a&e standardsmedia.flysfo.com.s3.amazonaws.com/sfoconstruction/_03... · 2018-11-30 · section 33...

A&E Standards Airfield Civil − Utilities

Division 33 − Utilities

Version 3.1 | SEP Subgroup 3.1 | April 2018

PREFACE PURPOSE OF THIS DOCUMENT

The intent of this document is to disseminate the San Francisco International Airport’s (SFO’s or Airport’s) expectations regarding the information presented to designers, engineers, general contractors and other industry specialists. The material provided in the following sections includes the minimal requirements, general information, design criteria, guide specifications and details for Airfield Civil Utilities - Storm Drains, Culverts and Fuel Piping at SFO. While this document addresses major areas of concern to SFO, it is not an all-inclusive document.

HOW TO USE THIS DOCUMENT

This document should be used as a resource for the development of project specific design documents including drawings, details and specifications. It is the responsibility of the design, engineering and construction professionals to adhere to all codes and regulations related to the content presented.

SCOPE

This section contains the Standards and Criteria for Airfield Civil Utilities. Any questions or concerns regarding the items or equals specified must be submitted to the Standards Committee in writing. All final decisions regarding products shall be made at the Airport’s discretion. If the Engineer of Record presents items that are not specified or named equals, they must be brought to the Standards Committee for evaluation of those products.

GENERAL INFORMATION

All work in this section must comply with Federal Aviation Administration’s (FAA) Advisory Circular AC 150/5370 -10G – Standards for Specifying Construction of Airports, or latest equivalent.

DRAWING REQUIREMENTS

A. All design disciplines including the architectural/engineering sub-consultants and the trade bid package subcontractors shall prepare documents using Revit in the current version utilized by the Airport in compliance with the Airport’s Building Information Modeling (BIM) Requirements as described in Document 00 73 87: BIM Requirements, unless waived by the Chief Development Officer.

B. When Revit models may not be applicable (for example, tasks with underground infrastructure beyond a building footprint), Civil 3D may be used to model utilities and applicable infrastructure if approved by the Chief Development Officer.

C. Refer to technical specifications for As-Built requirements.

D. Documents and plans submitted to SFO shall be searchable using PDFs with live text. This includes, but is not limited to, text and symbols. The document shall also provide the capability to turn layers on and off. Any project using legacy documents which may be composed image files shall be converted to live text via Optical Character Recognition (OCR).

Division 33 – Utilities A&E Standards: Airfield Civil, Utilities

Version 3.1 | April 2018 Page 1

Version Publish Date Revisions Reviewed By

3.1 April 2018

The April 2018 version was uploaded to SFOConstruction.com in November 2018

BIM language updated, content edits

Standards Committee, BIM Integration Team, SFO Civil

Engineering, N. King

3.0 December 2017 Formatting N. King

2.0 April 2016 Sections added, sections numbers revised, Part I

language added SFO Utility Engineering

1.0 June 2015 --- SFO Civil Engineering



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Table of Contents

PREFACE 1

SECTION 02 22 25 – UNDERGROUND UTILITIES LOCATING 4

SECTION 02 41 13.23 – UTILITY LINE REMOVAL 7

SECTION 02 41 13.26 – CATCH BASIN AND MANHOLE STRUCTURES DEMOLITION AND BACKFILL 9

SECTION 03 30 00 – STRUCTURAL PORTLAND CEMENT CONCRETE (FAA ITEM P-601) 11

FAA ITEM P-610 STRUCTURAL PORTLAND CEMENT CONCRETE 19

SECTION 03 62 13 – NON-SHRINK, NON-FERROUS, MINERAL-AGGREGATE BASED PRECISION GROUT 28

SECTION 33 10 00 – WATER UTILITIES 32

SECTION 33 30 00 – SANITARY SEWERAGE AND INDUSTRIAL WASTE SYSTEMS 42

SECTION 33 34 00 – PRESSURIZED SANITARY SEWAGE AND INDUSTRIAL WASTE SYSTEMS 50

SECTION 33 41 00 – PIPE FOR STORM DRAINS AND CULVERTS (FAA ITEM D-701) 56

FAA ITEM D-701 PIPE FOR STORM DRAINS AND CULVERTS 61

SECTION 33 42 16 – CONCRETE CULVERTS, HEADWALLS, AND MISCELLANEOUS DRAINAGE STRUCTURES (FAA ITEM D-752) .67

FAA ITEM D-752 CONCRETE CULVERTS, HEADWALLS, AND MISCELLANEOUS DRAINAGE STRUCTURES 72

SECTION 33 44 13 – MANHOLES, CATCH BASINS, INLETS, AND INSPECTION HOLES (FAA ITEM D-751) 75

FAA ITEM D-751 MANHOLES, CATCH BASINS, INLETS AND INSPECTION HOLES 77 SECTION 33 52 43 – FUEL SYSTEM GENERAL REQUIREMENTS 87

SECTION 33 52 43.13 – FUELING SYSTEM PIPE AND FITTINGS 105

SECTION 33 52 43.15 – FUELING SYSTEM VALVE PITS 118

SECTION 33 52 43.17 – FUELING SYSTEM VALVES 122

SECTION 33 52 43.26 – FUEL LOOP RESTORATION 127

SECTION 33 52 43.30 – FUELING SYSTEM INSPECTION, TESTING, AND FLUSHING 130

SECTION 33 52 43.40 – FUELING SYSTEM PROTECTIVE COATINGS 139

SECTION 33 52 43.41 - FUELING SYSTEM CATHODIC PROTECTION 148

APPENDIX C – MASTER LIST OF MANUFACTURERS 154



SECTION 02 22 25 – UNDERGROUND UTILITY LOCATING

PART 1 – GENERAL

1.1 SUMMARY

A. Under this section, the contractor shall hire a recognized firm, who is experienced and specializes in locating underground utilities, to provide all equipment, labor, material, and incidentals to perform, execute, and complete work as shown on the plans and in these specifications, including the following:

1. Locate all known and unknown underground utilities, metallic or non-metallic pipes and cables.

2. Stake the alignments and locations of such utilities or cables and mark on the ground surface with appropriate marking material.

3. Record all findings of locations, alignments, types, signs, depths, inverts of pipes, and any other information, in a final report.

4. Provide the final report to the Contract Manager to obtain authorization before any excavation or trench work can begin.

1.2 REFERENCES

A. Section 02 22 26 – Potholing.

B. All applicable codes, rules and regulations.

C. San Francisco International Airport Rules and Regulations/Airport Building Regulations.

D. CAL/OSHA Standards.

1.3 SUBMITTALS

A. Final report with maps, accurately scaled, and showing all findings shall be submitted to the Contract Manager, per paragraph 3.7 Reporting Location, before any excavation and trenching work shall begin. Alignments, locations, and elevations of utilities shall be denoted in accordance with the Airport's horizontal and vertical control systems.

B. Submit work plan, schedule, and Job Safety Procedures to Contract Manager for approval per Paragraph 3.3 Preparation.

C. Submit the specifications and capability of the equipment proposed to be used to the Contract Manager for approval, at least 10 working days prior to the start of work.

D. Any work encroaching into active roadways shall require a Traffic Control Plan, which shall be submitted 10 days prior to work. Traffic Control Plan shall be in accordance with Caltrans Standards.

1.4 QUALITY ASSURANCE

A. The contractor shall perform work in accordance with all applicable codes, rules and regulations, and the San Francisco International Airport Rules and Regulations/Airport Building Regulations.

PART 2 – PRODUCTS



Section 02 22 25 | Underground Utilities Locating

A. Not Used

PART 3 – EXECUTION

3.1 EXAMINATION SUMMARY

A. Verify the site conditions.

3.2 SURVEY

A. Verify survey references provided by Airport surveyors.

B. Provide grade checkers as required.

C. Research and obtain information from utility companies and USA.

3.3 PREPARATION

A. Identify required lines, levels, contours, datum, and water table at utilities location.

B. Protect utilities from damage.

C. Obtain information and assistance from respective utility companies.

D. Protect other's property, including landscaping, from damage.

E. Provide measures to protect workers, passengers, vehicles, and aircraft traffic in the vicinity of work site.

F. Be familiar with the Airport's procedures for construction, safety, emergencies, and utility shutdowns.

G. Submit work plan, schedule, and Job Safety Procedures to Contract Manager for approval, at least 5 working days before start of work.

H. File request for utility shutdown to the Contract Manager at least 3 working days before shutdown date.

I. Comply with CAL/OSHA Standards.

3.4 EQUIPMENT

A. The equipment shall be able to locate all the underground utilities and pipes, including directly-buried cables, wires, metal conduits, PVC's, concrete pipes, clay pipes, and other non-metal pipes.

