05. SFC Appendix A - Technical Specifications.pdf

Burns & McDonnell 9785 Maroon Circle, Suite 400 Centennial, CO 80112

Sioux Falls Maintenance Facility Sioux Falls, SD

Specification Number 996

T E C H N I C A L S P E C I F I C A T I O N S I S S U E D F O R C O N S T R U C T I O N

J A N U A R Y 2 0 , 2 0 2 1

APPEC AA P P E N D I X A

Architecture Civil

Electrical Fire Protection

Mechanical/Plumbing Structural

Registered Architects and Professional Engineering Stamps

SECTION C: TABLE OF CONTENTS:

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Sioux Falls Maintenance Facility

WESTERN AREA POWER ADMINISTRATION

SIOUX FALLS MAINTENANCE FACILITY

TABLE OF CONTENTS

DIVISION 01 – GENERAL REQUIREMENTS

Section C – Descriptions / Specifications

A. CONTRACT REQUIREMENT

B. DESCRIPTION OF WORK

C. DESCRIPTION OF BIDDING SCHEDULE ITEM

D. COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK

E. CONSTRUCTION SCHEDULE

F. MATERIAL

G. RIGHTS-OF-WAY

H. GEOLOGIC INVESTIGATIONS

I. ELECTRIC POWER FOR CONSTRUCTION PURPOSES

J. WATER FOR CONSTRUCTION PURPOSES

K. EXPLOSIVES AND BLASTING

L. BURIED UTILITIES

M. EMPLOYEE REQUIREMENTS

N. ELECTRICAL MINIMUM APPROACH DISTANCES:

O. SUBMITTALS AND CORRESPONDENCE

Message from the Administrator

TECHNICAL SPECIFICATIONS

DIVISION 02 – EXISTING CONDITIONS

Section 02 41 19 – Selective Demolition

DIVISION 03 – CONCRETE

Section 03 10 00 – Concrete Formwork Section 03 20 00 – Concrete Reinforcement Section 03 30 00 – Cast-In-Place Concrete

DIVISION 05 – METALS

Section 05 40 00 – Cold-Formed Metal Framing Section 05 50 00 – Metal Fabrications

DIVISION 06 – WOODS, PLASTICS AND COMPOSITES

Section 06 10 00 – Rough Carpentry Section 06 41 00 – Architectural Wood Casework

DIVISION 07 – THERMAL & MOISTURE PROTECTION

Section 07 13 51 – PVC Foundation Flashing Section 07 21 00 – Thermal Insulation Section 07 26 00 – Underslab Vapor Retarder Section 07 62 00 – Roof Specialties, Sheet Metal Flashing and Trim Section 07 84 13 – Penetration Firestopping

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Section 07 84 46 – Fire-Resistive Joint Systems Section 07 90 05 – Joint Sealers

DIVISION 08 – DOORS AND WINDOWS

Section 08 11 13 – Hollow Metal Doors and Frames Section 08 14 16 – Flush Wood Doors Section 08 36 13 – Sectional Doors Section 08 43 13 – Aluminum Windows Section 08 71 00 – Door Hardware Section 08 80 00 - Glazing Section 08 90 00 – Louvers and Vents

DIVISION 09 – FINISHES

Section 09 21 16 – Gypsum Board Assemblies Section 09 22 16 – Non-Structural Metal Framing Section 09 30 00 – Tiling Section 09 51 00 – Acoustical Ceiling Section 09 65 00 – Resilient Flooring Section 09 68 00 – Carpet Section 09 90 00 – Painting and Coating

DIVISION 10 – SPECIALTIES

Section 10 11 00 – Visual Display Boards Section 10 28 00 – Toilet, Bath, and Laundry Section 10 44 00 – Fire Protection Specialties

