Central Valley Stations, California High Speed Rail

Issue: Fresno Station Early Works

Project Manual

100% Construction Documents

November 7, 2025

1111 H Street

Fresno, CA 93721

HSR25-12

SECTION 000010 - TABLE OF CONTENTS

AUTHOR ABBREVIATIONS

Arup Arup ALL Allegion BS Bio Studio F+P Foster + Partners

HMH HMH

OLS Oculus Light Studio PG Propp + Guerin SMLA Studio-Mla

000000 COVER PAGE

000010 TABLE OF CONTENTS

000105 CERTIFICATIONS PAGE

FACILITY CONSTRUCTION SUBGROUP

HMH 024100 DEMOLITION

HMH 030515 PORTLAND CEMENT CONCRETE

HMH 031100 CONCRETE FORMING

HMH 031500 CONCRETE ACCESSORIES

HMH 032000 CONCRETE REINFORCING STEEL

HMH 033000 CAST-IN-PLACE CONCRETE

HMH 033500 CONCRETE FINISHING

HMH 034000 PRECAST CONCRETE

F+P 051919 METAL SHADE STRUCTURES

HMH 055000 METAL FABRICATIONS

SMLA 057300 DECORATIVE SITE METAL RAILINGS

HMH 061000 ROUGH CARPENTRY

SMLA 062013 EXTERIOR SITE CARPENTRY

C O

N S

T R

U C

T

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N D

O C

U M

E N

T S

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/2

Division 02 Existing Conditions

Division 00 PROCUREMENT AND CONTRACTING REQUIREMENTS

Division 01 GENERAL REQUIREMENTS - Not Used

Division 03 Concrete

Division 06 WOOD, PLASTICS, AND COMPOSITES

Division 05 METALS

Division 04 MASONRY - Not Used

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F+P 079200 JOINT SEALANTS

ALL 087100 DOOR HARDWARE

F+P 099600 HIGH PERFORMANCE COATINGS

SMLA 099623 GRAFFITI-RESISTANT COATINGS

PG 101400 SIGNAGE

HMH 101453 PERMANENT TRAFFIC SIGNAGE

HMH 221429 SUBMERSIBLE SUMP PUMPS

F+P 224700 DRINKING FOUNTAINS

ARUP 260500 COMMON WORK RESULTS FOR ELECTRICAL

ARUP 260519 LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES

ARUP 260526 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

ARUP 260529 HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

ARUP 260533 RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS

ARUP 260543 UNDERGROUND DUCTS AND MANHOLES

ARUP 260548 VIBRATION AND SEISMIC CONTROLS

ARUP 260553 IDENTIFICATION OF ELECTRICAL SYSTEMS

ARUP 260810 TESTING FOR ELECTRICAL SYSTEMS

ARUP 260913 ELECTRICAL POWER MONITORING

ARUP 260926 NETWORK LIGHTING CONTROL

ARUP 262213 LOW-VOLTAGE DISTRIBUTION TRANSFORMERS

ARUP 262413 SWITCHBOARDS

ARUP 262416 PANELBOARDS

ARUP 262726 WIRING DEVICES

ARUP 262816 ENCLOSED SWITCHES

ARUP 262817 CIRCUIT BREAKERS

BS 263100 SOLAR PHOTOVOLTAIC TECHNICAL REQUIREMENTS PERFORMANCE SPECIFICATION

ARUP 263323 EMERGENCY LIGHTING INVERTERS

BS

263343

ELECTRIC VEHICLE CHARGING TECHNICAL REQUIREMENTS PERFORMANCE

SPECIFICATION

ARUP 264313 SURGE PROTECTIVE DEVICES

Division 21 FIRE SUPPRESSION - Not Used

Division 08 OPENINGS - Not Used

Division 09 FINISHES

Division 11 EQUIPMENT - Not Used

Division 10 SPECIALTIES

Division 22 PLUMBING

Division 14 VERTICAL TRANSPORTATION - Not Used

Division 23 HEATING, VENTILATION, AND AIR CONDITIONING - Not Used

Division 26 ELECTRICAL

Division 12 FURNISHINGS - Not Used

Division 07 THERMAL AND MOISTURE PROTECTION

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OLS 265600 EXTERIOR LIGHTING

