and labor necessary to furnish and install the corrosion protection of all potable and recycled water lines, but not necessarily limited to, all surface preparation, pretreatment, coating application, touch-up of factory-coated surfaces, protection of surfaces not to be coated, cleanup, and all appurtenant work, complete in place, as specified herein.

B. The Contractor shall be responsible for compliance with EPA and DHS regulations for all products and materials, and use of all products and materials.

1.03 RELATED SECTIONS
A. NOT USED

1.04 REFERENCES
A. Commercial Standards:

1. ANSI/AWWA C105 Standard for Polyethylene Encasement for DuctileIron Piping for Water and Other Liquids.

2. ASTM C 309 Specification for Liquid Membrane - Forming Compounds for Curing Concrete.

3. AWWA C550 Standard for Protective Epoxy Interior Coatings for Valves and Hydrants.

4. NACE National Association of Corrosion Engineers.

5. NSF National Sanitation Foundation.

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section PART 2 - PRODUCTS

2.01 GENERAL
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SUBMITTAL REVIEW 09 90 00 - 2 CORROSION PROTECTION
A. Corrosion protection shall meet the requirements of these specifications and the special provisions and/or drawings. Where corrosion protection requirements for ferrous metal directly buried has not been specifically required on the plans or specified in detail, a mastic or tape coating shall be applied per manufacturer's recommendation. The determination of the type of coating to be applied in each instance shall be made by the City Engineer. Ferrous metal items to be protected shall include, but not be limited to, valves, fittings, service lines, reinforcing steel anchor rods, flexible couplings, bolts, and nuts, flanges, saddles, tapping sleeves, hydrant buries, and plugged end and blowoff assemblies. Mastic and tape coated ferrous metal shall also be protected with polywrap. All copper and brass parts (for example: water service lines) shall be isolated from contact with steel and cast iron mains by installation of an insulating bushing, coupling, union or flange. Copper piping or any copper or brass part shall not be permitted to contact steel or cast iron pipe at any point. If contact is unavoidable, the copper or brass part shall be mastic or tape coated. All cast iron, steel or other ferrous metal shall be insulated from any concrete structure, such as footings, anchor blocks, encasements or structure walls using mastic, tape coating or other specified coating system extending 6 inches beyond the concrete. All coatings shall be continuous and unbroken, pinhole and holiday free (continuous internal lining through the joint). Apply protective coatings over a properly prepared surface.

2.02 COATING SYSTEMS
A. Plastic Coating: This protective coating is a coal tar synthetic resin solvent release, cold applied coating.

B. Tape Coating: Tape coating shall be Protecto Wrap No. 200, 46 millmeter thickness applied with Protecto Wrap No. 1170 primer, or approved equal.

C. Polywrap: Polyethylene protective wrapping shall be 8 millimeter thick sheets.

D. Modified Resin Protective Coating System: This protective coating shall be either a combination of phenolic resins modified with a small quantity of liquid alkaline cured epoxy resin or an amine cured epoxy resin both containing the proper amounts of plasticizers, solvents and inert pigments. Coating shall be a high build type such as Plasite #7122 as manufactured by Wisconsin Protective Coating Company, Green Bay, Wisconsin; Amercoat #64/1603 as manufactured by Amercoat Corp., South Gate, California; Macor 447 M High Build, manufactured by Magna Corp., Santa Fe Springs, California; Scotchkote No. 302 as manufactured by Minnesota Mining & Manufacturing Co., or approved equal.

Certification of applicator: The contractor shall submit proof to the City Engineer that the applicator is currently certified by the coating manufacturer to be competent and proficient in the preparation and application of the coating to be used.

E. Coal Tar Epoxy Coating System: This coating system is a cold-applied catalyzedepoxy coating modified by combining coal tar pitch with the epoxy resin, plus solvents 102% Page 689 of 1482

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SUBMITTAL REVIEW 09 90 00 - 3 CORROSION PROTECTION
and pigments.

The coating material shall be "Target" (manufactured by Pittsburgh Coke and Chemical Company) or approved equal.

F. Fusion Epoxy Coating System: This lining and coating material shall be 100% dry powder epoxy resin as manufactured by Minnesota Mining & Manufacturing Co., "Scotchkote #103, #105, or #202"; Michigan Chrome and Chemical Co., "Micron #651"; or approved equal.

G. Anode stations shall be completely furnished and installed at the locations and in the manner shown on the drawings. The Contractor shall submit to the Engineer for approval details of the terminal installation. Magnesium anodes shall be of the size and type indicated on the drawings.

PART 3 - EXECUTION
A. Plastic Coating: The mastic coating may be applied with spray equipment or by hand with brush or rubber gloves. A two coat system shall be applied. The metal surfaces shall first be cleaned of all loose scale, dirt and other foreign matter. No primer is required before application. Each coat shall be applied to produce a minimum wet film thickness of 15 millimeter. with a minimum of two hours allowed between application of coatings. The second coat shall be allowed to dry a minimum of three hours before the backfilling operation begins.

B. Tape Coating: Apply tape coating over a clean surface (no loose rust, scale, dirt, oil or grease). Apply two layers, each layer lapped 1/2 inch, or half lapped if the tape is less than one inch wide. Apply the tape immediately on the wet primer and pull tight enough to conform to the surface being coated.

C. Polywrap: The material shall be wrapped completely and the edges shall extend 6" beyond area to be protected. The edges shall be secured with 8 mil. thick, one inch wide Scotchwrap as manufactured by Minnesota Mining and Manufacturing Co., or approved equal.

D. Modified Resin Protective Coating System: Application methods shall be as recommended by manufacturer.

E. Coal Tar Epoxy Coating System: Application and testing methods shall be as recommended by manufacturer.

F. Fusion Epoxy Coating System: Application and testing methods shall be as recommended by manufacturer.

G. Electrolysis Control: Standard Electrolysis Test Stations shall be installed in accordance with City of Milpitas Standard Drawing No. 750. Test stations shall be installed at locations shown on the drawings or as directed by the Engineer. The color coding of the wires and the method to be used to terminate the test leads above 102% Page 690 of 1482

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SUBMITTAL REVIEW 09 90 00 - 4 CORROSION PROTECTION
ground shall be as shown on the Standard Drawing. The distance between the points of connection shall be measured to the nearest one foot and recorded.

Insulating couplings shall be installed as detailed on the drawings. The preparation of the pipe, and of the replacement coating shall be as herein before specified. The insulating coupling shall be completely and thoroughly coated with the same coating system as the pipe.

Bonding of joints shall be as shown on the drawings. Electrical continuity tests shall be made between each standard electrolysis test station installation. Should the test indicate an open circuit or an unusually high resistance, the Contractor shall rebind the necessary joints until the circuit is continuous and the high resistance is lowered to acceptable values and approved by the Engineer.

Coating Repair: Removal and replacement of the coating shall be done so as to leave the pipe after restoration of the coating in the same condition as before the removal of the coating. The coating will be removed in sufficient quantity to permit the attachment of the wire from the test or anode station. After the test lead is bonded to the cylinder, the void remaining after the coating removal shall be restored to the satisfaction of the Engineer.

Anode stations shall be installed at the locations and in the manner shown on the drawings. Care shall be taken during backfilling operations to protect anode and pipe terminal cables from damage and breakage.

END OF SECTION
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ROADWAY EXTENSION
09 91 14 - 1 EXTERIOR PAINTING
SECTION 09 91 14

EXTERIOR PAINTING
PART 1 - GENERAL

1.1 Includes general specifications for furnishing paint used for highway construction.

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section Includes:

1. Surface preparation and application of paint systems on exterior substrates. the following exterior substrates:
a. Steel and iron.

1.3 DEFINITIONS
A. Paint Containers must be:

1. New

2. Round

3. No more than 6 gallons in capacity

4. Standard full open head with bails

5. Nonreactive with contents

6. Equipped with compatible gaskets

7. Free of bungholes in the lids

8. Labeled with:

8.1 State Specification number if described

8.2 Manufacturer's name, product number, and batch number

8.3 Date of manufacture

8.4 Precautions required by 8 CA Code of Regs §§ 1501–1756 and §§ 3200– 3206 concerning the handling and application of paint

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1.4 ACTION SUBMITTALS
A. Product Data: For each type of product.

1. Include preparation requirements and application instructions.

2. Include printout of current "MPI Approved Products List" for each product category specified, with the proposed product highlighted.

3. Indicate VOC content.

B. Sustainable Design Submittals
C. Samples: For each type of topcoat product.

D. Samples for Initial Selection: For each type of topcoat product.

E. Samples for Verification: For each type of paint system and each color and gloss of topcoat.

1. Submit Samples on rigid backing, 8 inches (200 mm) square.

2. Apply coats on Samples in steps to show each coat required for system.

3. Label each coat of each Sample.

4. Label each Sample for location and application area.

F. Product List: Cross-reference to paint system and locations of application areas. Use same designations indicated on Drawings and in the Exterior Painting Schedule to cross-reference paint systems specified in this Section. Include color designations.

1.5 MAINTENANCE MATERIAL SUBMITTALS
A. Furnish extra materials that match products installed and that are packaged with protective covering for storage and identified with labels describing contents.

1.6 QUALITY ASSURANCE
A. Mockups: Apply mockups of each paint system indicated and each color and finish selected to verify selections made under Sample submittals, to demonstrate aesthetic effects, and to set quality standards for materials and execution.

1. Architect will select one surface to represent surfaces and conditions for application of each paint system.
a. Architect will designate items or areas required.

2. Final approval of color selections will be based on mockups. a. If preliminary color selections are not approved, apply additional mockups of additional colors selected by Architect at no added cost to Owner.

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3. Approval of mockups does not constitute approval of deviations from the Contract Documents contained in mockups unless Architect specifically approves such deviations in writing.

4. Subject to compliance with requirements, approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.

B. Paint must.

1. Be manufactured ready for application. Do not add materials such as thinners after manufacture

2. Be homogenous and free of contaminants.

3. Be smooth. Settled pigment must be soft and easily dispersed before using.

4. Retain the properties that affect its application, adhesion, and curing for at least 1 year after the date of manufacture.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Store materials not in use in tightly covered containers in well-ventilated areas with ambient temperatures continuously maintained at not less than 45 deg F (7 deg C).

1. Maintain containers in clean condition, free of foreign materials and residue.

2. Remove rags and waste from storage areas daily.

1.8 FIELD CONDITIONS
A. Apply paints only when temperature of surfaces to be painted and ambient air temperatures are between 50 and 95 deg F (10 and 35 deg C).

B. Do not apply paints in snow, rain, fog, or mist; when relative humidity exceeds 85 percent; at temperatures less than 5 deg F (3 deg C) above the dew point; or to damp or wet surfaces.

PART 2 - PRODUCTS

2.1 MANUFACTURERS
A. The Sherwin Williams Company, Protective and Merine Coatings.

B. Products: Zinc-rich primer must be on the Authorized Material List for inorganic and organic zinc-rich primers
C. Exterior-grade latex paint must be recommended by the manufacturer of the zinc-rich primer.

Exterior-grade latex paint: must comply with SSPC-Paint 24. No visible color change in the finish coat must occur when tested for 800 hours under ASTM D4587, test cycle 2.

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09 91 14 - 4 EXTERIOR PAINTING
The vehicle must be an acrylic or modified acrylic copolymer with a minimum of necessary additives.

2.2 PAINT PRODUCTS
A. Corothane I Galvapac, 1K Zinc Primer
B. Substitutions are not allowed.

C. Colors: As selected by Architect and indicated in the Construction documents PART 3 - EXECUTION

3.1 EXAMINATION
A. Examine substrates and conditions, with Applicator present, for compliance with requirements for maximum moisture content and other conditions affecting performance of the Work.

B. Verify suitability of substrates, including surface conditions and compatibility, with existing finishes and primers.

C. Proceed with coating application only after unsatisfactory conditions have been corrected.

1. Application of coating indicates acceptance of surfaces and conditions.

3.2 PREPARATION
A. Comply with manufacturer's written instructions and recommendations in Manual, applicable to substrates and paint systems indicated.

B. Remove hardware, covers, plates, and similar items already in place that are removable and are not to be painted. If removal is impractical or impossible because of size or weight of item, provide surface-applied protection before surface preparation and painting.

1. After completing painting operations, use workers skilled in the trades involved to reinstall items that were removed. Remove surface-applied protection.

C. Clean substrates of substances that could impair bond of paints, including dust, dirt, oil, grease, and incompatible paints and encapsulants.

1. Remove incompatible primers and reprime substrate with compatible primers or apply tie coat as required to produce paint systems indicated.

D. Steel Substrates: Remove rust, loose mill scale, and shop primer if any. Clean using methods recommended in writing by paint manufacturer.

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09 91 14 - 5 EXTERIOR PAINTING

3.3 INSTALLATION
A. Apply paints in accordance with manufacturer's written instructions and recommendations.

1. Use applicators and techniques suited for paint and substrate indicated.

2. Paint surfaces behind movable items same as similar exposed surfaces. Before final installation, paint surfaces behind permanently fixed items with prime coat only.

3. Paint All Sides of the material
B. Tint undercoats same color as topcoat, but tint each undercoat a lighter shade to facilitate identification of each coat if multiple coats of same material are to be applied.

Provide sufficient difference in shade of undercoats to distinguish each separate coat.

3.4 FIELD QUALITY CONTROL
A. Dry Film Thickness Testing: Owner may engage the services of a qualified testing and inspecting agency to inspect and test paint for dry film thickness.

1. Contractor shall touch up and restore painted surfaces damaged by testing.

2. If test results show that dry film thickness of applied paint does not comply with paint manufacturer's written instructions, Contractor shall pay for testing and apply additional coats as needed to provide dry film thickness that complies with paint manufacturer's written instructions.

3.5 CLEANING AND PROTECTION
A. At end of each workday, remove rubbish, empty cans, rags, and other discarded materials from Project site.

1. Do not clean equipment with free-draining water and prevent solvents, thinners, cleaners, and other contaminants from entering into waterways, sanitary and storm drain systems, and ground.

2. Dispose of contaminants in accordance with requirements of authorities having jurisdiction.

3. Allow empty paint cans to dry before disposal.

4. Collect waste paint by type and deliver to recycling or collection facility.

B. After completing paint application, clean spattered surfaces. Remove spattered paints by washing, scraping, or other methods. Do not scratch or damage adjacent finished surfaces.

C. Protect work of other trades against damage from paint application. Correct damage to work of other trades by cleaning, repairing, replacing, and refinishing, as approved by Architect, and leave in an undamaged condition.

D. At completion of construction activities of other trades, touch up and restore damaged or defaced painted surfaces.

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09 91 14 - 6 EXTERIOR PAINTING

3.6 EXTERIOR PAINTING SCHEDULE
A. Steel and Iron Substrates: ELECTRICAL BASE CHASE (All Sides) a. Primer Coat: Zinc-Rich Prime Coat, 1 Coat
b. Finish Coat: Exterior Grade Latex, 2 Coats of Bay Leaf Paint Color DEA171, Dunn-Edwards Paints

END OF SECTION

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ROADWAY EXTENSION
09 96 11 - 1 HIGH-PERFORMANCE COATINGS
SECTION 09 96 11

HIGH-PERFORMANCE COATING
PART 1 - GENERAL

1.1 Shop-applied, baked enamel, fluoropolymer coating system for finishing of decorative metal components for Aesthetic Enhancement Assemblies, as indicated in the Contract Drawings.

1.2 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.3 SUMMARY
A. Section includes surface preparation and application of high-performance coating systems on the following substrates:

1. Exterior Substrates:
a. Steel.

B. Related Requirements:

1. N/A

1.4 ACTION SUBMITTALS
A. Submittals shall be in accordance with Section 01 33 00 Submittal Procedures B. Product Data: For each type of product, including finishing materials.

C. Samples for Initial Selection: For products involving selection of color, texture, or design including mechanical finishes.

1. Submit manufacturer’s complete set of color samples for initial selection.

D. Samples for Verification: For each type of exposed finish.

1. Submit four 6 inch by 6 inch samples illustrating color, gloss, and texture for each color selected and each material to be coated.

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09 96 11 - 2 HIGH-PERFORMANCE COATINGS
E. Certificates: Certify formulations being provided meet or exceed specified requirements of this section.

F. Test and Evaluation Reports: Submit reports indicating conformance with physical properties specified and requirements of AAMA 2605.

G. INFORMATIONAL SUBMITTALS

1. Qualification Data: For Manufacturer and applicator.

1.5 MAINTENANCE MATERIAL SUBMITTALS
A. Furnish extra materials that match products installed and that are packaged with protective covering for storage and identified with labels describing contents.

1.6 REFERENCE STANDARDS
A. American Architectural Manufacturers Association (AAMA). (a) AAMA 2605 Voluntary Specification, Performance Requirements and Test Procedures for Superior Performing Organic Coatings
B. ASTM International (ASTM)
(a) ASTM B117 – Practice for Operating Salt Spray (Fog) Apparatus (b) ASTM B244 – Standard Test Method for Measurement of Thickness of Anodic Coatings on Aluminum and Of Other Nonconductive Coatings on Nonmagnetic Basis Metals with Eddy-Current Instruments.
(c) ASTM D523 – Standard Test Method for Specular Gloss. (d) ASTM D968 – Standard Test Methods for Abrasion Resistance of Organic Coatings by Falling Abrasive.
(e) ASTM D1308 - Standard Test Method for Effect of Household Chemicals on Clear and Pigmented Organic Finishes.
(f) ASTM D1400 – Standard Test Method for Nondestructive Measurement of Dry Film Thickness of Nonconductive Coatings Applied to a Nonferrous Metal Base. (g) ASTM D 1654 – Standard Test Method for Evaluation of Painted or Coated Specimens Subjected to Corrosive Environments.
(h) ASTM D2244 – Test Method for Calculation of Color Differences from Instrumentally Measured Color Coordinates.
(i) ASTM D3363 – Standard Test Method for Film Hardness by Pencil Test.

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09 96 11 - 3 HIGH-PERFORMANCE COATINGS
(j) ASTM D4214 – Test Methods for Evaluation Degree of Chalking of Exterior Paint Films.

1.7 QUALITY ASSURANCE
A. Mockups: Apply mockups of each coating system indicated to verify preliminary selections made under Sample submittals, to demonstrate aesthetic effects, and to set quality standards for materials and execution.

1. Architect will select one surface to represent surfaces and conditions for application of each coating system.
a. Architect will designate items or areas required.

2. Final approval of color selections will be based on mockups. a. If preliminary color selections are not approved, apply additional mockups of additional colors selected by Architect at no added cost to Owner.

3. Approval of mockups does not constitute approval of deviations from the Contract Documents contained in mockups unless Architect specifically approves such deviations in writing.

4. Subject to compliance with requirements, approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.

5. Manufacturer Qualifications: A company specializing in the manufacture of coatings specified in this section that is a licensee of the resin manufacturer.

6. Applicator Qualifications: A company specializing in the application of coating specified in this section in adherence to AAMA 2605 and is approved by the coating manufacturer.

1.8 DELIVERY, STORAGE, AND HANDLING
A. Store materials in a well-ventilated area, protected from weather, moisture, soiling, abrasion, extreme temperatures, and humidity.

1. Maintain containers in clean condition, free of foreign materials and residue.

2. Remove rags and waste from storage areas daily.

1.9 FIELD CONDITIONS
A. Apply coatings only when temperature of surfaces to be coated and ambient air temperatures are between 50 and 95 deg F (10 and 35 deg C).

B. Do not apply coatings when relative humidity exceeds 85 percent; at temperatures less than 5 deg F (3 deg C) above the dew point; or to damp or wet surfaces.

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09 96 11 - 4 HIGH-PERFORMANCE COATINGS
C. Do not apply exterior coatings in snow, rain, fog, or mist.

1.10 WARRANTY
A. Coating Applicator’s Warranty: Applicator agrees to repair of replaced coated items that demonstrate deterioration of shop-applied, spray coating system finished within warranty period indicated.

1. Exposed Coating: Deterioration includes but is not limited to:
(a) Color fading in excess of 5 Delta E Hunter units per ASTM D 2244. (b) Peeling, checking, or cracking of coating adhesion to metal. (c) Chalking in excess of a No. 8 when tested per Method D 4214. (d) Corrosion of substrate in excess of a No. 6 on cut edges and a No. 9 on field surfaces, when measured per ASTM D1654.

2. Warranty Period: 10 years from date of substantial completion.

1.11 AESTHETIC WORKSHOP
A. Refer to Section 12 00 00 Aesthetic Enhancement Assemblies for pre-bid inspection.

B. The Contractor shall coordinate with the Aesthetic Enhancement Architect on Record (AEAOR), to schedule a preconstruction workshop. This workshop is to establish the application and layout colors, base colors and fog coat blending for those pieces receiving aesthetic enhancements. (Workshop#1)
C. The pre-construction workshop shall be led by the AEAOR. Contractors will perform the work under the supervision of the AEAOR.

D. The AEAOR will determine if the work is satisfactory and that it complies with Section 01 45 00 Quality Requirements. The workshop will ensure that the aesthetic look is achieved through proper application, layout and blending. Workshop classes for additional staff can be arranged directly with the City or the AEAOR.

E. Location shall be provided by the Contractor in conjunction with their Paint Sub contractor. The location shall be capable of accommodating up to 4 members from the AE team.

F. Workshops shall be video recorded and provided to the AE Architect on Record. (AEAOR).

1.12 SUSTAINABILITY REQUIREMENTS
A. Comply with Section 01 35 15 Sustainability Requirements including those related to finish material pollution control for finishes and coatings.

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09 96 11 - 5 HIGH-PERFORMANCE COATINGS
PART 2 - PRODUCTS

2.1 MANUFACTURERS
A. Vendors:

Cardinal Paint
13229 Potrero Ave
S. El Monte, CA
www.cardinalpaint.com

3. Or approved equal.

2.2 PRIMER MATERIALS
A. General: Epoxy polyester hybrid powder coating, semi-gloss smooth.

B. Color: Anti-gassing primer gray.

C. Material: Cardinal H304-GR312 or approved equal.

D. Cured Film Properties:

E. Application: applied by electrostatic spray, on steel and galvanized steel. Most powders can be reclaimed, sieved and recycled, if proper housekeeping is maintained.

F. Pretreatment: The substrate pretreatment prior to powder coating is a critical factor in developing maximum corrosion resistance and maximizing the life time of the product.

Figure 1 Pretreatment

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2.3 FINISHING
A. General: High-solids aliphatic two-component polyurethane coating, suitable for exterior metal. Finishing shall be available in a full selection of colors and excellent chemical and solvent resistance, and low VOCs.

B. Material: Cardinal 6400 / 340HP series or approved equal in the specific product.

C. Gloss: Very high gloss.

D. Application:

1. Refer to Section 2.4 herein for finishing workshop.

2. After preparing the surface, thoroughly mix component 1 before adding catalyst.

Mix only the amount of material needed. The base to catalyst proportion must be measured accurately, by volume only, to obtain optimum film properties. Do not use reducers that contain water or alcohol; these react with the catalyst and can cause a variety of problems.

3. Be aware of spray-able pot life.

4. Brushing, rolling and dipping are not recommended.

E. Application Conditions:

1. Temperature – Apply coating within 55-100 F.

2. Relative Humidity – Not recommended to apply in conditions greater than 85%.

3. Substrate temperature – 50 above the dew point and a minimum of 550 F.

F. Cured Film Properties

1. Baked for a factory-cured finish but can get to full strength by air dry.

2. Cured Film Properties:

Testing conducted on 6409-10 gloss white catalyzed with 340HP at 1.5 mils DFT (Dry Film Thickness) over 20 gauge Bonderite 1000® test panels, cured 30 minutes at 180°F and air dried 14 days.

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Figure 2 Curing Properties Table

2.4 BRIDGE SPAN PANELS
A. Primer: Powder Coat
B. Color Coat: Polyurethane
PART 3 - EXECUTION

3.1 EXAMINATION
A. Examine substrates and conditions, with Applicator present, for compliance with requirements for maximum moisture content and other conditions affecting performance of the Work.

B. Proceed with coating application only after unsatisfactory conditions have been corrected.

1. Application of coating indicates acceptance of surfaces and conditions.

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3.2 PREPARATION
A. Comply with manufacturer's written instructions applicable to substrates and coating systems indicated.

B. Clean substrates of substances that could impair bond of coatings, including dust, dirt, oil, grease, and incompatible paints and encapsulants.

C. Steel Substrates: Remove rust, loose mill scale, and shop primer if any.

1. Clean using methods recommended in writing by manufacturer.

D. Mechanically clean and chemically pretreat fabricated items in accordance with the coating manufacturer’s requirements and AAMA requirements for the finish indicated.

3.3 APPLICATION
A. Apply high-performance coatings in accordance with manufacturer's written instructions and for the finish indicated.

3.4 CLEANING AND PROTECTION
A. After completing coating application, clean spattered surfaces. Remove spattered coatings by washing, scraping, or other methods. Do not scratch or damage adjacent finished surfaces.

B. Protect work of other trades against damage from coating operation. Correct damage to work of other trades by cleaning, repairing, replacing, and recoating, as approved by Architect, and leave in an undamaged condition.

C. At completion of construction activities of other trades, touch up and restore damaged or defaced coated surfaces.

D. Unless otherwise indicated, clean metals by washing thoroughly with clean water and soap, rinsing with clean water, and drying with soft cloths.

E. Touchup Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint and paint exposed areas with same material as used for shop painting to comply with SSPC-PA 1 for touching up shop-painted surfaces.

1. Apply by brush or spray to provide a minimum 2.0-mil dry film thickness.

F. Protect finishes of decorative metal from damage during construction period with temporary protective coverings approved by decorative metal fabricator. Remove protective covering at time of Substantial Completion.

G. Restore finishes damaged during installation and construction period so no evidence remains of correction work. Return items that cannot be refinished in the field to the shop; make required alterations and refinish entire unit, or provide new units.

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3.5 EXTERIOR HIGH-PERFORMANCE COATING SCHEDULE
A. Steel Substrates: Main Panel (Tines) and Ridge Lines only a. Primer Coat: Powder Coated, semi Gloos Smooth.
b. Topcoat: Baked Enamel, High Solids aliphatic polyurethane coating, very high gloss.

END OF SECTION

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SUBMITTAL REVIEW 11 12 43 - 1 REMOVABLE BOLLARD
SECTION 11 12 43

REMOVABLE BOLLARD
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. All work for furnishing and installing removable bollards. Work includes furnishing and constructing removable bollard, including excavation, concrete, drain rock, bollard, bollard cap, reflective sheeting and foundation.

1.03 RELATED SECTIONS
A. NOT USED

1.04 REFERENCES
A. NOT USED

1.05 CONTRACTOR SUBMITTALS
A. Submit manufacturer’s product data sheets.

PART 2 - PRODUCTS

2.01 BOLLARDS
A. Bollard must be a 4” diameter round steel pipe and lockable. The locking mechanism shall be breakaway.

B. Concrete for foundation must be Minor Concrete conforming to section 90-2 of the Caltrans Standard Specifications.

C. Reflective sheeting must be alternating orange and white 3M Scotchlite Reflective Sheeting, High Intensity Grade, or approved equal.

D. Aggregate base must Class 2, 1 ½” maximum and conform to section 26 of the Standard Specifications.

PART 3 - EXECUTION
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SUBMITTAL REVIEW 11 12 43 - 2 REMOVABLE BOLLARD

3.01 INSTALLATION
A. Construct removable bollard as shown on the plans and as directed by the Engineer.

END OF SECTION
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12 00 00 - 1 AESTHETIC ENHANCEMENT ASSEMBLIES
SECTION 12 00 00

AESTHETIC ENHANCEMENT ASSEMBLIES
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The work included under this section consists of furnishing all material, supplies, equipment, tools, transportation, and facilities, and performing all labor and services necessary for, required in connection with or properly incidental to furnishing, fabricating, priming, painting, and erecting aesthetic enhancement mockups and final assemblies complete in place, as described in this section of the specifications, shown on the accompanying drawings, or reasonably implied therefrom, except as hereinafter specifically excluded.