B. The method employed shall be non-destructive so that the existing utilities and pipes will not be damaged.

C. Accuracy: The equipment shall be able to locate underground utilities and pipes with the accuracy of one foot plus or minus horizontally, and 6” plus or minus vertically. When potholing operation is performed the actual location and elevation shall be demined and recorded.

3.5 AREA COVERED

A. The underground utilities and piping locating service shall cover the entire area circumscribed by a line 5’ outside the proposed excavation area.

B. The underground utilities and piping locating service shall cover the entire band circumscribed by the two lines, each 5’ from the outside edge of the proposed trench alignment.



Section 02 22 25 | Underground Utilities Locating

3.6 LOCATION MARKINGS

A. All locations, depths, and alignments of underground utilities and pipes found shall be staked and marked on the ground surface with the appropriate marking material. Such findings shall also be recorded.

B. Utilities must be marked in field with corresponding color codes:

UTILITY COLOR

Electrical Red

Jet Fuel/Oil/Natural Gas Yellow

Telephone Orange

Water Blue

Sewer/IW/Drainage Green

Recycled Water Purple

3.7 REPORTING LOCATION

A. All the findings shall be compiled, neatly organized, and presented in report and AutoCAD format (most recent version).

B. The staking and marking on the field shall be done immediately after the locating work.

C. The final report shall be submitted to the Contract Manager at least 5 working days before any potholing, hand digging, trenching, or excavation shall begin.

D. The locations, elevations, and alignments of the underground utilities and pipes located shall be presented with identification, coordinates, all dimensions and elevations in accordance with the Airport's horizontal and vertical control systems.

3.8 CLEAN UP

A. All the existing structures or utilities disturbed shall be restored to its original condition immediately after the locating work.

B. Clean up the site and remove all material and equipment immediately after the site work is completed.

PART 4 – INCLUDED FAA SPECIFICATIONS

A. Not applicable

PART 5 – MEASUREMENT AND PAYMENT

A. There will be no separate payment for work under this section. All work shall be considered as incidental to bid items.

END OF SECTION 02 22 25



SECTION 02 41 13.23 – UTILITY LINE REMOVAL

PART 1 – GENERAL

1.1 SUMMARY

A. The Work under this Section shall consist of demolition of existing underground drainage pipes and utility lines, including associated items of work, as shown on the Plans and as specified herein.

1.2 REFRENCES

1. Section 02 22 25 – Underground Utility Locating.

2. Section 02 22 26 – Potholing.

3. Section 31 11 00 – Clearing and Grubbing (FAA Item P-151).

4. Section 31 23 00 – Excavation and Embankment (FAA Item P-152).

5. Section 31 23 19 – Dewatering.

6. Section 31 40 00 – Shoring and Bracing.

1.3 SUBMITTALS

A. Not used


A. The contractor shall perform Work in accordance with all applicable codes, rules and regulations, and San Francisco International Airport Rules and Regulations/Airport Building Regulations.

PART 2 – PRODUCTS

A. Not used


3.1 DEMOLITION

A. The known existing drainage and utility pipelines are shown on the drawings in their approximate locations. Drainage and utility pipelines includes but not limited to reinforced concrete pipe (RCP), PVC, HDPE, Steel, ductile iron, cast iron, CMP, clay, etc.

B. Locate drainage pipes and utility lines to be removed per Section 02 22 25 – Underground Utility Locating.

C. Field verify, if required, the depth of the drainage pipes and utility lines to be removed per Section 02 22 26 – Potholing.

D. Any active pipeline lines encountered by the contractor during the construction activities shall be isolated by a method approved by the Engineer.



Section 02 41 13.23 | Utility Line Removal

E. Excavate and remove the drainage pipes and utility lines at the locations shown on the plans or as directed by the Engineer. Saw cut the pipe and lateral connections, prior to removal, if the pipe is not removed at the joint.

F. Cap all pipe openings with the approved materials indicated on the plans or as directed by the Engineer.

G. All excavated materials shall be removed and disposed of off Airport property unless otherwise noted in the plans. Refer to Section 31 11 00 – Clearing and Grubbing FAA Item P-151 for removal and dispose of material to Off-Airport property.

3.2 BACKFILL

A. Backfill is not included in this section and shall be performed, as required by the plans and requirements of Section 31 23 00 – Excavation and Embankment (FAA Item P-152).


A. Not applicable


A. Removal of all underground drainage and utility pipes as shown on the plans to be removed, and all Work associated therewith, shall be measured for payment by lump sum as a single complete unit of Work, and accepted by the Contract Manager.

B. Payment for removal of underground drainage and utility pipes completely, and all Work associated therewith, will be made at the contract unit price of lump sum.

C. This price shall be full compensation for furnishing all materials, preparation, excavation, demolition, shoring, dewatering, reporting, and for all, labor, equipment, tools, hauling, removal of all materials from Airport property and disposal to off-site disposal area, and incidentals necessary to complete the item.

END OF SECTION 02 41 13.23



SECTION 02 41 13.26 – CATCH BASIN AND MANHOLE STRUCTURES DEMOLITION AND BACKFILL

PART 1 – GENERAL

1.1 SUMMARY

A. The Work under this Section shall consist of demolition of existing catch basin and manhole structures to 3’ below final grade and backfilling, including associated items of work, as shown on the Plans and as specified herein.

1.2 REFERENCES

A. Section 31 11 00 – Clearing and Grubbing (FAA Item P-151).

B. Section 31 23 00 – Excavation and Embankment (FAA Item P-152).

C. Section 31 23 19 – Dewatering.

D. Section 31 23 23 – Backfill and Geotextiles.

E. Section 31 40 00 – Shoring and Bracing.

F. Section 32 23 23.33 – Controlled Low-Strength Material (CLSM) (FAA Item P-153).

G. San Francisco International Airport Rules and Regulations/Airport Building Regulations.

1.3 SUBMITTALS

A. Not used


A. The contractor shall perform Work in accordance with all applicable codes, rules and regulations, and San Francisco International Airport Rules and Regulations/Airport Building Regulations.

B. The contractor shall perform Quality Control testing and inspection as shown on the drawings and as required by referenced specification, and as modified herein.

PART 2 – PRODUCTS

2.1 BACKFILL MATERIAL

A. Backfill material shall be as indicated on the drawings and shall conform to the referenced specifications.


3.1 DEMOLITION

A. Demolish and remove the structures to 3 feet below final grade as indicated on the plans and these specifications. All frames, grates, covers, broken concrete, blocks, or other objectionable material shall be removed and disposed of off Airport.



Section 02 41 13.26 | Catch Basin and Manhole Structures Demolition and Backfill

B. Cap all pipe openings with the approved materials indicated on the plans or as directed by the Engineer.

C. Refer to Section 31 11 00 of the A&E Standards for Airfield Earthwork– Clearing and Grubbing (FAA Item P-151) for removal and dispose of material to off Airport property.

3.2 BACKFILL

A. Backfill material shall be as indicated on the drawings and shall conform to the referenced specifications.

B. Backfill structures to top of the subgrade or 3’ below final grade (whichever is greater), unless otherwise indicated on the plans.

C. SLURRY MATERIAL. After demolition of the structure has been completed to the depth specified and dewatering is performed, inside of the remaining section shall be filled with slurry material per specification section 32 23 23.33 – Controlled Low Strength Material (CLSM) FAA Item P-153. The top of the fill shall meet the elevation shown on the plans or as directed by the Engineer.

D. STRUCTURAL FILL. Unless otherwise indicated on the plans, upon completion of the backfill, the area around the structure shall be filled with approved material, in horizontal layers not to exceed 8” in loose depth, and compacted to the density required in Item P-152 – Excavation and Embankment. Each layer shall be deposited all around the structure to approximately the same elevation. The top of the fill shall meet the elevation shown on the plans or as directed by the Engineer.


A. Not applicable


A. Demolition and removal of catch basins and manholes and backfill, as indicated on the plans, and all Work associated therewith, shall be measured for payment by each as a single complete unit of Work, and as accepted by the Contract Manager.

B. Payment will be made at the contract unit price per each as a single complete unit of Work. This price shall be full compensation for furnishing all materials, preparation, excavation, demolition, shoring, dewatering, reporting, backfilling, and for all labor, equipment, tools, hauling, removal of all materials from Airport property and disposal to off-site disposal area, and incidentals necessary to complete the item.




SECTION 32 23 23.33 – CONTROLLED LOW-STRENGTH MATERIAL (CLSM) (FAA ITEM P-153)

PART 1 – GENERAL

1.1 SUMMARY

A. The Work under this Section shall consist of furnishing and installing controlled low-strength material (CLSM) as shown on the Plans, as specified herein, or as directed by the Engineer.