ARUP 270526 GROUNDING AND BONDING FOR COMMUNICATIONS SYSTEMS

ARUP 270529 HANGERS AND SUPPORTS FOR COMMUNICATIONS SYSTEMS

ARUP 270533 CONDUITS AND BOXES FOR COMMUNICATIONS SYSTEMS

ARUP 270536 CABLE TRAYS FOR COMMUNICATIONS SYSTEMS

ARUP 270544 SLEEVES AND PENETRATIONS FOR COMMUNICATIONS PATHWAYS

ARUP 270553 IDENTIFICATION AND ADMINISTRATION FOR COMMUNICATIONS SYSTEMS

ARUP 270800 TESTING OF COMMUNICATIONS CABLING

ARUP 271000 TELECOMMUNICATIONS GENERAL REQUIREMENTS

ARUP 271113 COMMUNICATIONS ENTRANCE PROTECTION

ARUP 271116 COMMUNICATIONS CABINETS RACKS AND ENCLOSURES

ARUP 271123 COMMUNICATIONS CABLE MANAGEMENT AND CABLE RUNWAY

ARUP 271126 COMMUNICATIONS POWER DISTRIBUTION UNITS

ARUP 271128 RACK MOUNTED UPS FOR COMMUNICATIONS SYSTEMS

ARUP 271131 PLYWOOD BACKBOARDS FOR COMMUNICATIONS ROOMS

ARUP 271323 COMMUNICATIONS OPTICAL FIBER BACKBONE CABLING & TERMINATIONS

ARUP 271513 COMMUNICATIONS COPPER CABLING & TERMINATIONS

ARUP 272100 DATA COMMUNICATIONS LOCAL AREA NETWORK

ARUP 272113 DATA COMMUNICATIONS FIREWALL

ARUP 272133 WIRELESS NETWORK SYSTEM

ARUP 280500 COMMON WORK RESULTS FOR ELECTRONIC SECURITY

ARUP 281000 ACCESS CONTROL ALARM MONITORING SYSTEM

ARUP 282000 VIDEO SURVEILLANCE SYSTEM

ARUP 285100 SECURITY INTERCOMMUNICATION SYSTEM

HMH 310000 EARTHWORK

HMH 311000 CLEARING AND GRUBBING

SMLA 312219 LANDSCAPE GRADING

HMH 312319 DEWATERING

HMH 315000 EXCAVATION SUPPORT AND PROTECTION

HMH 321123 AGGREGATE BASE COURSES

HMH 321216 ASPHALT PAVING

HMH 321313 CONCRETE PAVING

SMLA 321313.01 DECORATIVE SITE CONCRETE PAVING

SMLA 321323 SITE CONCRETE

SMLA 321400 UNIT PAVING - SAND SET

SMLA 321500 AGGREGATE SURFACING

SMLA 321513 STABILIZED DECOMPOSED GRANITE PAVING

HMH 321621 CONCRETE CURBS, GUTTERS AND WALKS

HMH 321713 PARKING BUMPERS

HMH 321723 PAVEMENT MARKINGS

HMH 321726 TACTILE SURFACING

F+P 323119 DECORATIVE METAL FENCES AND GATES

SMLA 323300 SITE FURNISHINGS

SMLA 328400 IRRIGATION SYSTEMS

SMLA 329113 SOIL PREPARTION

SMLA 329300 EXTERIOR PLANTS

SMLA 329400 LANDSCAPE PLANTING ACCESSORIES

Division 28 ELECTRONIC SAFETY AND SECURITY

Division 27 COMMUNICATIONS

Division 31 EARTHWORK

Division 32 EXTERIOR IMPROVEMENTS

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SMLA 329413 MODULAR SUBSURFACE PAVEMENT SUSPENSION SYSTEM

SMLA 329813 LANDSCAPE ESTABLISHMENT PERIOD

HMH 330516 UTILITY STRUCTURES

HMH 330520 UTILITY REMOVAL AND RELOCATION

HMH 330525 SUPPORT AND PROTECTION OF UTILITIES

HMH 330528 TRENCHING AND BACKFILING FOR UTILITIES

HMH 331100 WATER UTILITY DISTRIBUTION PIPING

HMH 331110 CITY OF FRESNO RECYCLED WATER UTILITY DISTRIBUTION PIPING

HMH 333100 SANITARY UTILITY SEWERAGE PIPING

HMH 334000 STORM DRAINAGE UTILITIES

HMH 334426 STORM WATER TREATMENT DEVICE

HMH 334500 BIOTREATMENT FACILITIES

HMH 334600 SUBDRAINAGE

HMH 334800 CORRUGATED PIPE UNDERGROUND DETENTION AND INFILTRATION

Division 33 UTILITIES

Division 34 TRANSPORTATION - Not Used

Division 35 WATER AND WASTEWATER EQUIPMENT - Not Used

END OF TABLE OF CONTENTS

CVS-FRP

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CVS-FRP Certifications Page Fresno Station Early Works – Plaza

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DOCUMENT 00 01 05

CERTIFICATIONS PAGE

PROJECT TITLE : Fresno Station Early Works

CLIENT AGENCY : California High-Speed Rail Authority

LOCATION : Sacramento, California

PROJECT NUMBER : HSR25-12 CAHSR

OWNER : California High-Speed Rail Authority

PROJECT DIRECTOR : Ben Lichty California High-Speed Rail Authority 770 L Street, Suite 620 Sacramento, California 95814 Telephone Number: (916) 281-7390 Email : ben.lichty@hsr.ca.gov

CONSULTANT

JV P+T

ARCHITECT ARCHITECT

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N/A

STRUCTURAL STRUCTURAL

CIVIL CIVIL

LANDSCAPE HAZARDOUS MATERIALS

TREATMENT

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IRRIGATION FIRE PROTECTION

ENGINEERING

ELECTRICAL ELECTRICAL

COMMUNICATIONS /

SECURITY

MECHANICAL

CVS-FRP DEMOLITION

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SECTION 024100 DEMOLITION

PART 1 - GENERAL

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 DESCRIPTION OF WORK

A. Demolish as follows:

1. Structure foundations, footings, and foundation systems must be completely removed unless otherwise indicated in this specification.

2. Utility services to facilities to be removed or demolished must be shut off, disconnected, cut, and capped.

B. Demolition work includes the removal of at-grade structures, such as existing pavements, curbs, gutters, sidewalks, including underlying aggregate base, and designated utility structures.

1.3 RELATED SECTIONS

A. Section 31 00 00, Earthwork.

B. Section 31 11 00, Clearing and Grubbing.

1.4 REFERENCES

A. American National Standards Institute (ANSI):

1. ANSI A10.6, Safety and Health Program Requirements for Demolition Operations.

B. California Department of Transportation (Caltrans):

1. Caltrans Standard Specifications, Section 15, Existing Facilities.

1.5 REGULATORY REQUIREMENTS

A. Comply with all regulatory requirements, including:

1. CCR Title 8, Division 1, Chapter 4, Subchapter 7, Construction Safety Orders.

2. CCR Title 24, Part 2, California Building Code, Chapter 33, Safeguards During Construction.

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1.6 PERMITS

A. Contractor must obtain all special permits and licenses and give all notices required for performance and completion of the demolition and removal work, including the hauling, and disposal of debris.

1.7 SUBMITTALS INCLUDE

A. Permits: Submit copies of demolition, hauling, and debris disposal permits and notices for record purposes. Include a description of the proposed haul routes.

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

C. Private Property Owner’s Release: If material demolished and removed from the Jobsite will be deposited on private property, submit two copies of written releases no more than 15 Days before the start of Work. Releases must absolve the Owner from responsibility in connection with depositing material on private property and must be signed by the Owner of the property on which the material will be deposited. Before Contract acceptance, submit a document signed by the Owner of the material disposal site stating that the Contractor has complied with the Contractor-owner agreement

D. Record Documents: Provide copies of all Accepted submittals specified herein, for record purposes.

1.8 SITE CONDITIONS

A. Protection of Persons and Property:

1. Erect and maintain temporary fencing, bracing, shoring, lights, barricades, signs, and other measures as necessary to protect the public, workers, and adjoining properties from damage from demolition Work, all in accordance with applicable codes and regulations.