B. Work Included:
• Aesthetic Enhancement Assemblies
C. Related Work Specified Elsewhere:
• Cast-in-place Concrete; Section 03 30 00
• Placement of Anchor Bolts, Assemblies, and Embeds; Section 05 12 00 • High-Performance Coatings; Section 09 96 11.
• Lighting System; Section 26 60 01

1.03 REFERENCE STANDARDS
A. The following is a list of reference standards referred to in this portion of the specification:
• ASTM A6, “Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling”
• ASTM A572, “Specification for High-Strength Low-Alloy ColumbiumVanadium Structural Steel” • ASTM A307, "Specification for Carbon Steel Bolts and Studs"

1.04 QUALITY ASSURANCE
A. Codes and Standards: Comply with all Federal, State, and Local codes and safety regulations. In addition, the fabrication, priming, painting, and erection of aesthetic enhancement assemblies shall comply with all the applicable provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified:
• State of California Department of Transportation Standard Specifications, current governing edition.
• "Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings" by the American Institute of Steel Construction, current edition.

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• "Code of Standard Practice for Structural Steel Buildings and Bridges" by said AISC, current edition.
• A.W.S. "Structural Welding Code – Steel," D1.1, current edition.

B. Qualifications: Welding processes and welding operators shall be qualified in accordance with AWS "Standard Qualification Procedure". Welders to be employed are to provide AWS certification for the type of welding necessary.

C. Fabricator/Installer Qualifications: Fabricator and Installer of Aesthetic Enhancement Assemblies shall be an experienced fabricator of custom architectural metalwork having completed a minimum of two previous projects similar in nature, size, and extent to this Project; and being familiar with special requirements indicated. A list of potential Fabricators/Installers with relevant experience on similar scopes of work is provided for reference. It is the Contractor’s sole responsibility to verify that the selected Fabricator/Installer meets the minimum qualification requirements specified in the Contract Documents.
• Steel Fabricator/Installer

1. F&F Steel and Stairway, Inc.

George Castro [email protected], (408) 592-4889

2. Big Valley Metals
[email protected], 916.439.5056

3. Monterey Structural Steel
[email protected], 831.768.1277
• Glazing

1. Cline Glass Contractors, Inc.

Tom Cline [email protected], (510) 490-4400 or (408) 710-4847 D. Mill Certificates: The Contractor shall provide Mill Certificates for materials for aesthetic enhancement assemblies in accordance with the requirements of Part 1.05, "Submittals", of this specification section. When Mill Certificates cannot be provided, laboratory test reports shall be provided in accordance with the requirements of Part

1.05, "Submittals", of this specification section.

E. Sampling, Testing, and Inspection:
• General:
a. All materials and work shall be subject to inspection at the mill, the fabricating shop, and at the construction site. Material or workmanship not complying fully with the drawings, and/or specifications will be rejected.
b. If the inspector, through oversight or otherwise, has accepted material or work which is defective or contrary to specifications, this material or work, regardless of state of completion, may be rejected. • Owner:
a. The Owner shall employ an independent testing agency as the Owner's agent to perform sampling, testing, and inspections as shown on the contact drawings and submit certified test results. • Contractor:
a. The Contractor shall cooperate with and notify Owner's agent at least 48 hours in advance of inspections required and shall supply samples,

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test pieces, and facilities for inspection without extra charge. b. The Contractor shall identify and tag each lot of fabricated aesthetic enhancement assemblies to be shipped to the site by heat numbers in such a manner that it can be accurately identified at the job site. c. The Contractor shall remove all unidentified steel received at the site.

1.05 SUBMITTALS
A. General Requirements
• Submittals shall be made to Architect/Engineer in accordance with the requirements of Division 1, General Requirements of these specifications. • Construction, and fabrication or ordering of materials shall not begin until Contractor has received submittals reviewed by Architect/Engineer governing all aspects of the intended work.

B. Qualification Data: For fabricator/installer of Aesthetic Enhancement Assemblies.

C. Stage 1 Shop Drawings (Mockup):
• Shop drawings for aesthetic enhancement assembly Mockup shall be submitted for review.
• Submittals shall include anchor bolt setting plans, erection drawings and fabrication drawings. Information shown on the shop drawings shall include, but not be limited to, the following:
a. Anchor bolt setting plans shall show layout, anchor bolts sizes and grades, embedment, and template construction.
b. Erection Drawings shall show layout, marking and position of each member, and field connections.
c. Fabrication Drawings shall show details of members, including sizes, grades, connections, spacing of bolts and welds, and the limits of paint applications.
• Partial submittals shall be clearly identified by the Contractor. • The omissions from the shop and installation drawings of any materials shown on the Specifications shall not relieve the Contractor of the responsibility of furnishing and installing such materials, even though such drawings may have been returned and reviewed.
• Contract drawings shall not be reproduced in whole or in part. Contract drawings modified into shop drawings will be returned without review. • Revised submittals shall have clear indications of revised or new information.

Clouding is an acceptable form of identification.

D. Stage 2 Shop Drawings (Final Assemblies):
• Shop drawings for final aesthetic enhancement assemblies shall be submitted for review. Stage 2 Shop Drawings shall reflect Architect’s comments on approved Mockup.
• Submittals shall include anchor bolt setting plans, erection drawings and fabrication drawings. Information shown on the shop drawings shall include, but not be limited to, the following:
a. Anchor bolt setting plans shall show layout, anchor bolts sizes and grades, embedment, and template construction.
b. Erection Drawings shall show layout, marking and position of each member, and field connections.
c. Fabrication Drawings shall show details of members, including sizes, grades, connections, spacing of bolts and welds, and the limits of paint

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applications.
• Partial submittals shall be clearly identified by the Contractor. • The omissions from the shop and installation drawings of any materials shown on the Specifications shall not relieve the Contractor of the responsibility of furnishing and installing such materials, even though such drawings may have been returned and reviewed.
• Contract drawings shall not be reproduced in whole or in part. Contract drawings modified into shop drawings will be returned without review.

E. Revised submittals shall have clear indications of revised or new information.

Clouding is an acceptable form of identification.

F. Mill Certificates:
• The Contractor shall provide Mill Certificates for each grade of steel for each heat to be used on the project.
• The Contractor shall provide Certificates of Compliance for welding materials and bolts to be used on the project.
• Mill Certificates shall meet the requirements of AISC 360 and all applicable ASTM standards.
• Mill Certificates shall be furnished with each lot of material shipped to the site and shall be signed by the Contractor which will serve to certify that all aesthetic enhancement assembly materials installed comply with specified requirements.
• When Mill Certificates cannot be provided, the Contractor shall hire a professional testing laboratory to verify compliance of each type of material to be used and provide laboratory test reports. The cost of testing shall be paid for by the Contractor.

G. Laboratory Test Reports:
• Laboratory test reports shall show the name of testing agency, date of testing, types of tests performed and shall be signed by a principal of the testing agency who is a registered civil engineer in the State of California. • When required by other portions of these specifications, laboratory test reports shall be submitted for each type of steel for each heat to show compliance with appropriate ASTM Standards and these specifications.

H. Welding Procedure Specifications:
• Welding procedure specifications for all prequalified joints shall be submitted per AWS D1.1, 5.1.2 to the Engineer and reviewed prior to beginning fabrication. Non prequalified joints shall be qualified per AWS requirements.

1.06 DEFINITIONS
A. Architecturally Exposed Structural Steel: Structural steel designated as "architecturally exposed structural steel" or "AESS" in the Contract Documents. • Provide “AESS” as follows: Aesthetic Enhancement Assemblies.

1.07 MOCKUPS
A. Mockups: Build mockups to verify selections, process and final assembly made under Sample submittals, to demonstrate aesthetic effects, and to set quality standards for fabrication and installation.

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• Build mockups as indicated on Drawings and as per approved Stage 1 Shop Drawings.
• Process for constructing Mockup and Architectural Approval shall follow Workplan in Part 3.06 of this Section.
• Obtain approval of Mockup prior to completing Stage 2 Shop Drawings.

Stage 2 Shop Drawings shall reflect Architect’s comments on Mockup. • Subject to compliance with requirements, approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.

PART 2 - PRODUCTS

2.01 MATERIAL
A. Metal Surfaces, General: Provide materials with smooth surfaces, without seam marks, roller marks, rolled trade names, stains, discolorations, or blemishes B. Stainless Steel: Sheet, Strip, Plate, and Flat Bar: ASTM A666 or ASTM A240/A240M, Type 316L.
• Directional Satin Finish: ASTM A480/A480M, No. 4.

C. Stainless Steel Fasteners: Type 316L stainless steel fasteners. • Castings: ASTM A743/A743M, Grade CF 8M or Grade CF 3M.

D. Structural Steel Channels: Shall be new and shall conform to the requirements of ASTM A572.

E. Structural Steel Plate: Shall be new and shall conform to the requirements of ASTM A572, Grade A36.

F. Arc-welding Electrodes: Arc-welding electrodes shall be E70 series electrodes.

Electrodes shall be as recommended by their manufacturers for the positions and conditions of actual use.

G. Bolts: Bolts shall conform to ASTM A307.

H. Nuts for bolts shall conform to ASTM A563 Grade A. Finish shall match bolt.

I. Washers shall be flat circular, rectangular or square beveled washers and shall conform to ASTM F436 Type 1. Finish shall match nut.

J. Glass: Fully Tempered Float Glass: ASTM C1048, Kind FT (fully tempered), Condition A (uncoated) unless otherwise indicated, Type I, Class 1 (clear), Class 1 and low-iron clear, or Class 2 (tinted) as indicated, Quality-Q3.

2.02 FABRICATION
A. Welding: Welding shall be by operators who are qualified by test as per AWS "Standard Qualification Procedure" to perform type of work required.

B. Bolting: All bolted connections shall be bearing type connections unless otherwise noted on the plans.

C. Bolts, washers and nuts exposed to weather shall be hot dipped galvanized steel in

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12 00 00 - 6 AESTHETIC ENHANCEMENT ASSEMBLIES
compliance with ASTM A153 or stainless steel.

D. Straightness (camber and sweep) Tolerance:
• Unless otherwise noted, straightness tolerances shall be per ASTM A6. • Sweep tolerance for channels and angles: Maintain a maximum variation of 1/8” times the number of feet of total length divided by 5, unless alternate criteria is approved by the Engineer.

PART 3 - EXECUTION

3.01 WORKMANSHIP
A. The workmanship shall be in accordance with AISC Standard Specifications, and shall be of the highest quality found in contemporary architectural work.

B. Shop fabricate to the greatest extent possible.

C. All exposed gaps or bolt holes resulting from installation of erection bolts shall be filled and ground smooth. Erection bolts shall be removed after welding. Exposed ends of pipes and hollow sections shall be sealed with a cap plate and ground smooth unless noted otherwise on the architectural drawings.

D. For Architecturally Exposed Structural Steel (AESS) shop fabricate and assemble AESS to the maximum extent possible. Locate field joints at concealed locations if possible. Detail assemblies to minimize handling and to expedite erection. Handle and fabricate AESS with special care including the following:
• Fabricate with exposed surfaces smooth, square, and free of surface blemishes including pitting, rust, scale, and roughness. • Grind sheared, punched, and flame-cut edges of AESS to remove burrs and provide smooth surfaces and edges.
• Fabricate AESS with exposed surfaces free of mill marks, including rolled trade names and stamped or raised identification.
• Fabricate AESS with exposed surfaces free of seams to maximum extent possible.
• Remove blemishes by filling or grinding or by welding and grinding, before cleaning, treating, and shop priming.
• Fabricate with piece marks fully hidden in the completed structure or made with media that permits full removal after erection.
• Fabricate AESS to the tolerances specified in AISC 303 Section 10.2 for steel that is designated AESS.
• Seal-weld open ends of hollow structural sections with 5/16-inch closure plates for AESS.
• Ease exposed edges to a radius of approximately 1/32 inch radius, unless otherwise shown on the drawings. Miter exposed corner joints and machine fit to a hairline joint.
• Coping and Blocking Tolerance: Maintain a uniform gap of 1/8”+/- 1/32” at all copes and blocks.
• Joint gap Tolerance: Maintain a uniform gap of 1/8”+/- 1/32”. • Straightness (camber and sweep) Tolerance: Maintain one half the standard camber and sweep tolerances for rolled shapes in ASTM A6, per AISC 303 Section 10.2.2.

3.02 ERECTION

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A. The Contractor will be responsible to erect the complete aesthetic enhancement assembly plumb and true to line and grade, in conformance with the AISC Code of Standard Practice.

B. Erect Aesthetic Enhancement assemblies according to the process laid out in the Workplan in Part 3.06.
• Per Workplan, assembly shall be disassembled for Painting. • Finish metal components per Section 09 96 11 High Performance Coatings. • Install Lighting System per Section 26 60 01 Lighting System.

3.03 FIELD QUALITY CONTROL
A. Inspections: The Owner's agent will perform the inspections shown in the contract documents.

3.04 CLEANING
A. Clean stainless steel by washing thoroughly with water and soap, rinsing with clean water, and wiping dry.

B. Clean and polish glass as recommended in writing by manufacturer. Wash both exposed surfaces in each area of Project not more than four days before date scheduled for inspections that establish date of Substantial Completion.

3.05 PROTECTION
A. Protect finishes of railings from damage during construction period with temporary protective coverings approved by railing manufacturer. Remove protective coverings at time of Substantial Completion.

B. Restore finishes damaged during installation and construction period so no evidence remains of correction work. Return items that cannot be refinished in the field to the shop; make required alterations and refinish entire unit, or provide new units.

3.06 WORKPLAN (next page)

END OF SECTION

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SUBMITTAL REVIEW 26 50 00 - 1 STREET LIGHTING
SECTION 26 50 00

STREET LIGHTING
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. References.

B. Submittals Include.

C. Regulatory Requirements.

D. Labeling.

E. Electroliers
F. Conduit
G. Factory Acceptance Testing.

H. Installation.

I. Installation Verification Tests.

J. Testing and Commissioning.

1.03 RELATED SECTIONS
A. NOT USED

1.04 REFERENCES
A. Illuminating Engineering Society (IES):

1. IES Lighting Applications Standards Collection.

2. IES Lighting Measurements and testing Standards Collection.

3. IES Lighting Practice Standards Collection.

4. IES Lighting Roadway and Parking Facilities Standards Collection.

5. IES LM-79, Approved Method: Optical and Electrical Measurements of SolidState Lighting Products. 102% Page 716 of 1482

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SUBMITTAL REVIEW 26 50 00 - 2 STREET LIGHTING

6. IES LM-80, Approved Method: Measuring Luminous Flux and Color Maintenance of LED Light Packages, Arrays, and Modules.

7. IES TM-15, Luminaire Classification System for Outdoor Luminaires.

B. Institute of Electrical and Electronics Engineers (IEEE):

1. IEEE C62.41, Recommended Practice on Surge Voltages in Low-Voltage AC Power Circuits.

C. National Electrical Contractors Association (NECA):

1. NECA 505, Standard for Installing and Maintaining High Mast, Roadway, and Area Lighting.

D. American Society for Testing and Materials International (ASTM):

1. ASTM A36/A36M, Standard Specification for Carbon Structural Steel.

2. ASTM A123/A123M, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

3. ASTM A572/A572M, Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel.

4. ASTM A1008/A1008M, Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Required Hardness, Solution Hardened, and Bake Hardenable.

5. ASTM F1554, Standard Specification for Anchor Bolts, Steel, 36, 55, and 105- ksi Yield Strength.

E. Underwriters Laboratories (UL):

1. UL 94,Tests for Flammability of Plastic Materials for Parts in Devices and Appliances.

2. UL 496, Lampholders.

3. UL 508, Standard for Industrial Control Equipment.

4. UL 773, Standard for Plug-In, Locking Type Photocontrols for Use with Area Lighting.

5. UL 1598, Luminaires.

6. UL 8750, Standard for Light Emitting Diode (LED) Equipment for Use in Lighting Products.

F. American National Standards Institute (ANSI):

1. ANSI C136, Series Standards for Roadway and Area Lighting Equipment

2. ANSI C82.77-5, American National Standard for Lighting Equipment - Voltage Surge Requirements

3. ANSI C136.31, Roadway and Area Lighting Equipment – Luminaire Vibration

1.05 CONTRACTOR SUBMITTALS
A. Submit product data including the following:

1. Catalog sheets and specifications.

2. Ratings, configurations, wiring diagrams, dimensions, service conditions, options and features.
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B. Submit Shop Drawings including the following:

1. Single-line, schematic, block, and wiring diagrams.

2. Equipment layout of lighting system components.

3. Plan view details and component topologies.

4. Luminaire marking and labeling.

C. Installation procedures: Include tools and materials list, mounting templates, and dimensions.

D. Submit test reports including the following:

1. Certified test reports of factory and field tests performed.

2. Acceptance testing documentation in accordance with the California Energy Code.

3. Luminaire vibration tests per ANSI 136.31

4. Certified field test reports of field tests, verifying electrical continuity of the lighting systems and grounding in accordance with specification requirements and applicable IES Sections LM-79, LM-80, and TM-21.

5. Testing and commission plan and procedures for Lighting System.

E. Manufacturer’s certificates: Include certificates proving products meet or exceed specified requirements.

1. Sequence of operation.

2. Preventive maintenance procedure.

3. Troubleshooting guide for common issues.

1.06 REGULATORY REQUIREMENTS
A. Code of Federal Regulations (CFR):

1. CFR, Title 47, Telecommunication.

B. California Code of Regulations (CCR):

1. CCR Title 8, Industrial Relations.

2. CCR Title 22, Social Security.

3. CCR Title 24, Part 2, California Building Code (CBC).

4. CCR Title 24, Part 3, California Electrical Code (CEC).

5. CCR Title 24, Part 6, California Energy Code.

6. CCR Title 24, Part 11, California Green Buildings Standards Code (CALGreen).

C. California Division of Occupational Safety and Health Administration (Cal/OSHA).

PART 2 - PRODUCTS

2.01 ELECTROLIERS
A. Luminaires: LUMEC GPLS-48L530NW-G2-R3M
B. Light Poles: Provide poles in accordance with City of Milpitas Standard Drawing No. 102% Page 718 of 1482

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SUBMITTAL REVIEW 26 50 00 - 4 STREET LIGHTING
442.

C. The electroliers shall be complete with luminaire and lamp, wired for connection and service.

D. The poles shall be 25’ with a 4’ arm.

E. Install Cellular CT Node on Luminaire: LLC7812/00 CT Node NEMA5 ACLV P US4VF LG

2.02 CONDUIT
A. The conduit for underground circuit shall be rigid PVC, Electric Plastic Conduit (EPC) Schedule 40 or approved equal. Conduit constructed under roadway shall be rigid galvanized steel with bonded 40 mil (nom.) P.Y.C. exterior coating or approved equal and shall be at a minimum depth of thirty (30”) inches.

2.03 FACTORY ACCEPTANCE TESTS
A. The lighting fixture to be tested must be typical of the unit it represents, clean, free from mechanical defects, equipped with the proper fittings, and with the lamp of the size and type in the position recommended for service operation.

B. Test UL-listed material, equipment, and components in accordance with UL standards. Test material, equipment, and components not covered by UL standards in accordance with nationally recognized standards. Provide material, equipment, and components bearing a label tag or certification of such inspection.

C. Perform and report tests for photometric performance in accordance with the approved methods outlined in the IES Lighting Handbook, and include data on candlepower, distribution, zonal lumens, maximum luminance values, and luminaire efficiency, including complete coefficients of utilization tables to indicate compliance with performance requirements.

D. Test data must be reported on 8-1/2 by 11-inch sheets and must be certified by a nationally recognized independent testing laboratory.

PART 3 - EXECUTION

3.01 INSTALLATION
A. Install street lighting in accordance with the plans, City of Milpitas Standard Drawing No. 441 and 442, and in conformance with Section 86 of the Caltrans Standard Specifications except as herein modified.

3.02 INSTALLATION VERIFICATION TESTS
A. Inspect luminaries, lamps, and associated hardware before and after installation to 102% Page 719 of 1482

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SUBMITTAL REVIEW 26 50 00 - 5 STREET LIGHTING
ensure that they are of the quality and type specified and shown in the Final Design, and are free of defects and damage.

B. Deliver luminaries and lighting equipment to the Jobsite complete with related items, and completely wired and assembled.

C. Whenever practical, test lighting systems at the same time as the distribution panelboard or switchboard.

D. Replace lamps that fail within 90 Days after Final Acceptance without additional cost to the City.

E. Test light poles for continuity to the grounding system.

F. Inspect lighting fixtures, light poles, and lighting control equipment for correct labelling.

3.03 TESTING AND COMMISSIONING
A. Contractor shall test and commission installed system per testing and commissioning procedures.

END OF SECTION
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SECTION 26 60 01

AESTHETIC ENHANCEMENT LIGHTING SYSTEM

1.1 SUMMARY
This section provides requirements for specialty lighting systems and controls for the aesthetic enhancements assemblies as indicated in the Contract Drawings.

1.2 SECTION INCLUDES
Lighting fixtures
Control system

1.3 GENERAL
Integration of the Lighting Systems is the responsibility of the Lighting Control Systems Contractor.

Electrical Contractor, shall work install all facility and building not included in the Aesthetic Enhancement Assemblies, as indicated in the Contract Drawings.

The Electrical Contractor shall notify the City or its Representative of any provision herein that is in conflict with local or national codes and an addendum shall be issued to correct the specification. Local or national code will take precedence.

1.4 LC CONTRACTOR AND EC CONTRACTOR RESPONSIBILITIES:

Electrical Contractor and Systems Integrator (Lighting Contractor) shall guarantee all materials and workmanship related to the electrical installation for a minimum period of one year from the date at which the City accepts the finished project. Any defects in the materials or workmanship during this guaranteed period shall be corrected by the EC Contractor at no additional cost to the City.

Coordinate LC Contractor requirements and EC Contractor requirements as specified in the Contract Drawings.

1.5 SEQUENCING
Ensure that locating templates and other information required for installation of products of this section are furnished to affected trades in time to prevent interruption of construction progress.

Ensure that products of this section are supplied to affected trades in time to prevent interruption of construction progress.
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1.6 MAINTENANCE
The manufacturer shall make available to the owner new parts, upgrades, and/or replacements available for a minimum of 5 years following installation.

PART 2 -- PRODUCTS

2.1 SUSTAINABILITY REQUIREMENTS
Coordinate requirements with and Section 01 35 15 Sustainability Requirements finish material pollution control.

2.2 MATERIALS
ACCLAIM Lighting Pixel Graze Series PGA-211-APLN, 3” X 12” X 4”

1. Surface mount LED lighting source, 435 delivered lumens per foot, Spectrum Technology.

Manufacturer Acclaim Lighting
Catalog -
Total Watts 30
Voltage 120
Mounting Surface
Weight 2.8 Lbs.

Dimensions 3” x 12” x 4”
Rating IP66, wet location
Listing ETL, CE Listed or approved
equivalent.

Source
26 60 01 - 2

AESTHETIC ENHANCEMENT LIGHTING SYSTEM

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ROADWAY EXTENSION
Color RGBW w/ Spectrum Technology
Max. Fixtures in Series 25’ w/ individual pixel control Total Lumens 436 per foot RGBW
Control DMX + RDM
Mounting Non-adjustable & 30 degree swivel
mount inlcuded

2. Power Supply:

Power Consumption 30 W.

Operation Voltage 100-277 VAC, 50/60 Hz
Catalog No. 108-000073-00
Type Masking Shiel
Lumen Maintenance L70 @ 150,000 Hrs.

Finish. AnodizedBrushed Aluminum
Housing Material Aluminum, Glass Lens

3. Contractor to provide and install lighting in location shown in plans or recommend alternate location, to be approved by the Architect or system integrator,

4. Contractor to field verify mounting conditions and provide all hardware necessary to complete installation. Refer to the plans, equipment schedule and specifications for additional accessories and mounting requirements. 26 60 01 - 3

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PART 3 -- EXECUTION

3.1 INSTALLATION
Installation Procedures and Verification

1. Contractors shall review all required installation and pre-startup procedures with the manufacturer’s representative through pre-construction meetings.

2. LC Contractor shall install and connect the lighting control system components according to the manufacturer’s installation instructions, wiring diagrams, the project submittals and plans and specifications.

3. Contractors shall be responsible for testing of all low voltage network cable included in the bid. Bidder is responsible for verification of the following minimum parameters:
(a) Wire Map (continuity, pin termination, shorts and open connections, etc.) (b) Length
(c) Insertion Loss
Documentation and Deliverables

1. The installing Contractor shall be responsible for documenting installed location of all devices and luminaires. This includes responsibility to provide as-built plan drawing showing device addresses corresponding to locations of installed equipment.

2. The installing contractor is also responsible for the following additional documentation to the manufacturer’s representative if visualization / graphical floorplan software is provided as part of bid package:
(a) floor plan drawings showing wired network control zones outlined, in addition to device address locations required above. All documentation shall remain legible when reproducing\scanning drawing files for electronic submission. (b) Electrical lighting drawings in PDF and CAD format.

3.2 SYSTEM STARTUP
Upon completion of installation by the installer, including completion of all required verification and documentation required by the manufacturer, the system shall be started up and programmed by an authorized representative of the manufacturer/vendor.

System start-up and programming shall include:

1. Verifying operational to all system devices.
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ROADWAY EXTENSION

2. Programming the devices into functional control zones to meet the required operation.

3. Programming and verifying all sequence of operations.

4. Customization of City’s software interfaces and applications if applicable.

Initial start-up and programming are to occur on-site. Additional programming may occur on-site or remotely over the Internet if necessary.

3.3 PROJECT TURNOVER
System Documentation

1. Submit software database file with desired device labels and notes completed.

Owner Training

1. Provisions for onsite training for owner and designated attendees to be included in submittal package.

END OF SECTION
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SUBMITTAL REVIEW 31 00 00 - 1 EARTHWORK
SECTION 31 00 00

EARTHWORK
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment and labor necessary to furnish and construct the roadway subgrade and all appurtenant work, complete in place, as shown on the Drawings and as specified herein.

B. Work Covered in this Section

1. Site Clearing, Grubbing and Stripping.

2. Preparation for Fill Material.

3. Roadway Excavation.

4. Roadway Grading and Compaction.

1.03 RELATED SECTIONS
A. Section 02 10 00, Selective Demolition.

B. Section 31 23 00, Utility Earthwork.

C. Division 1, General Requirements.

1.04 REFERENCES
A. State of California, Department of Transportation (Caltrans), Standard Specifications 2023 Edition:

1. Section 17-2, Clearing and Grubbing.

2. Section 19, Earthwork.

B. Uniform Building Code
C. Commercial Standards:

1. ASTM C 117, Test Method for Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing.

2. ASTM C 136, Method for Sieve Analysis of Fine and Course Aggregates.

3. ASTM D 1556, Test Method for Density of Soil in Place by the Sand-Cone Method.
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4. ASTM D 1557, Test Methods for Moisture-Density Relations of Soils and SoilAggregate Mixtures Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop.

5. ASTM D 2844, Test Method for Resistance R-Value and Expansion Pressure of Compacted Soils.

6. ASTM D 2922, Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

7. ASTM D 3017, Test Method for Water Content of Soil and Rock in Place By Nuclear Methods (Shallow Depth).

8. ASTM D 4318, Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided for all products and martials proposed to be used under this Section.