B. Unless otherwise specified in these specifications, slurry fill shall meet the requirements of this section.

1.2 REFERENCES

A. Drawings apply to this Section.

B. San Francisco International Airport Rules and Regulations/Airport Building Regulations.

C. FAA Specification Item P-153, Controlled Low-Strength Material (CLSM), and as modified herein.

D. American Society for Testing and Materials (ASTM), standards and tests, as referenced in FAA Item P-153.

1.3 SUBMITTALS

A. Prior to commencing Work in this Section and delivery of materials to the job site, the contractor shall submit the following controlled low-strength material information:

1. Test Results: The contractor shall submit all copies of certified test results on cement, fly ash and fine aggregates to the Engineer for review. These shall include retests for items that failed initial testing.

2. The contractor shall submit, to the Engineer, a mix design including the proportions and source of materials, admixtures, and dry cubic yard batch weights, and Compressive Strength.


A. The contractor shall perform Quality Control testing to meet the requirement of FAA Specification Item P-153, and as modified herein.

PART 2 – PRODUCTS

2.1 MATERIALS

A. Portland cement, fly ash, fine aggregates, and water shall conform to FAA Specification Item P-153, and as modified herein.


3.1 The contractor shall provide CLMS in accordance with FAA Specification Item P-153, and as modified herein.


A. Item P-153, Controlled Low-Strength Material (CLSM).



Section 32 23 23.33 | Controlled Low-Strength Material (CLSM)


A. The work under this section shall be measured and paid for in accordance with FAA Specification Item P-153 and as modified herein.



FAA ITEM P-153 CONTROLLED LOW-STRENGTH MATERIAL (CLSM)

PART 1 – DESCRIPTION

153.1.1 – This item shall consist of furnishing, transporting, and placing a controlled low-strength material (CLSM) as flowable backfill in trenches or at other locations shown on the plans or as directed by the Engineer.

PART 2 – MATERIALS

153-2.1 – Materials

A. Portland Cement. Portland cement shall conform to the requirements of ASTM C 150 - Type II. If for any reason, cement becomes partially set or contains lumps of caked cement, it shall be rejected. Cement salvaged from discarded or used bags shall not be used.

B. Fly ash. Fly ash shall conform to ASTM C 618, Class C or F.

C. Fine Aggregate (Sand). Fine aggregate shall conform to the requirements of ASTM C33 except for aggregate gradation. Any aggregate gradation which produces performance characteristics of the CLSM specified here will be accepted, except as follows:

Sieve Size Percent Passing by weight 3/4” (19 mm) 100

No. 200 (0.075 mm) 0 - 12

D. Water. Water used in mixing shall be potable and free of oil, salt, acid, alkali, sugar, vegetable matter, or other substances injurious to the finished product.

PART 3 – MIX DESIGN

153-3.1 – Proportions. Contractor shall submit, to the Engineer, a mix design including the proportions and source of aggregate, fly ash, cement, water, and approved admixtures. No CLSM mixture shall be produced for payment until the Engineer has given written approval of the proportions. The proportions shall be prepared by a laboratory and shall remain in effect for the duration of the project. Laboratory costs are incidental to this item. The proportions shall establish a single percentage or weight for aggregate, fly ash, cement, water, and any admixtures proposed.

A. Compressive Strength. CLSM shall be designed to achieve a 28-day compressive strength of 100 to 200 psi (690 to 1379 kPa) when tested in accordance with ASTM D4832. There should be no significant strength gain after 28 days.

B. Consistency. CLSM should be designed to achieve a consistency that will produce an approximate 8-inch (200 mm) diameter circular-type spread without segregation when tested by: (1) filling a 3-inch inside diameter by 6-inch length flow cylinder (non-absorbent pipe) (2) strike off of the flow cylinder and start of lift within five seconds of filling and (3) by steady upward pull, lift the cylinder in a time period of between two and four seconds. Adjustments of the material proportions should be made to achieve proper solid suspension and flowable characteristics, however the theoretical yield shall be maintained at one cubic yard (cubic meter) for the given batch weights.

PART 4 – CONSTRUCTION METHODS

153-4.1 – Placement.



FAA Item P-153 Controlled Low-Strength Material (Section 32 23 23.33)

A. Placement. CLSM may be placed by any reasonable means from a mixing unit into the space to be filled. Agitation is required during transportation and waiting time. Placement shall be performed so structures or pipes are not displaced from their final position and intrusion of CLSM into unwanted areas is avoided. The material shall be brought up uniformly to the fill line shown on the plans or as directed by the Engineer. Each placement of CLSM shall be as continuous an operation as possible. If CLSM is placed in more than one layer, the base layer shall be free of surface water and loose foreign material prior to placement of the next layer.

B. Limitations of Placement. CLSM shall not be placed on frozen ground. Mixing and placing may begin when the air or ground temperature is at least 35°F (2°C) and rising. At the time of placement, CLSM shall have a temperature of at least 40°F (4°C). Mixing and placement shall stop when the air temperature is 40°F (4°C) and falling or when the anticipated air or ground temperature will be 35°F (2°C) or less in the 24-hour period following proposed placement.

153-4.2 – Curing and Protection

A. Curing. The air in contact with the CLSM shall be maintained at temperatures above freezing for a minimum of 72 hours. If the CLSM is subjected to temperatures below 32°F (0°C), the material may be rejected by the Engineer if damage to the material is observed.

B. Protection. The CLSM shall not be subject to loads and shall remain undisturbed by construction activities for a period of 48 hours or until a compressive strength of 15 psi (105 kPa) is obtained. The contractor shall be responsible for providing evidence to the Engineer that the material has reached the desired strength. Acceptable evidence shall be based upon compressive tests made in accordance with paragraph 153-3.1A.

153-4.3 – Acceptance. Acceptance of CLSM delivered and placed as shown on the plans or as directed by the Engineer shall be based upon mix design approval and batch tickets provided by the contractor to confirm that the delivered material conforms to the mix design. The contractor shall verify by additional testing, each 1,000 cubic yards (765 m3) of material used. Verification shall include confirmation of material proportions and tests of compressive strength to confirm that the material meets the original mix design and the requirements of CLSM as defined in this specification. Adjustments shall be made as necessary to the proportions and materials prior to further production.

PART 5 – METHOD OF MEASUREMENT

153-5.1 – Measurement.

A. Except for the following bid items, the work covered by this section shall be considered as a subsidiary obligation of the contractor covered under the other contract items and no separate measurement and payment will be made under this section.

B. If there is no quantity shown in the bidding schedule, the work covered by this section shall be considered as a subsidiary obligation of the Contractor covered under the other contract items.

C. Slurry Fill to Abandon Existing Pipes - The quantity of Slurry Fill to Abandon Existing Pipes shall be measured by cubic yards of slurry placed in existing storm drain pipes to be abandoned in place in accordance with these specifications and accepted by the Contract Manager.

PART 6 – BASIS OF PAYMENT

153-6.1 – Payment.



http:153-3.1A

FAA Item P-153 Controlled Low-Strength Material (Section 32 23 23.33)

A. Except for the following bid item, there will be no separate payment for work under this section. All work shall be considered incidental to the respective contract bid items.

1. Slurry Fill to Abandon Existing Pipes - Payment will be made at the contract unit price per cubic yards installed per plans. This price shall be full compensation for furnishing all materials, for preparing and placing these materials, and for all labor, equipment tools, hauling and disposing of waste material off of Airport property, and incidentals necessary to complete the item.

2. All associated work, as required to place slurry, shall be considered incidental to this bid item, including but not limited to: excavation, saw cutting, grinding, shoring, dewatering, pipe evacuation, hauling and backfill, welding, installation of risers, and capping pipe ends.

TESTING REQUIREMENTS

ASTM D 4832 Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders

MATERIAL REQUIREMENTS

ASTM C 33 Specification for Concrete Aggregates ASTM C 150 Specification for Portland Cement ASTM C 618 Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a

Mineral Admixture in Concrete ASTM C 595 Specification for Blended Hydraulic Cements




SECTION 03 30 00 – STRUCTURAL PORTLAND CEMENT CONCRETE (FAA ITEM P-601)

PART 1 – GENERAL

1.1 SUMMARY

A. The Work under this Section consists of structural Portland cement concrete prepared and constructed as shown on the Plans and as specified herein.