2. Open depressions and excavations occurring as part of this Work must be barricaded and posted with warning lights when accessible through adjacent property or through public areas. Operate warning lights from dusk to dawn each day and as otherwise required.

3. Protect utilities, pavements, and facilities from damage caused by settlement, lateral movement, undermining, washout and other hazards created by demolition operations.

B. Protection of Utilities:

1. Protect active sewer, water, gas, electric, and other utilities and drainage and irrigation lines as indicated in the Contract Drawings or, when not indicated, as found or otherwise made known to Contractor before or during demolition Work. If a utility is damaged, immediately notify the Utility Owner for corrective action.

2. Consult utility companies and municipal departments to determine what Work needs to be performed to accommodate the discontinuance or interruption of utility services due to demolition Work. Perform this Work.

C. Noise and Dust Abatement: Comply with the following:

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1. Provide continuous noise and dust abatement to prevent disturbance and nuisance to the public, to workers, and to the occupants of adjacent premises and surrounding areas.

Dampen or cover areas affected by demolition operations to prevent dust nuisance.

2. When a certain level of noise is unavoidable because of the nature of the Work or equipment involved, and such noise is objectionable to the occupants of adjacent premises, arrange with the jurisdictional authorities to perform such Work or operate such equipment at the most appropriate time periods of the day. Provide Acoustic study and noise attenuation measures to the Authority for review.

D. Unknown Conditions:

1. Contract Drawings and related documents may not represent all surface conditions at the Jobsite and adjoining areas. Only the known surface conditions are indicated in the Contract Drawings, that must be compared and coordinated with actual field conditions by Contractor before planning and starting the Work

2. Existing utilities and drainage systems below grade are located based on existing documents, topographic survey, potholing and from surface facilities such as manholes, valve boxes, area drains, and other surface fixtures.

3. If existing active services encountered are not indicated in the Contract Drawings or otherwise made known to Contractor, and interfere with the permanent facilities under construction, notify the Authority in writing, requesting instructions on their disposition. Take immediate steps to ensure that the service is not interrupted, and do not proceed with the Work until written instructions are received from the Authority.

4. The thicknesses of existing pavements are taken from previous construction documents and may not imply the actual depth or thickness of the total pavement including the base material, where it occurs. Remove pavement and base material of whatever thickness as required.

5. Notification: Promptly notify the Authority if you find either of the following conditions:

a. Physical conditions differing materially from either of the following:

1) Contract documents

2) Job site examination

b. Physical conditions of an unusual nature, differing materially from those ordinarily encountered and generally recognized as inherent in the work provided for in the Contract. Include details explaining the information you relied on and the material differences you discovered. If you fail to promptly notify The Authority, you waive your claim of a differing site condition for the period between your discovery of the differing site condition and your notification to The Authority. If you disturb the site after discovery and before The Authority's investigation, you waive any differing-site condition claim.

PART 2 - PRODUCTS

2.1 MATERIALS, EQUIPMENT, AND FACILITIES

A. Contractor must furnish all materials, tools, equipment, devices, appurtenances, facilities, and services required to perform the demolition and removal Work.

B. Materials used for backfill must conform to the requirements for backfill of Section 31 00 00, Earthwork.

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PART 3 - EXECUTION

3.1 PRESERVATION OF REFERENCE MARKERS

A. Record the locations and designation of survey markers and monuments prior to their removal.

Provide three reference points for each survey marker and monument removed; these reference points must be established by a California Professional Land Surveyor or Civil Engineer (licensed prior to January 1, 1982). Corner records must be filed with the County of Fresno.

B. Store removed markers and monuments during demolition Work and replace them upon completion of the Work. Re-establish survey markers and monuments in conformance with the recorded reference points. Forward a letter to the Authority, signed by a California Professional Land Surveyor or Civil Engineer (licensed prior to January 1, 1982), verifying the re-establishment of survey markers and monuments.

3.2 DEMOLITION

A. Perform demolition in accordance with the Contract Drawings. Perform demolition Work in accordance with ANSI A10.6 and with CCR Title 8 and Title 24, as applicable, and Caltrans Standard Specifications, Section 15, Existing Facilities.

B. Cap or plug sanitary sewers in accordance with the Utility Owner’s standard details and instructions. Cap and plug pipes and other conduits abandoned due to demolition, with approved caps and plugs as required by the Utility Owners. Storm drain and sanitary sewer laterals shall be plugged 5’ from right-of-way line unless otherwise indicated in the Contract Drawings.

C. Backfill and compact depressions caused by excavations, demolition, and removal in accordance with the applicable requirements of Section 31 00 00, Earthwork.

3.3 REMOVAL

A. Remove existing pavements, structures, and site improvements that interfere with new construction, even where demolition is not indicated in the Contract Drawings. Coordinate this removal with the Authority and as required with the Work of Section 31 11 00, Clearing and Grubbing.

B. Remove walls and masonry construction to a minimum depth of two feet below final ground level in areas where such items do not interfere with new construction.

C. Slabs may be broken for drainage and left in place where they are below grade and are not detrimental to the structural integrity of the fill or structure that will be placed above, as determined by the Authority. Concrete pieces must not be larger than 4 inches in the greatest dimension.

3.4 SALVAGE

A. Salvage or reuse materials and equipment as indicated in the Contract Drawings and as specified in the Contract Specifications.

B. Protect metallic coatings on salvaged items. Remove adhering concrete from salvaged items.

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C. Repair or replace any salvaged material damaged or destroyed due to Contractor’s negligence with new material, as determined by the Authority.

3.5 DISPOSAL OF REMOVED MATERIALS AND DEBRIS

A. Dispose of removed materials, waste, trash, and debris in a safe, acceptable manner, in accordance with applicable laws and ordinances and as prescribed by the authorities having jurisdiction. All demolished materials, trash, and debris are to be removed from the site as contractor’s property and property and disposed of in a legal manner.

B. Burying of trash and debris on the Jobsite is not permitted.

C. Remove trash and debris from the Jobsite at frequent intervals so that their presence will not delay the progress of the Work or cause hazardous conditions for workers and the public.