1.06 QUALITY ASSURANCE
A. All soils testing will be done by a testing laboratory of the City’s choice and at the City’s expense, except as otherwise specified in this Section.

B. Where soil material is required to be compacted to a percentage of relative compaction, the maximum density at optimum moisture content will be determined in conformance with ASTM D 1557. Field density in-place and moisture content tests will be performed in conformance with ASTM D 2922 and ASTM D 3017, respectively, or by such other means acceptable to the Engineer.

C. If the tested materials show non-compliance with the required relative compaction, the Contractor shall accomplish such remedy as may be required to insure compliance.

D. The City will pay the cost of the first test and one re-test. Subsequent re-testing after the first re-test to show compliance shall be at the Contractor’s expense.

E. The Contractor shall notify the Engineer at least 48 hours prior to performing any site clearing, grubbing, or stripping.

F. Finish subgrade at any point shall not vary more than 0.1-foot above or below the subgrade shown on the Drawings.

1.07 PROJECT CONDITIONS
A. Material for embankments, where required, shall consist of suitable excavated material if available, or such imported fill material as may be required conforming to the requirements of this Section and the appurtenant soils report.

B. The Contractor shall be solely responsible for the maintenance of the graded surface at all times including implementing all erosion control measures as shown on the 102% Page 727 of 1482

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drawings during the winter months.

C. The Contractor shall be solely responsible for provision of adequate site drainage at all times as shown on the grading and erosion control plans during the course of the WORK.

PART 2 - PRODUCTS

2.01 SUITABLE FILL MATERIAL
A. Import fill material shall consist of inert granular soil and rock fragments and shall conform to the requirements of the appurtenant soils report.

B. All fill material, import or native, shall be free of organic materials, trash and debris, moderately to highly expansive clays, or any other deleterious materials, and shall be subject to the approval of the Engineer.

C. In addition to the soils report requirements, the top 2 feet of import fill material below the subgrade for the roadway shall conform to the following requirements:

1. Fill material shall conform to the following as determined by ASTM C 117 and ASTM C 136:
a. Maximum particle size - 3 inches
b. Percent passing 1-inch sieve - 90-100 percent
c. Percent passing No. 200 sieve - less than 20 percent

2. Plasticity Index for acceptable import fill materials shall be a maximum of 15 when determined by the procedure set forth in ASTM D 4318.

3. The liquid limit shall not exceed 40 percent as determined by the procedures set forth in ASTM D 4318.

4. Import fill material shall have an R-value of 25 or greater as determined by ASTM D 2844.

D. The Contractor shall submit to the Engineer at least 10 working days prior to use on the site its proposed source of import fill material along with a soils report and Certification from the designated source that the proposed source materials conform to this Section.

E. All suitable native fill material containing clods or hard lumps of earth over 6 inches in the greatest dimension shall be broken up before compaction. All suitable native fill material consisting of large rocky material or hard lumps, such as hardpan or cemented gravel which cannot be broken readily, shall be well distributed in the lower portions throughout the earthwork.

PART 3 - EXECUTION

3.01 SITE CLEARING, GRUBBING AND STRIPPING
A. Clearing and grubbing shall conform to Section 17-2, "Clearing and Grubbing," of the Caltrans Standard Specifications and this Section.
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B. Unless otherwise shown on the Drawings, clearing and grubbing shall be performed within the entire street right-of-way area. No burning of material will be allowed.

C. The site shall be stripped and cleared of all vegetation, debris and organic-laden top soil as required by the appurtenant soils report. The stripped material shall be removed from the site or stockpiled for landscaping purposes if allowed by the appurtenant soils report. This material shall not be used as import fill.

D. No clearing or grubbing of the site can take place until any environmental review associated with the project, if any, has been completed and approved by the appropriate agencies.

3.02 PREPARATION FOR FILL MATERIAL
A. Prior to placing import fill material, all areas to receive fill shall be scarified and compacted. Unless otherwise stated in the appurtenant soils report, the area shall be scarified to a minimum of 8 inches, material shall be moisture conditioned by wetting or drying to a range of 2 percent to 5 percent over optimum moisture content, and compacted to a density of not less than 90 percent relative compaction in conformance with ASTM D 1557.

3.03 ROADWAY GRADING AND COMPACTION
A. Roadway grading shall consist of grading the site to the lines and grades called for on the Drawings. Roadway grading, placing and compacting shall conform to Section 19-5, "Compaction" and Section 19-6, "Embankment Construction," of the Caltrans Standard Specifications and as modified by this Section.

B. Damage to underlying native soils caused by the Contractor’s operations shall be repaired and re-compacted under the supervision of and to the satisfaction of the Engineer at no additional cost to the City.

C. Material for roadway fill shall be placed in lifts or horizontal layers not exceeding 8 inches in un- compacted thickness. Unless otherwise specified in the appurtenant soils report, material shall be moisture conditioned by wetting or drying as specified in Section 3.2 above, and compacted to a density of not less than 90 percent relative compaction in conformance with ASTM D 1557. In addition, in fill areas the upper 2 feet below street subgrade for the width of the traveled way shall be compacted to a density of not less than 95 percent relative compaction in conformance with ASTM D 1557.

D. Final preparation of subgrade shall be in conformance with PART 3 - EXECUTION of Section 32 10 00, "Asphalt Pavement, Base and Surface Treatments."

3.04 ROADWAY EXCAVATION
A. Roadway excavation shall conform to Section 19-1, "General" and Section 19-2, "Roadway Excavation" of the Caltrans Standard Specifications, except the reference 102% Page 729 of 1482

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to Section 19-5, "Compaction," is deleted, and except that Section 19-1.03B, "Unsuitable Material," is modified as follows:

1. When directed by the Engineer, the Contractor shall excavate the unstable or unsuitable underlying material to the depth determined by the appurtenant soils report.

3.05 UNDERGROUND STRUCTURES
A. Where abandoned underground structures and pipelines are encountered in the street areas, remove to sufficient depth to allow underground lines to cross, backfill and compact during rough grading. The Engineer may require further work to be done if visual inspection indicates during construction.

3.06 DISPOSAL OF EXCESS EXCAVATED MATERIAL
A. The Contractor shall remove and dispose of all excess excavated material to a suitable site. All testing required for legal disposal of excess materials shall be conducted by the Contractor at the Contractor’s expense. The proper and legal disposal shall be the responsibility of the Contractor. If the material is tested and found to be hazardous and requires disposal in a Class 1 or Class 2 landfill then the Contractor’s price and contract time shall be adjusted as per the General Conditions.

END OF SECTION
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SUBMITTAL REVIEW 31 13 00 - 1 SELECTIVE TREE AND VEGETATION

TRIMMING AND REMOVAL
SECTION 31 13 00

SELECTIVE TREE AND VEGETATION TRIMMING AND REMOVAL
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment and labor necessary to perform the selective tree and vegetation trimming and all appurtenant work, complete in place, as shown on the Drawings and as specified herein.

B. Work Specified in this Section:

1. Verification of trees and vegetation to be trimmed with Landscape Architect.

2. Trimming of trees and other vegetation in the street right of way.

3. Removal of trees and other vegetation as approved by the Landscape Architect.

4. Removal of cuttings and clean-up of the jobsite.

1.03 RELATED SECTIONS
A. Division 1, General Requirements.

1.04 REFERENCES
A. State of California, Department of Transportation (Caltrans), Standard Specifications 2024 Edition:

1. Section 12 , Temporary Traffic Control.

B. Commercial Standards:

1. CAL-OSHA Standards.

2. ANSI Regulations.

1.05 CONTRACTOR SUBMITTALS
A. The Contractor shall submit copies of the supervising arborist's certification from the Western Chapter of the International Society of Arboriculture to the Engineer prior to performing the WORK.

B. The Contractor shall submit copies of required resident notifications to the Engineer for review prior to distribution. The Contractor shall follow up each notification and 102% Page 731 of 1482

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TRIMMING AND REMOVAL
parking restriction posting with submittal to the Engineer of a signed affidavit confirming time and date of each notification or posting.

1.06 QUALITY ASSURANCE
A. All trimming work shall be performed under the direct supervision of and in conformance with the recommendations of an arborist certified by the Western Chapter of the International Society of Arboriculture and the City of Milpitas Ordinance 201.5, Section 7.

1.07 QUALITY CONTROL
A. The Contractor shall be held responsible for any damage to trees, vegetation, or private property caused by its construction operations or trees that die after improper pruning or trimming. At the City’s option, the Contractor shall be assessed for the value of the damage to the trees, vegetation or private property based upon the International Society of Arboriculture’s Standard method of valuation.

B. The Contractor shall furnish all tools and equipment and employ trained tree trimmer personnel under the direction of the arborist to operate all equipment and perform all handwork efficiently and skillfully.

C. The trimming work shall be performed in a safe and proper manner adhering to CALOSHA standards and ANSI regulations.

PART 2 - PRODUCTS

2.01 TREE SEALER
A. Tree sealer shall be as manufactured by Ready to Use "Tre-hold," or equal, tree sealer conforming to the following specifications:

1. A commercial grade, quick drying, tree sealer which shall have suitable qualities to coat and seal damaged bark and cuts, and inhibit secondary growth. Application shall be made in accordance with the manufacturer's printed recommendations.

PART 3 - EXECUTION

3.01 ORDER OF WORK
A. Trimming and/or removal shall be performed only on trees or vegetation requiring work in order to conform to the parameters set forth in this Section, unless otherwise directed by the Engineer.

B. The Contractor shall identify all trees and vegetation determined to require trimming or removal with temporary chalk paint markings on the adjacent street travel way for review by the Engineer and arborist prior to beginning any cutting operations. 102% Page 732 of 1482

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TRIMMING AND REMOVAL
C. A list verifying the address and/or location of all trees or vegetation to be trimmed or removed shall be prepared by the Contractor and submitted to the Engineer for review by the City’s designated landscape specialist.

D. The Contractor shall notify all property occupants when trees or vegetation is to be trimmed or removed in accordance with this Section. All written notifications to be distributed to affected property occupants shall be submitted to the Engineer for review prior to distribution. The Contractor shall distribute notifications and post temporary no parking restrictions per this Section a minimum of 72 hours in advance of any cutting operations.

3.02 PUBLIC NOTIFICATION
A. All residents, businesses, and public facilities affected by the WORK shall be provided with prior notification in accordance with Division 1, General Requirements.

All notifications shall be in a form of written posting, setting the time and date that the cutting operations will take place. The Contractor shall follow up each notification with submittal to the Engineer of a signed affidavit confirming time and date of each notification or posting.

B. "No Parking" zones shall also be established where necessary to accomplish trimming operations in conformance with the Division 1, General Technical Requirements.

3.03 TREE AND VEGETATION TRIMMING
A. Tree limbs or other vegetation obstructions shall be trimmed to a minimum height of 11 feet above the roadway, as measured from the lip of gutter, and to 8 feet-9 inches above the sidewalk, as measured from the back of sidewalk. The crown of the tree shall be balanced as necessary. Balancing of the crown of the tree shall be accomplished by thinning, reducing end weights, shortening long heavy limbs, removing deadwood, weak limbs, and sucker growth. Limbs shall be pruned back to an appropriate lateral branch.

B. Tree limbs shall not be torn or ripped. All final pruning cuts shall be clean cuts.

C. Trees and vegetation shall be trimmed in such a manner as not to injure adjacent trees, plants, and/or improvements which are to be preserved.

D. Cuts or damage to areas of tree bark caused by the Contractor’s trimming operations shall be treated with a sealer such as "Tre-hold," or equivalent, as approved by the Engineer. Application of the tree sealer shall be made according to the manufacturer's printed recommendations.

E. All trimmings and debris generated from these operations shall be removed completely from both the public right of way and adjacent private property and properly disposed of in a legal manner in conformance with the Division 1, General Requirements.
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TRIMMING AND REMOVAL
F. Care shall be taken not to disturb planting and irrigation that is not to be replaced by the project.

END OF SECTION
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31 23 00 - 1 STRUCTURE EXCAVATION AND BACKFILL
SECTION 31 23 00

STRUCTURE EXCAVATION AND BACKFILL
PART 1 GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Sections shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The work included under this section consists of excavating, subgrade preparation, backfilling of abutment grade beams, wingwalls, footings, and drainage structures, and constructing the geocomposite drain system. The geocomposite drain system must comply with Section 68-7 of the State of California Department of Transportation Standard Specifications. Filter fabric for the geocomposite drain system must be Class A.

B. Earthwork including Structure Excavation and Backfill must conform to Section 19 of the State of California Department of Transportation Standard Specifications. In the event of conflicts between the State of California Department of Transportation Standard Specifications and these specifications, the State of California Department of Transportation Standard Specifications shall prevail as directed by the Engineer.

1.03 REFERENCE STANDARDS
A. The following is a list of reference standards referred to in this portion of the specifications:

1. ASTM C33, "Specification for Concrete Aggregates"

1.04 QUALITY ASSURANCE
A. Codes and Standards: Comply with all Federal, State and Local Codes and Safety Regulations. In addition, comply with the provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified.

1. State of California, Department of Transportation (Caltrans) Standard Specifications, current governing edition.

B. Testing and Inspection

1. City: The City shall perform the following inspections and tests, and submit certified test results. The Contractor will cooperate with and notify the Engineer at least 2 working days in advance of testing and inspections required.

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a. All materials and work shall be subject to inspection. Material or workmanship not complying fully with the drawings, and/or specifications will be rejected. b. The Engineer shall test each material proposed by the Contractor to be used for imported borrow, structure backfill, or pervious backfill material. c. The City shall pay the cost for the initial site inspection and testing of materials for each type of earthwork material. Should the materials at the site proposed by the Contractor fail to meet the specified requirements, the Contractor shall propose another material source and pay for any subsequent inspections and testing necessary to verify compliance of proposed materials to those specified. d. The Engineer shall make field inspections and perform testing in accordance with the requirements of Part 3, "Execution", of this special provision.

2. Contractor: At least 60 days before any backfill work is to be done, The Contractor shall clear the site proposed to provide imported borrow, structure backfill, or pervious backfill and allow the Engineer to take samples as required to test materials for conformance to these special provisions.

1.05 SUBMITTALS
A. General Requirements

1. Submittals shall be made to the Engineer in accordance with the requirements of Division 1, General Requirements of these specifications.

2. Site clearing, excavation of materials, stockpiling of materials or construction shall not begin until contractor has received submittals reviewed by the Engineer governing all aspects of the intended work.

B. Site location for earthwork materials: The Contractor shall submit a list of sites and location of each, proposed to be used by contractor to provide each of the following materials:

1. Imported Borrow

2. Structure Backfill

3. Pervious Backfill Material
PART 2 MATERIALS

2.01 STRUCTURE BACKFILL
A. Structure backfill material shall conform to the requirements of Section 19-3, "Structure Excavation and Backfill," of the State of California Department of Transportation Standard Specifications and the Foundation Exploration Report dated January 5, 2017 (Revised March 26, 2020) prepared by ENGEO for the project.

2.02 IMPORTED BORROW

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A. Imported borrow material shall conform to the requirements of Section 19-7, "Borrow Material," of the State of California Department of Transportation Standard Specifications and the Foundation Exploration Report dated January 5, 2017 (Revised March 26, 2020) prepared by ENGEO for the project.

2.03 GRANULAR MATERIAL
A. Granular material for placement on subgrade below the concrete slab shall conform to the gradation and quality requirements of the project geotechnical investigation.

PART 3 EXECUTION

3.01 GENERAL
A. Structure excavation and backfill shall be done in accordance with the requirements of Section 19-3, "Structure Excavation and Backfill," of the State of California Department of Transporation Standard Specifications and the Foundation Exploration Report dated January 5, 2017 (Revised March 26, 2020) prepared by ENGEO for the project.

3.02 EXCAVATED MATERIAL
A. Due to the expansive nature of onsite soils, material obtained during structure excavation shall not be used for structure backfill unless otherwise specified by the Engineer. The excavated material shall be removed from the site and disposed of by the Contractor unless otherwise specified by the Engineer.

3.03 FIELD QUALITY CONTROL
A. Inspections: The Engineer will perform the following inspections:

1. Inspect all foundation excavations.

2. Inspect the placement of granular material below concrete slab.

3. Inspect the excavation of material to be used for structure backfill or pervious backfill material.

4. Inspect the placement of structure backfill or pervious backfill material.

B. Sampling and Testing: The Engineer will perform the following sampling and testing:

1. Test materials to be used for structure backfill and pervious backfill to verify compliance with this specification section.

2. Test compaction to verify compliance with the requirements of this specification section.

END OF SECTION

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SUBMITTAL REVIEW 31 23 16 - 1 UTILITY EARTHWORK
SECTION 31 23 16

UTILITY EARTHWORK
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor necessary to perform and complete all utility earthwork as shown on the Drawings and as specified herein.

B. The work of this Section includes all earthwork required for construction of the project. Such earthwork shall include, but may not necessarily be limited to, the loosening, removing, loading, transporting, depositing, and compacting in its final location of all materials wet and dry, as required for the purposes of completing the work, which shall include, but not necessarily be limited to, the furnishing, placing, and removing of sheeting, shoring and bracing necessary to safely support the sides of all excavations; all pumping, ditching, draining and other required measures for the removal or exclusion of water from the excavation; the supporting of structures above and below the ground; all backfilling around structures and all backfilling of trenches and pits; the disposal of excess excavated materials; borrow of materials to make up deficiencies for fills; and all other incidental earthwork.

C. Hazardous materials shall be handled in accordance with all applicable regulatory agency requirements.

1.03 RELATED SECTIONS
A. Section 02 10 00, Selective Demolition.

B. Section 31 00 00, Earthwork.

C. Section 32 10 00, Asphalt Pavement, Base and Surface Treatments D. Division 1, General Requirements.

1.04 REFERENCES
A. State Codes:

1. California Labor Code

2. CAL-OSHA Standards
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3. Construction Safety Orders of the State of California B. State of California, Department of Transportation (Caltrans), Standard Specifications 2024 Edition:

1. Section 25, Aggregate Subbases.

2. Section 26, Aggregate Bases.

3. Section 68, Subsurface Drains.

C. Commercial Standards:

1. ASTM 422 , Test Method for Particle-Size Analysis of Soils.

2. ASTM D 1556, Test Method for Density of Soil in Place by the Sand-Cone Method.

3. ASTM D 1557, Test Methods for Moisture-Density Relations of Soils and SoilAggregate Mixtures Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop.

4. ASTM D 1633, Test Method for Compressive Strength of Molded SoilCement Cylinders.

5. ASTM D 2419, Method for Sand Equivalent Value of Soils and Fine Aggregate.

6. ASTM D 2487, Test Method for Classification of Soils for Engineering Purposes.

7. ASTM D 2922, Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

8. ASTM D 3017, Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

9. ASTM D 3776, Test Methods for Mass Per Unit Area (Weight) of Woven Fabric.

10. ASTM D 3786, Method of Hydraulic Bursting Strength of Knitted Goods and Nonwoven Fabrics: Diaphragm Bursting Strength Tester Method.

11. ASTM D 4253, Test Methods for Maximum Index Density of Soils Using a Vibratory Table.

12. ASTM D 4254, Test Methods for Minimum Index Density of Soils and Calculation of Relative Density.

13. ASTM D 4318, Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

14. ASTM D 4491, Test Methods for Water Permeability of Geotextiles by Permittivity.

15. ASTM D 4632, Test Method for Grab Breaking Load and Elongation of Geotextiles.

16. ASTM D 4751, Test Method for Determining the Apparent Opening Size of a Geotextile.

17. OSHA , Occupational Safety and Health Administration.

1.05 CONTRACTOR SUBMITTALS
A. The Contractor’s attention is directed to the provisions for "Shoring and Bracing Drawings" in Section 6705 of the California Labor Code. The Contractor, prior to beginning any trench or structure excavation 5 feet deep or deeper, shall submit to the Engineer for review for compliance with Section 6705 the Contractor’s detailed 102% Page 739 of 1482

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plan showing design of all shoring, bracing, sloping of the sides of excavation, or other provisions for worker protection against the hazard of caving ground during the excavation of such trenches or structure excavation. If such plan varies from the shoring system standards established in the Construction Safety Orders of the State of California, such alternative system plans shall be prepared, stamped and signed by a civil or structural engineer licensed in the State of California at the Contractor’s expense.

B. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

C. For all materials that are not pre-approved by the City the Contractor shall designate the source and/or submit samples of all materials in advance of their use for required testing and Engineer’s approval. All testing costs shall be at the Contractor’s expense.

1.06 QUALITY ASSURANCE
A. General: All soils testing will be done by a testing laboratory of the City’s choice at the City’s expense except as otherwise specified in Paragraph 1.5.C. below.

B. Where soil material is required to be compacted to a percentage of maximum density the maximum density at optimum moisture content will be determined in accordance with ASTM D 1557. Where cohesionless, free draining soil material is required to be densified to a percentage of relative density the calculation of relative density will be determined in accordance with ASTM D 4253 and D 4254. Field density in-place tests will be performed in accordance with ASTM D 2922, or by such other means acceptable to the Engineer.

C. In case the first test and one re-test of the fill or backfill show non-compliance with the requirements the Contractor shall accomplish such remedy as may be required to insure compliance. Subsequent re-testing after the first re-test to show compliance shall be at the Contractor’s expense.

D. The Contractor shall notify the Engineer at least 48 hours prior to performing any utility excavation.

PART 2 - PRODUCTS

2.01 SUITABLE BACKFILL MATERIALS
A. Suitable Backfill shall be a selected or processed clean, fine earth, rock, or sand, free from objectionable material, vegetation, or other deleterious substances.

B. Backfill materials shall be per City of Milpitas or County of Santa Clara Roads and Airports Department as applicable.

2.02 UNSUITABLE BACKFILL MATERIAL
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A. Unsuitable soils for backfill material shall include soils which, when classified under ASTM D 2487, fall in the classifications of Pt, OH, or OL. Types CH and MH soils will be permitted in unimproved areas only where required compaction and stability can be demonstrated. In addition, any soil which cannot be compacted sufficiently to achieve the percentage of maximum density specified for the intended use, shall be classified as unsuitable material.

B. Any material determined to be hazardous is defined as unsuitable material.

C. Washed, smooth rock (pea gravel) is classified as unsuitable material.

D. Where moisture content of the material is not in conformance with Section 31 00 00, "Earthwork," the material will be classified as unsuitable material.

2.03 USE OF SUITABLE BACKFILL MATERIAL TYPES
A. The Contractor shall backfill trenches in accordance with the City of Milpitas Standard Details.

2.04 FILTER FABRIC
A. Filter fabric shall be non-woven synthetic fabric meeting the requirements of Section 19-3.02J, “Filter Fabric,” of the Caltrans Standard Specifications. Filter fabric shall be non-woven synthetic fabric with a minimum Grab Strength of 90 pounds; a minimum Burst Strength of 180 pounds, a minimum Puncture Strength of 50 pounds, a Water Flow Rate of at least 40 gal/min/sf, and an Apparent Opening Size of between 60 and 110.

2.05 STEEL PLATE
A. When steel plate bridging is provided in-lieu of backfill and temporary asphalt, it shall conform to Section 602.1 of the Caltrans Encroachment Permit Manual, with the following minimum thicknesses:

Trench Width Minimum Plate Thickness
(10") 0.25 m (1/2”) 13 mm
(1' - 11") 0.58 m (3/4”) 19 mm
(2' - 7") 0.80 m (7/8”) 22 mm
(3' - 5") 1.04 m (1”) 25 mm
(5' - 3") 1.60 m (1 ¼”) 32 mm
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a California registered civil engineer.

PART 3 - EXECUTION

3.01 GENERAL
A. Where abandoned underground structures are encountered in the street areas, remove to sufficient depth to allow underground lines to cross, backfill and compact during rough grading. The Engineer may require further work to be done if visual inspection indicates during construction.

3.02 MINOR STRUCTURE EXCAVATION
A. General: Except when specifically provided to the contrary, excavation shall include the removal of all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution and completion of the work. The removal of said materials shall conform to the lines and grades shown on the Drawings or ordered by the Engineer. Unless otherwise provided, the entire construction site shall be stripped of all vegetation and debris, and such material shall be removed from the site prior to performing any excavation or placing any fill. The Contractor shall furnish, place, and maintain all supports and shoring that may be required for the sides of the excavations, and all pumping, ditching, or other measures required for the removal or exclusion of water, including storm water, groundwater, and wastewater reaching the site of the work from any source so as to prevent damage to the work or adjoining property. Excavations shall be sloped or otherwise supported in a safe manner in accordance with applicable State safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926). The limits of structure excavation shall be a minimum of 12 inches beyond the outside edge of the structure, and at a minimum no larger than necessary to facilitate backfill, compaction and testing operations. For structures poured against undisturbed soil the width of the structure wall shall be no more than 2 inches greater than specified or shown on the Drawings.

B. Excavation Beneath Minor Structures: Except where otherwise specified for a particular structure or as directed by the Engineer, excavation shall be carried to the grade of the bottom of the structure. When directed by the Engineer, areas beneath minor structures shall be over-excavated. When such over-excavation is directed, both over-excavation and subsequent backfill to the required grade shall be performed. After over-excavation is performed and before backfill is placed, the exposed surface shall be scarified to a depth of 6 inches, brought to optimum moisture content, and rolled with heavy compaction equipment to obtain 90 percent of maximum density.

3.03 PIPELINE AND UTILITY TRENCH EXCAVATION
A. Trench Width: Unless otherwise shown or directed, excavation for pipelines and utilities shall be open-cut trenches. Trench widths shall be kept as narrow as is practical for the method of densification selected by the Contractor, but shall have a 102% Page 742 of 1482

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minimum width at the bottom of the trench equal to the outside diameter of the pipe plus 24 inches. The maximum width at the top of the pipe shall be equal to the outside diameter of the pipe plus 36 inches for pipe diameters 18 inches and larger, and to the outside diameter of the pipe plus 24 inches for pipe diameters less than 18 inches. For deep trenches, the maximum width requirement may be waived for constructability reasons with the written approval of the Engineer upon submittal of pipe loading calculations prepared by a registered civil engineer in accordance with the City’s pipe design criteria shown in the Development Plan Check and Procedures Manual at the Contractor’s expense. For telecommunications conduits (electrical, telephone, cable TV/communication conduits), street light and traffic signal conduits, the width of the trench shall be as shown on the City standard details.

B. Subgrade: The surface of the subgrade after compaction shall be hard, uniform, smooth, self-draining, and true to grade and cross section.

C. Trench Bottom: The pipe bedding shall be given a final trim establishing grade such that each pipe section when first laid will be continually in contact with the bedding along the extreme bottom of the pipe. Rounding out the trench bottom or bedding to form a cradle for the pipe will not be allowed. The Contractor shall excavate for bell holes and fittings.

D. Open Trench: The maximum amount of open trench permitted in any one location shall be the length necessary to accommodate the amount of pipe installed and backfilled in a single day. All trenches shall be fully backfilled at the end of each day or, in lieu thereof, shall be covered by heavy steel plates adequately braced and capable of supporting vehicular traffic in those locations where it is impractical to backfill at the end of each day. The above requirements for backfilling or use of steel plate may be waived in cases where the trench is located further than 100 feet from any travelled roadway or occupied structure. In such cases, however, barricades and warning lights meeting safety requirements shall be provided and maintained.

E. Trench Over-Excavation: Where indicated trenches shall be excavated to the depth shown, and then backfilled.

F. Over-Excavation: When ordered by the Engineer, whether or not indicated on the Drawings, trenches shall be over-excavated beyond the depth shown. Such overexcavation shall be to the depth ordered. The trench shall then be backfilled.