1.2 REFERENCES

A. Drawings apply to this Section.

B. San Francisco International Airport (SFIA) Rules and Regulations/Airport Building Regulations.

C. FAA Specification Item P-610 Structural Portland Cement Concrete, and as modified herein.

D. American Society for Testing and Materials (ASTM), standards and tests, as referenced in FAA Item P-610.

E. Section 31 63 29 – Drilled Concrete Piers and Shafts

F. American Concrete Institute:

1. ACI 301 - Specifications for Structural Concrete.

2. ACI 318 - Building Code Requirements for Structural Concrete.

3. ACI SP-66 - ACI Detailing Manual.

G. ASTM International:

1. ASTM A184/A184M - Standard Specification for Fabricated Deformed Steel Bar Mats for Concrete Reinforcement.

2. ASTM A615/A615M - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

3. ASTM A706/A706M - Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement.

4. ASTM A996/A996M - Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement.

H. Concrete Reinforcing Steel Institute:

1. CRSI - Manual of Standard Practice.

2. CRSI - Placing Reinforcing Bars.

I. ASTM C881 – Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete.

1.3 SUBMITTALS

A. Prior to commencing Work in this Section and delivery of materials to the job site, the contractor shall submit the following structural Portland cement concrete material information:



Section 03 30 00 | Structural Portland Cement Concrete (FAA Item P-601)

1. Test Results: The contractor shall submit all copies of certified test results on aggregates, cement, admixtures, joint material, steel reinforcement and curing material to the Engineer for review. These shall include retests for items that failed initial testing.

2. Reactivity test results of coarse and fine aggregate for deleterious reactivity with alkalis in the cement.

3. The contractor shall submit, to the Engineer, a concrete mix design including the proportions and source of materials, admixtures, and Compressive Strength.

4. Shop Drawings: Indicate bar sizes, spacing, locations, and quantities of reinforcing steel bending and cutting schedules, and supporting and spacing devices.

5. Manufacturer's Certificate: Certify Products meet or exceed specified requirements.

6. Submit manufacturer's product data and application instructions.


A. The contractor shall perform Quality Control testing to meet the requirements of FAA Specification Item P-610, and as modified herein.

1. The number of days for minimum strength requirements is subject to change in order to meet the construction schedule requirements, as specified in this contract. The contractor may select to use additives or additional cement to achieve high early strength to meet the construction schedule requirements at no additional cost to the SFIA.

2. Perform Work in accordance with ACI 301.

3. Prepare shop drawings in accordance with ACI SP-66.

PART 2 – PRODUCTS

2.1 MATERIALS

A. Course and fine aggregate, Portland cement, water, admixtures, joint material, and steel reinforcement shall conform to FAA Specification Item P-610, and as modified herein.

B. Water shall be tested in accordance with the requirements of AASHTO T 26. Water known to be of potable quality may be used without testing.


3.1 PLACEMENT

A. Place, support, and secure reinforcement against displacement. Do not deviate from required position beyond specified tolerance.

1. Do not weld crossing reinforcement bars for assembly except as permitted by code and as approved by Engineer.

B. Accommodate placement of formed openings.

C. Space reinforcement bars with minimum clear spacing in accordance with ACI 318.

1. Where bars are indicated in multiple layers, place upper bars directly above lower bars.



Section 03 30 00 | Structural Portland Cement Concrete (FAA Item P-601)

D. Maintain concrete cover around reinforcement as follows:

Reinforcement Location Minimum Concrete Cover

Footings and Concrete Formed Against Earth 3”

Concrete exposed to earth or weather

No. 6 bars and larger 2”

No. 5 bars and smaller 1.5”

3.2 FIELD QUALITY CONTROL

A. Division 01 Specification Sections in the contract associated with Quality Control and Contract Closeout requirements, Field inspecting, testing, adjusting, and balancing.

B. Field inspection and testing will be performed by contractor’s testing laboratory in accordance with ACI 318.

C. Reinforcement Inspection:

1. Placement Acceptance: ACI 318 material requirements and specified placement tolerances.

2. Periodic Placement Inspection: Inspect for correct materials, fabrication, sizes, locations, spacing, concrete cover, and splicing.

D. Contractor shall place Portland cement concrete in accordance with FAA Specification Item P-610, and as modified herein.

E. Curing must follow the guidelines of California Stormwater Quality Association (CASQA) BMP NS-12 “Concrete Curing”.


A. FAA Item P-610 Structural Portland Cement Concrete.


A. Method of measurement and payment for the work under this section shall be in accordance with FAA Specification Item P-610, and as modified herein.

B. If there is no quantity shown in the bidding schedule, the work covered by this section shall be considered as a subsidiary obligation of the contractor covered under the other contract items.



FAA ITEM P-610 STRUCTURAL PORTLAND CEMENT CONCRETE

PART 1 – DESCRIPTION

610-1.1 – This item shall consist of plain and/or reinforced structural Portland Cement Concrete (PCC), prepared and constructed in accordance with these specifications, at the locations and of the form and dimensions shown on the plans. This specification shall be used for all structural and miscellaneous concrete including signage bases.

610-1.2 – This item shall also consist of plain and/or reinforced High Early Strength (HES) cement concrete, prepared and constructed in accordance with these specifications, where the conditions required for early opening of runway, taxiway, and other construction areas for traffic movement, and of the form and dimensions shown on the plans.

PART 2 – MATERIALS

610-2.1 – General.

A. Only approved materials, conforming to the requirements of these specifications, shall be used in the work. Materials may be subject to inspection and tests at any time during their preparation or use. The source of all materials shall be approved by the Engineer before delivery or use in the work. Representative preliminary samples of the materials shall be submitted by the contractor, when required, for examination and test. Materials shall be stored and handled to ensure preservation of their quality and fitness for use and shall be located to facilitate prompt inspection. All equipment for handling and transporting materials and concrete must be clean before any material or concrete is placed in them.

B. The use of pit-run aggregates shall not be permitted unless the pit-run aggregate has been screened and washed, and all fine and coarse aggregates stored separately and kept clean. The mixing of different aggregates from different sources in one storage stockpile or alternating batches of different aggregates shall not be permitted.

1. Reactivity. Fine and Coarse aggregates to be used in all concrete shall be evaluated and tested by the contractor for alkali-aggregate reactivity in accordance with both ASTM C1260 and C1567. Aggregate and mix proportion reactivity tests shall be performed for each project.

a) Coarse and fine aggregate shall be tested separately in accordance with ASTM C1260. The aggregate shall be considered innocuous if the expansion of test specimens, tested in accordance with ASTM C1260, does not exceed 0.10% at 28 days (30 days from casting).

b) Combined coarse and fine aggregate shall be tested in accordance with ASTM C1567, modified for combined aggregates, using the proposed mixture design proportions of aggregates, cementitious materials, and/or specific reactivity reducing chemicals. If lithium nitrate is proposed for use with or without supplementary cementitious materials, the aggregates shall be tested in accordance with Corps of Engineers (COE) CRD C662. If lithium nitrate admixture is used, it shall be nominal 30% ±0.5% weight lithium nitrate in water.

c) If the expansion of the proposed combined materials test specimens, tested in accordance with ASTM C1567, modified for combined aggregates, or COE CRD C662, does not exceed 0.10% at 28 days, the proposed combined materials will be accepted. If the expansion of the proposed combined materials test specimens is greater than 0.10% at 28 days, the aggregates will not be accepted unless adjustments to the combined materials mixture can reduce the expansion to less than 0.10% at 28 days, or new aggregates shall be evaluated and tested.



FAA Item P-610 Structural Portland Cement Concrete (Section 03 30 00)

610-2.2 – Coarse aggregate. The coarse aggregate for concrete shall meet the requirements of ASTM C33. Crushed stone aggregate shall have a durability factor, as determined by ASTM C666, greater than or equal to 95. The Engineer may consider and reserve final approval of other State classification procedures addressing aggregate durability.

A. Coarse aggregate shall be well graded from coarse to fine and shall meet the following gradation shown in the table below when tested per ASTM C136.

Gradation for Coarse Aggregate

Percentage by Weight Sieve Designation Passing Sieves (square openings) 2ʺ

(50 mm) 1-1/2ʺ

(38 mm) 1ʺ

(25 mm) 3/4ʺ

(19 mm) 1/2ʺ

(12 mm) 3/8ʺ

(9 mm) No. 4

No. 4 to 1 in. (4.75-25 mm) 100 90-100 25-60 0-10

610-2.2.1 – Aggregate susceptibility to durability (D) cracking. Aggregates that have a history of D-cracking shall not be used.

610-2.3 – Fine aggregate. The fine aggregate for concrete shall meet the requirements of ASTM C33.

A. The fine aggregate shall be well graded from fine to coarse and shall meet the requirements of the table below when tested in accordance with ASTM C136:

Gradation for Fine Aggregate

Sieve Designation (square openings)

Percentage by Weight Passing Sieves

3/8” (9 mm) No. 4 (4.75 mm)

No. 16 (1.18 mm) No. 30 (0.60 mm) No. 50 (0.30 mm)

No. 100 (0.15 mm)

100 95-100 45-80 25-55 10-30 2-10

B. Blending will be permitted, if necessary, to meet the gradation requirements for fine aggregate. Fine aggregate deficient in the percentage of material passing the No. 50 mesh sieve may be accepted, if the deficiency does not exceed 5% and is remedied by the addition of pozzolanic or cementitious materials other than Portland cement, as specified in paragraph 610-2.6, Admixtures, in sufficient quantity to produce the required workability as approved by the Engineer.