D. All demolished materials, trash, and debris are to be removed from the site as contractor’s property and property and disposed of in a legal manner. The location of the disposal site and the haul distance is Contractor’s responsibility.

3.6 CLEANUP

A. Provide a clean and orderly site at all times in accordance with Section 01 74 14, Cleaning.

END OF SECTION

CVS-FRP PORTLAND CEMENT CONCRETE

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SECTION 030515 PORTLAND CEMENT CONCRETE

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 DESCRIPTION OF WORK

A. The work of this Section consists of furnishing all necessary labor, materials, tools, equipment, and incidentals required for the activities related to Portland cement concrete.

1.3 RELATED SECTIONS

A. Section 03 35 00, Concrete Finishing.

1.4 CLASSES OF CONCRETE

A. Classes of concrete are designated by numerical symbol indicating the minimum 28-Day compressive strength in pounds per square inch as determined by ASTM C39/C39M, and the maximum permissible size of coarse aggregate.

B. Each class of concrete may consist of one or more mixes determined by the maximum size of aggregate, cement factor, and types of admixtures or special aggregates used.

C. Each mix within a class must be considered a specific type, requiring the Authority’s Acceptance of the mix design.

D. The various classes of concrete are listed in Article 2.3, Table 3.

1.5 DEFINITIONS

A. The word “concrete” followed only by a class designation (that is, Concrete Class 3000 – 1-inch) indicates normal weight aggregate concrete, such as concrete having a 28-Day compressive strength of 3,000 psi, a maximum coarse aggregate size of 1 inch, and a minimum unit weight of 145 pounds per cubic foot (without reinforcement) at 28 Days.

B. The term “high-volume fly ash concrete” (HVFAC) indicates concrete using a mix that replaces 40 percent or more of weight of Portland cement with specified fly ash.

C. The word “HVFAC” followed only by a class designation (that is, HVFAC 4000 – 1-inch) includes normal-weight aggregate high-volume fly-ash concrete, such as HVFAC having a 56-Day compressive strength of 4,000 psi, a maximum coarse aggregate size of 1 inch, with a minimum unit weight of 145 pounds per cubic foot (without reinforcement).

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D. The term “lightweight concrete” indicates lightweight structural concrete that has a maximum unit weight of 115 pounds per cubic foot at 28 Days.

E. The term “fill concrete” indicates a concrete containing sufficient cementitious materials to develop a 28-Day compressive strength of 2,500 psi.

F. The term “lean concrete” indicates a concrete containing the equivalent of two 94-pound sacks of cement per cubic yard.

G. Except for the foregoing definitions, the words and terms used in this section conform to the definitions given in ACI CT.

1.6 REFERENCES

A. American Concrete Institute (ACI):

1. ACI CT, Concrete Terminology.

2. ACI 117, Specification for Tolerances for Concrete Construction and Materials.

3. ACI 211.2, Standard Practice for Selecting Proportions for Structural Lightweight Concrete.

4. ACI 301, Specifications for Concrete Construction.

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

6. ACI 304.2R, Guide to Placing Concrete by Pumping Methods.

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

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

9. ACI 318 and 318R, Building Code Requirements for Structural Concrete and Commentary.

B. ASTM International (ASTM):

1. ASTM C31/C31M, Standard Practice for Making and Curing Concrete Test Specimens in the Field.

2. ASTM C33/C33M, Standard Specification for Concrete Aggregates.

3. ASTM C39/C39M, Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens.

4. ASTM C40/C40M, Standard Test Method for Organic Impurities in Fine Aggregates for

Concrete.

5. ASTM C42/C42M, Standard Test Method for Obtaining and Testing Drilled Cores and Sawed

Beams of Concrete.

6. ASTM C88/C88M, Standard Test Method for Soundness of Aggregates by Use of Sodium

Sulfate or Magnesium Sulfate.

7. ASTM C94/C94M, Standard Specification for Ready-Mixed Concrete.

8. ASTM C114, Standard Test Methods for Chemical Analysis of Hydraulic Cement.

9. ASTM C117, Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve in

Mineral Aggregates by Washing.

10. ASTM C123/C123M, Standard Test Method for Lightweight Particles in Aggregate.

11. ASTM C127, Standard Test Method for Relative Density (Specific Gravity) and Absorption of

Coarse Aggregate.

12. ASTM C128, Standard Test Method for Relative Density (Specific Gravity) and Absorption of

Fine Aggregate.

13. ASTM C131/C131M, Standard Test Method for Resistance to Degradation of Small-Size

Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

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14. ASTM C136/C136M, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

15. ASTM C142/C142M, Standard Test Method for Clay Lumps and Friable Particles in Aggregates.

16. ASTM C143/C143M, Standard Test Method for Slump of Hydraulic-Cement Concrete.

17. ASTM C150/C150M, Standard Specification for Portland Cement.

18. ASTM C157/C157M, Standard Test Method for Length Change of Hardened Hydraulic-

Cement Mortar and Concrete.

19. ASTM C172/C172M, Standard Practice for Sampling Freshly Mixed Concrete.

20. ASTM C260/C260M, Standard Specification for Air-Entraining Admixtures for Concrete.

21. ASTM C330/C330M, Standard Specification for Lightweight Aggregates for Structural

Concrete.

22. ASTM C470/C470M, Standard Specification for Molds for Forming Concrete Test Cylinders

Vertically.

23. ASTM C490/C490M, Standard Practice for Use of Apparatus for the Determination of Length

Change of Hardened Cement Paste, Mortar, and Concrete.

24. ASTM C494/C494M, Standard Specification for Chemical Admixtures for Concrete.

25. ASTM C535, Standard Test Method for Resistance to Degradation of Large-Size Coarse

Aggregate by Abrasion and Impact in the Los Angeles Machine.

26. ASTM C567/C567M, Standard Test Method for Determining Density of Structural Lightweight

Concrete.

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

28. ASTM C979/C979M, Standard Specification for Pigments for Integrally Colored Concrete.

29. ASTM C989, Standard Specification for Slag Cement for Use in Concrete and Mortars.

30. ASTM C1017/C1017M, Standard Specification for Chemical Admixtures for Use in Producing

Flowing Concrete.