DIVISION 11 – SPECIAL CONSTRUCTION

Section 11 01 90 – Operations and Maintenance of Other Equipment

DIVISION 13 – SPECIAL CONSTRUCTION

Section 13 34 19 – Metal Building Systems

DIVISION 22 – PLUMBING

Section 22 00 00 – Plumbing General Purpose Section 22 05 13 – Common Motor Requirements for Plumbing Equipment Section 22 05 17 – Sleeves and Sleeve Seals for Plumbing Piping Section 22 05 18 – Escutcheons for Plumbing Piping Section 22 05 19 – Meters and Gages for Plumbing Piping Section 22 05 23 – General-Duty Valves for Plumbing Piping Section 22 05 29 – Hangers and Supports for Plumbing Piping and Equipment Section 22 05 53 – Identification for Plumbing Piping and Equipment Section 22 07 19 – Plumbing Piping Insulation Section 22 11 16 – Domestic Water Piping Section 22 11 19 – Domestic Water Piping Specialties Section 22 11 23 – Domestic Water Pumps Section 22 13 16 – Sanitary Waste and Vent Piping Section 22 13 19 – Sanitary Waste Piping Specialties Section 22 33 00 – Electric Domestic-Water Heaters Section 22 42 13 13 – Commercial Water Closets

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Section 22 42 13 16 – Commercial Urinals Section 22 42 16 13 – Commercial Lavatories Section 22 42 16 16 – Commercial Sinks Section 22 47 16 – Pressure Water Coolers

DIVISION 23 – HEATING, VENTILATING, AND AIR CONDITIONING

Section 23 03 00 – Basic Mechanical Materials and Methods Section 23 05 13 – Common Motor Requirements for HVAC Equipment Section 23 05 17 – Sleeves and Sleeve-Seals for HVAC Piping Section 23 05 18 – Escutcheons for HVAC Piping Section 23 05 19 – Meters and Gages for HVAC Piping Section 23 05 23 – General-Duty Valves for HVAC Piping Section 23 05 29 – Hangers and Supports for HVAC Piping and Equipment Section 23 05 53 – Identification for HVAC Piping and Equipment Section 23 05 93 – Testing, Adjusting, and Balancing Section 23 07 00 – Thermal Insulation for Mechanical Systems Section 23 09 00 – Instrumentation and Control for HVAC Section 23 21 13 – Hydronic Piping Section 23 21 23 – Hydronic Pumps Section 23 23 00 – Refrigerant Piping Section 23 31 13 – Metal Ducts Section 23 33 00 – Air Duct Accessories Section 23 34 23 – HVAC Power Ventilators Section 23 36 00 – Air Terminal Units Section 23 37 13 – Diffusers, Registers, and Grilles Section 23 52 13 – Electric Boilers Section 23 62 00 – Packaged Compressor and Condenser Units Section 23 73 13 – Modular Indoor Central-Station Air-Handling Units Section 23 81 26 – Split-System Air-Conditioners Section 23 82 39 – Unit Heaters Section 23 83 16 – Radiant-Heating Hydronic Piping

DIVISION 26 – ELECTRICAL

Section 26 05 10 – Electrical General Requirements Section 26 05 19 – Low-voltage Electrical Power Conductors and Cables Section 26 05 23 – Control-Voltage Electrical Power Cables Section 26 05 26 – Grounding Section 26 05 29 – Hangars and Supports for Electrical Systems Section 26 05 33 – Raceway, Boxes, Sleeves, Seals and Fittings for Electrical Systems Section 26 05 36 – Cable Trays for Electrical Systems Section 26 05 44 – Sleeves and Sleeve Seals for Electrical Raceways and Cabling Section 26 05 53 – Electrical Identification Section 26 08 10 – Electrical Testing Section 26 09 23 – Lighting Control Equipment Section 26 22 13 – Transformers Section 26 24 16 – Panelboards Section 26 27 26 – Wiring Devices Section 26 27 30 – Electrical Connections Section 26 28 13 - Fuses

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Section 26 28 16 – Circuit and Motor Disconnect Switch Section 26 41 13 – Lightning Protection for Structures Section 26 43 13 – Surge Protection Devices (SPD) Section 26 51 19 – LED Interior Lighting Section 26 52 13 – Emergency and Exit Lighting Section 26 56 19 – LED Exterior Lighting

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

Section 28 31 00 – Fire Alarm Systems

DIVISION 31 – EARTHWORK

Section 31 20 00 – Site Preparation & Earthwork Section 31 23 13 – Subgrade Preparation Section 31 23 33 – Trenching & Filling for Open Cut Construction

DIVISION 32 – EXTERIOR IMPROVEMENTS

Section 32 11 23 – Crushed Aggregate Base Course Section 32 92 00 – Seeding and Sodding