G. Where pipelines are to be installed in embankment or structure fills, the fill shall be constructed to a level a minimum of 2 feet above the top of the pipe, as directed by the Engineer, or as recommended by the pipe manufacturer, whichever is greater, before the trench is excavated.

H. Continuous Sheeting and Shoring: In areas of known existing underground utilities or street intersections with various utility lines traversing throughout the intersection, the Contractor shall anticipate the potential for disturbed soils caused by loose backfill from existing utilities and use continuous sheeting and shoring or other methods necessary for controlling loose backfill from entering the trench while installing the 102% Page 743 of 1482

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new pipeline or utilities.

3.04 OVER-EXCAVATION NOR ORDERED, SPECIFIED, OR SHOWN
A. Any over-excavation carried below the grade ordered, specified, or shown, shall be backfilled to the required grade and densified with the specified material and compaction. Such work shall be performed by the Contractor at its own expense.

3.05 EXCAVATION IN LAWN AREAS
A. Where excavation occurs in lawn areas, the sod shall be carefully removed, stockpiled, watered and preserved for replacement. Excavated material may be placed on the lawn provided that a tarp or other suitable method is employed to protect the lawn from damage. The lawn shall not remain stockpiled for more than 48 hours. Immediately after completion of backfilling and testing of the pipeline, the sod shall be replaced in a manner so as to restore the lawn as near as possible to its original condition. Contractor shall provide new sod, in kind, if removed sod has remained stockpiled for more than 48 hours.

B. All other landscaping shall be replaced in kind in conformance with Section 32 90 00, "Planting," as shown on the Drawings or as directed by the Engineer. All damaged irrigation systems, including piping and electrical wiring, shall be repaired and operating properly the same day they are damaged, in conformance with Section 32 08 01, "Landscape Irrigation."

3.06 EXCAVATION IN VICINITY OF TREES
A. Except where trees are shown to be removed, trees shall be protected from injury during construction operations. No tree roots over 2 inches in diameter shall be cut without express permission of the Engineer. Trees shall be supported during excavation by any means previously reviewed by the Engineer.

B. If existing roots over one inch in diameter are cut during the course of the work, the cut faces shall be thoroughly coated with emulsified asphalt made especially for use on cut or damaged plant tissues. Exposed roots shall be covered with wet burlap to prevent them from drying out.

3.07 ROCK EXCAVATION
A. Rock excavation shall include removal and disposal of the following: (1) all boulders measuring 1/3 of a cubic yard or more in volume; (2) all rock material in ledges, bedding deposits, and unstratified masses; (3) concrete or masonry structures which have been abandoned; and (4) conglomerate deposits which are so firmly cemented that they possess the characteristics of solid rock.

B. Explosives and Blasting: Use of Explosives and Blasting will not be permitted.

3.08 DISPOSAL OF EXCESS EXCAVATED MATERIAL
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A. The Contractor shall remove and dispose of all excess excavated material to a suitable site. All testing required for legal disposal of excess materials shall be conducted by the Contractor at the Contractor’s expense. The proper and legal disposal shall be the responsibility of the Contractor. If the material is tested and found to be hazardous and requires disposal in a Class 1 or Class 2 landfill then the Contractor’s price and contract time shall be adjusted as per the General Conditions.

3.09 BACKFILL – GENERAL
A. Backfill shall not be dropped directly upon any structure or pipe. Backfill shall not be placed around or upon any structure for a minimum of 72 hours or until the concrete has attained sufficient design strength to withstand the loads imposed, whichever occurs first.

B. Except for Product Type 3B material being placed in over-excavated areas or trenches and unless specifically excepted by the Engineer, backfill shall not be placed until after all water is removed from the excavation.

3.10 PIPE AND UTILITY TRENCH BACKFILL
A. Bedding: Bedding shall be in accordance with the City of Milpitas Standard Details.

1. Bedding shall be provided for all pipelines.

2. After compacting the bedding the Contractor shall perform a final trim for establishing grade, such that each pipe section when first laid will be continually in contact with the bedding along the extreme bottom of the pipe.

B. Utility Crossing: Utility crossings shall be in accordance with the City of Milpitas Standard Details.

3.11 PLACING AND SPREADING OF BACKFILL MATERIALS
A. Backfill materials shall be placed and spread evenly in horizontal layers. The backfill layers shall be evenly spread so that when compacted each layer shall not exceed 6 inches in thickness.

B. During spreading each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer and uniformity of moisture throughout backfill materials. Backfill materials shall be manually spread around the pipe so that when compacted the backfill will provide uniform bearing and side support.

C. Where the backfill material moisture content is below the optimum moisture content water shall be added before or during spreading until the proper moisture content is achieved.

D. Where the backfill material moisture content is too high to permit the specified degree of compaction, the material shall be dried or replaced until the moisture content is satisfactory.
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E. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire roller, vibrating rollers, or other mechanical tampers. All such equipment shall be of a size and type subject to review by the Engineer. Impact-type pavement breakers (stompers) will not be permitted. Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or new improvements. The Contractor shall make its own determination in this regard.

F. Material for mechanically compacted backfill may be placed in loose lifts which, prior to compaction, shall not exceed the thickness specified below for various types of equipment:

1. Vibratory equipment, including vibratory plates, vibratory smooth-wheel rollers, and vibratory pneumatic-tired rollers - maximum lift thickness of 2 feet.

2. Rolling equipment, including sheepsfoot (both vibratory and non-vibratory), grid, smooth-wheel (non-vibratory), pneumatic-tired (non-vibratory), and segmented wheels - maximum lift thickness of 1 foot.

3. Hand-directed mechanical tampers-maximum lift thickness of 4 inches.

G. Mechanically compacted backfill shall be placed in horizontal layers of thickness not exceeding those specified above, compatible to the material being placed and the type of equipment being used. Each layer shall be evenly spread, moistened or dried, if necessary, and then tamped or rolled until the specified relative compaction has been attained.

3.12 COMPACTION OF BACKFILL MATERIALS
A. Each layer of backfill material as defined herein, shall be mechanically compacted to the specified percentage of maximum density. Equipment that is consistently capable of achieving the required degree of compaction shall be used and each layer shall be compacted over its entire area while the material is at the required moisture content range.

B. Flooding, ponding, or jetting shall not be used.

C. Equipment weighing more than 10,000 pounds shall not be used closer to structure walls than a horizontal distance equal to the depth of the fill against the structure wall at that time. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations.

D. Compaction Requirements: Compaction shall be in accordance with the City of Milpitas Standard Details and Standard Specifications.

E. Trench Backfill Requirements: Trench backfill requirements shall be in accordance with the City of Milpitas Standard Details and Standard Specifications.

3.13 STEEL PLATE
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A. General: When backfilling operations of an excavation in the traveled way, whether transverse or longitudinal, cannot be properly completed within a work day, steel plate bridging with a non-skid surface and shoring may be required to preserve unobstructed traffic flow.

B. When steel plate bridging is required, the following conditions shall apply:

1. Steel plates used for bridging must extend a minimum of 12 inches beyond the edges of the trench.

2. Steel plate bridging shall be installed to operate with minimum noise.

3. The trench shall be adequately shored to support the bridging and traffic loads.

4. Temporary paving with cold asphalt concrete shall be used to feather the edges of the plates, if plate installation by Method (2) is used.

5. Bridging shall be secured against displacement by using adjustable cleats, shims or other devices.

C. Steel plate bridging and shoring shall be installed using either Method (1) or (2):

1. Method 1 For speeds more than 45 mph:

The pavement shall be cold planed to a depth equal of the thickness of the plate and to a width and length equal to the dimensions of the plate.

2. Method 2 For speeds 45 mph or less:

Approaching plate(s) and ending plate (if longitudinal placement) shall be attached to the roadway by a minimum of 2 dowels pre-drilled into the corners of the plate and drilled 2 inches into the pavement. Subsequent plates are butted to each other. Fine graded asphalt concrete shall be compacted to form ramps, maximum slope 8.5 percent with a minimum 12 inch taper to cover all edges of the steel plates. When steel plates are removed, the dowel holes in the pavement shall be backfilled with either graded fines of asphalt concrete mix, concrete slurry or an equivalent slurry.

D. Steel plate bridging should not exceed 4 consecutive working days in any given week.

END OF SECTION
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31 63 29 - 1 DRILLED PIERS
______________________________________________________________________ SECTION 31 63 29

DRILLED PIERS
PART 1 - GENERAL

1.01 APPLICABLE SECTIONS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section

1.02 DESCRIPTION OF WORK
A. The work included under this section consists of furnishing all materials, supplies, equipment, tools, transportation and facilities and performing all labor and services necessary for, required in connection with or properly incidental to drilling piers, casing holes and dewatering prior to concrete placement as described in this section of the specifications, shown on the accompanying drawings or reasonably implied therefrom, except as hereinafter specifically excluded.

B. Drilled piers must conform to Section 49-3.02 of the State of California Department of Transportation Standard Specifications. In the event of conflicts between the State of California Department of Transportation Standard Specifications and these specifications, the State of California Department of Transportation Standard Specifications shall prevail as directed by the Engineer.

C. Work Included:

1. Drilling Piers

2. Placing reinforcement

3. Casing Holes

4. Dewatering
D. Related Work Specified Elsewhere:

1. Reinforcement; Section 03 20 00

2. Cast-in-place Concrete; Section 03 30 00

1.03 REFERENCE STANDARDS
A. The following is a list of Reference Standards referred to in this portion of the Specification:

1. Section 49 of the State of California Department of Transportation Standard Specifications, current governing edition.

2. American Concrete Institute Standard ACI 336.1 "Specification for the Construction of Drilled Piers", current edition.

3. 2022 Edition of the California Building Code.

1.04 QUALITY ASSURANCE
A. Codes and Standards: Comply with all Federal, State and Local Codes and Safety Regulations. In addition, comply with the provisions of the following codes,

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specifications, and standards, except where more stringent requirements are shown or specified.

1. State of California Department of Transportation Standard Specifications, current governing edition.

2. California Building Code, 2022 edition.

3. ACI 336.1 "Specification for the Construction of Drilled Piers", current edition.

B. Qualifications: Installation of drilled piers shall be by a drilling contractor with experience specific to the installation of drilled piers. The drilling contractor must have successfully constructed at least 3 separate foundation projects in the last 5 years.

The foundation projects must have drilled piers of similar or larger diameter and depth, and installed under similar substructure conditions to this project and demonstrate experience with drilling fluids and successful construction of drilled piers under wet conditions. Each on-site foremen and drill rig operator must have 2 years of experience installing drilled piers on at least 3 projects. The drilled pier foundations must be of similar or larger diameter and depth, and installed under similar subsurface conditions to this project. Written proof of sub-contractor’s qualifications may be requested. The general contractor shall ensure that the proposed sub-contractor has fulfilled those requirements.

C. The Contractor must notify the Engineer at least 48 hours in advance of any drilling operations to allow for arrangement of the Soils Engineer and Structural Engineer to make observations in accordance with, "Field Quality Control," in Part 3 of this specification section.

1.05 SUBMITTALS
A. General Requirements

1. Submittals must be made to Engineer in accordance with the requirements of Division 1, General Requirements of these specifications.

2. Construction, and fabrication or ordering of materials shall not begin until Contractor has received submittals reviewed by Engineer governing all aspects of the intended work.

B. Shop Drawings:

1. The Contractor must submit a pier installation plan to the Engineer for approval for all drilled piers. The pier installation plan must be prepared in conformance with Section 49-3.02A(3)(b) of the State of California Standard Specifications and must include complete descriptions, details, and supporting calculations for the following:
a. Concrete mix design, certified test data, and trial batch reports per Section 03 30 00.
b. Reinforcement shop drawings per Section 03 20 00.
c. Drilling or coring methods and equipment.
d. Proposed method for casing installation and removal when necessary. e. Methods for placing, positioning, and supporting bar reinforcement. f. Methods and equipment for verifying that the bottom of the drilled hole is clean before placing concrete.
g. Methods and equipment for dewatering of holes when necessary. h. Methods and equipment for placing concrete.
i. Slurry type and proposed method of stabilizing holes with slurry when

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necessary.
j. Inspection pipes/tubes

1.06 SEQUENCING AND SCHEDULING
A. The Contractor shall obtain information and instructions from all trades and suppliers in ample time to schedule and coordinate the installation of items furnished by them to be embedded in concrete piers.

PART 2 - PRODUCTS - See other portions of specifications.

PART 3 - EXECUTION

3.01 DRILLING PIERS
A. If the pier center-to-center spacing is less than 4 pier diameters, do not drill holes or drive casing for an adjacent pier until 24 hours have elapsed after concrete placement in the preceding pier and your prequalification test results for the concrete mix design show that the concrete will attain at least 1800 psi compressive strength at the time of drilling or driving.

B. Contractor to examine site, records of test borings, soil samples, and Geotechnical Reports that are available from the Owner. Soil boring test results are provided by the Owner for information, and are not guaranteed to represent conditions that are present at drilled pier locations. Soil boring test results are not intended as representations or warranties of the continuity of the reported conditions. It is expressly understood that the Owner will not be responsible for interpretation or conclusions drawn by Contractor from the Geotechnical Report. At no additional cost to the Owner, evaluate the available data and provide additional test borings and other investigations as necessary for installing drilled piers.

C. All holes for piers must be drilled to the diameter and depth as shown on the plans.

1. All holes shall be examined for straightness and any hole that on visual inspection from the top shows less than one-half the diameter of the hole at the bottom of the hole shall be rejected. Suitable temporary casings shall be furnished and placed when necessary to control water or to prevent caving of the hole as determined by the Soils Engineer.

2. The pier shall not be out of plumb by more than 1-1/2 inches per 10 feet of length and the top of the pier shall be within 3 inches of the design location.

3. All loose material existing at the bottom of the hole after drilling operations have been completed shall be removed and the bottom of the hole cleaned out before placing concrete in the hole.

4. Material resulting from drilling holes shall become property of the contractor and be disposed of at the Contractor's expense. Disposal of drill cuttings shall be offsite unless otherwise permitted in writing by the Owner.

5. Surface water shall not be permitted to enter the hole and all water that may have infiltrated the hole shall be removed before placing concrete therein.

6. Mineral, synthetic, or water slurry may be used to stabilize drilled pier excavations provided that the slurry conforms to Section 49-3.02B(6) of the State of California Department of Transportation Standard Specifications.

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If synthetic slurry is used it must be one of the materials shown in the following table:

Material Manufacturer
SlurryPro CDP KB INTERNATIONAL LLC
735 BOARD ST STE 209
CHATTANOOGA TN 37402
(423) 266-6964
Super Mud PDS CO INC
105 W SHARP ST
EL DORADO AR 71731
(870) 863-5707
Shore Pac GCV CETCO CONSTRUCTION DRILLING

PRODUCTS
2870 FORBS AVE
HOFFMAN ESTATES IL 60192
(800) 527-9948
Terragel or
Novagel Polymer

GEO-TECH SERVICES LLC
220 N. ZAPATA HWY STE 11A-449A
LAREDO TX 78043
(210) 259-6386

BIG FOOT MATRIX CONSTRUCTION PRODUCTS
50 S MAIN ST STE 200
NAPERVILLE IL 60540
(877) 591-3137

POLY-BORE BAROID INDUSTRIAL DRILLING PRODUCTS
3000 N SAM HOUSTON PKWY EAST
HOUSTON TX 77032
(877) 379-7412
Use synthetic slurries in compliance with the manufacturer's instructions.

Synthetic slurries shown in the above table may not be appropriate for a given job site.

D. Concrete Placement:

1. Concrete shall be placed in drilled piers the day of drilling.

2. The reinforcing steel cage shall be placed and secured symmetrically about the axis of the pier and shall be securely blocked to clear the sides of the hole prior to placement of concrete.

3. After placing reinforcement and prior to placing concrete in the drilled hole, if caving occurs or deteriorated foundation material accumulates on the bottom of the hole, the bottom of the drilled hole shall be cleaned. The contractor shall verify that the bottom of the drilled hole is clean.

4. Construction joints not shown on the plans are not acceptable unless specifically authorized by the Engineer.

5. Free fall of concrete shall not exceed 8 feet.

6. Completely dewater holes before placing concrete.

7. Casings, if used in drilling operations, shall be removed from the hole as concrete is placed therein. The bottom of the casing shall be maintained not

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more than 5 feet below the top of the concrete and at a sufficient height to offset the hydrostatic or lateral soil pressure during withdrawal and placing operations, unless otherwise permitted by the Soils Engineer. Separation of the concrete during withdrawal operations shall be avoided by hammering or otherwise vibrating the casing.

E. Concrete Placement Under Slurry:

1. Concrete deposited under slurry shall be carefully placed in a compact monolithic mass with one or more tremie tubes, each of which are at least 8 inches in diameter. The delivery tube system shall consist of watertight tubes with sufficient rigidity to keep the ends always in the mass of concrete placed.

Internal bracing for the steel reinforcing shall accommodate the delivery tube system.

2. During placement of tremie concrete, the delivery tube tip shall be maintained at least 10 feet below the top surface of concrete. When slurry methods are used, a fully operational standby concrete pump, adequate to complete the work in the time specified, shall be provided at the site during concrete placement. If a temporary casing is used, concrete placed under slurry shall be maintained at least 5 feet above the bottom of the casing. The withdrawal of the casing shall not cause contamination of the concrete with slurry. If slurry is not used, the temporary casing shall not be withdrawn until the concrete head in the casing is greater than the groundwater outside the casing. This positive concrete head shall be maintained during the withdrawal of the casing.

3. A log of concrete placement for each drilled hole shall be maintained by the Contractor when the concrete is deposited under slurry. The log shall show the pile location, tip elevation, dates of excavation and concrete placement, length and tip elevation of any casing, and details for any hole stabilization method and materials used.

4. Vertical inspection pipes for acceptance testing as shown on the plans shall be provided in all drilled piers 24 inches in diameter or larger, except when the holes are dry or when the holes are dewatered without the use of temporary casing in a manner that controls groundwater.

5. Vertical inspection pipes shall be Schedule 40 PVC pipe with a nominal inside diameter of 2 inches. Each inspection pipe shall be capped at the bottom of the reinforcing cage. A temporary top cap or similar means shall be provided to keep the pipes clean before testing. The inspection pipes shall be clean, dry, and unobstructed at the time of testing providing a 2-inch diameter clear opening.

The inspection pipes shall be securely fastened in place to allow straight alignment parallel to the reinforcement. Inspection pipes shall extend to the bottom of the reinforcing cage. Cored holes to replace non-functioning inspection pipes shall be provided at the direction of the Engineer and at no additional cost to the Owner.

6. Perform acceptance tests to evaluate the homogeneity of the placed concrete.

Tests will include gamma-gamma logging in conformance with State of California Test 233 in compliance with the State of California Department of Transportation’s Standard Specifications. The Contractor shall not conduct operations within 25 feet of the gamma-gamma logging operations. Inspection pipes and or cored holes shall be dewatered and filled with grout after notification that the pile is acceptable.

7. If acceptance testing determines that a pile does not meet the requirements of

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the specifications and California Test 23, Part 5C, then that pile will be rejected.

The Engineer determines whether the rejected pile requires mitigation due to structural, geotechnical, or corrosion concerns. If the Engineer determines that the rejected pile requires mitigation, the Contractor shall submit to the Engineer for review a mitigation plan for the repair, supplementation, or replacement for each rejected pile.

3.02 FIELD QUALITY CONTROL
A. The Soils Engineer must perform inspections during drilling of piers as specified below and Contractor must cooperate with and notify Soils engineer at least 5 days in advance of inspections required:

1. Inspect drilling of piers

2. Inspect the walls of drilled holes
B. The Contractor must notify the Structural Engineer for the following structural observations at least 5 days in advance of observations required:

1. Observe the reinforcement of the piers and its placing

2. Observe the placement of concrete

3. Observe gamma-gamma log testing by the Contractor

END OF SECTION

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SUBMITTAL REVIEW 32 10 00 - 1 ASPHALT PAVEMENT, BASE AND

SURFACE TREATMENTS
SECTION 32 10 00

ASPHALT PAVEMENT, BASE AND SURFACE TREATMENTS
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor necessary to furnish and construct the roadway structural section, base repair, asphalt overlay, and all appurtenant work, complete in place, as shown on the Drawings and as specified herein.

B. Work Covered in this Section

1. Preparation of Subgrade

2. Aggregate Base.

3. Tack Coat.

4. Remove and Replace Traffic Markings.

5. Pavement Grinding.

6. Sawcutting.

7. Asphalt Concrete Overlay, Utility Cut Pavement Replacement, and Pavement Structural Section.

8. Adjust Iron Castings to Grade.

1.03 RELATED SECTIONS
A. Section 02 41 00, Selective Demolition.

B. Section 31 00 00, Earthwork.

C. Section 31 23 00, Utility Earthwork.

D. Section 33 39 00, Precast Concrete Maintenance Holes.

E. Section 32 17 23, Traffic Stripes and Pavement Markings.

F. Section 32 13 00, Concrete Surface Improvements.

G. Division 1, General Requirements.

1.04 REFERENCES
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SURFACE TREATMENTS
A. State of California, Department of Transportation (Caltrans), Standard Specifications 2023 Edition:

1. Section 15 , Existing Facilities.

2. Section 19 , Earthwork.

3. Section 26 , Aggregate Bases.

4. Section 37 , Bituminous Seals.

5. Section 39 , Asphalt Concrete.

6. Section 42 , Groove and Grind Pavement.

7. Section 84 , Markings.

8. Section 82 , Signs and Markers.

9. Section 92 , Asphalt Binders.

10. Section 94 , Asphaltic Emulsions.

B. Commercial Standards:

1. ASTM D 36, Test Method for Softening Point of Bitumen (Ring-and-Ball Apparatus.)

2. Mixtures Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop.

3. ASTM D 3407, Methods of Testing Joint Sealants, Hot-Poured, for Concrete and Asphalt Pavements.

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

B. Delivery Tickets: For City public works projects, the Contractor shall provide delivery tickets to the Engineer at the time of delivery of each load of product, including aggregate base, asphalt concrete, liquid asphalt, and sealant. Each delivery ticket shall include or be accompanied by appropriate batch information produced by the batching plant or factory of origin and information stating the mix or model number, total yield in kilograms, liters, or square meters, and time, date, and location of delivery.

1.06 QUALITY ASSURANCE
A. The City will employ a testing laboratory to perform all quality assurance testing and inspection testing as may be required by this Section.

PART 2 - PRODUCTS

2.01 AGGREGATE BASE
A. Aggregate base material shall be Class 2 aggregate base in conformance with Section 26, "Aggregate Bases," of the Caltrans Standard Specifications. All aggregate base used on the work shall conform to the ¾” maximum size gradations.

2.02 TACK COAT OR PAINT BINDER
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SURFACE TREATMENTS
A. A tack coat or paint binder to be used with pavement fabric or mesh shall be asphalt grade PG 64-16 in conformance with Section 92, "Asphalt Binders," of the Caltrans Standard Specifications.

2.03 ASPHALT CONCRETE OVERLAY, UTILITY CUT PAVEMENT REPLACEMENT,

AND PAVEMENT STRUCTURAL SECTION
A. Asphalt concrete shall be Type A on all City streets.

B. Asphalt concrete shall be placed at the thickness indicated on the Drawings.

C. The asphalt binder shall be paving asphalt grade PG 64-10 in conformance with Section 92, "Asphalt Binders," of the Caltrans Standard Specifications.

D. The aggregate shall be 1/2-inch maximum size, medium grading for overlays and top lift(s) of pavement structural sections in conformance with Section 39, "Asphalt Concrete," of the Caltrans Standard Specifications. The minimum overlay thickness for the top lift shall be 1.5 inches (38 mm). The aggregate shall be 3/4-inch maximum size, medium grading, for the bottom lift(s) of pavement structural sections in conformance with Section 39, "Asphalt Concrete," of the Caltrans Standard Specifications. For pavement structural sections less than 4 inches (102 mm), the aggregate shall be 1/2-inch maximum size, medium grading in accordance with Section 39, “Asphalt Concrete,” of the Caltrans Standard Specifications.

2.04 FINE ASPHALT CONCRETE PAVING
A. Fine asphalt concrete for patch paving shall be Type B, 3/8-inch maximum size. The asphalt binder shall be paving asphalt grade PG 64-10 in conformance with Section 92, "Asphalt Binders," of the Caltrans Standard Specifications.

2.05 PORTLAND CEMENT CONCRETE
A. Portland Cement Concrete used to adjust utility structure frames and monument frames to grade shall be Class B in conformance with Section 03 30 50, "Utility Castin-Place Concrete." PART 3 - EXECUTION

3.01 GENERAL
A. All work adjacent to existing pavement structural section shall butt up to the full existing structural section. Where the full pavement structural section is not encountered, continue removal of additional pavement structural section until a full pavement structural section is found.

3.02 PUBLIC NOTIFICATION
A. All homeowners, businesses and public facilities affected by the WORK shall be 102% Page 756 of 1482

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provided with prior notification of the WORK and necessary parking restrictions, in conformance with Division 1, General Requirements. All notifications shall be provided twice in conformance with the following:

1. A written notification shall be mailed to each affected business/residence a minimum of two weeks prior to commencing the work.

2. Door hangers shall be provided 72 hours prior to commencing work.

The format of the required notifications shall be approved by the Engineer. The Contractor shall coordinate the notification process and follow up each notification with submittal to the Engineer of a signed affidavit confirming time and date of each notification.

3.03 ORDER OF WORK
A. Selective tree and vegetation trimming and/or root pruning operations necessary for work requiring equipment accessibility or installation of improvements shall be completed prior to commencement of that work.

B. All underground utilities shall be installed, inspected and approved, and all backfill and compaction operations shall be completed prior to commencement of pavement structural section construction.

C. Cutting or patching of finished pavement will not be allowed.

3.04 PREPARATION OF SUBGRADE
A. The subgrade shall be prepared in conformance with Section 19, "Earthwork," of the Caltrans Standard Specifications, unless modified by this Section.

B. Subgrade preparation shall extend a minimum of 2 feet beyond all concrete improvements and asphalt paved areas. Unless otherwise recommended in the soils report, the subgrade shall be scarified to a minimum depth of 6 inches below the grading plane, mixed thoroughly and wetted in conformance with ASTM D 1557, or dried as directed by the Engineer. The pavement section, the entire area under the curb and gutter, bus turnout area, and the area 2 feet beyond any edge of pavement without abutting concrete improvements shall be thoroughly compacted to not less than 95 percent relative compaction in conformance with ASTM D 1557. Compaction of subgrade under sidewalk, access ramps, driveways, median surfacing and the area 2 feet beyond any concrete improvements shall be thoroughly compacted to not less than 90 percent relative compaction in conformance with ASTM D 1557. The surface of the subgrade after compaction shall be hard, unyielding, uniform, smooth, self- draining, and true to grade and cross-section.

C. All soft material which will not compact readily and all unstable material shall be removed in conformance with the Section entitled "Roadway Excavation," in PART 3 of Section 31 00 00, "Earthwork." All materials for subgrade replacement shall be in conformance with the written recommendations of the Geotechnical Engineer. 102% Page 757 of 1482

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D. Subgrade preparation and compaction and determination of subgrade stability shall performed under the observation of the Engineer. In no case shall lime or cement treatment be used to stabilize subgrade.

E. Finish subgrade shall be within the tolerances established in Section 19-1.03, "Grade Tolerances," of the Caltrans Standard Specifications.

3.05 AGGREGATE BASE
A. Aggregate base shall be spread and compacted in conformance with Section 26, "Aggregate Bases," of the Caltrans Standard Specifications for Class 2 Aggregate Base. Finished aggregate base shall have the minimum thickness as shown on the Drawings and shall not vary more than 0.05 foot above or below the established grade. The aggregate base shall be compacted to 95 percent relative compaction in conformance with ASTM D 1557. The surface of the aggregate base after compaction shall be hard, unyielding, uniform, smooth, self-draining, and true to grade and cross-section.