31. ASTM C1116/C1116M, Standard Specification for Fiber-Reinforced Concrete.

32. ASTM C1240, Standard Specification for Silica Fume Used in Cementitious Mixtures.

33. ASTM C1399/C1399M, Standard Test Method for Obtaining Average Residual-Strength of

Fiber-Reinforced Concrete.

34. ASTM C1697, Standard Specification for Blended Supplementary Cementitious Materials.

35. ASTM E329, Standard Specification for Agencies Engaged in the Construction Inspection, Testing or Special Inspection.

1.7 REGULATORY REQUIREMENTS

A. The regulatory requirements which govern the work of this Section include the following governing code: California Code of Regulations (CCR), Title 24, Part 2, California Building Code, Chapter 19, “Concrete”, and Chapter 19A, “Concrete”.

1.8 SUBMITTALS INCLUDE

A. Concrete Mix Designs: Submit mix designs as specified in Article 2.3. Include laboratory test reports of trial strength, shrinkage tests, and density tests for lightweight concrete mixes.

1. Submit HVFAC concrete mix designs and laboratory test reports of trial strength and shrinkage tests, including data at 56 Days, at least 10 Work Days before placing concrete.

B. LEED Submittals

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1. Product manufacturer’s product documentation that includes recycled content claims for the products contributing towards compliance. Claims must conform to the definition in ISO 14021-1999, Environmental Labels and Declarations, Self-Declared Environmental Claims.

2. Complete "LEED Materials Documentation Sheet" with MRc3 Option 2 information for products with recycled content installed in the building.

3. Provide manufacturers’ product documentation for each product having an Environmental Product Declaration (EPD).

a. Documentation should confirm EPD conforms with ISO 14205 EN 15804 or ISO 21930

b. EPD shall have at least Cradle to Gate scope,

4. Complete "LEED Materials Documentation Sheet" with MRc2 information for each product having an EPD.

C. Product Data: Submit manufacturer’s product data for proposed concrete admixtures.

1. Samples: Furnish and deliver samples of cement and aggregates as selected by the Authority for testing and analysis, and additional samples to the Authority for information. This requirement may be waived if certificates of compliance are furnished as specified in Article 1.101.8D and Article 2.2.

D. Affidavits/Certificates: For each shipment of materials, submit evidence of compliance with the requirements in this section for cement, aggregate, and admixtures. Mill tests and manufacturers’ certification of compliance with ASTM specifications will be Accepted by the Authority in lieu of testing of cement and analysis of aggregates. Certificates of compliance must be signed by the materials manufacturer and Contractor.

E. Batch Tickets: Submit a delivery ticket with each batch of concrete delivered to the Jobsite in accordance with the requirements of ASTM C94/C94M.

F. Quality Control Program: Submit a quality program that meets the requirements of Article 1.10.

G. Submit for the Authority’s Acceptance the name, e-mail address, street address, and telephone number of the laboratory, agency, mill, or ready-mix plant that Contractor intends to engage to design the concrete mixes. The Authority will use Caltrans pre-approved plants, laboratories, and suppliers. See Caltrans website and the following websites for information:

https://dot.ca.gov/-/media/dot-media/programs/construction/documents/construction-standards/material-plant-quality-program/list-of-active-material-plants/mpqp-active-plant-list-oct-2025.pdf https://mets.dot.ca.gov/all/AuthorizedLaboratoriesList.php https://dot.ca.gov/programs/engineering-services/authorized-materials-lists

H. Submit for the Authority’s Acceptance the name and qualifications of the proposed concrete technicians.

1.9 QUALITY ASSURANCE AND CONTROL

A. Contractor must select a qualified concrete supplier capable of meeting Contract documents, plans, and other requirements of this section.

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B. The concrete supplier must be certified by the National Ready Mixed Concrete Association (NRMCA), must hold a valid certificate of conformance for Ready Mix Concrete Production Facilities and have Caltrans’ certification.

C. Contractor must provide a Quality Control Plan to assure control and uniformity of materials, conformance with the Authority -Accepted mix designs, and prompt and proper delivery of concrete to the Jobsite in accordance with the applicable requirements of ASTM C94/C94M.

Include in the plan all tests Contractor will perform to verify compliance with the requirements in this section, and the independent laboratory that Contractor intends to engage to perform the tests.

1.10 ENVIRONMENTAL REQUIREMENTS

A. Hot Weather Concreting:

1. Batching, mixing, and delivering concrete in hot weather must conform to the applicable requirements of ACI 305R.

2. The maximum ambient temperature for placing concrete must be 90 degrees Fahrenheit. If the ambient temperature exceeds 90 degrees Fahrenheit, the mix must be cooled by an appropriate method Accepted by the Authority, such as icing the mixing water. Maintain a uniform concrete temperature of succeeding batches placed.

3. Concrete temperature must not exceed 95 degrees Fahrenheit.

B. Cold Weather Concreting:

1. Batching, mixing, and delivering concrete in cold weather must conform to the applicable requirements of ACI 306.1.

2. When the ambient temperature drops below 35 degrees Fahrenheit or is expected to drop below 35 degrees Fahrenheit during placement, the temperature of the mix must be heated by adding hot water that does not exceed 120 degrees Fahrenheit, or by steam-heating the aggregates, or both. Other methods of heating aggregates are not permitted. Steam-heating the aggregates may require an adjustment in the mixing water.

3. All concrete must be protected against freezing for at least 36 hours after placing.

C. Contractor shall procure concrete conforming to the maximum global warming potential limits outlined in the following table:

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Minimum Specified Compressive Strength, fc, psi (5,7)

Maximum Global Warning Potential, GWP (kg CO2e/m3)

Up to 2500 (3,4) 260

3000 289

4000 313

5000 338

6000 356

7000 394

7001 and higher 433

D. Contractor shall use paving materials with a three-year aged solar reflectance (SR) value of at least 0.28. If three-year aged value information is not available, use materials with an initial SR of at least 0.33 at installation.