610-2.4 – Cement. Cement shall conform to the requirements of ASTM C150 Type II.

A. The chemical requirements for all cement types specified should meet suitable criteria for deleterious activity. Low alkali cements (less than 0.6% equivalent alkalies, the low reactivity option in ASTM C595, or Option R in ASTM C1157) shall be specified when no other mitigating measures are added.

B. Total Alkalies (Na2O and K2O) of the cement secured for the production of concrete shall be independently verified in accordance with ASTM C114.

C. If aggregates are deemed innocuous when tested in accordance with paragraph 610-2.1.B.1 and accepted in accordance with paragraph 610-2.1.B.3, higher equivalent alkali content in the cement may be allowed if approved by the Engineer and FAA. If cement becomes partially set or contains




lumps of caked cement, it shall be rejected. Cement salvaged from discarded or used bags shall not be used.

D. The contractor shall furnish vendors’ certified test reports for each carload, or equivalent, of cement shipped to the project. The report shall be delivered to the Engineer before use of the cement is granted. All test reports shall be subject to verification by testing sample materials received for use on the project.

610-2.4.2 – Cement for High Early Strength (HES) cement concrete shall be one of the following:

1. Portland Cement conforming to the requirements of ASTM C150 - Type III.

2. Use of proprietary rapid-setting cementitious grout meeting the requirements of ASTM C1107.

3. Same as Futura 15® as manufactured by WR Meadows, Inc.; Rapid-Set® as manufactured by CTS Cements; Ultimax® Rapid Hardening Cement as manufactured by the Ultimax Cement Corporation; or an approved equal. Grout shall be rapid-hardening, non-shrink grout.

4. A combination of the above.

A. All cement of a particular type shall be the product of one manufacturer. If, for any reason, cement becomes partially set or contains lumps of caked cement, it shall be rejected. Cement salvaged from discarded or used bags shall not be used.

610-2.4.3 – The cement listed in paragraph 610-2.4.2 shall be capable of producing a quick-setting high early strength concrete with the following properties:

A. Development of compressive strength in excess of 3,000 psi, shall occur no later than 24 hours from the time water is added to the mix but not more than at the required time for opening to traffic.

B. Grout used for backfill around conduit trenching and base cans in areas of existing asphalt shall attain a minimum of 3,000 psi compressive strength and be ready for traffic within two hours.

C. Contractor shall comply with all manufacturer instructions for surface preparation, mixing, and curing.

610-2.5 – Water. The water used in concrete shall be fresh, clean and potable; free from injurious amounts of oils, acids, alkalies, salts, organic materials or other substances deleterious to concrete.

610-2.6 – Admixtures. The contractor shall submit certificates indicating that the material to be furnished meets all of the requirements indicated below. In addition, the Engineer may require the contractor to submit complete test data from an approved laboratory showing that the material to be furnished meets all of the requirements of the cited specifications. Subsequent tests may be made of samples taken by the Engineer from the supply of the material being furnished or proposed for use on the work to determine whether the admixture is uniform in quality with that approved.

A. Air-entraining admixtures. Air-entraining admixtures shall meet the requirements of ASTM C260 and shall consistently entrain the air content in the specified ranges under field conditions. The air-entrainment agent and any water reducer admixture shall be compatible.

B. Water-reducing admixtures. Water-reducing admixture shall meet the requirements of ASTM C494, Type A, B, or D. ASTM C494, Type F and G high range water reducing admixtures and ASTM C1017 flowable admixtures shall not be used.




C. Other chemical admixtures. The use of set retarding, and set-accelerating admixtures shall be approved by the Engineer. Retarding shall meet the requirements of ASTM C494, Type A, B, or D and set-accelerating shall meet the requirements of ASTM C494, Type C. Calcium chloride and admixtures containing calcium chloride shall not be used.

D. Pozzolanic admixtures. Pozzolanic admixtures shall be flyash or raw or calcined natural pozzolans meeting the requirements of ASTM C 618, Class F or N with the exception of loss of ignition, where the maximum shall be less than 6%. Class F or N flyash for use in mitigating alkali-silica reactivity shall have a Calcium Oxide (CaO) content of less than 13% and a total equivalent alkali content less than 3%.

610-2.7 – Premolded joint material. Premolded joint material for expansion joints shall meet the requirements of ASTM D 1751.

610-2.8 – Joint filler. The filler for joints shall meet the requirements of Item P-605, unless otherwise specified in the Drawings.

610-2.9 – Steel reinforcement. Unless otherwise shown on the plans and these specifications, reinforcing shall consist of one of the following:

Reinforcing Steel ASTM A615, ASTM A706, ASTM A775, ASTM A934

Welded Steel Wire Fabric ASTM A1064

Welded Deformed Steel Fabric ASTM A1064

Bar Mars ASTM A184 or ASTM A704

610-2.10 – Materials for curing concrete. Curing materials shall conform to one of the following specifications:

Clear or white Polyethylene Sheeting ASTM C171 White-pigmented Liquid Membrane-Forming Compound, Type 2, Class B ASTM C309

PART 3 – CONSTRUCTION METHODS

610-3.1 – General. The contractor shall furnish all labor, materials, and services necessary for, and incidental to, the completion of all work as shown on the drawings and specified here. All machinery and equipment used by the contractor on the work, shall be of sufficient size to meet the requirements of the work. All work shall be subject to the inspection and approval of the Engineer.

610-3.2 – Concrete composition. The concrete shall develop a compressive strength of 4,000 psi in 28 days as determined by test cylinders made in accordance with ASTM C31 and tested in accordance with ASTM C39. The concrete shall contain not less than 470 pounds of cement per cubic yard (280 kg per cubic meter). The concrete shall contain 5% of entrained air, ±1%, as determined by ASTM C231 and shall have a slump of not more than 4” (100 mm) as determined by ASTM C143.

A. Unless noted otherwise in the Drawings, all concrete shall develop a minimum compressive strength of 4000 psi at 28 days. Within the active runway and taxiway areas, concrete shall develop a minimum compressive strength of 3000 psi prior to the opening of the work to traffic. Where High Early Strength (HES) concrete is called for in the Drawings or Specifications, the minimum compressive strength shall be 3,000 psi in 24 hours.

610-3.3 – Acceptance sampling and testing. Concrete for each structure will be accepted on the basis of the compressive strength specified in paragraph 610-3.2. The concrete shall be sampled in accordance



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with ASTM C172. Concrete cylindrical compressive strength specimens shall be made in accordance with ASTM C31 and tested in accordance with ASTM C39. The contractor shall cure and store the test specimens under such conditions as directed by the Engineer. The Engineer will make the actual tests on the specimens at no expense to the contractor.

610-3.4 – Qualifications for concrete testing service. Perform concrete testing by an approved laboratory and inspection service experienced in sampling and testing concrete. Testing agency must meet the requirements of ASTM C1077 or ASTM E329.

610-3.5 – Proportioning and measuring devices. When package cement is used, the quantity for each batch shall be equal to one or more whole sacks of cement. The aggregates shall be measured separately by weight. If aggregates are delivered to the mixer in batch trucks, the exact amount for each mixer charge shall be contained in each batch compartment. Weighing boxes or hoppers shall be approved by the Engineer and shall provide means of regulating the flow of aggregates into the batch box so the required, exact weight of aggregates is obtained.

610-3.6 – Consistency. The consistency of the concrete shall be determined by the slump test specified in ASTM C143.

610-3.7 – Mixing. Concrete may be mixed at the construction site, at a central point, or wholly or in part in truck mixers. The concrete shall be mixed and delivered in accordance with the requirements of ASTM C94.

610-3.8 – Mixing conditions. The concrete shall be mixed only in quantities required for immediate use. Concrete shall not be mixed while the air temperature is below 40°F (4°C) without permission of the Engineer. If permission is granted for mixing under such conditions, aggregates or water, or both, shall be heated and the concrete shall be placed at a temperature not less than 50°F (10°C) nor more than 100°F (38°C). The contractor shall be held responsible for any defective work, resulting from freezing or injury in any manner during placing and curing, and shall replace such work at his expense.

A. Retempering of concrete by adding water or any other material shall not be permitted.

B. The rate of delivery of concrete to the job shall be sufficient to allow uninterrupted placement of the concrete.

610-3.9 – Forms. Concrete shall not be placed until all the forms and reinforcements have been inspected and approved by the Engineer. Forms shall be of suitable material and shall be of the type, size, shape, quality, and strength to build the structure as shown on the plans. The forms shall be true to line and grade and shall be mortar-tight and sufficiently rigid to prevent displacement and sagging between supports. The surfaces of forms shall be smooth and free from irregularities, dents, sags, and holes. The contractor shall be responsible for their adequacy.