3.06 TACK COAT
A. The Contractor shall be responsible for the proper use of tack coats and shall be in conformance with applicable regulatory requirements.

B. Tack Coat or Paint Binder
Prior to placement of asphalt concrete a tack coat or paint binder shall be applied to existing paved and vertical surfaces where new asphalt concrete is to be placed on or against existing pavement at an approximate total rate from

0.02 gallon to 0.10 gallon per square yard to all areas receiving asphalt concrete. The exact rate of application will be determined by the Engineer.

Care shall be taken to prevent over application of tack coat material onto finish surfaces that will not be in contact with the new asphalt concrete pavement.

3.07 REMOVE AND REPLACE TRAFFIC MARKINGS
A. Removal and replacement of existing traffic striping, legends, and pavement markers shall be in conformance with Section 32 17 23, “Traffic Stripes and Pavement Markings” and Section 02 10 00, “Selective Demolition.” B. Removal and replacement of traffic striping, legends, and raised pavement markers shall conform to the following scheduling requirements:

1. Existing traffic striping, legends, and pavement markers shall be completely removed prior to beginning of resurfacing operations. The Contractor shall then either begin said operations within 24 hours of the removal of the existing delineations or shall replace said delineations with painted markings.

2. Permanent traffic striping, legends, and pavement markers shall be installed no sooner that 2 calendar days nor later than 7 calendar days after the resurfacing has been placed. Raised pavement markers shall be installed no 102% Page 758 of 1482

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sooner than 7 calendar days no later than 14 calendar days after resurfacing has been placed. Traffic striping, legends, and pavement markers shall be installed in conformance with Section 81, 82, and 84 of the Caltrans Standard Specifications. The layout of permanent traffic striping, legends, and pavement markers shall be approved in writing by the Engineer prior to installation.

3.08 PAVEMENT GRINDING
A. Grinding necessary to perform edge and transverse pavement conforms shall be performed on all streets to be overlaid and shall be completed in conformance with Section 42-3, “Grinding,” of the Caltrans Standard Specifications and this Section.

B. Grinding at curbs, gutters, valley gutters, and street intersections shall be in conformance with the Drawings and Standard Details. No grinding shall be performed through an intersection if the cross street is also to be overlaid.

C. Damage to detector loops at City owned traffic signals shall be reported to the Engineer and repaired by the Contractor at its own expense within 24 hours of disruption of service. If the Contractor fails to repair damaged loops within the specified time the City will repair the damage at the Contractor’s expense. Damage to detector loops at traffic signals owned by other Agencies shall be repaired in conformance with the appropriate Agency requirements.

D. All materials removed shall become the property of the Contractor and shall be disposed of in a legal manner. Residue from the grinding operations may be removed from the roadbed by a vacuum sweeper following within 50 feet of the grinding operations. The Contractor shall be responsible for maintaining the street in a clean condition during the course of the grinding operations. All loose materials shall be removed prior to the application of the tack coat.

E. Areas that cannot be reached with the grinding machine shall be jack-hammered or otherwise removed by hand.

F. The Contractor shall place temporary asphalt concrete ramps at all grinding limits which abut remaining asphalt pavement surfaces. Temporary asphalt concrete ramps shall be in place the same day as the grinding operation.

G. Temporary asphalt concrete ramps shall be a minimum of 5 feet in length, extending the entire width of the affected travelled way, and shall be sufficiently compacted so as not to deform or ravel.

H. The Contractor shall maintain temporary asphalt concrete ramps to the satisfaction of the Engineer and shall completely remove them prior to the application of tack coat.

3.09 SAWCUTTING FOR ROADWAY WIDENING
A. When removing asphalt pavement in connection with roadway widening the existing 102% Page 759 of 1482

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asphalt pavement shall be sawcut with a power driven asphalt saw to provide a smooth joint for the new pavement. The Contractor shall sawcut the pavement before any pavement excavation to avoid damage to the pavement section to remain.

3.10 ASPHALT CONCRETE OVERLAY OR PAVEMENT STRUCTURAL SECTION A. Surface preparation for asphalt concrete overlay on existing asphalt concrete surfaces shall include removal of all traffic striping and legends, raised pavement markers, and all grinding, patching, and sweeping.

B. Application of a prime coat and/or tack coat shall not occur until all surface preparation has been performed.

C. Asphalt concrete shall be spread and compacted on the prepared base or existing asphalt concrete in conformance with the lines, grades and dimensions shown on the Drawings and in conformance with Section 39, "Asphalt Concrete," of the Caltrans Standard Specifications.

D. Spreading and compaction equipment and methods shall be in conformance with Sections 39-2.01C of the Caltrans Standard Specifications and this Section. The Engineer may, at its option, call for continuous and/or random testing of asphalt concrete compaction. Asphalt concrete shall not be placed or stockpiled in windrows when the underlying layer or surface is frozen, or when, in the opinion of the Engineer, weather conditions will prevent the proper handling, finishing, or compaction of the asphalt concrete.

Spreading by use of motor graders will not be allowed unless approved in writing by the Engineer.

E. The finished grade shall be flush with the adjacent existing pavement, shall conform to the cross slope or crown of the street, and shall be within the tolerances of the "straightedge" test as defined in Section 39-2.01C of the Caltrans Standard Specifications. The Contractor shall be responsible for all damage to fresh surfacing until it is ready for use by public traffic. Damaged areas shall be repaired to the satisfaction of the Engineer.

F. Asphalt concrete for new pavement structural sections shall be placed in a minimum of 2 lifts and shall be spread and compacted in the number of layers and thicknesses in conformance with Section 39-2.01C of the Caltrans Standard Specifications.

G. The depositing, distribution, and spreading of each lift of the asphalt concrete shall be accomplished in a single, continuous operation.

H. All utility structures and monuments shall be marked for reference in at least 2 directions by the Contractor prior to placing the asphalt concrete. Said reference marking shall be made using a temporary removable water based marking chalk. The Contractor shall be responsible for the complete removal of all such reference markings after the completion of raising utility structures and monuments to grade. 102% Page 760 of 1482

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I. Fog sealing of new asphalt concrete structural sections will not be allowed.

3.11 ASPHALT CONCRETE UTILITY CUT PAVEMENT REPLACEMENT
A. Preparation of Existing Asphalt Concrete Pavement: The existing asphalt concrete pavement shall be sawcut 12 inches past the edge of the trench to provide a smooth joint for the new pavement. The Contractor may sawcut the pavement before excavating the trench to facilitate the removal of the pavement. In addition the Contractor shall sawcut and remove any irregular or damaged pavement along the open trench as directed by the Engineer before placing new asphalt concrete pavement.

B. Placement of asphalt concrete shall be in conformance with this Section, except that the number of layers and thicknesses shall be as shown on the Drawings.

3.12 ADJUST IRON CASTINGS TO GRADE
A. All Iron Castings shall be set to finish grade after placing the asphalt concrete. The adjustment of structures and monuments to grade shall be in conformance with Section 75 of the Caltrans Standard Specifications and this Section.

B. Adjustment rings will not be allowed.

C. When streets are overlayed unless deemed unsuitable by the Engineer, existing frames and covers shall be salvaged and re-used. All iron castings damaged during construction shall be replaced by the Contractor with new iron castings at the Contractor’s expense. Replacement iron castings for City utility structures shall be replaced in conformance with the appropriate technical section. Replacement iron castings for other Agency utility structures shall be replaced in conformance with the appropriate Agency requirements.

D. All water valve covers shall be exposed on the same day in which they are covered by resurfacing operations.

E. All maintenance hole covers shall be raised no later than 5 working days after resurfacing is placed, and shall be patch-paved with asphalt concrete within 5 working days after being raised.

F. Tops of frames shall be set within to zero to 1/8-inch above finish grade. Frames which do not meet this tolerance shall be re-adjusted by the Contractor at its own expense.

G. After adjusting frames Contractor shall insure all covers are removable and seat properly when replaced. For new iron castings the new covers shall not rock.

H. Hand mixing of concrete for use in raising iron castings to grade will be allowed.

Concrete shall be placed and thoroughly consolidated in conformance with Section 32 13 00, Concrete Surface Improvements.
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I. Asphalt concrete patch paving shall be fine asphalt concrete placed over a tack coat.

Patch paving may be placed by hand using a vibratory plate compactor or roller in conformance with this Section.

END OF SECTION
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SUBMITTAL REVIEW 32 13 00 - 1 CONCRETE SURFACE IMPROVEMENTS SECTION 32 13 00

CONCRETE SURFACE IMPROVEMENTS
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor to furnish and install all concrete surface improvements including concrete curbs, sidewalks, curb ramps, TASP crosswalk, miscellaneous concrete footings, and all appurtenant work, complete in place, as shown on the Drawings and as specified herein.

B. Work Covered in this section

1. Subgrade Preparation.

2. Aggregate Base.

3. Forms for Concrete.

4. Concrete Reinforcement.

5. Portland Cement Concrete Placement.

6. Expansion Joints.

7. Deep Joints.

8. Score Lines.

9. Curing Compound.

1.03 RELATED SECTIONS
A. Section 31 00 00, Earthwork.

B. Section 32 10 00, Asphalt Pavement, Base and Surface Treatments.

C. Section 03 30 50, Utility Cast-in-Place Concrete.

D. Division 1, General Requirements.

1.04 REFERENCES
A. State of California, Department of Transportation (Caltrans), Standard Specifications 2024 Edition:

1. Section 19, Earthwork.

2. Section 26, Aggregate Bases.

3. Section 73, Concrete Curbs and Sidewalks.
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4. Section 90, Concrete.

5. Standard Plans
B. Commercial Standards:

1. ASTM A 82, Specification for Steel Wire, Plain, for Concrete Reinforcement.

2. ASTM A 185, Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement.

3. ASTM A 615, Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

4. ASTM C 143, Test Method for Slump of Hydraulic Cement Concrete.

5. ASTM C 309, Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

6. ASTM D 1557, Test Methods for Moisture-Density Relations of Soils and SoilAggregate Mixtures Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop.

7. ASTM D 1751, Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types.)

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

B. Mix Designs: A list of pre-approved ready-mix designs is on file in the Engineer’s office. If the Contractor does not use one of the pre-approved designs prior to beginning the concrete work, the Contractor shall submit to the Engineer, for review, preliminary concrete mix designs which shall show the proportions and gradations of all materials proposed for each class and type of concrete specified herein. Each mix design shall be accompanied by a Certificate of Compliance to these specifications.

C. Delivery Tickets: The Contractor shall provide delivery tickets at the time of delivery of each load of concrete. Batch tickets automatically produced by the batching equipment, indicating quantities of each ingredient, shall accompany each delivery ticket. Each delivery ticket shall, in additions, state the mix number, total yield in cubic yards, date, and the time of day, to the nearest minute, corresponding to when the batch was loaded, when it was dispatched, when it arrived at the job, and the time that unloading began.

D. Product data for stamped concrete pattern.

E. Product data and samples for integrally colored concrete.

PART 2 - PRODUCTS

2.01 AGGREGATE BASE
A. Aggregate base shall be Class 2, 3/4-inch maximum size grading, aggregate base in conformance with Section 26, "Aggregate Bases," of the Caltrans Standard 102% Page 764 of 1482

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2.02 CONCRETE REINFORCEMENT AND DOWELS
A. Steel bar for concrete reinforcement and dowels shall be deformed billet-steel bars of the size or sizes as specified on the Drawings and shall conform to the requirements of ASTM A 615 for Grade 40 or Grade 60 bars.

B. Steel welded wire fabric for sidewalk drains shall be cold drawn steel welded wire fabric, 6"x6"x 10/10, and shall conform to the requirements of ASTM A 82 for the tie wire and ASTM A 185 for the wire fabric.

C. Tie wire shall be a minimum of 18 gage, black annealed conforming to the requirements of ASTM A 82.

2.03 PORTLAND CEMENT CONCRETE
A. Portland cement concrete curbs, sidewalks, curb ramps, TASP crosswalk, miscellaneous concrete footings, and all appurtenant work shall be in conformance with City of Milpitas Standard Details.

B. Concrete shall be Ready-mix of a pre-approved mix design as listed in the Engineer’s office.

C. Admixtures: All admixtures shall be in conformance with Section 03 30 50, "Utility Cast-in-Place Concrete."
D. Water-Cement Ratio and Compressive Strength: The water-cement ratio and compressive strength shall be in conformance with Section 03 30 50, "Utility Cast-inPlace Concrete." E. Except for miscellaneous concrete footings lampblack shall be added at the rate of 3/4 pound/pint per cubic yard of concrete.

F. Aggregate gradations proposed by the Contractor shall be within the following percentage passing limits:

Primary Aggregate
Nominal Size
Sieve Sizes Limits of Gradation
1-1/2” x 3/4” 1” 19-41
1” x No. 4 ¾” 52-85
1” x No. 4 3/8” 15-38
Fine Aggregate No. 16 55-75
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Fine Aggregate No. 50 16-29

2.04 EXPANSION JOINT MATERIAL
A. Expansion joint material shall be premolded expansion joint filler ¼ inch thick in conformance with ASTM D 1751. Expansion joint material shall be shaped to fit the cross section of the concrete improvements prior to being placed.

2.05 CURING MATERIALS
A. All curing compound shall be of the non-pigmented type in conformance with ASTM C 309, Type 1-D, Class A.

2.06 CURB RAMPS
A. Detectable Warning Surfaces shall be manufactured by Armor Tile Tactile Systems, dark gray in color, or approved equal.

2.07 WATER BARRIER
A. Water Barrier shall be manufactured by Western Environmental Liner, 30mil reinforced polyethylene, or approved equal.

2.08 TASP CROSSWALK
A. TASP crosswalks shall be stamped integrally colored concrete with a 2’x2’ square pattern and be Scofield color SG160-4 Red Brick.

B. TASP crosswalk bands shall be integrally colored with Scofield color SG08-4 Wheat Fiekds.

PART 3 - EXECUTION

3.01 SUBGRADE PREPARATION
A. Preparation of subgrade shall be in conformance with Section 31 00 00, "Earthwork," and Section 32 10 00, "Asphalt Pavement, Base and Surface Treatment." B. Finish subgrade shall be within the tolerances established in Section 19-1, "General," of the Caltrans Standard Specifications.

3.02 SAWCUTTING EXISTING CONCRETE IMPROVEMENTS
A. Where a portion of existing concrete surface improvements is to be removed and replaced, the section to be removed shall be sawcut with an approved concrete saw to a minimum depth of 1-1/2 inches. For sidewalks, curb ramps, and driveways the 102% Page 766 of 1482

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SUBMITTAL REVIEW 32 13 00 - 5 CONCRETE SURFACE IMPROVEMENTS limit of the saw cut shall be at a minimum the first score line beyond the limits of the area to be replaced or as directed by the Engineer. For curb and gutter the limit of the sawcut shall be the nearest deep joint or as directed by the Engineer.

3.03 AGGREGATE BASE
A. Aggregate base shall be spread and compacted in conformance with PART 3 - EXECUTION of Section 32 10 00, "Asphalt Pavement, Base and Surface Treatments." The aggregate base shall be placed to the depth as shown on the Drawings.

3.04 FORMS FOR CONCRETE
A. No forms shall be placed prior to approval of the aggregate base and subbase by the Engineer.

B. All concrete surface improvements may be placed by slip form paver, and curb and gutter may be placed by extrusion machine.

3.05 CONCRETE REINFORCEMENT
A. Concrete reinforcement and dowels shall be placed at the location as shown on the Drawings. Installation of concrete reinforcement and dowels shall be in conformance with Section 03 30 50, "Utility Cast-in-Place Concrete."

3.06 PORTLAND CEMENT CONCRETE
A. No concrete for concrete surface improvements shall be placed until the subgrade, aggregate base, forms and reinforcement, and sidewalk drains have been approved by the Engineer.

B. Concrete curbs, sidewalks, curb ramps, TASP crosswalk, miscellaneous concrete footings, and all appurtenant work shall be constructed in conformance with Section 73, "Concrete Curbs and Sidewalks," of the Caltrans Standard Specifications, except that hand mixing of Portland cement concrete for use in concrete surface improvements will not be allowed, and except as modified in this Section.

C. TASP crosswalks shall be constructed in accordance with the details on the plans.

D. Concrete surface improvements shall not exceed the tolerances established in Section 73, "Concrete Curbs and Sidewalks," of the Caltrans Standard Specifications.

E. When a truck mixer or agitator is used for transporting concrete to the delivery point, discharge shall be completed within 1-1/2 hours, or before 250 revolutions of the drum or blades, whichever comes first, after the introduction of the cement to the aggregates. Under conditions contributing to quick stiffening of the concrete, or when the temperature of the concrete is 85 degrees Fahrenheit or above, a time less than 102% Page 767 of 1482

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F. All existing square formed steel tube sign posts shall be protected prior to pouring concrete around the post such that no concrete will leak inside the post.

3.07 JOINTS
A. Expansion Joints: Expansion joints shall be placed at 200-foot spacings and at all changes in horizontal alignment.

B. Deep joints: Deep joints shall be placed at all driveway edges and at 10 foot spacing.

Depth of deep joint shall be 3/4-inch.

C. Score lines: Score lines shall be placed transversely at 5-foot spacing between deep joints, longitudinally along back of curb, and longitudinally at mid-point on sidewalks over 8 feet in width.

D. When replacing concrete improvements score lines and deep joints shall match existing score line and deep joint spacing.

3.08 CONCRETE FINISH
A. All concrete surface improvements, except curb ramps and miscellaneous concrete footings, shall have a soft broom finish.

B. Miscellaneous concrete footings shall be sloped to provide drainage away from the post/pipe.

3.09 CURING
A. All exposed surfaces of Portland cement concrete shall be cured in conformance with the manufacturer's printed recommendations.

END OF SECTION
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SUBMITTAL REVIEW 32 17 23 - 1 TRAFFIC STRIPES AND PAVEMENT MARKINGS SECTION 32 17 23

TRAFFIC STRIPES AND PAVEMENT MARKINGS
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor necessary to furnish and place all traffic stripes and pavement markings, which may include but is not necessarily limited to, removal of any existing striping, legends, and pavement markers; repair of damaged pavement; placement of pavement markers; placement of both thermoplastic and painted striping and marking; and all other appurtenant work, complete in place, as shown on the Drawings and as specified herein.

B. Traffic stripes and pavement marking shall conform to the provisions of Section 84 “Markings” of the Caltrans Standard Specifications, Caltrans Standard Plans and Section 84 “Traffic Stripes and Pavement Markings” of the County of Santa Clara Roads and Airports Department Standards Specifications.

1.03 RELATED SECTIONS
A. Section 32 10 00, Asphalt Pavement, Base and Surface Treatments.

B. Division 1, General Requirements.

1.04 REFERENCES
A. Federal Specifications and Standards:

1. United States Department of Transportation, Manual of Uniform Traffic Control Devices.

B. State of California, Department of Transportation (Caltrans), Standard Specifications 2024 Edition:

1. Section 15, Existing Facilities.

2. Section 82, Signs and Markers.

3. Section 84, Markings.

4. Section 94, Asphaltic Emulsions.

5. Standard Plans.

C. State of California, Department of Transportation (Caltrans), California Manual of 102% Page 769 of 1482

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1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

PART 2 - PRODUCTS

2.01 TRAFFIC STRIPES AND PAVEMENT MARKINGS
A. General: Unless otherwise noted on the Drawings, all permanent traffic stripes and pavement markings shall be thermoplastic and/or pavement markers.

B. Thermoplastic: Thermoplastic for traffic stripes and pavement markings shall conform to Section 84- 2, "Traffic Stripes and Pavement Markings," of the Caltrans Standard Specifications.

C. Paint: Paint for traffic stripes and pavement markings shall conform to Section 84-2, "Traffic Stripes and Pavement Markings," of the Caltrans Standard Specifications.

D. Pavement markers: Pavement markers shall conform to Section 81-3, "Pavement Markers," of the Caltrans Standard Specifications and as specified herein. Fire Hydrant markers shall be two-way, reflective blue markers.

2.02 ADHESIVE
A. Adhesive shall be the hot melt bituminous type conforming to Section 81-3, "Pavement Markers," of the Caltrans Standard Specifications.

PART 3 - EXECUTION

3.01 GENERAL
A. Centerline and lane lines shall be re-established the same day as they are removed by the use of temporary reflective markers placed at 24-foot maximum spacing.

B. Stop bars, crosswalks, advanced school crossing legends and arrows, shall be reestablished the same day as they are removed using paint or traffic tape and shall match the width, size, and color as the removed markings unless otherwise shown on the Drawings.

C. Temporary traffic stripes and pavement markings placed on the finish lift of asphalt concrete shall be made with temporary traffic tape. Temporary traffic stripes and pavement markings placed on sub-lifts of asphalt concrete may be made with paint or traffic tape. Traffic tape will not be placed on slurry seal surfaces. 102% Page 770 of 1482

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3.02 TRAFFIC STRIPES AND PAVEMENT MARKINGS INSTALLATION A. Placement of all traffic stripes and pavement markings shall be in conformance with Section 84, "Markings," and Section 81-3, "Pavement Markers" of the Caltrans Standard Specifications, referenced Plans of the Caltrans Standard Plans, as shown on the Drawings and as specified herein.

B. All layouts must be inspected and approved by the Engineer prior to permanent placement of the traffic stripes and pavement markings. The Contractor shall notify the Engineer no later than 48 hours prior to the start of the scheduled placement.

C. Any overlap, dripping, or tracking of fresh thermoplastic or paint onto unmarked surfacing shall be removed to the satisfaction of the Engineer.

D. Thermoplastic and paint shall be placed as close as possible to existing utility structure and monument frames and covers without covering them.

E. The Contractor shall protect all fresh thermoplastic and paint and shall repair or replace all damage to traffic stripes and pavement markings caused by his failure to do so at its own expense.

F. All traffic stripes and pavement markings, new or existing, within or adjacent to the WORK limits which become defaced or damaged during the Contractor 's operations shall be replaced by the Contractor at its expense concurrently with other traffic marking operations in the immediate area. The Engineer shall be the sole judge as to which stripes or legends are defaced or damaged.

END OF SECTION
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SUBMITTAL REVIEW 32 31 13 - 1 CHAIN LINK FENCES AND GATES SECTION 32 31 13

CHAIN LINK FENCES AND GATES
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. Section Includes:

1. Chain-link fences.

2. Swing gates.

1.03 RELATED SECTIONS
A. NOT USED

1.04 REFERENCES
A. 2024 Caltrans Standard Plans

1.05 CONTRACTOR SUBMITTALS
A. Product Data: For each type of product.

B. Product certificate of compliance for the specified protective coating system.

C. Product certificate of compliance for posts and braces that include the information specified in ASTM F1043, section 9, “Quality Control Provisions.” PART 2 - PRODUCTS

2.01 GENERAL
A. Galvanize or coat ferrous materials.

B. Do not use materials imperfectly galvanized or coated or with serious abrasions C. For concrete for a metal post or brace footing or for a deadman,use:

1. Commercial-quality aggregates and cementitious material

2. At least 470 pounds of cementitious material per cubic yard 102% Page 772 of 1482

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SUBMITTAL REVIEW 32 31 13 - 2 CHAIN LINK FENCES AND GATES D. A reinforcing bar must comply with ASTM A706/A706M.

2.02 CHAIN-LINK FENCE FABRIC
A. Chain link fabric shall conform to section 80-3.02C of the 2024 Caltrans Standard Specifications.

1. Fabric Height: 6’.

2.03 FENCE FRAMEWORK
A. Posts and braces shall conform to section 80-3.02B of the 2024 Caltrans Standard Specifications.

2.04 TENSION WIRES, HOG RINGS, TURNBUCKLES, TRUSS TIGHTENERS, TRUSS

RODS, AND STRETCHER BARS AND BAR BANDS
A. Tension wires, hog rings, turn buckles, truss tighteners, truss rods, and stretcher bars and bar bands shall conform to section 80-3.02D of the 2024 Caltrans Standard Specifications.

2.05 SWING GATES
A. Swing gates shall conform to section 80-10 of the 2024 Caltrans Standard Specifications.

B. The gate leaf widths shall be 8 feet.

C. Hardware:

1. Hinges: 360-degree inward and outward swing.

2. Latch: Permitting operation from both sides of gate with provision for padlocking accessible from both sides of gate.

3. Padlock and Chain.

4. Gate Stop.

PART 3 - EXECUTION

3.01 EXAMINATION
A. Do not begin installation before final grading is completed unless otherwise permitted by Engineer.

3.02 PREPARATION
A. Stake locations of fence lines, gates, and terminal posts. Do not exceed intervals of 500 feet or line of sight between stakes. Indicate locations of utilities, lawn sprinkler system, underground structures, benchmarks, and property monuments.

3.03 CHAIN-LINK FENCE INSTALLATION
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SUBMITTAL REVIEW 32 31 13 - 3 CHAIN LINK FENCES AND GATES A. Construct chain link fence in accordance with sections 80-1.03 and 80-3.03 of the 2024 Caltrans Standard Specifications.

B. Construct chain link gates in accordance with section 80-10.03 of the 2024 Caltrans Standard Specifications.

END OF SECTION
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SUBMITTAL REVIEW 32 93 11 - 1 TEMPORARY EROSION CONTROL SECTION 32 93 11

TEMPORARY EROSION CONTROL
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. Measures to control erosion. Contractor shall install measures required for this project. In addition, all measures shall be removed at the end of the project.

1.03 RELATED SECTIONS
A. Section 02 10 00, Selective Demolition
B. Section 31 00 00, Earthwork

1.04 REFERENCES
A. NOT USED

1.05 CONTRACTOR SUBMITTALS
A. Submit product data sheets.

PART 2 - PRODUCTS

2.01 STABILIZED CONSTRUCTION ENTRANCE/EXIT
A. Except as otherwise specified, stabilized construction entrance/exit shall conform to the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (TC-1).

2.02 STABILIZED CONSTRUCTION ROAD
A. Except as otherwise specified, stabilized construction road shall conform to the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (TC-2).

2.03 FIELD INLET PROTECTION
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SUBMITTAL REVIEW 32 93 11 - 2 TEMPORARY EROSION CONTROL A. Except as otherwise specified, field inlet protection shall conform to the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (SE-10).

2.04 CURB INLET PROTECTION
A. Except as otherwise specified, curb inlet protection shall conform to the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (SE-10).

2.05 SILT FENCE
A. Except as otherwise specified, silt fence shall conform to the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (SE-1).

2.06 FIBER ROLL
A. Except as otherwise specified, fiber roll shall conform to the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (SE-5).

2.07 CHECK DAMS
A. Except as otherwise specified, check dams shall conform to the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (SE-4).

2.08 HYDROSEED MIX OR HYDROMULCH
A. Except as otherwise specified, hydroseed mix or hydromulch shall conform to the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (EC-4 or EC-3).

PART 3 - EXECUTION

3.01 STABILIZED CONSTRUCTION ENTRANCE/EXIT
A. Except as otherwise specified, stabilized construction entrance/exit shall conform to plan sheets C-011 through C-013 of the Drawings and the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (TC-1).

3.02 STABILIZED CONSTRUCTION ROAD
A. Except as otherwise specified, stabilized construction road shall conform to plan sheets C-011 through C-013 of the Drawings and the current edition of the California 102% Page 776 of 1482

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SUBMITTAL REVIEW 32 93 11 - 3 TEMPORARY EROSION CONTROL Stormwater Quality Association Stormwater BMP Construction Handbook (TC-2).