PART 2 - PRODUCTS

2.1 MATERIALS

A. A. Portland cement concrete must be composed of Portland cement, fine aggregate, coarse aggregate, and water, with or without admixtures as Accepted by the Authority, proportioned and mixed as specified herein.

B. Portland Cement must be per ASTM C150/C150M:

1. Type II Portland cement.

2. Type II Modified/Type V Portland cement may be used for underground construction where high sulfate resistance is required by prevailing environmental conditions.

3. Type IL Portland-Limestone Cement

C. Aggregates:

1. Coarse aggregate must be per ASTM C33/C33M, clean and well-graded from 3/8-inch to the maximum size specified. When not specified, provide 1-inch maximum size per ASTM C33/C33M, size No. 57. Deleterious materials in aggregates must not exceed the limits specified in ASTM C33/C33M.

2. Fine aggregate must be per ASTM C33/C33M, well-graded from 3/8-inch to fines, washed clean. Deleterious materials in fine aggregates must not exceed the limits specified in ASTM C33/C33M.

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3. Lightweight aggregates must be per ASTM C330/C330M, well-graded to the maximum size specified. When not specified, provide 3/4-inch to No. 4 coarse aggregate combined with ASTM C33/C33M-graded fine aggregate.

4. Aggregate for Exposed Concrete: Aggregate for concrete that will be exposed to the public must be obtained from one source for each type of aggregate required to produce a uniform color.

D. Special Aggregates for reducing Shrinkage and Creep: Cast-in-place reinforced-concrete used for underground structures critical to continued mainline track operations; concrete for post-tensioned cast-in-place concrete; concrete for precast and prestressed applications; and concrete for topping slabs must be produced with special aggregates conforming to the following requirements:

1. Source of Aggregates: Aggregates must be obtained from a selected aggregate source, known to produce aggregates complying with the specified requirements, as Accepted by the Authority.

2. Coarse Aggregate:

a. Coarse aggregate must consist of hard, dense, durable crushed or uncrushed gravel or crushed aggregate conforming to ASTM C33/C33M and the requirements specified herein. Deleterious substances in aggregates must not exceed the limits in Table 1:

Table 1. Deleterious Substance Limits in Coarse Aggregates

Deleterious Material Percent By Weight

Material passing No. 200 sieve (ASTM C117):

• Nominal size range No. 4 to 3/4 inch 0.5

• Nominal size range 3/4 inch to 1-1/2 inch 0.4

Shale (ASTM C123/C123M, specific gravity of heavy liquid 1.95)

1.0

Clay lumps (ASTM C142/C142M) 0.5

Other deleterious substances 1.0

Total of all deleterious substances 3.0

a. Coarse aggregate must conform to the following requirements when tested in accordance with the following ASTM test methods:

1) Resistance to Abrasion (ASTM C131/C131M): The loss for the aggregate size range of 3/4-inch to 3/16-inch after 100 revolutions and 500 revolutions must not exceed 10 percent and 40 percent, respectively. The test sample must consist of seven parts of grading B and three parts of grading C.

2) Resistance to Abrasion (ASTM C535): The loss for the aggregate size range of 1- 1/2 inch to 3/4-inch (grading 3) after 200 revolutions and 1,000 revolutions must not exceed 10 percent and 40 percent, respectively.

3) Soundness (ASTM C88): The weighted average loss after five cycles must not exceed 12 percent when tested with sodium sulfate.

4) Specific Gravity (ASTM C127): Bulk specific gravity on the basis of saturated surface-dry aggregate must not be less than 2.60.

5) Absorption (ASTM C127): Absorption must not exceed three percent.

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6) Potential Reactivity (ASTM C33/C33M): Only aggregates considered innocuous in accordance with ASTM C33/C33M, Appendix XI may be used in the Work.

3. Fine Aggregate:

a. Fine aggregate must consist of hard, dense, durable, stone or rock fragments conforming to ASTM C33/C33M and the requirements specified herein. Deleterious substances in aggregate must not exceed the limits in Table 2:

Table 2. Deleterious Substance Limits in Fine Aggregates

Deleterious Material Percent By Weight

Material passing No. 200 sieve (ASTM C117) 3.0

Shale (ASTM C123/C123M, specific gravity of heavy liquid 1.95) 1.0

Clay lumps (ASTM C142/C142M) 1.0

Total of other deleterious substances (such as alkali, mica, coated grains, soft flaky particles, and loam) 2.0

Total of all deleterious substances 5.0

a. Fine aggregate must conform to the following requirements when tested in accordance with the following ASTM test methods:

1) Specific Gravity (ASTM C128): Not less than 2.60 on a saturated surface-dry basis.

2) Organic Impurities (ASTM C40/C40M): Supernatant liquid must be lighter in color than the reference standard color solution.

3) Soundness (ASTM C88/C88M): Loss in five cycles of sodium sulfate test must not exceed 12 percent.

4) Fineness Modulus (ASTM C33/C33M): Fineness modulus must be in the range of

2.30 to 3.00; however, the variation of the fineness modulus must not exceed 0.20.

E. Concrete Admixtures and Cementitious Materials: Contractor may include the Authority - Accepted concrete admixtures and cementitious materials in the mix to improve the water-cement ratio or water-cementitious ratio or concrete workability, providing the strengths specified and other desirable characteristics of the concrete can be achieved and maintained. Admixtures require the Authority’s Acceptance before they may be used, and must be included in the design mix, introduced in solution form. Admixtures must be added at the batch plant, except as otherwise noted herein. Admixtures below must conform to the listed standards:

1. The Authority has adopted the Caltrans Authorized Materials List (AML) for the admixtures and cementitious materials to be used in the mix designs.

2. Chemical Admixtures, Water-Reducing: ASTM C494/C494M, Type A.

3. Air Entraining Admixtures: ASTM C260/C260M.

4. Pozzolanic Admixtures: ASTM C618, Class N or F.

5. Fly Ash: ASTM C618, Class F, with a maximum of 25 percent retained on the No. 325 mesh sieve and a loss on ignition of 1.0 percent maximum.

6. Pigments for Integrally Colored Concrete: ASTM C979/C979M, for synthetic or natural iron oxides (red).

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7. Chemical Admixtures, Plasticizing: ASTM C1017/C1071M, or ASTM C494/C494M Type F or Type G, high-range water-reducing admixtures.