A. The internal form ties shall be arranged so no metal will show in the concrete surface or discolor the surface when exposed to weathering when the forms are removed. All forms shall be wetted with water or with a non-staining mineral oil, which shall be applied immediately before the concrete is placed. Forms shall be constructed so they can be removed without injuring the concrete or concrete surface. The forms shall not be removed until at least 30 hours after concrete placement for vertical faces, walls, slender columns, and similar structures. Forms supported by falsework under slabs, beams, girders, arches, and similar construction shall not be removed until tests indicate the concrete has developed at least 60% of the design strength.

610-3.10 – Placing reinforcement. All reinforcement shall be accurately placed, as shown on the plans, and shall be firmly held in position during concrete placement. Bars shall be fastened together at



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intersections. The reinforcement shall be supported by approved metal chairs. Shop drawings, lists, and bending details shall be supplied by the contractor when required.

610-3.11 – Embedded items. Before placing concrete, all embedded items shall be firmly and securely fastened in place as indicated. All embedded items shall be clean and free from coating, rust, scale, oil, or any foreign matter. The concrete shall be spaded and consolidated around and against embedded items. The embedding of wood shall not be allowed.

610-3.12 – Placing concrete. All concrete shall be placed during daylight hours, unless otherwise approved. The concrete shall not be placed until the depth and condition of foundations, the adequacy of forms and falsework, and the placing of the steel reinforcing have been approved by the Engineer. Concrete shall be placed as soon as practical after mixing, but in no case later than one (1) hour after water has been added to the mix. The method and manner of placing shall avoid segregation and displacement of the reinforcement. Troughs, pipes, and chutes shall be used as an aid in placing concrete when necessary. The concrete shall not be dropped from a height of more than 5’ (1.5 m). Concrete shall be deposited as nearly as practical in its final position to avoid segregation due to rehandling or flowing. Do not subject concrete to procedures which cause segregation. Concrete shall be placed on clean, damp surfaces, free from running water, or on a properly consolidated soil foundation.

610-3.13 – Vibration. Vibration shall follow the guidelines in American Concrete Institute (ACI) Committee 309, Guide for Consolidation of Concrete. Where bars meeting ASTM A775 or A934 are used, the vibrators shall be equipped with rubber or non-metallic vibrator heads. Furnish a spare, working, vibrator on the job site whenever concrete is placed. Consolidate concrete slabs greater than 4” (100 mm) in depth with high frequency mechanical vibrating equipment supplemented by hand spading and tamping. Consolidate concrete slabs 4” (100 mm) or less in depth by wood tampers, spading, and settling with a heavy leveling straightedge. Operate internal vibrators with vibratory element submerged in the concrete, with a minimum frequency of not less than 6000 cycles per minute when submerged. Do not use vibrators to transport the concrete in the forms. Penetrate the previously placed lift with the vibrator when more than one lift is required. Use external vibrators on the exterior surface of the forms when internal vibrators do not provide adequate consolidation of the concrete. Vibrators shall be manipulated to work the concrete thoroughly around the reinforcement and embedded fixtures and into corners and angles of the forms. The vibration at any point shall be of sufficient duration to accomplish compaction but shall not be prolonged to where segregation occurs. Concrete deposited under water shall be carefully placed in a compact mass in its final position by means of a tremie or other approved method and shall not be disturbed after placement.

610-3.14 – Construction joints. If the placement of concrete is suspended, necessary provisions shall be made for joining future work before the placed concrete takes its initial set. For the proper bonding of old and new concrete, provisions shall be made for grooves, steps, reinforcing bars or other devices as specified. The work shall be arranged so that a section begun on any day shall be finished during daylight of the same day. Before depositing new concrete on or against concrete that has hardened, the surface of the hardened concrete shall be cleaned by a heavy steel broom, roughened slightly, wetted, and covered with a neat coating of cement paste or grout.

610-3.15 – Expansion joints. Expansion joints shall be constructed at such points and dimensions as indicated on the drawings. The premolded filler shall be cut to the same shape as the surfaces being joined. The filler shall be fixed firmly against the surface of the concrete already in place so that it will not be displaced when concrete is deposited against it.

610-3.16 – Defective work. Any defective work discovered after the forms have been removed, which in the opinion of the Engineer cannot be repaired satisfactorily, shall be immediately removed and replaced at the expense of the contractor. Defective work shall include deficient dimensions, or bulged, uneven, or honeycomb on the surface of the concrete.



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610-3.17 – Surface finish. All exposed concrete surfaces shall be true, smooth, and free from open or rough areas, depressions, or projections. All concrete horizontal plane surfaces shall be brought flush to the proper elevation with the finished top surface struck-off with a straightedge and floated. Mortar finishing shall not be permitted, nor shall dry cement or sand-cement mortar be spread over the concrete during the finishing of horizontal plane surfaces.

A. The surface finish of exposed concrete shall be a rubbed finish. If forms can be removed while the concrete is still green, the surface shall be wetted and then rubbed with a wooden float until all irregularities are removed. If the concrete has hardened before being rubbed, a carborundum stone shall be used to finish the surface. When approved, the finishing can be done with a finishing machine.

610-3.18 – Curing and protection. All concrete shall be properly cured and protected by the contractor. The concrete shall be protected from the weather, flowing water, and from defacement of any nature during the project. The concrete shall be cured by covering with an approved material as soon as it has sufficiently hardened. Water-absorptive coverings shall be thoroughly saturated when placed and kept saturated for at least three (3) days following concrete placement. All curing mats or blankets shall be sufficiently weighted or tied down to keep the concrete surface covered and to prevent the surface from being exposed to air currents. Wooden forms shall be kept wet at all times until removed to prevent opening of joints and drying out of the concrete. Traffic shall not be allowed on concrete surfaces for seven (7) days after the concrete has been placed.

610-3.19 – Drains or ducts. Drainage pipes, conduits, and ducts that are to be encased in concrete shall be installed by the contractor before the concrete is placed. The pipe shall be held rigidly so that it will not be displaced or moved during the placing of the concrete.

610-3.20 – Cold weather placing. When concrete is placed at temperatures below 40°F (4°C), the contractor shall provide satisfactory methods and means to protect the mix from injury by freezing. The aggregates, or water, or both, shall be heated to place the concrete at temperatures between 50°F and 100°F (10°C and 38°C).

A. Calcium chloride may be incorporated in the mixing water when directed by the Engineer. Not more than pounds (908 grams) of Type 1 nor more than 1.6 pounds (726 grams) of Type 2 shall be added per bag of cement. After the concrete has been placed, the contractor shall provide sufficient protection such as cover, canvas, framework, heating apparatus, etc., to enclose and protect the structure and maintain the temperature of the mix at not less than 50°F (10°C) until at least 60% of the designed strength has been attained.

610-3.21 – Hot weather placing. Concrete shall be properly placed and finished with procedures previously submitted. The concrete-placing temperature shall not exceed 90°F when measured in accordance with ASTM C1064. Cooling of the mixing water and aggregates, or both, may be required to obtain an adequate placing temperature. A retarder meeting the requirements of paragraph 610-2.6 may be used to facilitate placing and finishing. Steel forms and reinforcement shall be cooled prior to concrete placement when steel temperatures are greater than 120°F (50°C). Conveying and placing equipment shall be cooled if necessary to maintain proper concrete-placing temperature. Submit the proposed materials and methods for review and approval by the Engineer, if concrete is to be placed under hot weather conditions.

610-3.22 – Filling joints. All joints that require filling shall be thoroughly cleaned, and any excess mortar or concrete shall be cut out with proper tools. Joint filling shall not start until after final curing and shall be done only when the concrete is completely dry. The cleaning and filling shall be done with proper equipment to obtain a neat looking joint free from excess filler.

PART 4 – METHOD OF MEASUREMENT



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610.41 – If there is a separate bid item for Portland cement concrete, then it will be measured by the contract unit specified.

610-4.2 – If there is no separate measurement for Portland cement concrete, then it is incidental to other pay items. No measurements or other allowances shall be made for reinforcing steel, forms, falsework, cofferdams, pumping, bracing, expansion joints, or finishing of the concrete.

PART 5 – BASIS OF PAYMENT

610-5.1 – If there is a separate bid item for Portland cement concrete, then it will be paid by the contract unit price specified.

610-5.2 – If there is no separate payment for work under this section then all work covered by this section shall be considered as a subsidiary obligation of the contractor covered under the other contract items.