3.03 FIELD INLET PROTECTION
A. Except as otherwise specified, temporary drainage inlet protection shall conform to plan sheets C-011 through C-013 of the Drawings and the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (SE-10).

3.04 CURB INLET PROTECTION
A. Except as otherwise specified, curb drainage inlet protection shall conform to plan sheets C-011 through C-013 of the Drawings and the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (SE-10).

3.05 SILT FENCE
A. Except as otherwise specified, silt fence shall conform to plan sheets C-011 through C-013 of the Drawings and the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (SE-1).

3.06 FIBER ROLL
A. Except as otherwise specified, fiber roll shall conform to plan sheets C-011 through C-013 of the Drawings and the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (SE-5).

3.07 CHECK DAMS
A. Except as otherwise specified, check dams shall conform to plan sheets C-011 through C-013 of the Drawings and the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (SE-4).

3.08 HYDROSEED MIX OR HYDROMULCH
A. Except as otherwise specified, hydroseed mix or hydromulch shall conform to plan sheets C-011 through C-013 of the Drawings and the current edition of the California Stormwater Quality Association Stormwater BMP Construction Handbook (EC-4 or EC-5).

END OF SECTION
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SUBMITTAL REVIEW 33 05 26 - 1 PIPING IDENTIFICATION SYSTEMS SECTION 33 05 26

PIPING IDENTIFICATION SYSTEMS
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor necessary to furnish work, mark, and install identification devices for piping, valves, and appurtenances using warning tape, buried wire, color codes, lettering, and related permanent identification devices as required and as specified herein.

1.03 RELATED SECTIONS
A. Division 1, General Requirements.

1.04 REFERENCES
A. Commercial Standards

1. ANSI A13.1, Scheme for the Identification of Piping Systems

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

PART 2 - PRODUCTS

2.01 IDENTIFICATION OF BURIED PIPING
A. Identification of all buried pressure pipe shall be accomplished by color-coded warning tape consisting of a minimum of 2 inch wide plastic tape with lettering giving a warning and a description of the pipe function (for example: “WARNING, WATER LINE BURIED BELOW”). For pipe diameters larger than 12 inches the warning tape shall be a minimum 6 inch wide. Identification color codes shall be as listed in the IDENTIFICATION SCHEDULE in PART 3 – “Execution” of this Section.

B. Warning Tape manufacturer shall be THOR ENTERPRISES, CALPICO, or equal.

C. In addition, for all non-metallic buried pressure pipe systems a No. 10 A.W.G UF 102% Page 778 of 1482

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SUBMITTAL REVIEW 33 05 26 - 2 PIPING IDENTIFICATION SYSTEMS Insulated solid copper wire shall be attached to the pipeline.

D. Tape to hold the wire in place shall be pipe wrap tape, 2 inches wide, 10 mil.

2.02 RECYCLED WATER SIGNING
A. All identification tags and stickers shall be per the South Bay Water Recycling Standard On-Site Notes and Details.

B. Paint manufacturers and colors shall be per the South Bay Water Recycling Standard On-Site Notes and Details.

PART 3 - EXECUTION

3.01 WARNING TAPE
A. Warning tape shall be installed with all buried pressure piping. The tape shall be placed directly at the top of the Pipe Zone

3.02 COPPER WIRE
A. Buried non-metallic pressure pipelines for potable/recycled water systems and irrigation mains shall be provided with a No. 10 A.W.G. Insulated copper wire laid along the top of the pipe. On main line installations the wire shall be held in place with ties or tape spaced not more than 10 feet apart. On service laterals the wire shall be wrapped around the pipe. At all buried valves installe copper tracer wire on the outside of the polyvinyl chlorite valve sleeve to a notch cut out at the top of the valve sleeve.

END OF SECTION
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SUBMITTAL REVIEW 33 11 00 - 1 PIPING, GENERAL
SECTION 33 11 00

PIPING, GENERAL
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor necessary to furnish and install all piping systems as shown on the Drawings and as specified herein.

Each system shall be complete with all necessary fittings, hangers, supports, anchors, expansion joints, flexible connectors, valves, accessories, insulation, lining and coating, testing, disinfection, excavation, backfill and encasement, to provide a functional installation.

B. The piping shown is intended to define the general layout, configuration, routing, method of support, pipe size, and pipe type. It is the Contractor 's responsibility to develop the details necessary to construct all mechanical piping systems, to accommodate the specific equipment provided, and to provide and install all spools, spacers, adapters, connectors, and appurtenances, for a complete and functional system.

C. All pipe grades and elevations shown the Drawings are the pipe flow-line.

1.03 RELATED SECTIONS
A. Section 09 90 00, Corrosion Protection
B. Section 31 23 00, Utility Earthwork.

C. Section 33 13 00, Pressure Pipeline Testing and Disinfection.

D. Section 03 30 50, Utility Cast-In-Place Concrete.

E. Section 33 05 26, Piping Identification Systems.

F. Section 33 12 00, Miscellaneous Piping, Valves, Fittings, and Appurtenances.

G. Division 1, General Requirements.

H. Division 2 and 5, Pipe Sections as applicable.
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SUBMITTAL REVIEW 33 11 00 - 2 PIPING, GENERAL

1.04 REFERENCES
A. Commercial Standards:

1. ANSI/ASME B1.20.1, Pipe Threads, General Purpose (inch).

2. ANSI B16.5, Pipe Flanges and Flagged Fittings, Steel Nickel Alloy and Other Special Alloys.

3. ANSI B31.1, ASME Code for Pressure Piping.

4. ANSI/AWS D1.1, Structural Welding Code.

5. ASTM A 307, Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile for Strength.

6. ASTM A 325, Specification for Structural Bolts, Heat Treated 120/105 ksi Minimum Tensile Strength.

7. ASTM C 564, Specification for Rubber Gaskets for Cast Iron Soil Pipe and Fittings.

8. ASTM D 792, Test Methods for Specific Gravity (Relative Density) and Density of Plastics by Displacement.

9. ASTM D 2000, Classification System for Rubber Products in Automotive Applications.

10. AWWA C207, Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 In. Through 144 In.

11. AWWA C606, Standard for Grooved and Shouldered Joints.

12. AWWA Manual M-11, Restrained Joint Harness.

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

B. The Contractor shall submit complete shop drawings and certificates, and test reports, for all products and materials proposed to be used for all piping systems. The shop drawings shall include all necessary dimensions and details on pipe joints, fittings, fitting specials, valves, appurtenances, design calculations, and material lists.

The submittals shall include detailed layout, spool, or fabrication drawings which show all pipe spools, spacers, adapters, connectors, fittings, and pipe supports necessary to accommodate the equipment and valves provided in a complete and functional system.

C. All expenses incurred in making samples for certification of tests shall be borne by the Contractor.

D. The Contractor shall submit copies of welder's certificates to the Engineer.

1.06 QUALITY ASSURANCE
A. General: All pipe shall be subject to inspection at the place of manufacture. During the manufacture of the pipe, the Engineer shall be given access to all areas where manufacturing is in progress and shall be permitted to make all inspections necessary to confirm compliance with the Specifications. 102% Page 781 of 1482

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SUBMITTAL REVIEW 33 11 00 - 3 PIPING, GENERAL
B. Tests: Except where otherwise specified, all materials used in the manufacture of the pipe shall be tested in accordance with the applicable Specifications and Standards.

The Contractor shall assure tests are performed at no additional cost to the City or County.

C. Welding Requirements: Certificates of Compliance shall be supplied by the pipe fabricator for all welding procedures used to fabricate pipe and welding procedures shall be prequalified under the provisions of ANSI/AWS D1.1.

D. Welder Qualifications: All welding shall be done by skilled welders, welding operators, and tackers who have had adequate experience in the methods and materials to be used. Welders shall be qualified under the provisions of ANSI/AWS D1.1 by an independent, local, approved testing agency not more than 6 months prior to commencing work on the pipeline. The Contractor shall furnish all material and bear the expense of qualifying welders.

1.07 MANUFACTURER’S SERVICE REPRESENTATIVE
A. Where the assistance of a manufacturer's service representative is required, in order to obtain compliance for pipe fabrication and installation, the Contractor shall furnish such assistance at no additional cost to the CITY.

1.08 MATERIAL DELIVERY, STORAGE, AND PROTECTION
A. All piping materials, fittings, valves, and accessories shall be delivered in a clean and undamaged condition and stored off the ground, to provide protection against oxidation caused by ground contact. All defective or damaged materials shall be replaced with new materials.

1.09 CLEANUP
A. After completion of the work, all remaining pipe cuttings, joining and wrapping materials, and all other debris, shall be removed from the site. The entire piping system shall be left in a clean and functional condition.

PART 2 - PRODUCTS

2.01 GENERAL
A. Miscellaneous Pipes: Miscellaneous pipes and fittings shall be in accordance with the requirements of Section 33 12 00, "Miscellaneous Piping, Valves, Fittings, and Appurtenances" and as specified herein.

B. Pressure Rating: All piping systems shall be designed for the maximum expected pressure and test pressure as defined in Section 33 13 00, "Pressure Pipeline Testing and Disinfection," or as shown on the piping schedule.

2.02 THREADED INSULATING CONNECTIONS
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SUBMITTAL REVIEW 33 11 00 - 4 PIPING, GENERAL
A. General: Threaded insulating bushings, unions, or couplings, as appropriate, shall be used for joining threaded pipes of dissimilar metals and for piping systems where corrosion control and cathodic protection are involved.

B. Materials: Threaded insulating connections shall be of nylon, Teflon, polycarbonate, polyethylene, or other non-conductive materials, and shall have ratings and properties to suit the service and loading conditions.

2.03 COUPLINGS
A. Cast Couplings/Transition Couplings: Flexible couplings for 4 inch through 12 inch pipe shall be ductile iron or steel, with ductile iron followers and Buna N gaskets, APAC Style 341, Ford FC1 or FC3, or equal. Cast transition couplings shall be APAC Style 335, Ford FL2A, or equal. The couplings shall have the manufacturer's factory fusion bonded epoxy coating and lining, and Type 304 stainless steel bolts and nuts.

B. Rigid PVC Coupling: Rigid couplings for 4 inch through 12 inch pipe shall be PVC High Deflection Stop Couplings and Closure couplings, Certain Teed C900 HD Stop and Closure Coupling, or equal.

C. Sleeve-Type Couplings

1. Construction: Sleeve-type couplings shall be provided for pipe 14 inch and larger, steel with steel bolts, without pipe stop, and shall be of sizes to fit the pipe and fittings shown. The middle ring shall be not less than 1/4 inch in thickness and shall be either 5 or 7 inches long for standard steel couplings, and 16 inches long for long-sleeve couplings. The followers shall be singlepiece contoured mill section welded and cold-expanded as required for the middle rings. They shall be of sufficient strength to accommodate the number of bolts necessary to obtain adequate gasket pressures without excessive rolling. The shape of the follower shall be of such design as to provide positive confinement of the gasket. Bolts and nuts shall conform to the requirements of Section 05 50 00, "Miscellaneous Metals." Buried sleeve-type couplings shall be epoxy-coated at the factory.

2. Pipe Preparation: The ends of the pipe, where specified or shown, shall be prepared for flexible couplings. Plain ends for use with couplings shall be smooth and round for a distance of 12 inches from the ends of the pipe, except for AC pipe, with outside diameter not more than 1/64 inch smaller than the nominal outside diameter of the pipe. For connections to existing AC pipe the tolerances will be established by the Engineer. The middle ring shall be tested by cold- expanding a minimum of one percent beyond the yield point, to proof-test the weld to the strength of the parent metal. The weld of the middle ring shall be subjected to air test for porosity.

3. Gaskets: Gaskets for sleeve-type couplings shall be rubber-compound material that will not deteriorate from age or exposure to air under normal storage or use conditions. Gaskets for wastewater and sewerage applications shall be Buna "N," grade 60, or equivalent suitable elastomer. The rubber in the gasket shall meet the following specifications:
a. Color - Jet Black.
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SUBMITTAL REVIEW 33 11 00 - 5 PIPING, GENERAL
b. Surface - Non-blooming.
c. Durometer Hardness - 74 +/- 5.
d. Tensile Strength - 1000 psi Minimum.
e. Elongation - 175 percent Minimum.

4. Flexibility Joints: Where harnesses are required for flexible sleeve-type couplings, they shall be in conformance with the Drawings. Hardware shall be stainless steel in conformance with Section 05 50 00, “Miscellaneous Metals.”

5. Repair Clamps: Repair clamps shall be full circle repair clamps, APAC Series 431, 432, and 433; Ford F1, F2, or F3; or equal, with ductile iron lugs and Type 304 stainless steel bands, rubber gasket, and T-Head stainless steel bolts and nuts. The repair clamp shall have the manufacturer's standard coatings and linings for the appropriate service use.

6. Mechanical Compression Joints: Mechanical compression joints shall have a synthetic SBR rubber body conforming to ASTM C 564 and shall have Type 302 stainless steel bands and clamps. They shall be manufactured by Calder Couplings, Fernco, or equal.

2.04 PIPE THREADS
A. All pipe threads shall be in accordance with ANSI/ASME B1.20.

2.05 PRESSURE GAUGES
A. Pressure gauges shall be provided on each side of pressure reducing valves, and where shown on the Drawings.

B. Gauges shall be industrial quality type with stainless steel movement and stainless steel or alloy case, unless otherwise shown or specified, gauges shall have a 4-inch dial, 1/4 threaded connection, a Type 316 stainless steel snubber adapter, and a shut-off valve.

C. Manufacturers or Equal:

1. Ashcroft Industrial Instruments (Dresser)

2. Foxboro/Jordan, Inc.

3. Duro Instrument, Corp., Series 100

2.06 PIPE INSULATION
A. By-pass piping and appurtenances on Class 3, 4, 5, and 6 Fire Service Installations shall be insulated.

B. Insulation shall be a prefabricated foam insulation material with an all-purpose jacket.

The minimum insulation thickness shall be 2-inches. The insulation shall be Polycell Insulating Foam, or equal.

C. The insulation shall be wrapped with a 2-inch wide minimum, 10 mil black pipe tape.

2.07 RUBBER LINK SEALS
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SUBMITTAL REVIEW 33 11 00 - 6 PIPING, GENERAL
A. Rubber link seals shall be modular rubber sealing elements, with non-metallic pressure plates and galvanized folds, Thunderline "Link Seals," O-Z Electrical "Thruwall" and "Floor Seals," or equal.

2.08 FLANGED COUPLING ADAPTORS
A. Flanged coupling adapters for pressure reducing stations shall be factory fusion bonded epoxy Ford FFCA or FFCA-1, APAC 201 or 221, or equal. Nuts and bolts shall be for ductile iron pipe.

PART 3 - EXECUTION

3.01 GENERAL
A. All pipes, fittings, and appurtenances shall be installed in conformance with the requirements of the applicable Sections of Divisions 2 and 15 and with the manufacturer’s printed recommendations.

B. Where the grade or alignment of the pipe is obstructed by existing utilities and structures such as conduits, ducts, pipes, maintenance holes, or other utility facilities, the obstruction shall be permanently supported, relocated, removed, or reconstructed by the Contractor in conformance with the requirements and approval of the owners of such utilities and structures.

C. All pipe shall be stockpiled and stored in conformance with the manufacturer's printed recommendations.

D. Fill Material or Trench Support: Overexcavation fill material, bedding, and trench subgrade shall be compacted as specified in Section 31 23 00, “Utility Earthwork,” and graded to provide a uniform and continuous support beneath the pipe at all points.

E. Backflow preventers shall be installed in accordance with the manufacturer’s requirements and City of Milpitas Standard Drawing No. 730, and as shown on the plans .

F. Backflow preventers shall be installed with a concrete pad that is 4” thick. The width of the pad shall be determined in accordance with City of Milpitas Standard Drawing No. 734 and the length as determined after installation of the backflow device.

G. Post indicator valves shall be installed in accordance with the manufacturer’s requirements and as shown on the plans.

H. Fire department connections shall be installed in accordance with the manufacturer’s requirements and as shown on the plans.

END OF SECTION
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SUBMITTAL REVIEW 33 11 01 - 1 SOUTH BAY RECYCLED WATER UTILITY

DISTRIBUTION PIPING
SECTION 33 11 01

SOUTH BAY RECYCLED WATER UTILITY DISTRIBUTION PIPING
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.1 DESCRIPTION OF WORK
B. Related Sections.

C. References.

D. Submittals.

E. Submittals for Closeout.

F. Site Conditions.

G. Buried Pipe and Fitting.

H. Valves.

I. Concrete for Thrust Blocks.

J. Miscellaneous Metal.

K. Maintaining Water Services.

L. Installation.

M. Dual Plumbed Systems
N. Field Quality Control.

O. Tests.

P. Connections to Existing Mains.

1.02 RELATED SECTIONS
A. Section 09 90 00, Corrosion Protection
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B. Section 31 23 00, Utility Earthwork.

C. Section 33 05 26, Piping Identification Systems
D. Section 33 11 00, Piping, General
E. Section 33 12 00, Miscellaneous Piping, Valves, Fittings and Appurtenances

1.03 REFERENCES
A. ASTM International (ASTM):

1. ASTM A126, Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings.

2. ASTM A197/A197M, Standard Specification for Cupola Malleable Iron.

3. ASTM A307, Standard Specification for Carbon Steel Bolts, Studs and Threaded Rods, 60,000 PSI Tensile Strength.

4. ASTM F477, Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.

B. American Water Works Association (AWWA):

1. AWWA C500, Metal-Seated Gate Valves for Water Supply Service.

2. AWWA C207, Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 inch through 144 inch.

3. AWWA C 800, Standard for Underground Service Line Valves and Fittings.

4. AWWA Manual M 11, Steel Pipe - A Guide for Design and Installation.

C. Underwriters Laboratories (UL):

1. UL 246, Standard for Safety Hydrants for Fire-Protection Service.

D. Manufacturer’s Standardization Society (MSS):

1. MSS SP-70, Gray Iron Gate Valves, Flanged and Threaded Ends.

2. MSS SP-80, Bronze Gate, Globe Angle, and Check Valves.

3. MSS SP-85, Gray Iron Globe and Angle Valves, Flanged and Threaded Ends.

E. California Code of Regulations (CCR):

1. CCR Title 24, Part 5, California Plumbing Code (CPC).

F. South Bay Water Recycling (SBWR) Standard Details.

G. California Division of Drinking Water Requirements.

1.04 CONTRACTOR SUBMITTALS
A. Submit the respective manufacturer’s product data for manufactured materials and equipment, including all valves and fire hydrants.

B. Submit Shop Drawings showing piping layout and pipes, valves, hydrants, and locations of tie-ins, buttresses, and thrust blocks.
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SUBMITTAL REVIEW 33 11 01 - 3 SOUTH BAY RECYCLED WATER UTILITY

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C. When required, submit a Separation Variance Waiver to California Division of Drinking Water.

D. Record Drawings: Record actual locations of piping mains, valves, connections, and invert elevations based on surveyed locations and based on redlines provided by the Contractor.

1.05 SITE CONDITIONS
A. Excavations in which products will be buried must be dry.

B. Coordinate the installation of the water supply system with the jurisdictional water Utility Owner.

C. The jurisdictional water Utility Owner must provide water services to the water meters’ points of connection for station facilities and landscape irrigation systems, and modifications to existing water mains, as shown in the Final Design. Contractor is responsible for making all such arrangements.

PART 2 - PRODUCTS

2.01 BURIED PIPE AND FITTINGS
A. Portland Cement Concrete

1. Portland Cement Concrete shall conform to all applicable provisions of Caltrans Standard Specifications, Section 90. The class of concrete shall be as designated in the City’s Standard Drawings or as approved by the City Engineer

2.02 DUCTILE IRON (DI) PIPE
A. DI pipe shall conform to the requirements of the “Standard Specifications for DI Pipe” (AWWA C100) and be Class 350.

B. Provide identification of all buried recycled water pipe by one of the following methods:

1. Using purple colored PVC pipe with continuous wording: “Caution-Recycled Water” printed on opposite sides of the pipe; pipe shall be laid with wording facing upwards.

2. Reflective warning tape with a minimum width of 3 inches reading: “CautionRecycled Water” in black or white lettering on purple background.

2.03 GATE VALVES
A. Gate Valves shall be Mueller gate valve #A2370-24 or #A2370-34 with operating nut, or approved equal.

B. Valves shall be of the size indicated on the plans.
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DISTRIBUTION PIPING
C. The position of the valves shall be vertical.

D. The direction for opening of valves shall be counterclockwise.

E. An adjustable valve box of the type shown on Standard Drawing 702 shall be installed for each valve. The word "water" shall be marked on the cover. All valve boxes shall have full 8-inch inside diameter.

2.04 CONCRETE FOR THRUST BLOCKS
A. Provide Class 3000, 1-inch aggregate concrete for all thrust blocks.

2.05 AIR RELEASE VALVES
A. Appropriate air release valves, in accordance with Standard Drawing 738, shall be installed at all high points of mains that could trap air. Fire hydrants may not be used in lieu of air release valves at high points.

2.06 EXPANSION JOINTS
A. Expansion joints shall be an 8” EBBA Iron Force Balanced Flex-Tend or approved equal.

2.07 PIPE FLANGES
A. Flanges: Where the design pressure is up to a maximum of 275 psi, flanges shall conform to either AWWA C207 Class E or ANSI B16.5 for 150-pound flanges.

Flanges shall have flat faces and shall be attached with bolt holes straddling the vertical axis of the pipe unless otherwise shown. Attachment of the flanges to the pipe shall conform to the applicable requirements of AWWA C207. Flanges for miscellaneous pipes shall be in accordance with the appropriate Specification Sections for these pipes.

B. Flange Coating: All machined faces of metal blind flanges and pipe flanges shall be coated with a temporary rust-inhibitive coating to protect the metal until the installation is completed.

C. Flange Bolts: All bolts and nuts shall conform to Section 05 50 00, "Miscellaneous Metals." Studs and bolts shall extend through the nuts a minimum of 1/4 inch. Allthread studs shall be used on all valve flange connections where space restrictions preclude the use of regular bolts.

D. Flange Gaskets: Gaskets for flanged joints shall be full-faced, 1/16 inch thick compressed sheets of aramid fiber base, with nitrile binder and non-stick coating, suitable for temperatures to 700 degrees F, a pH of one to 11, and pressures to 1000 psig. Drop-in gaskets shall be 1/4 inch smaller than the inside edge of the bolt holes.

Ring gaskets will not be allowed.
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SUBMITTAL REVIEW 33 11 01 - 5 SOUTH BAY RECYCLED WATER UTILITY

DISTRIBUTION PIPING

2.08 MISCELLANEOUS METAL
A. Tie Rods: Provide Type 316 stainless steel tie rods, with ANSI standard threads, and bolts threaded onto both ends. Tie rods must be minimum 1/2-inch-diameter for 4- inch-diameter pipe, minimum 5/8-inch-diameter for 6-inch- and 8-inch-diameter pipe, and minimum 3/4-inch-diameter for 12-inch-diameter and larger pipe.

B. Rod Couplings: Provide malleable iron rod couplings that conform to ASTM A197/A197M with a turnbuckle design, and female-threaded to mate with the tie rods.

The 5/8-inch-diameter and 3/4-inch-diameter sizes must mate with both rods and mechanical joint bolts.

C. Pipe Clamps: For pipes 4 inches in diameter and larger, provide pipe clamps with malleable iron rod sockets. Provide washers in lieu of rod sockets where Approved by the City; the washers must conform with ASTM A126, Class A and be made of cast iron. Bolts and the bolting process must conform with ASTM A307.

PART 3 - EXECUTION

3.01 MAINTAINING WATER SERVICES
A. Maintain water service and conduct operations at times selected to minimize the duration and inconvenience of service interruption.

B. At least 24 hours prior to the required cutting or abandoning of an existing water main, notify the jurisdictional water Utility Owner, and obtain the water Utility Owner’s approval of the schedule. Actual cutting or abandoning of an existing water main must be performed by Contractor after receiving approval from the Utility Owner.

C. Where the existing water main or service must be cut for connection to new piping, the Work must be performed by Contractor. Initial Work must include digging test-pits of all connection (tie-in) points to verify the true location of existing piping.

D. Water valves that are in service must be operated only by personnel of the jurisdictional water Utility Owner.

E. Except as otherwise specified herein, construction methods must be in accordance with the applicable provisions of the jurisdictional water Utility Owner’s standard drawings and specifications.

3.02 INSTALLATION
A. No cross-connections between the recycled water system and any other water systems are permitted.

B. Installation of direct injection systems on the recycled water irrigation system is not permitted.
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SUBMITTAL REVIEW 33 11 01 - 6 SOUTH BAY RECYCLED WATER UTILITY

DISTRIBUTION PIPING
C. Maintain a 10-foot horizontal separation between buried pressurized recycled water irrigation piping and buried potable water piping unless otherwise noted. At pipe crossings, buried pressurized recycled water irrigation piping must be 12 inches below potable water lines. Pressurized recycled water pipelines are allowed over potable water pipelines with a minimum of 12 inches vertical separation if a full standard pipe length centered over the crossing, or the recycled water pipeline is installed in a pipe sleeve which extends a minimum of 10 feet on either side of the potable water piping. Intermittently pressurized irrigation laterals may be located a minimum of 12 inches above potable water pipelines without sleeving. See SBWR standard detail RW-RNR1.

D. All recycled water system remote control valves, isolation valves, quick coupling valves, strainers, and pressure reducing valves shall be installed below grade in valve boxes. Lids shall permanently read “RECYCLED WATER”. Green or purplecolored plastic boxes and lids, and concrete boxes with concrete or metal lids are acceptable. For plastic box lids, lettering shall be imprinted on lid or applied using a nameplate attached onto the lid with rivets, screws, or bolts. For concrete lids, lettering shall be imprinted on lid from factory. For cast iron and metal checker plate lids, lettering must e bead-welded or permanently stamped onto lid. See SBWR standard detail RW-34.

E. Quick coupling valves shall have purple covers and shall be per SBWR standard details. See SBWR standard detail RW-22.

F. No hose bibs allowed on the recycled water irrigation system. Any exterior hose bibs served with potable water must be labeled per SBWR standard details.

G. All recycled water meters, devices, and valves – e.g., isolation valves, flow sensors, etc. -shall be tagged. See SBWR standard detail RW-37.

H. Label all potable water meters and above ground potable water pipes/devices (backflow preventers, hose bibs, etc.) with tags or label reading: “POTABLE WATER” in black letters on blue background, per SBWR details.

I. All recycled water irrigation systems shall have the following (see SBWR standard detail RW-38):

1. A swing check valve installed as close as practicable to the recycled water meter box (unless otherwise directed by SBWR).

2. A wye strainer (with a 20-mesh or finer screen) installed immediately downstream of the swing check valve (if no swing check valve required, then as close as practicable to the recycled water meter box).

3. A pressure reducing valve installed immediately downstream of the strainer (unless otherwise directed by SBWR).

4. These components shall be installed with isolation valves to facilitate maintenance.

J. Recycled water advisory signs shall be per SBWR standard details and shall be posted per locations shown on irrigation plans. See SBWR standard detail RW-36. 102% Page 791 of 1482

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K. No drinking fountains or eating areas allowed in the approved recycled water use area unless adequately protected from overspray.

L. No overspray or runoff of recycled water is allowed on any non-approved use area.

Ponding of recycled water due to irrigation is not allowed in any area. Upon receiving recycled water, the recycled water irrigation system must pass a coverage test performance by a retailer inspector.

M. Installation Requirements:

1. Excavate pipe trenches in accordance with Section 33 05 28, Trenching and Backfilling for Utilities. Hand-trim the bottom of each trench to approximately 6 inches below the pipe invert.