8. Prohibited Admixtures: Admixtures containing chlorides or sulfides are not permitted.

9. Slag Cement (Ground-Granulated Blast-Furnace Slag): Cementitious material conforming to

ASTM C989/C989M.

10. Silica Fume: Cementitious material conforming to ASTM C1240.

11. Blended supplementary cementitious material conforming to ASTM C1697, except fly ash, must be as specified in this section. The amount of each cementitious material in the blend will be used separately in calculating the mix design using the equation specified in Article 2.3.

F. Water: Water for concrete mixes, curing, and cleaning must be clean and potable, free of impurities detrimental to concrete.

G. Reinforcement Fibers: Chopped strands of alkali-resistant polypropylene fibers must be added to the concrete mix for protection against shrinkage cracks as required in the Contract Drawings.

Fibers shall in accordance with ASTM C1116/C1116M. Reinforcement fibers must be minimum of 2 inches in length and have an aspect ratio of 50 to 90. The fibers must have a minimum average residual strength of 200 psi when measured in accordance with ASTM C1399/C1399M.

2.2 TESTS AND ANALYSES OF MATERIALS

A. Tests and Sample Analyses: Testing of cement and analysis of aggregates must be performed by Contractor as specified herein. Mill tests and supplier’s certification of compliance with ASTM specifications will be Accepted by the Authority in lieu of testing of cement and analysis of aggregates. Tests and services must consist of the following:

1. Tests of Portland cement in accordance with ASTM C150/C150M and ASTM C114.

2. Analysis of aggregates in accordance with ASTM C33/C33M, and sieve analysis of fine and coarse aggregates in accordance with ASTM C136/C136M.

3. Tests of special aggregates for reducing shrinkage and creep must conform to the requirements specified in Article 2.1D.

B. Samples: Furnish and deliver identified material samples required for tests and analysis in the amounts required by the Contractor-employed independent testing laboratory without charge to the Authority. Samples must be selected at random by the testing laboratory. Deliver samples of cement and aggregates at least 30 Days prior to use.

2.3 MIX DESIGNS

A. Design of concrete mixes, including recommended admixture and water amounts, must be obtained by Contractor from a qualified independent testing laboratory or agency, or from a mill or ready-mix plant, properly equipped to design concrete mixes. The design must be performed and certified by a professional engineer registered as a civil or structural engineer in California.

The laboratory, agency, mill, or ready-mix plant must meet the applicable requirements of ASTM E329 and must be acceptable to the Authority. Costs of obtaining the mix designs must be paid by Contractor.

1. Laboratories must be accredited by Caltrans and available in the Statewide Independent Assurance database (SIAD)

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2. In addition to the requirements specified above, concrete mix designs for HVFAC must be performed by a concrete techniciant with documented experience in the design of HVFAC.

B. Selection of mix proportions must conform to the applicable requirements of ACI 211.1 and ACI

211.2. Concrete must comply with ACI 301 and ACI 318, as applicable. Mix designs must produce concrete suited for proper placement and finishing. Mix designs must satisfy the following equation:

F

SL

UF

≥ 1

C. Where:

1. F = Fly ash or pozzolanic admixtures specified in Article 2.1 as a percent by weight of the total cement in the concrete.

2. SL = Slag cement (ground-granulated blast-furnace slag) specified in Article 2.1 as a percent by weight of the total cement in the concrete.

3. UF = Silica fume specified in Article 2.1 as a percent by weight of the total cement in the concrete.

D. The mix design for HVFAC must include replacement of 40 to 50 percent of Portland cement by weight with fly ash.

E. In addition to satisfying the mix design requirements specified above, concrete paving must have a three-year aged solar reflectance (SR) value of at least 0.28. If three-year aged value information is not available, provide an initial SR of at least 0.33 at installation.

F. Mix designs must indicate brands, types, and quantities of admixtures included. The mix designs must identify the percentage of each of the cementitious admixtures by weight of the total cement in the concrete and the locations in the structures where such mixes will be used.

G. Mix designs for integrally colored concrete must indicate brand type of natural or synthetic metallic oxide or pigment, and quantity used, all prepared as specified in ASTM C979/C979M.

Compensate for fly ash with additional pigment as applicable. Concrete encasements of below-grade electrical conduits and ductbanks containing circuits over 600 Volts must be integrally colored red concrete.

H. If concrete will be placed by pumping, the concrete mix must be designed in accordance with the applicable requirements of ACI 304R and ACI 304.2R, and must include strengths and slumps.

I. The mix design must be proportioned to meet the following slump limitations:

1. Concrete without High-Range Water-Reducing Admixture: 4 inches nominal slump.

2. Concrete with High-Range Water-Reducing Admixture: Concrete nominal slump prior to addition of water-reducing admixture must not exceed 3 inches for normal weight concrete.

After adding the water-reducing admixture, the concrete must have a maximum slump of 8 inches unless otherwise Approved by the Authority.

J. Drying Shrinkage of Concrete: Cast-in-place concrete, precast concrete and prestressed concrete must meet the following requirements:

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1. A trial batch of the (mix design) concrete must be prepared using the proposed aggregates, cement, and admixtures. From the trial batch, three specimens (4 by 4 by 11 inches) for determining drying shrinkage must be prepared, cured, dried, and measured as specified in ASTM C157/C157M and ASTM C490/C490M, with the following modifications:

a. Cast-in-place concrete must be moist-cured for 10 Days.

b. Precast, prestressed concrete must be steamed cured for one Day.

c. Measurements must be made and reported for 7, 14, 21, and 28 Days of drying after

10 Days of moist curing and 1 Day of steam curing. Measurements for HFVAC must also be made and reported for 56 Days of drying.

2. Shrinkage of specimens for cast-in-place concrete must not exceed 0.040 percent when measured in accordance with ASTM C157/C157M and ASTM C490/C490M after 21 Days of drying.

3. Shrinkage of specimens for precast and prestressed concrete must not exceed 0.035 percent when measured in accordance with ASTM C157/C157M and ASTM C490/C490M after 21 Days of drying.