TESTING REQUIREMENTS

ASTM C 1017 Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C 1064 Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C 1077 Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C 1260 Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates

ASTM C 138 Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

ASTM C 143 Slump of Hydraulic Cement Concrete

ASTM C 1567 Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregates (Accelerated Mortar-Bar Method)

ASTM C 231 Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 31 Making and Curing Test Specimens in the Field

ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens

ASTM C 666 Resistance of Concrete to Rapid Freezing and Thawing

ASTM E 329 Agencies Engaged in Construction Inspection, Testing, or Special Inspection

USACE CRD C 662

Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials, Lithium Nitrate Admixture and Aggregate (Accelerated Mortar-Bar Method)




MATERIAL REQUIREMENTS

ASTM A 1064 Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A 184 Specification for Fabricated Deformed Steel Bar or Rod Mats for Concrete Reinforcement

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

ASTM A 497 Steel Welded Wire Fabric, Deformed, for Concrete Reinforcement

ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

ASTM A 704 Welded Steel Plain Bars or Rod Mats for Concrete Reinforcement

ASTM A 706 Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A 775 Epoxy-Coated Steel Reinforcing Bars

ASTM A 934 Epoxy-Coated Prefabricated Steel Reinforcing Bars

ASTM C 150 Portland Cement

ASTM C 171 Sheet Materials for Curing Concrete

ASTM C 172 Sampling Freshly Mixed Concrete

ASTM C 260 Air-Entraining Admixtures for Concrete

ASTM C 309 Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C 33 Concrete Aggregates

ASTM C 494 Chemical Admixtures for Concrete

ASTM C 595 Blended Hydraulic Cements

ASTM C 618 Coal Flyash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete

ASTM C 94 Ready-Mixed Concrete

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

ASTM D 1752 Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction

AASHTO T 26 Quality of Water to be Used in Concrete

ACI 305R Hot Weather Concreting

ACI 306R Cold Weather Concreting

ACI 309R Guide for Consolidation of Concrete




SECTION 03 62 13 – NON-SHRINK, NON-FERROUS, MINERAL-AGGREGATE BASED PRECISION GROUT

PART 1 – GENERAL

1.1 SUMMARY

A. This section consists of non-shrink, non-ferrous, mineral-aggregate based precision grout as called out in the plans, as specified herein, or as directed by the Engineer.

B. This section includes the following:

1. Surface preparation

2. Application of high precision, non-metallic, non-shrink, cementitious grout.

1.2 RELATED SECTIONS

A. Section 03 30 00 – Structural Portland Cement Concrete (FAA Item P-610).

1.3 REFERENCES

A. ACI 351.1R: Grouting Between Foundations and Bases for Support of Equipment and Machinery.

B. ASTM C109: Standard Test Method for Compressive Strength of Hydraulic Cement Mortars.

C. ASTM C191: Standard Test Methods for Time of Setting of Hydraulic Cement by Vicat Needle.

D. ASTM C230: Standard Specification for Flow Table for Use in Tests of Hydraulic Cement.

E. ASTM C827: Standard Test Method for Change in Height at Early Ages of Cylindrical Specimens of Cementitious Mixtures.

F. ASTM C1107: Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink).

1.4 SUBMITTALS

A. Comply Division 01 Specification Sections in the contract associated with Submittals.

B. Submit manufacturer's product data and application instructions.

C. DELIVERY, STORAGE, AND HANDLING

D. Deliver materials to site in manufacturer's original, unopened packaging, with labels clearly identifying product name and manufacturer.

E. Store materials in a clean, dry area in accordance with manufacturer's instructions.

F. Protect materials during handling and application to prevent damage or contamination.

1.5 ENVIRONMENTAL REQUIREMENTS

A. Ensure that substrate ambient air and surface temperatures are 40o F (5o C) within 24 hours of placement.



Section 03 62 13 – Non-Shrink, Non-Ferrous, Mineral-Aggregate Based Precision Grout

B. Do not apply if rain is imminent.

C. Protect from conditions that may cause early water loss: high winds, low humidity, high temperature, direct sunlight.

D. Grout will set faster at higher temperatures and slower at lower temperatures.

E. Follow manufacturer’s recommendations regarding additional installation information (Standard on Hot Weather Concreting, ACI 305-R89 or Standard on Cold Weather Concreting,” ACI 306-R88).

F. The Work under this Section shall consist of demolition of existing underground drainage pipes and utility lines, including associated items of work, as shown on the Plans and as specified herein.


A. The contractor shall perform Work in accordance with all applicable codes, rules and regulations, and San Francisco International Airport guidelines and standards.

PART 2 – PRODUCTS

2.1 MATERIALS

A. Cementitious grout shall be non-shrink, non-metallic, and non-corrosive, and shall possess the following properties for plastic consistency:

1. Compressive Strength:

24-hour 5,500 psi

3-day 6,500

7-day 7,500 psi

28-day 11,000 psi

2. Expansion:

24-hour 0.13%

3-day 0.16%

7-day 0.17%

28-day 0.17%

3. Flow, ASTM C230: 110%.

4. Initial Set Time (Laboratory Tests): 1 hour.

5. Final Set Time (Laboratory Tests): 3 hours.

2.2 MANUFACTURER

A. 588-10K Precision Grout by W. R. MEADOWS, INC.

B. SikaGrout 212 by Sika Corporation

C. Euclid NS Grout by The Euclid Chemical Company

D. Or approved equal.





3.1 EXAMINATION

A. Examine surfaces to receive grout. Notify engineer if surfaces are not acceptable. Do not begin surface preparation or application until unacceptable conditions have been corrected.

B. Grouting application shall be performed in accordance with ACI 351.1R.

3.2 SURFACE PREPARATION

A. Clean grout contact surfaces of oil, grease, scale, dirt, and other foreign matter that will interfere with the bond.

B. Mechanically roughen or high pressure water-jet the existing concrete substrate.

C. Ensure surface is rough, profiled, and level.

D. Saturate all surfaces by flooding with water for a period of 12 to 24 hours.

E. Remove all excess water before placing grout.

3.3 MIXING

A. Comply with grout manufacturer’s recommendations for water quantity and mixing procedures based on required consistency.

B. Consult manufacturer’s instructions for deep grouting mixing procedures.

3.4 FORMING

A. Provide for rapid, continuous, and complete grout placement.

B. Use forms of sufficient strength, closely fitted with joints sealed to prevent leakage.

C. Coat forms with a form release.

D. Provide 1/2” (12.7 mm) minimum form clearance on all sides and 1” (25.4 mm) clearance for head.

3.5 PLACEMENT

A. Place by pouring or pumping using appropriate equipment as recommended by the grout manufacturer.

B. Contact grout manufacturer for details on pumping.

C. Ensure compaction by rodding or tapping. Do not vibrate.

D. Place grout from side or corner to prevent voids and air entrapment.

E. Provide minimum 0.75” (19 mm) grout thickness between foundation and base plate.

3.6 CURING

A. Do not remove forms until grout is sufficiently hard to avoid sagging or damaging.

B. Cure exposed material following placement using wet burlap for 48 hours.




C. Alternatively cure exposed material using a suitable curing compound.


A. Not applicable


A. There will be no separate payment for work under this section. All work shall be considered incidental to contract bid items.




SECTION 33 10 00 – WATER UTILITIES

PART 1 – GENERAL

1.1 SUMMARY

A. This section describes the Airport's water distribution system including pipe materials, fittings, and related items.

1.2 REFERENCES

A. Include but not limited to the current edition of the following:

ANSI/ASME B16.22 Wrought Copper and Bronze Solder-Joint Pressure Fittings

ANSI/ASTM C39 Compressive Strength of Molded Concrete Cylinders.

ANSI/AWWA C104 Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water

ANSI/AWWA C105 Polyethylene Encasement for Ductile Iron Piping for Water and Other Liquids.

ANSI/AWWA C110 Ductile Iron Fittings for Water and other Liquids (3” – 48”)

ANSI/AWWA C111 Rubber-Gasket Joints for Ductile Iron and Grey-Iron Pressure Pipe and Fittings

ANSI/AWWA C115 Flanged Ductile Iron and Grey Iron Pressure Pipe and Fittings

ANSI/AWWA C116 Protective Fusion-Bonded Epoxy Coatings for the Interior and Exterior Surfaces of Ductile-Iron and Gray-Iron Fittings

ANSI/AWWA C151 Ductile-Iron Pipe, Centrifugally Cast in Metal Molds or Sand-Lined Molds, for Water or Other Liquids.

ANSI/AWWA C153 Ductile-Iron Compact Fittings (3” –16”)

ANSI/AWWA C200 Steel Water Pipe 6” and Larger

ANSI/AWWA C205 Cement-Mortar Protective Lining and Coating for Steel Water Pipe – 4” and Larger - Shop Applied

ANSI/AWWA C206 Field Welding of Steel Water Pipe

ANSI/AWWA C207 Steel Pipe Flanges for Waterworks Service

ANSI/AWWA C208 Dimensions for Fabricated Steel Water Pipe and Fittings.