2. The top of each pipe to the finished grade must be minimum 36 inches unless otherwise shown in the Final Design or Approved by the City.

3. The minimum depth from the top of each pipe to the subgrade must be 18 inches without a concrete cap, unless otherwise Approved by the City.

4. All on-site recycled water pipe shall be buried to a minimum depth (See SBWR standard detail RW-RNR1) from finished grade to top of pipe (minimum cover) of:
a. Pressurized lines 3 inches and larger 24 inches
b. Pressurized lines 2 1/2 inches and smaller 18 inches

5. Place bedding material that meets the requirements of Section 33 23 00 Utility Earthwork level along the trench bottom in one continuous layer not exceeding 8 inches in compacted depth. Compact the bedding to 95 percent relative density.

6. Backfill around the sides and to 6 inches above each pipe with cover fill.

Tamp the fill in place and compact it to 95 percent relative density.

7. Test the pipe distribution system and place tracer wire on top of each pipe as specified herein prior to covering the pipe. Backfill each trench in accordance with Section 3 23 00 Utility Earthwork.

8. Maintain the optimum moisture content of the bedding material to attain the required compaction density.

9. Provide concrete thrust blocks for elbows, tees, valves, and buried piping appurtenances. Thrust blocks must be constructed as shown in the Final Design and in accordance with AWWA requirements.

10. Install piping true to line and grade, and support and guide it to ensure alignment under all conditions.

11. Install pipe to allow for expansion and contraction without stressing the pipe or joints.

12. Install unions at each valve connection on both sides of each valve.

13. Make changes in line with fittings. Do not spring joints to effect a change of direction.

14. Do not field-cut pipe unless absolutely necessary. Make any necessary cuts using equipment designed for the purpose, ensuring a smooth and square end.

15. For connections to existing pipe, provide new pipe with suitable ends or adapters, after verifying the size and type of the existing pipe.

16. Install tie rods and pipe clamps at every joint fitting and valve. 102% Page 792 of 1482

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N. Couplings: Pipe couplings shall be installed in strict accordance with the manufacturer's printed recommendations, using the correct style coupling and gasket as appropriate.

O. Gaskets for Flanged Joints: Gaskets shall be in accordance with the requirements of Section 33 11 00, "Piping, General."
P. Insulating Connections: All insulating connections shall be installed in accordance with manufacturer's printed instructions and Section 33 11 00 "Piping, General." Care shall be exercised to prevent damage to insulating fittings while making up the joints.

Q. Valves:

1. Install valves in accordance with the valve manufacturer’s installation instructions.

2. Where valves are provided by the jurisdictional water Utility Owner, provide suitable access for them to perform their Work.

3. Where necessary, alter the typical valve manhole to suit actual conditions.

Any alterations in valve manholes must be operable from the street level. All operator nuts must be plumb to the valve manholes.

4. Set valves on solid bearings.

5. Center and plumb valve boxes over valves. Set box covers flush with finished grade.

R. Thrust Blocks and Harnessing:

1. Account for counteracting thrust caused by static and dynamic forces, including water hammer at bends, tees, reducers, valves, and dead-ends by installing harnessing as shown in the Final Design or as required. For other methods, submit details to the jurisdictional water Utility Owner for their approval prior to use.

2. All recycled water pipe other than PVC pipe with solvent welded joints shall be protected against movement with thrust blocks or restrained joints or other approved methods per SBWR details.

S. If warning tape is to be used, provide reflective warning tape running continuously on top of pipe and shall be attached to pipe with plastic tape banded around the warning tape and the pipe every 5 feet on center.

T. Recycled Water Service Connections: Provide recycled water service connections, where necessary, in accordance with the California Plumbing Code, the installation instructions of the service pipe and fitting manufacturer, and the utility company requirements. Include a reduced-pressure back-flow preventer and water meter with bypass valves.

U. Acceptance Requirements: Pipe ends must be capped or plugged after pipe installation. Do not bury any piping before it is inspected and tested.

3.03 FIELD QUALITY CONTROL
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SUBMITTAL REVIEW 33 11 01 - 9 SOUTH BAY RECYCLED WATER UTILITY

DISTRIBUTION PIPING
A. Compaction testing of related earthwork must be performed in accordance with the applicable requirements of Section 31 00 00, Earthwork.

B. If tests indicate the Work does not meet specified requirements, remove such Work, replace, and retest at no additional cost to the City.

3.04 TESTS
A. Protection from Flooding: Provide positive measures to protect exposed, installed pipe and compacted pipe bedding from flooding during testing.

B. Notice of Testing:

1. Give the jurisdictional water Utility Owner notice of the intention to test as required and at least 48 hours before conducting tests. The jurisdictional water Utility Owner will furnish, install, and operate pumps, gages, meters, and individual pipe connections to test openings.

2. Designate the largest sections feasible for testing and sterilizing. Testing and sterilizing must be performed by Contractor at Contractor’s expense.

C. Testing Requirements:

1. General:
a. Prior to backfilling, isolate the system using City-Accepted valves, caps and plugs, or other permitted methods.
b. Maintain such isolation throughout the leakage and pressure testing. c. Where valves are used for isolation, eliminate leakage through such valves if it occurs. Maintain new Work isolated from existing water mains, except for test connections, until testing and sterilization have been completed.

2. Hydrostatic Tests:
a. For hydrostatic tests, provide City-Accepted caps and plugs in the sections that will be tested, and remove them after testing. b. Prevent leakage in pipes and fittings at openings. Temporarily block plugged and capped ends to prevent displacement.
c. Install the water source connection for testing the isolated section. The City may permit the use of a tap furnished and installed by the Utility Owner.
d. Provide labor and materials required for leakage testing, including excavation for installation and removal of pumps, gages, meters, and water source connections.
e. Where leakage exceeds the jurisdictional water Utility Owner’s standards, perform necessary corrective measures.
f. Perform hydrostatic tests in accordance with the jurisdictional water Utility Owner’s requirements. All such tests must be witnessed by the jurisdictional water Utility Owner’s representative. Contractor is responsible for making all such arrangements.
g. Remove and replace defective pipes, joints, fittings, valves, and other appurtenances. Reset such items if displaced.
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SUBMITTAL REVIEW 33 11 01 - 10 SOUTH BAY RECYCLED WATER UTILITY

DISTRIBUTION PIPING
D. Testing and Flushing of the Recycled Water System: Test the recycled water system hydrostatically in sections to a pressure of at least 150 psi for no less than 15 minutes, witnessed by the City. Pressure-test the pipe before burial. Repair any leaks and retest the system until the system is leak-free.

1. Lines must be fully flushed.

2. Lines must be hydrostatically tested.

3. Lines must be fully disinfected.

3.05 CONNECTIONS TO EXISTING MAINS
A. Following testing, new recycled water distribution lines must be connected to existing mains as shown in the Final Design. Each connection must be made at a time and in a manner that will result in the least interruption of service.

B. All connections involving a shutdown of the jurisdictional water utility’s existing facilities must be made under the immediate supervision of the jurisdictional water Utility Owner. No member of Contractor’s forces may operate any valve controlling the flow of water in the water utility’s existing system.

C. Contractor must provide tie-ins to the existing system at a time that is convenient to jurisdictional water Utility Owner, which may be in the evenings and on weekends.

END OF SECTION
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SUBMITTAL REVIEW 33 12 00 - 1 MISCELLANEOUS PIPING, VALVES, FITTINGS,

AND APPURTENANCES
SECTION 33 12 00

MISCELLANEOUS PIPING, VALVES, FITTINGS, AND APPURTENANCES PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor necessary to furnish and install all exposed and buried piping, complete, including but not necessarily limited to small steel pipe, small valves, red brass pipe, copper tubing, solventwelded PVC pipe, fittings, gaskets, bolts, insulating connections, and all such other specialties as required for a complete and operable piping system, as shown on the Drawings and as specified herein.

1.03 RELATED SECTIONS
A. Section 05 50 00, Miscellaneous Metals.

B. Section 09 90 00, Corrosion Protection
C. Section 33 05 26, Piping Identification Systems.

1.04 REFERENCES
A. Commercial Standards

1. ANSI B16.22, Wrought Copper and Copper Alloy Solder Joint Pressure Fittings.

2. ANSI/ASME B16.3, Malleable Iron Threaded Fittings, Classes 150 and 300.

3. ANSI/ASME B16.15, Cast Bronze Threaded Fittings, Classes 125 and 250.

4. ASTM A 53, Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless.

5. ASTM A 106, Specification for Seamless Carbon Steel Pipe for HighTemperature Service.

6. ASTM A 325, Specification for Structural Bolts, Steel, Heat-Treated, 120/105 ksi minimum tensile strength.

7. ASTM B 43, Specification for Seamless Red Brass Pipe, Standard Sizes.

8. ASTM B 62, Specification for Composition Bronze or Ounce Metal Castings.

9. ASTM B 88, Specification for Seamless Copper Water Tube.

10. ASTM D 1785, Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120.
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SUBMITTAL REVIEW 33 12 00 - 2 MISCELLANEOUS PIPING, VALVES, FITTINGS,

AND APPURTENANCES

11. AWWA C207, Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 inch through 144 inch.

12. AWWA C 800, Standard for Underground Service Line Valves and Fittings.

13. AWWA Manual M 11, Steel Pipe - A Guide for Design and Installation.

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

1. Manufacturers product specifications and performance details shall be provided for all products and materials proposed to be used under this Section.

PART 2 - PRODUCTS

2.01 PORTLAND CEMENT CONCRETE
A. Portland Cement Concrete shall conform to all applicable provisions of Caltrans Standard Specifications, Section 90. The class of concrete shall be as designated in the City’s Standard Drawings or as approved by the City Engineer

2.02 DUCTILE IRON (DI) PIPE
A. DI pipe shall conform to the requirements of the “Standard Specifications for DI Pipe” (AWWA C100) and have a minimum thickness class of 350.

2.03 COPPER TUBING
A. Copper tubing shall conform to the requirements of ASTM B 88 and shall be Type K, soft temper, joint free, for buried tubing; and hard-drawn joint free, for above-ground applications. All fittings connecting copper tubing shall be compression fittings.

2.04 PVC (POLYVINYL CHLORIDE) PRESSURE PIPE, SOLVENT-WELDED A. PVC pipe shall conform to the requirements of the “Standard Specifications for PVC Pipe” (AWWA C900) and have a minimum pressure Class 150 and dimension ratio of

14. Joints and fittings shall be of the same material as the pipe and shall be solventwelded construction.

2.05 FITTINGS
A. Fittings shall conform to the main's wall thickness, manufacturing process and water pressure requirements of AWWA Specifications.

2.06 GATE VALVES
A. Valves shall be Mueller gate valve #A2370-24 or #A2370-34 with operating nut, or approved equal. Hydrant valves shall be Mueller #A2370-26, or approved equal. 102% Page 797 of 1482

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SUBMITTAL REVIEW 33 12 00 - 3 MISCELLANEOUS PIPING, VALVES, FITTINGS,

AND APPURTENANCES
B. Valves shall be of the size indicated on the plans.

C. The position of the valves shall be vertical.

D. The direction for opening of valves shall be counterclockwise.

E. An adjustable valve box of the type shown on Standard Drawing 702 shall be installed for each valve. The word "water" shall be marked on the cover. All valve boxes shall have full 8-inch inside diameter.

2.07 FIRE HYDRANTS
A. Fire hydrants assemblies shall be a Type “A” Clow 900 series or approved equal per Standard Drawing No. 742.

B. The two and one-half inch (2-1/2") outlet shall have National Standard Hose Threads.

The steamer outlet shall be four inches (4") and shall have California Standard Hose Threads.

C. Fire hydrants shall be given three (3) coats of yellow enamel, in compliance with Federal Color Specification TT-C-595, Color No. 1305. Paint shall be heavy duty synthetic plastic industrial enamel.

2.08 AIR RELEASE VALVES
A. Appropriate air release valves, in accordance with Standard Drawing 740, shall be installed at all high points of mains that could trap air. Fire hydrants may not be used in lieu of air release valves at high points.

2.09 EXPANSION JOINTS
A. Expansion joints shall be a 12” EBBA Iron Force Balanced Flex-Tend or approved equal.

2.10 PIPE FLANGES
A. Flanges: Where the design pressure is up to a maximum of 275 psi, flanges shall conform to either AWWA C207 Class E or ANSI B16.5 for 150-pound flanges.

Flanges shall have flat faces and shall be attached with bolt holes straddling the vertical axis of the pipe unless otherwise shown. Attachment of the flanges to the pipe shall conform to the applicable requirements of AWWA C207. Flanges for miscellaneous pipes shall be in accordance with the appropriate Specification Sections for these pipes.

B. Flange Coating: All machined faces of metal blind flanges and pipe flanges shall be coated with a temporary rust-inhibitive coating to protect the metal until the installation is completed.
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SUBMITTAL REVIEW 33 12 00 - 4 MISCELLANEOUS PIPING, VALVES, FITTINGS,

AND APPURTENANCES
C. Flange Bolts: All bolts and nuts shall conform to Section 05 50 00, "Miscellaneous Metals." Studs and bolts shall extend through the nuts a minimum of 1/4 inch. Allthread studs shall be used on all valve flange connections where space restrictions preclude the use of regular bolts.

D. Flange Gaskets: Gaskets for flanged joints shall be full-faced, 1/16 inch thick compressed sheets of aramid fiber base, with nitrile binder and non-stick coating, suitable for temperatures to 700 degrees F, a pH of one to 11, and pressures to 1000 psig. Drop-in gaskets shall be 1/4 inch smaller than the inside edge of the bolt holes.

Ring gaskets will not be allowed.

PART 3 - EXECUTION

3.01 INSTALLATION
A. Plastic Pipe: PVC pipe joints shall be solvent-welded in accordance with the manufacturer's printed instructions.

B. Pipeline Laying: All pipe shall be laid true to line and grade as specified on the plans, or as directed by the City Engineer to pass existing obstructions. Before any length of pipe is laid, it shall be carefully inspected for damage or defects. No pipe, or other material, which shows damage or defects shall be placed. Pipes, valves and fittings must be carefully wiped out and cleaned, as they are being laid so that no earth or rubbish may become lodged inside. All ends, fittings or other openings shall be plugged to prevent entry of any foreign matter or water during construction. No deflection will be permitted at joints where water pipe is joined to cast iron fittings or valves. Deflections will be permitted up to the maximum allowed by the manufacturer's recommendation. Rubber ring joints shall be installed in complete compliance with the recommendations of the manufacturer.

C. Thrust blocks: Thrust blocks and anchor blocks shall conform to Standard Drawings 702, 704, 706 and 742 or as directed by the City Engineer D. Couplings: Pipe couplings shall be installed in strict accordance with the manufacturer's printed recommendations, using the correct style coupling and gasket as appropriate.

E. Gaskets for Flanged Joints: Gaskets shall be in accordance with the requirements of Section 33 11 00, "Piping, General."
F. Insulating Connections: All insulating connections shall be installed in accordance with manufacturer's printed instructions and Section 33 11 00 "Piping, General." Care shall be exercised to prevent damage to insulating fittings while making up the joints.

G. Expansion joints shall be installed per the manufacturer’s recommendations and specifications.

H. Plastic water service pipe or tubing shall be installed joint free between the 102% Page 799 of 1482

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corporation stop valve and angle meter stop valve.

I. Installation of warning tape and copper wire shall be in conformance with Section 33 05 26, “Piping Identification Systems.”

END OF SECTION
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SUBMITTAL REVIEW 33 13 00 - 1 PRESSURE PIPELINE TESTING AND DISINFECTION SECTION 33 13 00

PRESSURE PIPELINE TESTING AND DISINFECTION
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall furnish all materials, equipment, and labor to perform and complete flushing and testing of all pipelines and appurtenant piping, and disinfection of all pipelines and appurtenant piping for potable and recycled water, complete, including conveyance of test water from CITY-designated source to point of use and all disposal thereof, and as specified herein.

1.03 RELATED SECTIONS
A. NOT USED

1.04 REFERENCES
A. Commercial Standards:

1. AWWA B300, Standard for Hypochlorites.

2. AWWA C651, Standard for Disinfecting Water Mains.

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided or all products and materials proposed to be used under this Section.

B. A testing schedule, including proposed plans for water conveyance, control, disposal, and disinfection shall be submitted in writing to the Engineer for review a minimum of 72 hours before testing is to start.

1.06 TESTING AND DISINFECTION
A. The CONTRACTOR will test the pipe for pressure and disinfection. All testing will be conducted in the presence of the Engineer.

PART 2 - PRODUCTS

2.01 MATERIAL REQUIREMENTS
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SUBMITTAL REVIEW 33 13 00 - 2 PRESSURE PIPELINE TESTING AND DISINFECTION A. All test equipment, chemicals for chlorination, temporary valves or assemblies, bulkheads, or other water control equipment and materials shall be determined and furnished by the Contractor subject to the Engineer’s review. No materials shall be used which would be injurious to the piping system or its proposed function.

B. Chlorine for disinfection shall be in the form of sodium hypochlorite solution, or calcium hypochlorite granules or tablets.

C. Sodium hypochlorite and calcium hypochlorite shall be in accordance with the requirements of AWWA B300.

PART 3 - EXECUTION

3.01 GENERAL
A. Water pressure testing of the complete pipe lines, including services, shall be performed at the Contractor's expense as each section of line is completed from valve to valve. Test pressure to be 225 pounds per square inch, measured at the lowest point in the section of pipe line undergoing test. The Contractor shall furnish all labor and equipment required for the test.

B. All pressure pipelines shall be tested. Disinfection shall be accomplished by chlorination. All chlorinating and testing operations shall be performed in the presence of the Engineer.

C. Bacteriological testing will be performed by the Engineer. Results of the bacteriological testing must meet the requirements of the State Department of Health Services.

3.02 HYDROSTATIC TESTING OF PIPELINES
A. The completed section of the line shall be slowly filled with water with adequate provision for the release of air in the test section. When the line as been completely filled with water, a test pump of adequate capacity shall be attached to the line and operated to provide the specified test pressure. Water from a container of known capacity shall then be supplied to the line through the test pomp to maintain this pressure during the test period. All joints shall be exposed for visual inspection. The test period shall be for one hour, or enough time to adequately check the entire line, whichever time is the greater. Leakage shall be considered to be the quantity of water which is added to the line during the test period in order to maintain the specified pressure. It shall not exceed 20 gallons per mile per 24 hours per inch of nominal diameter of PVC, ductile iron or steel water main or manufacturer's recommendation, whichever loss is the lesser.

B. During the test period, all joints shall be inspected. If leakage exceeds the permissible maximum, the Contractor shall at his own expense take whatever steps are necessary to reduce the leakage, after which the test shall be repeated as often as necessary until acceptable results are obtained.
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SUBMITTAL REVIEW 33 13 00 - 3 PRESSURE PIPELINE TESTING AND DISINFECTION C. It is required that all joints shall be left uncovered for observation and inspection while the pipeline is under hydrostatic pressure test. The Contractor shall be particularly careful to place sufficient trench backfill over the pipe to prevent movement under the test pressure.

3.03 DISINFECTING PIPELINES
A. Sterilizing and Flushing Water Lines: Sterilizing of the completed work, including pipelines, valves, and fittings, shall be performed by the Contractor, who will supply all materials, equipment, supplies and labor required by the operation. All sterilization shall be performed under the supervision of the City Engineer.

B. After completion of hydrostatic testing, the pipelines and appurtenances shall be thoroughly flushed until, in the opinion of the Engineer, all dirt and foreign matter have been removed from the system. The system shall then be disinfected with a hypochlorite solution containing a residual chlorine content of one hundred (100) parts per million. The solution shall be allowed to remain in the pipe for at least 24 hours. A chlorine residual of at least 10 ppm must remain in all parts of the line after 24 hours. The lines shall then be thoroughly flushed until a maximum residual chlorine content of 0.2 ppm is obtained in all parts of the system.

C. All chlorination shall be in accordance with AWWA Standards for "Disinfecting Water Mains," AWWA C651-86. Extreme care shall be exercised to prevent backflow water from an unsterilized or super-chlorinated system into existing mains.

D. Disinfectant may be made by the use of calcium hypochlorite tablets attached by means of gasket cement to the inside top of the lengths of pipe at they are being laid.

The amount of adhesive shall be limited to the smallest practicable amount applied to one side of the tablet only. The tablets shall have an average weight of 0.009 of a pound each and shall contain not less than seventy percent (70%) of available chlorine.

E. Chlorination and pressure tests may be accomplished concurrently, unless inability to pass the pressure test makes it necessary to repair the line and to disinfect it at a later date.

F. The following table shows the number of tablets to be used per one hundred linear feet of pipe of various sizes:

Inside Diameter of
Pipe
Number of Hypochlorite
Tablets per 100 feet
4” 8
6” 20
8” 36
10” 54
12” 78
16” 138
G. Total coliform test shall be performed by City-approved laboratory upon completion of 102% Page 803 of 1482

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SUBMITTAL REVIEW 33 13 00 - 4 PRESSURE PIPELINE TESTING AND DISINFECTION sterilization of the water line. If test fails, water line shall be resterilized until the total coliform test successfully passes.

H. Flushing at 2.5 feet per second (fps) velocity will be required. Hydrants and/or blowoffs will be available to develop adequate velocity. The Contractor shall provide the adapters, hoses and other items needed for flushing. The length and size of hose and the location of disposal of water from the flushing operation will be as directed by the Engineer.

I. Disinfect potable water lines using general procedures and material conforming to AWWA C651 and the directions listed below.

1. 1. Notify the City's representative a minimum of 24 hours before beginning any chlorination operation. Contractor must submit a disinfection plan to the City for approval.

2. 2. Before starting chlorination operations, open the blow off valve at the discharge point and verify the test mains are not under pressure. The City's representative shall be present during this verification.

3. 3. Verify that all cross-connection valves are closed. Verification shall be made with the City's representative present.

4. 4. Adequate person-to-person communications shall be maintained between the contractor's personnel during chlorination operations, so that the operation can be immediately shut down at the sign of a problem anywhere along the test main.

5. 5. Before operations begin, any additional valves shall be closed at the direction of the Engineer.

6. 6. Under the direction of the Engineer, fire hydrants shall be monitored continuously during the operation for possible chlorine contamination.

3.04 CONNECTIONS TO EXISTING SYSTEM
A. Prevention of Contamination: All waterline components, including stubs, shall be provided with a permanent capped-physical separation. Specifically, all water main stubs shall be capped per Standard Drawing No. 706. Water services shall be installed with appropriate backflow devices per Standard Drawings #730, 732 and 734.

B. Control of Shutdowns: In all cases, shutdowns will be made in cooperation with and under the direction of the Engineer. The City will close all valves in making a shutdown and open all valves in restoring pressure to an existing main. All valves required for initiating pressure in the new installation shall be under the direct supervision of the Engineer.

C. Schedule: The schedule of shutdown and connection operations shall be agreed to jointly between the Contractor and the Engineer. The schedule shall be subject to adjustment by the Engineer as necessary to maintain water service to the customers of the City.

D. Advance Notice: The Contractor shall give the Engineer two working days written 102% Page 804 of 1482

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SUBMITTAL REVIEW 33 13 00 - 5 PRESSURE PIPELINE TESTING AND DISINFECTION notice before any connection operations are to be performed so that advance preparation on the part of the City can be made

END OF SECTION
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SUBMITTAL REVIEW 33 39 00 - 1 PRECAST CONCRETE MAINTENANCE HOLES AND INLETS
SECTION 33 39 00

PRECAST CONCRETE MAINTENANCE HOLES AND INLETS
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor necessary to install all precast concrete maintenance holes and inlets, complete with frame, cover, pipe connections, and cast-in-place or prefabricated base, and all other appurtenances complete in place, as shown on the Drawings and as specified herein.

1.03 RELATED SECTIONS
A. Section 05 50 00 Miscellaneous Metalwork
B. Section 31 23 00, Utility Earthwork.

C. Section 03 30 50, Utility Cast-in-Place Concrete.

D. Section 03 60 00, Grout.

E. Division 1, General Requirements.

1.04 REFERENCES
Commercial Standards:

1. ASTM A 48, Specification for Gray Iron Castings.

2. ASTM C 150, Specification for Portland Cement.

3. ASTM C 478, Specification for Precast Reinforced Concrete Manhole Sections.

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

PART 2 - PRODUCTS
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SUBMITTAL REVIEW 33 39 00 - 2 PRECAST CONCRETE MAINTENANCE HOLES AND INLETS

2.01 MATERIALS
A. Maintenance Holes: Maintenance holes and external sump pits shall be constructed of concentric precast reinforced concrete sections in accordance with ASTM C 478, the City of Milpitas Standard Drawing No. 230 and in accordance with the plans.

Precast concrete sections shall be manufactured by a process that will produce a dense, homogeneous concrete section of first quality. Steps or rungs will not be allowed in maintenance holes. The sections shall have a minimum wall thickness of 5 inches for 48-inch diameter sections. Maintenance hole sections shall be sealed using a preformed, cold- applied, ready to use plastic joint sealing compound QuickSeal, Ram-Nek; or equal, and grout as specified in Section 03 60 00, "Grout." All maintenance holes shall have reinforced cast-in-place or reinforced precast concrete bases.

B. Castings: Castings for maintenance holes frames and covers shall be non-rocking and shall conform to the requirements of City of Milpitas Standard Drawing No. 230 and in accordance with the plans. All castings shall be thoroughly cleaned and subject to a hammer inspection after which they shall be twice dipped with an asphalt or coal tar coating applied at a temperature of not less than 290 degrees F. nor more than 310 degrees F.

1. Water Stops: Plastic pipe connections to precast concrete maintenance holes and cast-in-place bases shall also be sealed using a premolded elastomeric waterstop material.

2. All connections to precast concrete maintenance holes shall be made with non-shrink grout.

C. Inlets: Inlets shall be Jensen Model 3636 Precast Drop Inlets, Jensen Model 3636 Precast Drop Inlets with Side Opening or Jensen Model 1818 Precast Drop Inlets as indicated on the plans, or approved equal.

D. Reverse Sidewalk Drain: The reverse sidewalk drain shall be a ZURN Z717 frame and grate system with a solid, bolt-down cover.

PART 3 - EXECUTION

3.01 INSTALLATION
A. All precast concrete maintenance holes and inlets shall be installed in strict conformance with the manufacturer's printed instructions on a well compacted foundation as specified in Section 31 23 00, "Utility Earthwork." B. Maintenance hole frames and covers shall not be set to final grade until the pavement has been completed. Openings in maintenance holes shall be protected from construction loads, debris, and unauthorized entry.

C. Maintenance hole sections shall be set so as to be vertical with sections in true alignment. The joint of the previously set section shall be clean and covered with preformed joint sealant before the next section is placed. The joint material shall be 102% Page 807 of 1482

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SUBMITTAL REVIEW 33 39 00 - 3 PRECAST CONCRETE MAINTENANCE HOLES AND INLETS
installed in accordance with manufacturer's printed recommendations.

D. No pipe ends shall protrude into the maintenance hole. No bell section of the pipe shall be placed into the maintenance hole wall.

E. Structure backfill and compaction shall be as specified in Section 31 23 00, "Utility Earthwork."
F. Reverse sidewalk drains shall be constructed in accordance with the plans and the manufacturer’s recommendations.

END OF SECTION
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SUBMITTAL REVIEW 33 41 00 - 1 STORM UTILITY DRAINAGE PIPING SECTION 33 41 00

STORM UTILITY DRAINAGE PIPING
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. This section describes the installation of storm drainage piping and related structures.