4. Shrinkage of HVFAC specimens must not exceed 0.055 percent when measured in accordance with ASTM C157/C157M after 28 Days of drying including minimum 7 Days of moist cure.

K. Mix designs must indicate the location of each mix within the structure. Mix designs must specify both coarse and fine aggregate sources.

L. Upon receipt of mix designs conforming to specified requirements from the prequalified testing laboratory or agency or concrete supplier, Contractor must submit these mix designs to the Authority for Acceptance a minimum of 10 Days prior to batching or delivering any concrete.

M. Concrete mixes must contain the minimum number of 94-pound sacks of cement per cubic yard as specified in Table 3, regardless of the fact that the strengths specified may be obtained with lesser amounts of cement.

N. The water-to-cement ratio must not exceed 0.4 for concrete used for underground structures critical to mainline track operations that may be exposed to underground water. The water-cement ratio must not exceed 0.45 for aboveground concrete structures supporting mainline track operations including aerial structures and foundations, abutments and retaining walls, and underground structures critical to mainline track operations that will not be exposed to underground water. Conversion to equivalent water-to-cementitious ratio must be performed in accordance with the applicable requirements of ACI 211.1.

O. Concrete for duct banks must have a minimum 28-Day compressive strength of 3,000 psi.

Table 3. Portland Cement Concrete Mixes

Classification Minimum Cement Content

Compressive Strength (psi Classification)

Maximum Aggregate Size (inches) 94-Pound Sacks Per Cubic Yard

Reinforced Concrete (psi Classification at 28 Days)

2,500 3/8 5.0

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Classification Minimum Cement Content

Compressive Strength (psi Classification)

Maximum Aggregate Size (inches) 94-Pound Sacks Per Cubic Yard

2,500 1 4.5

2,500 1-1/2 4.5

3,000 3/8 5.5

3,000 1 5.0

3,000 1-1/2 5.0

3,500 3/8 6.0

3,500 1 5.5

3,500 1-1/2 5.0

4,000 3/8 6.5

4,000 1 6.0

4,000 1-1/2 5.5

4,500 3/8 7.0

4,500 1 6.5

4,500 1-1/2 6.0

5,000 3/8 7.0

5,000 1 6.5

Prestressed Concrete (psi Classification at 28 Days)

5,000 1 7.0

6,000 1 7.5

High-Volume Fly Ash Concrete (psi Classification at 56 Days)

4,000 (see note 1) 1 See note 2

4,000 1-1/2 See note 2

Note 1: Compressive strength at 7 Days must be 2,000 psi; at 28 Days 4,000 psi.

Note 2: Cement content and maximum water-to-cementitious-material ratio must be in accordance with the recommendations of the concrete technologist as Accepted by the Authority.

2.4 BATCHING, MIXING, AND TRANSPORTING

A. Batching, mixing, and transporting Portland cement concrete must conform to the applicable requirements of ACI 301 and ACI 304R.

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B. Concrete must be central-mixed concrete from a central batch plant and transported to the Jobsite in a truck mixer, in accordance with the requirements of ASTM C94/C94M. Equipment used in the manufacture of concrete must be kept clean at all times.

C. Mixers must be equipped with an automatic device for recording the number of revolutions of the drum prior to the completion of mixing operation. Each transit mixer must also be equipped with water-measuring devices consisting of either accurately calibrated water tanks or water meters.

D. Concrete in a truck mixer must be mixed continuously until discharged. The discharge time for concrete after introducing mixing water must not exceed 60 minutes. Discharge of concrete must be completed within 90 minutes or before 250 revolutions of the drum or blades, whichever occurs first, after the introduction of the cement to the aggregates. Delivery tickets must show the departure time from plants.

E. Under conditions contributing to quick stiffening of the concrete, or if the concrete temperature is 85 degrees F or above, the time allowed may be less than 1.5 hours.

F. Ready-mixed concrete must be mixed for a period of at least 10 minutes and at least 3 minutes of the mixing period must be immediately prior to discharging the concrete at the Jobsite. The introduction of additional water into transit-type mixers after leaving the plant is not permitted.

1. If field adjustment of HVFAC slump is necessary, it may be made by adding a high-range water-reducing admixture within the limitations prescribed by the concrete technologist.

PART 3 - EXECUTION

3.1 FIELD QUALITY

A. The Authority’s Quality Assurance:

1. The Authority will conduct visual inspections and Acceptance of concrete mix designs. The Authority will observe concrete batching, mixing, and placing operations.

2. The Authority may sample, test, and evaluate Contractor’s mixes and processes to verify compliance with the contract documents.

3. Failure of the Authority to detect defective Work or material does not prevent later rejection when such defects are discovered, nor does it obligate the Authority to provide Final Acceptance.

4. Rejection of Concrete; Repair and Replacement: the Authority has authority to reject concrete that does not meet requirements and to require repair or replacement as necessary to complete the Work.

B. Contractor’s Quality Control: Inspection and Testing Services:

1. Testing services for Contractor’s quality control program, including concrete strength tests, must be provided by an independent testing laboratory or agency, employed by the Contractor and Accepted by the Authority, and must be performed in accordance with the applicable requirements of ACI 301. If, as a result of these tests, it is determined that the specified concrete properties are not being obtained, the Authority will order changes in proportions or materials, or both, as necessary to secure the specified properties.

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a. Field tests must be performed by personnel having ACI Level 1 Field Technician Certification.

2. Contractor must keep records of all concrete placed. Copies of these records must be submitted to the Authority for record purposes.

3. Additional inspection and testing services required by the Authority because of changes in materials, sources, proportions, or failure of inspections and tests to meet the requirements in this section, must be paid for by Contractor.

4. Provide materials, labor, and services for sampling and testing concrete, including the following:

a. Preparation, handling, storage, and delivery of concrete test specimens.

b. Suitable containers for the storage, curing, and delivery of concrete test specimens in accordance with ASTM C31/C31M and ASTM C470/C470M.

c. Suitable storage for a supply of test cylinder molds, test specimens that will be cured at the Jobsite, and other items required for sampling and testing.

C. Methods of Sampling and Testing:

1. Sampling: Representative composite samples must be taken by Contractor in accordance with ASTM…