ANSI/AWWA C209 Cold-Applied Tape Coating for the Exterior of Special Sections, Connections, and Fittings for Steel Water Pipelines

ANSI/AWWA C210 Liquid Epoxy Coating Systems for Interior and Exterior of Steel Water Pipelines



Section 33 10 00 | Water Utilities

ANSI/AWWA C214 Tape Coating Systems for the Exterior of Steel Water Pipelines

ANSI/AWWA C500 Gate Valves, 3 through 48 in NPS, for Water and Sewage Systems

ANSI/AWWA C503 Wet Barrel Fire Hydrants

ANSI/AWWA C504 Rubber Seated Butterfly Valves

ANSI/AWWA C507 Ball Valves 6” – 48”

ANSI/AWWA C508 Swing-Check Valves for Waterworks Service, 2” – 24” NPS.

ANSI/AWWA C512 Air Release, Air/Vacuum, and Combination Air Valves for Water and Wastewater Service

ANSI/AWWA C600 Installation of Ductile-Iron Water Mains and Appurtenances.

ANSI/AWWA C602 Cement mortar lining of Water Pipelines

ANSI/AWWA C651 Disinfecting Water Mains

ANSI/AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4in through 60 in

ANSI/AWWA C905 Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14in through 48 in, for Water Transmission and Distribution

ASTM A120 Pipe, Steel, Black and Hot-Dipped Zinc Coated (Galvanized), Welded and Seamless, for Ordinary Uses

ASTM A536 Standard Specification for Ductile Iron Castings

ASTM B32 Solder Metal

ASTM B88 Seamless Copper Water Tube

ASTM D3139 Specifications for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals

ASTM F1674 Joint Restrain Products for Use With PVC Pipe

ASTM F477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe

AWWA C510 Double Check Valve Backflow-Prevention Assembly

AWWA C511 Reduced-Pressure Principle Backflow-Prevention Assembly

NACE MR0274 Material Requirements for Polyolefin Cold-Applied Taping for Underground Submerged Pipeline Coatings.

NACE RP0169 Control of External Corrosion on Underground or Submerged Metallic Piping Systems.




NACE RP0185 Extruded Polyolefin Resin Coating Systems for Underground or Submerged Pipe.

NACE RP0188 Discontinuity (Holiday) Testing of Protective Coatings.

NACE RP0190 External Protective Coatings for Joints, Fittings & Valves on Metallic Underground or Submerged Pipelines and Piping Systems.

NACE RP0274 High Voltage Electrical Inspection of Pipeline Coatings Prior to Installation.

NACE RP0286 Electrical Isolation of Cathodically Protected Pipelines.

NACE RP0394 Application, Performance and Quality Control of Plant Applied, Fusion-Bonded Epoxy External Pipe Coating.

NACE RP0490 Holiday Detection of Fusion-Bonded Epoxy External Pipeline Coatings of 10-30 mils.

UL 246 Hydrants for Fire-Protection Service

1.3 SUBMITTALS

A. Product Data: Provide data on pipe materials, pipe fittings, valves, and other water system appurtenances.

B. Manufacturer's Certificate: Certify that products meet or exceed all specified requirements.

1.4 PROJECT RECORD DOCUMENTS

A. Accurately record actual locations of piping mains, valves, connections, and invert elevations. This information must be included in As-Built Drawings.

B. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.


A. Perform Work in accordance with UPC and all ANSI/AWWA Standards.

B. Valves: Manufacturer's name and pressure rating marked on valve body.

1.6 DELIVERY, STORAGE, AND HANDLING

A. Deliver, store, protect and handle products to site under provisions of manufacturers.

B. Deliver and store valves in shipping containers with labeling in place.

PART 2 – PRODUCTS

2.1 PIPE AND FITTINGS

A. Polyvinyl Chloride (PVC)

1. Pipe: ANSI/AWWA C900 or C905, Class 235 DR 18, ASTM D1784 cell class 12454; joints shall conform to ASTM D3139; gaskets shall conform to ASTM F477, EPDM gasket. JM Eagle or approved equal.




2. Fittings: Ductile iron fittings shall be fusion bonded epoxy coated, ANSI/AWWA C110, C111, C115, C153; with cement-mortar lining conforming to ANSI/AWWA C104.

3. Joints: Bell and spigot push-on, mechanical, flanged, or continuous butt fusion method.

a. Joint Restraint:

1) Fusion bonded epoxy coated joint restraint shall be installed at each push on joint that is within 40 feet of either side of a transition, EBAA Iron or approved equal.

b. Mechanical Joint:

1) Devices shall conform to ASTM F1674; ductile iron MJ shall be fusion bonded epoxy coated, fully restrained, EBAA Iron or approved equal.

c. Flange Adapters:

1) Fusion bonded epoxy coated Ductile Iron, EBAA Iron or approved equal.

d. Long Sleeve Coupling:

1) Fusion bonded epoxy coated Ductile Iron, EBAA Iron or approved equal.

4. Bolts and Nuts: All bolts and nuts shall be stainless steel 316.

5. Markings on Pipe

a. Name of manufacturer.

b. Size and class.

6. Tracer System: Attach continuous #10 AWG THW stranded copper locating wire on top of all PVC pipe laid; the wire-insulating jacket shall be blue. The ends of locating wires shall penetrate up and alongside the riser of every valve connected to the pipeline. Locating wire be securely taped to the pipe at 6 foot intervals. Locating wire shall be tested to be without defect before the pipe trench is backfilled.

B. Ductile Iron Pipe: ANSI/AWWA C151 350 lb pressure class.

1. Fittings: Ductile Iron, ANSI/AWWA C110, C111, C115, C153

2. Linings: Cement Mortar, ANSI/AWWA C104

3. Joints: Bell and spigot push-on, mechanical, or flanged. All bolts and nuts shall be stainless steel 316.

a. Joint Restraint: Boltless restrained joints; U.S. Pipe, TR Flex or Field Lok Gasket; or approved equal.

b. Mechanical joint: EBBA Iron, Megalug; or approved equal.

c. Grooved-end coupling: Victaulic; or approved equal.

d. Flanged

e. Long Sleeve Coupling: EBAA Iron or approved equal.

f. EPDM gasket

4. Exterior Coating:

a. Two (2) layers of 4-mil high density, cross-laminated polyethylene jacket half lapped, 10 mil polyethylene tape, ANSI/AWWA C105; or




b. In-Plant Liquid Epoxy Coating: Surface Preparation: SSPC-SP 6 (Commercial Blast); Prime Coat: 6 mils Dry Film Thickness (DFT) - Amercoat 385 or approved equal; Top Coat: 18 mils (DFT) - Amercoat 78HB or approved equal; ANSI/AWWA C210; or

c. In-Plant Tape Coating: Surface Preparation: SSPC-SP 6 (Commercial Blast); Liquid adhesive primer; Inner layer: 25 mil thickness; Outer layer: 25-30 mil thickness; manufacturers: Tek-Rap Inc., Polyken Technologies or approved equal; ANSI/AWWA C209 & C214.

C. Steel Pipe: ANSI/AWWA C200

1. Fittings: thickness shall match existing or 3/16”.

2. Linings: 3/4” minimum Cement Mortar, ANSI/AWWA C205.

3. Joints: All bolts and nuts shall be stainless steel 316.

a. Field Weld: ANSI/AWWA C206

b. Flange: ANSI/AWWA C207

c. Long Sleeve Coupling: Dresser Style 40, Smith Blair 411; or approved equal

4. Exterior Coating:

a. In-Plant Liquid Epoxy Coating: Surface Preparation: SSPC-SP 6 (Commercial Blast); Prime Coat: 6 mils Dry Film Thickness (DFT) - Amercoat 385 or approved equal; Top Coat: 18 mils (DFT) - Amercoat 78HB or approved equal; ANSI/AWWA C210 or

b. In-Plant Tape Coating: Surface Preparation: SSPC-SP 6 (Commercial Blast); Liquid adhesive primer; Inner layer: 25 mil thickness; Outer layer: 25-30 mil thickness; manufacturers: Tek-Rap Inc., Polyken Technologies or approved equal; ANSI/AWWA C209 & C214.

c. 3/4” minimum Cement Mortar, ANSI/AWWA C205.

D. Copper Tubing (up to 2” diameter): ASTM B88, Type K tubing.

1. Fittings: ANSI/ASME B16.22 wrought copper.

2. Joints: ASTM B32, silver solder or braised only.

3. Exterior Coating: minimum 20 mil thickness, 50% overlap: Tape Coatings ANSI/AWWA C209 and C214.

4. Backfill protection: 3/8” thick Rock Shield Pipe Protection; or approved equal.

E. Settlement Joint: Force balanced flexible expansion joint shall be suitable for direct burial, polyethylene wrap, EBAA Iron or approved equal.

F. Concrete Thrust Blocks: Concrete shall meet ACI 318 specifications. Mix d