1.03 RELATED SECTIONS
A. Section 31 23 00, Utility Earthwork
B. Section 03 60 00, Grout

1.04 REFERENCES
A. AASHTO: American Association of State Highway and Transportation Officials

1. AASHTO M36: Standard Specification for Corrugated Steel Pipe, MetallicCoated, for Sewers and Drains

2. AASHTO M190: Standard Specification for Bituminous-Coated Corrugated Metal Culvert Pipe and Pipe Arches

3. AASHTO M196: Standard Specification for Corrugated Aluminum Pipe for Sewers and Drains

4. AASHTO M252: Standard Specification for Corrugated Polyethylene Drainage Pipe

5. AASHTO M294: Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500-mm (12- to 60-in.) Diameter

6. AASHTO MP7: Standard Specification for Corrugated Polyethylene Pipe, 1350 and 1500 mm Diameter
B. ASTM: American Society for Testing and Materials

1. ASTM C33: Standard Specification for Concrete Aggregates

2. ASTM C76: Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

3. ASTM C136: Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

4. ASTM C150: Standard Specification for Portland Cement

5. ASTM C443: Standard Specification for Joints for Concrete Pipe and 102% Page 809 of 1482

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SUBMITTAL REVIEW 33 41 00 - 2 STORM UTILITY DRAINAGE PIPING Manholes, Using Rubber Gaskets

6. ASTM C595: Standard Specification for Blended Hydraulic Cements

7. ASTM C618: Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

8. ASTM D3212: Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals

9. ASTM F477: Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe

1.05 CONTRACTOR SUBMITTALS
A. Submit certifications showing that materials meet the requirements shown on the drawings and as specified below.

PART 2 - PRODUCTS

2.01 GROUT
A. Shall be non-shrink, non-ferrous, non-epoxy with a minimum design strength of 5,000 psi in 28 calendar days.

B. Use according to manufacturer’s recommendations.

2.02 ANTI-SEIZE LUBRICANT
A. Bolts associated with storm utility drainage installation shall be applied with anti-seize lubricant such as Never-Seez, or equal, prior to installation.

2.03 CONCRETE SEWER PIPE
A. 12-inch to 21-inch: Reinforced, ASTM C76, Class III.

B. 24-inch and larger: Reinforced, ASTM C76, Class III.

C. Rubber-gasket joints: Conform to ASTM C443.

D. Plugs: Provide with rubber gaskets and band in place as a watertight unit capable of resisting the internal pressures created by the testing equipment.

2.04 PLASTIC PIPE
A. High Density Polyethylene (HDPE) Pipe

1. 3-inch through 10-inch: ADS N-12 WT IB, or approved equal.

B. Storm Sewer Couplings

1. For non-pressure installations (culverts only): Soil tight couplings and fittings shall meet AASHTO M 252, AASHTO M 294, or AASHTO MP 7. Gaskets 102% Page 810 of 1482

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SUBMITTAL REVIEW 33 41 00 - 3 STORM UTILITY DRAINAGE PIPING shall meet ASTM F477, be installed at the manufacturer’s facility, and be covered with a removable wrap to ensure gasket is free from debris. A joint lubricant supplied by the manufacturer shall be used on the gasket and bell during assembly.

C. Fittings

1. Fittings shall conform to AASHTO M 252 or M 294. Fabricated fittings, where accessible, shall be welded on the interior and exterior at all junctions.

2.05 BEDDING MATERIAL
A. Bedding shall be as specified in Section 31 23 00, Utility Earthwork.

PART 3 - EXECUTION

3.01 EXCAVATION AND BACKFILL
A. See Section 31 23 00, Utility Earthwork.

3.02 EQUIPMENT
A. Equipment necessary and required for the proper construction of storm sewers shall be in good condition to perform the WORK.

B. Provide appropriate hoisting equipment to handle pipe in unloading and placing in its final position without damage to the pipe.

C. Provide such hand tampers and pneumatic tampers to obtain the specified compaction of the pipe bed and backfill.

3.03 LAYING PIPE
A. General:

1. Inspect pipe for defects prior to laying. Replace defective pieces at no added cost to the Port.

2. Lay pipe carefully true to lines and grades on a uniformly firm bed throughout its length.

3. Pipe which shows undue settlement, is not in true alignment, or is damaged shall be taken up and relaid at no added cost to the Port.

4. Carefully clean pipe ends and fittings before laying. Keep pipe ends plugged prior to making connections.

5. Prevent foreign material (including clothing, tools, debris, etc.) from entering the pipe at all times.

6. Take adequate precautions to prevent any uplift from occurring to pipe during any interruptions in laying.

7. Prepare trench to give pipe full length support.
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SUBMITTAL REVIEW 33 41 00 - 4 STORM UTILITY DRAINAGE PIPING

8. Lower and center pipe in final position.

9. Laying pipe on blocks not permitted.

10. Cut pipe only to remove defective ends, to allow insertion of fittings, or to obtain specified lengths.

11. Anchor bends involving unbalanced pressures with thrust blocks, as shown or directed.

B. Concrete Sewer Pipe:

1. Dig bell holes at joints to permit proper jointing.

2. Lay pipe with bell ends in uphill direction of laying unless directed otherwise.

3. Lubricate gasket and inside surfaces of bell immediately prior to forcing pipe home.

4. Block run to prevent movement or creep of gasketed joints.

C. Plastic Pipe

1. Install in accordance with ASTM D2321.

2. Split Coupling Joints: Twist or rotate pipe until paint marks on each section line up.

3. O-Ring Joints: Align joint and push home utilizing a well-lubricated gasket.

Ensure bedding material is not pulled into the bell.

4. Avoid construction traffic over pipe.

D. Tolerance: Maximum deviation from true line or grade, as established, shall not exceed 1/2 inch for line and 1/4 inch for grade, provided that such variation does not result in a level or reverse sloping invert. Measure for grade at the pipe invert, not at the top of the pipe, because of permissible variation in pipe wall thickness.

E. Backfilling: See Section 31 23 00, Utility Earthwork.

F. Perforated Plastic Pipe Underdrain

1. Install in accordance with ASTM D2321 and as shown on the drawings.

2. Lay with perforations facing down, unless otherwise directed.

3. Carefully lower pipe and fittings into the trench to avoid contaminating filter material.

3.04 CONNECTIONS
A. Make connections to existing or proposed structures watertight and smooth for a uniform flow line throughout drainage system.

B. Provide 36-inch diameter or smaller concrete sewer pipes that enter or leave manholes or other structures with flexible joints within 18 inches of the exterior wall.

C. Concrete pipes larger than 36 inches in diameter shall have a flexible joint within a distance from the exterior wall equal to one half the inside pipe diameter.

D. Grout connections.
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SUBMITTAL REVIEW 33 41 00 - 5 STORM UTILITY DRAINAGE PIPING

END OF SECTION
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SUBMITTAL REVIEW 33 45 00 - 1 BIOTREATMENT FACILITIES
SECTION 33 45 00

BIOTREATMENT FACILITIES
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. Related Sections.

B. Measurement and Payment.

C. References.

D. Submittals Include.

E. Concrete Vaults.

F. Biotreatment Materials.

G. Biotreatment Soil Media.

H. Basis of Design.

I. Performance.

J. General.

1.03 RELATED SECTIONS
A. Volume 1 – General Requirements, Section 01 33 00, Submittal Procedures/Review Procedure.

B. Volume 1 – General Requirements, Section 01 33 23, Shop Drawings, Product Data, and Samples.

C. Volume 1 - General Requirements, Section 01 45 00, Quality Control.

D. Section 31 00 00, Earthwork.

E. Section 33 05 28, Trenching and Backfilling for Utilities. 102% Page 814 of 1482

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SUBMITTAL REVIEW 33 45 00 - 2 BIOTREATMENT FACILITIES
F. Section 33 41 00, Storm Utility Drainage Piping

1.04 REFERENCES
A. ASTM International (ASTM):

1. ASTM D422, Standard Test Method for Particle Size Analysis of Soils.

2. ASTM C857, Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures

3. ASTM C858, Standard Specification for Underground Precast Concrete Utility Structures

4. ASTM C990, Standard Specification for Joints for Precast Box Sections Using AASHTO Specifications.

5. ASTM D2729, Standard Specification for Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings.

1.05 CONTRACTOR SUBMITTALS
A. Shop Drawings: When not indicated in the Final Design in sufficient detail or definition, submit detailed Shop Drawings of precast concrete utility structures and related metal work.

B. Product Data: Submit manufacturers’ product data for standard manufactured precast concrete utility boxes and structures, concrete mix, class 2 permeable material, perforated PVC, storm drain cleanout, cobble, geotextile and impermeable liner.

C. Biotreatment Soil Media: Submit the following for approval:

1. A minimum one-gallon size sample of mixed bioretention soil.

2. Certification from the soil supplier or an accredited laboratory that the Bioretention Soil meets the requirements of this guideline specification.

3. Grain size analysis results of the fine sand component performed in accordance with ASTM D422, Standard Test Method for Particle Size Analysis of Soils or Caltrans Test Method C202.

4. Quality analysis results for compost performed in accordance with Seal of Testing Assurance standards, as specified in 21-4.02C.

5. Organic content test results of mixed Bioretention Soil. Organic content test must be performed in accordance with Testing Methods for the Examination of Compost and Composting 05.07A, Loss-On-Ignition Organic Matter Method.

6. Grain size analysis results of compost component performed in accordance with ASTM D422, Standard Test Method for Particle Size Analysis of Soils.

7. A description of the equipment and methods used to mix the sand and compost to produce Bioretention Soil.

8. Provide the name of the testing laboratory(s) and the following information:
a. Contact person(s)
b. Address(s)
c. Phone contact(s)
d. E-mail address(s)
e. Qualifications of laboratory(s), and personnel including date of current 102% Page 815 of 1482

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SUBMITTAL REVIEW 33 45 00 - 3 BIOTREATMENT FACILITIES
certification by U.S. Composting Council, ASTM, Caltrans, or Approved equal.

1.06 MEASUREMENT AND PAYMENT
A. Not used.

PART 2 - PRODUCTS

2.01 BIOTREATMENT MATERIALS
A. Class 2 permeable material must conform to section 68-2.02F(3) of the Caltrans Standard Specifications.

B. Perforated PVC must be ASTM D2729, sized per plan.

C. Storm drain cleanout must be a PVC riser with PVC cap.

D. Cobble must be Lin Creek Cobble 2-4 inches, available from Lyngso Materials or approved equal.

E. Waterproof membrane must be a 20-mil HDPE liner.

2.02 BIOTREATMENT SOIL MEDIA
A. Biotreatment soil media (BSM) must consist of the following mixture of fine sand and compost, measured on a volume basis: 60%-70% sand, 30%-40% compost.

B. Sand: Sand must be free of wood, waste, coating such as clay, stone dust, carbonate, or any other deleterious material. All aggregate passing No. 200 sieve size must be non-plastic.

C. Sand gradation must be within the percentage passing limits for the sieve sizes shown in Table 1.

Table 1. Sand Gradation Passing Limits
Sieve Sizes Percentage Passing
3/8 inch 100
No. 4 90-100
No. 8 70-100
No. 16 40-95
No. 30 15-70
No. 40 5-55
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SUBMITTAL REVIEW 33 45 00 - 4 BIOTREATMENT FACILITIES
Sieve Sizes Percentage Passing
No. 100 0-15
No. 200 0-5
Perform grain size analysis under ASTM D422.

D. Compost Material: Compost must be a well decomposed, stable, weed free organic matter source derived from waste materials including yard debris, wood wastes or other organic materials not including manure or biosolids meeting the standards developed by the U.S. Composting Council. The product must be certified through the U.S. Composting Council Seal of Testing Assurance Program (a compost testing and information disclosure program).

E. Compost Quality Analysis by Laboratory — Before delivery of the soil, the supplier must submit a copy of lab analysis performed by a laboratory that is enrolled in the US Composting Council’s Compost Analysis Proficiency program and using approved Test Methods for the Examination of Composting and Compost. The lab report must verify:

1. Organic Matter Content: 35% - 75% by dry wt.

2. Carbon and Nitrogen Ratio: C: N < 25: I and C: N >15:1

3. Maturity/Stability: Any one of the following is required to indicate stability:
a. Oxygen Test < 1.3 02 /unit TS /hr
b. Specific oxy. Test < 1.5 02 / unit BVS /hr
c. Respiration test 8 mg CO; -C /g OM / day
d. Dewar test 20 Temp. rise (°C)
e. Solvita > 5 Index value

4. Toxicity: Any one of the following measures is sufficient to indicate nontoxicity. a. NH: NO, °-N 3
b. Ammonium < 500 ppm, dry basis
c. Seed Germination > 80 % of control
d. Plant Trials: 80% of control
e. Solvita = 5 Index value

5. Nutrient Content: provide analysis detailing nutrient content including N-P-K, Ca, Na, fig, S, and B.
a. Total Nitrogen content 0.9% or above preferred.
b. Boron: Total must be *80 ppm

6. Salinity: Must be reported; < 6.0 mmhos/cm

7. pH must be between 6.2 and 8.2 may vary with plant species.

F. Compost Quality Analysis by Compost Supplier – Before delivery of the compost to the soil supplier the Compost Supplier must verify the following:

1. Feedstock materials must be specified and include one or more of the following: landscaping/yard trimmings, grass clippings, food scraps, and agricultural crop residues.
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SUBMITTAL REVIEW 33 45 00 - 5 BIOTREATMENT FACILITIES

2. Maturity/Stability: must have a dark brown color and a soil-like odor. Compost exhibiting a sour or putrid smell or containing recognizable grass or leaves or is hot (120 °F) upon delivery or rewetting is not acceptable.

3. Weed seed/pathogen destruction: provide proof of process to further reduce pathogens. For example, turned windrows must reach min. 55C for 15 days with at least 5 turnings during that period.

G. Compost for Bioretention Soil Texture – Compost for bioretention soils must be analyzed by an accredited lab using #200, 1/4-inch, 1/2 inch, and I inch sieves (ASTM D422 or as approved by municipality), and meet the following gradation:

Table 2. Table Title (Caption)
Sieve Size Percent Passing (by weight)
Minimum Maximum
1 inch 99 100
1/2 inch 90 100
1/4 inch 40 90
No. 200 1 10
H. Bulk density must be between 500 and 1,100 dry lbs/cubic yard.

I. Moisture content must be between 30% - 55% of dry solids.

J. Inerts - compost must be relatively free of inert ingredients, including glass, plastic and paper, I % by weight or volume.

K. Select Pathogens: Salmonella <3 MPN/4 grams of TS, or Coliform Bacteria <10000 MPN/gram.

L. Trace Contaminants Metals (Lead, Mercury, Etc.): Product must meet US EPA, 40 CFR 503 regulations.

M. Compost Testing: The compost supplier will test all compost products within 120 calendar days prior to application. Samples will be taken using the STA sample collection protocol. (The sample collection protocol can be obtained from the U.S.

Composting Council, 4250 Veterans Memorial Highway, Suite 275, Holbrook, NY 1 1741 Phone: 63I-737-4931, www.compostingcouncil.org). The sample must be sent to an independent Seal of Testing Assurance Program approved lab. The compost supplier will pay for the test.

PART 3 - EXECUTION

3.01 GENERAL
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SUBMITTAL REVIEW 33 45 00 - 6 BIOTREATMENT FACILITIES
A. Bioretention cells must be constructed in the following order:

1. Grade and compact side slopes per construction plans.

2. Install waterproof membrane per manufacturer's specifications.

3. Connect perforated PVC and cleanout to storm drain system.

4. Install permeable material.

5. Install BSM.

6. Install cobble on side slopes of biotreatment cells at curb cut outfalls.

B. Upon project completion, a Geotechnical Engineer must perform a documented test of each bioretention cell for percolation conformance with the California Regional Water Quality Control Board San Francisco Bay Region Municipal Stormwater NPDES Permit. Test report must be submitted to the appropriate agency for approval.

C. Place BSM after all other earthwork in an area is complete.

D. Dispose of trash, debris, and weeds in areas to receive BSM.

E. Place BSM l in lifts of 8 to 12 inches and spread to a uniform thickness. Do not compact lifts.

F. Acceptance of BSM quality and performance may be based on samples taken from stockpiles at supplier’s yard, submitted test results, and/or onsite and laboratory testing of installed material at the discretion of the City. The point of acceptance will be determined in the field by the City.

END OF SECTION
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SUBMITTAL REVIEW 34 41 05 - 1 SIGNAGE
SECTION 34 41 05

SIGNAGE
PART 1 - GENERAL

1.01 APPLICABLE SECTION
A. The requirements/provisions of the General and Supplementary Conditions and Division 1 Specification Section shall apply to this section.

1.02 DESCRIPTION OF WORK
A. The Contractor shall provide all materials, equipment, and labor necessary to relocate all roadside signs, and all appurtenant work, complete in place, as shown on the Drawings and as specified herein.

B. Signage shall conform to the provisions of Section 82 “Signs and Markers” of the Caltrans Standard Specifications and Caltrans Standard Plans.

1.03 RELATED SECTIONS
A. Division 1, General Requirements.

1.04 REFERENCES
A. Federal Specifications and Standards:

1. 595-A, Federal Standard
B. City of Milpitas

1. Sign Ordinance

2. Zoning Ordinance
C. State of California, Department of Transportation (Caltrans), Standard Specifications 2024 Edition:

1. Section 82, Signs and Markers

2. Section 81-2, Delineators

3. Standard Plans
D. State of California, Department of Transportation (Caltrans), California Manual of Uniform Traffic Control Devices (California MUTCD 2014 Edition), Part 6, Temporary Traffic Control.

E. Commercial Standards:

1. ASTM C 653, Specifications for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed,) by the Hot-Dip Process. 102% Page 820 of 1482

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SUBMITTAL REVIEW 34 41 05 - 2 SIGNAGE

2. USA, Underground Service Alert

1.05 CONTRACTOR SUBMITTALS
A. Certificates of Compliance: Certificates of Compliance shall be provided to Engineer for all products and materials proposed to be used under this Section.

1.06 UTILITY LOCATIONS
A. The Contractor 's attention is called to the fact that utilities are present in the work areas. It is the Contractor 's responsibility to notify the utility companies having facilities in the project work areas at least 48 hours prior to beginning WORK to accurately locate said utilities before beginning of underground work. Utilities may be notified by contacting USA, Underground Service Alert, at 811/(800) 642-2444.

B. For utilities not marked by USA, such as irrigation mains and laterals or on site services, the Contractor shall contact the City of Milpitas Public Works Department for assistance in locating said facilities.

C. The Contractor shall be responsible for repairing, at his own cost, any damage to utilities or irrigation facilities encountered during construction.

PART 2 - PRODUCTS

2.01 SIGNS
A. Roadside Signs: Roadside signs shall be of the type as shown on the Drawings in accordance with the Caltrans Traffic Manual unless as otherwise noted on the drawings. Signs shall conform to Section 82, "Signs and Markers" of the Caltrans Standard Specifications.

2.02 POSTS
A. Roadside Signs: All posts for signs installed on City property or within the public right of way shall be 2” perforated square steel posts per Section 82-3 “Roadside Signs” of the Caltrans Standard Specifications.

2.03 HARDWARE
A. Roadside Signs: Sign Panel Fastening and Mounting Hardware shall be per Section 82-3 “Roadside Signs” of the Caltrans Standard Specifications.

PART 3 - EXECUTION

3.01 GENERAL
A. All sign locations on City property must be inspected and approved by the Engineer prior to installation. The Contractor shall notify the Engineer no later than 48 hours 102% Page 821 of 1482

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SUBMITTAL REVIEW 34 41 05 - 3 SIGNAGE
prior to the start of the scheduled sign installation.

B. All reference markings made by the Contractor shall be done with spray chalk and shall be removed by the Contractor after installation of the signs.

C. Roadside signs shall be installed per locations shown on the plans.

D. All utilities damaged by the Contractor shall be repaired and replaced by the Contractor at its expense to the satisfaction of the Engineer and the owner of the utility.

3.02 INSTALLATION OF POST
A. Roadside Signs: Installation of roadside signs shall be at the locations shown on the Plans.

3.03 INSTALLATION IN EXISTING SIDEWALK
A. Roadside Signs: Installation of roadside signs shall be at the locations shown on the Plans.

3.04 INSTALLATION OF SIGN
A. Roadside Signs: Mounting of the sign to the pole for roadside signs shall be as shown on the Drawings and shall conform to the requirements of the Caltrans Standard Plans.

B. Roadside signs shall be installed 7 feet minimum from bottom of the sign panel to the walking surface.

3.05 RELOCATE ROADSIDE SIGN
A. Relocate Roadside Signs shall be existing signs relocated to a new location, as shown on the Plans. The existing signs shall be reused and placed on a new post.

B. Refer to section above for installation of post and sign.

END OF SECTION
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CITY OF MILPITAS

ENGINEERING DIVISION

BID SUMMARY
Bid Date: 05/12/2026
Item DESCRIPTION QTY UNIT Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total 1 Mobilization/Demobilization (5% max) 1 LS $350,000.00 $350,000.00 $220,000.00 $220,000.00 $250,000.00 $250,000.00 $280,000.00 $280,000.00 $250,000.00 $250,000.00 $300,000.00 $300,000.00 2 SWPPP/Erosion Control 1 LS $50,000.00 $50,000.00 $94,000.00 $94,000.00 $100,000.00 $100,000.00 $110,000.00 $110,000.00 $375,000.00 $375,000.00 $175,000.00 $175,000.00 3 Traffic Control 1 LS $30,000.00 $30,000.00 $15,000.00 $15,000.00 $10,000.00 $10,000.00 $110,000.00 $110,000.00 $115,000.00 $115,000.00 $35,000.00 $35,000.00 4 Control of Water 1 LS $30,000.00 $30,000.00 $37,500.00 $37,500.00 $25,000.00 $25,000.00 $340,000.00 $340,000.00 $100,000.00 $100,000.00 $50,000.00 $50,000.00 5 Building Demolition 1 LS $200,000.00 $200,000.00 $385,000.00 $385,000.00 $350,000.00 $350,000.00 $400,000.00 $400,000.00 $465,000.00 $465,000.00 $450,000.00 $450,000.00 6 Selective Demolition 1 LS $150,000.00 $150,000.00 $80,000.00 $80,000.00 $250,000.00 $250,000.00 $255,000.00 $255,000.00 $145,000.00 $145,000.00 $75,000.00 $75,000.00 7 Bridge Foundation 1 LS $700,000.00 $700,000.00 $350,000.00 $350,000.00 $255,000.00 $255,000.00 $650,000.00 $650,000.00 $475,000.00 $475,000.00 $463,000.00 $463,000.00 8 Bridge Structural Concrete & Steel 1 LS $1,500,000.00 $1,500,000.00 $760,000.00 $760,000.00 $735,000.00 $735,000.00 $850,000.00 $850,000.00 $825,000.00 $825,000.00 $1,000,000.00 $1,000,000.00 9 Earthwork (cut/fill) 1 LS $50,000.00 $50,000.00 $135,000.00 $135,000.00 $300,000.00 $300,000.00 $520,000.00 $520,000.00 $350,000.00 $350,000.00 $280,000.00 $280,000.00 10 Site Concrete 1 LS $275,000.00 $275,000.00 $200,000.00 $200,000.00 $255,000.00 $255,000.00 $200,000.00 $200,000.00 $175,000.00 $175,000.00 $230,000.00 $230,000.00 11 Asphalt Pavement 1 LS $250,000.00 $250,000.00 $192,000.00 $192,000.00 $125,000.00 $125,000.00 $75,000.00 $75,000.00 $215,000.00 $215,000.00 $225,000.00 $225,000.00 12 Storm Drain Improvement 1 LS $180,000.00 $180,000.00 $245,000.00 $245,000.00 $400,000.00 $400,000.00 $280,000.00 $280,000.00 $280,000.00 $280,000.00 $550,000.00 $550,000.00 13 Water Improvement 1 LS $120,000.00 $120,000.00 $185,600.00 $185,600.00 $285,000.00 $285,000.00 $230,000.00 $230,000.00 $225,000.00 $225,000.00 $285,000.00 $285,000.00 14 Recycle Water Improvement 1 LS $90,000.00 $90,000.00 $128,000.00 $128,000.00 $200,000.00 $200,000.00 $160,000.00 $160,000.00 $230,000.00 $230,000.00 $230,000.00 $230,000.00 15 Chain Link Fence & Gate 1 LS $20,000.00 $20,000.00 $38,500.00 $38,500.00 $35,000.00 $35,000.00 $27,554.95 $27,554.95 $45,000.00 $45,000.00 $42,000.00 $42,000.00 16 Signage & Striping 1 LS $10,000.00 $10,000.00 $17,500.00 $17,500.00 $40,000.00 $40,000.00 $17,500.12 $17,500.12 $55,000.00 $55,000.00 $45,000.00 $45,000.00 17 Street Lighting and Electrical Improvements 1 LS $315,000.00 $315,000.00 $176,870.00 $176,870.00 $200,000.00 $200,000.00 $180,000.00 $180,000.00 $190,000.00 $190,000.00 $153,000.00 $153,000.00 18 Installation of Aesthetic Enhancement, Steel 1 LS $525,000.00 $525,000.00 $925,000.00 $925,000.00 $1,050,000.00 $1,050,000.00 $630,000.00 $630,000.00 $900,000.00 $900,000.00 $700,000.00 $700,000.00 19 Installation of Aesthetic Enhancement, Glass & Glazing 1 LS $140,000.00 $140,000.00 $198,900.00 $198,900.00 $245,000.00 $245,000.00 $198,900.00 $198,900.00 $225,000.00 $225,000.00 $280,000.00 $280,000.00 20 Installation of Aesthetic Enhancement, Electrical & Lighting 1 LS $315,000.00 $315,000.00 $220,000.00 $220,000.00 $250,000.00 $250,000.00 $220,000.00 $220,000.00 $275,000.00 $275,000.00 $290,000.00 $290,000.00 21 Painting of Aesthetic Enhancement 1 LS $165,000.00 $165,000.00 $100,000.00 $100,000.00 $60,000.00 $60,000.00 $200,000.00 $200,000.00 $220,000.00 $220,000.00 $378,000.00 $378,000.00 22 Restoration of Vegetation 1 LS $50,000.00 $50,000.00 $12,000.00 $12,000.00 $110,000.00 $110,000.00 $32,000.00 $32,000.00 $45,000.00 $45,000.00 $39,000.00 $39,000.00 $5,515,000.00 $4,715,870.00 $5,530,000.00 $5,965,955.07 $6,180,000.00 $6,275,000.00 Item DESCRIPTION QTY UNIT Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total BID ALTERNATE 1:
1 Add Alternative #1 - Hidden Lake Park Mitigation Improvements 1 LS $150,000.00 $150,000.00 $160,000.00 $160,000.00 $200,000.00 $200,000.00 $180,000.00 $180,000.00 $450,000.00 $450,000.00 $190,000.00 $190,000.00 $150,000.00 $160,000.00 $200,000.00 $180,000.00 $450,000.00 $190,000.00 $5,665,000.00 $4,875,870.00 $5,730,000.00 $6,145,955.07 $6,630,000.00 $6,465,000.00 Lowest Responsive Bidder
Goodfellow Bros
A&B Construction
(BID WITHDRAWN)
Graniterock
Joseph J. Albanese Inc. Ghilotti Construction Graniterock Ghilotti Construction
Lowest Responsive Bidder

BID ALTERNATE CONTRACT WORK
Unit Cost (Eng
Est) Engineer's Estimate
Joseph J. Albanese
Apparent Low Bidder
A&B Construction
Unit Cost (Eng (BID WITHDRAWN)
Est)
Project Name: SOUTH MILPITAS BLVD ROAD EXTENSION
Project No.: 2016
Engineer's Estimate
Apparent Low Bidder

BASE CONTRACT WORK
Goodfellow Bros
BASE BID + BID ALTERNATE CONTRACT WORK
1