DIVISION 33 – UTILITIES

Section 33 11 00 – Pressure Pipe Section 33 11 50 – Pipe Installation Section 33 12 16 – Valves and Fittings Section 33 30 00 – Gravity Pipe

END OF TABLE OF CONTENTS 00 01 10

WAPA 02 41 19-1 3/22/2021

Sioux Falls Maintenance Facility

SECTION 02 41 19 – SELECTIVE DEMOLITION

PART 1 - GENERAL

1.01 RELATED DOCUMENTS:

A. Drawings and general provisions of the Contract, including General and Supplementary

Conditions and WAPA Division 1 and 2016 Construction Standards, apply to this Section.

1.02 SUMMARY:

A. This Section includes:

1. Demolition and removal of selected portions of building or structure.

2. Demolition and removal of selected site elements.

3. Salvage of existing items to be reused or recycled.

1.03 REFERENCE STANDARDS:

A. The American Society of Safety Engineers

1. ASSE A10.6-2006: Safety Requirements for Demolition Operations (ANSI)

B. Code of Federal Regulations

1. 40 CFR 82-2012: Protection of Stratospheric Ozone

C. NFPA

1. NFPA 241-2013: Safeguarding Construction, Alteration, and Demolition Operations

D. Resilient Floor Covering Institute

1. Recommended Work Practices for the Removal of Resilient Floor Coverings. 2011.

1.04 DEFINITIONS:

A. Remove: Detach items from existing construction and dispose of them off-site unless indicated to be salvaged or reinstalled.

B. Remove and Salvage: Detach items from existing construction, in a manner to prevent damage, and deliver to Owner ready for reuse.

C. Existing to Remain: Leave existing items that are not to be removed and that are not otherwise indicated to be salvaged or reinstalled.

D. Remove and Reinstall: Detach items from existing construction, in a manner to prevent damage, prepare for reuse, and reinstall where indicated.

E. Dismantle: To remove by disassembling or detaching an item from a surface, using gentle methods and equipment to prevent damage to the item and surfaces; disposing of items unless indicated to be salvaged or reinstalled.

1.05 MATERIALS OWNERSHIP:

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

B. Historic items, relics, antiques, and similar objects including, but not limited to, cornerstones and their contents, commemorative plaques and tablets, and other items of interest or value to

Owner that may be uncovered during demolition remain the property of Owner.

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

1.06 PREINSTALLATION MEETINGS:

A. Pre-demolition Conference: Conduct conference at jobsite in Sioux Falls, SD.

1. Inspect and discuss condition of construction to be selectively demolished.

2. Review and finalize selective demolition schedule and verify availability of materials, demolition personnel, equipment, and facilities needed to make progress and avoid delays.

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3. Review requirements of work performed by other trades that rely on substrates exposed by selective demolition operations.

4. Review areas where existing construction is to remain and requires protection.

1.07 SUBMITTALS:

A. Submit as specified in DIVISOIN 01.

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

C. Schedule of Selective Demolition Activities: Indicate the following:

1. Detailed sequence of selective demolition and removal work, with starting and ending dates for each activity.

2. Coordination for shutoff, capping, and continuation of utility services.

D. Pre-demolition Photographs or Video: Show existing conditions of adjoining construction, including finish surfaces that might be misconstrued as damage caused by demolition operations. Comply with Section 01 32 33 - Photographic Documentation. Submit before

Work begins.

E. Statement of Refrigerant Recovery: Signed by refrigerant recovery technician responsible for recovering refrigerant, stating that all refrigerant that was present was recovered and that recovery was performed according to EPA regulations. Include name and address of technician and date refrigerant was recovered.

F. Inventory: Submit a list of items that have been removed and salvaged.

1.08 QUALITY ASSURANCE:

A. Refrigerant Recovery Technician Qualifications: Certified by an EPA-approved certification program.

1.09 FIELD CONDITIONS:

A. Owner will occupy portions of building immediately adjacent to selective demolition area.

Conduct selective demolition so Owner's operations will not be disrupted.

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

1. Before selective demolition, Owner will remove the following items:

a. Equipment

b. Storage Items

C. Notify Engineer of discrepancies between existing conditions and Drawings before proceeding with selective demolition.

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

Work.

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

2. If suspected hazardous materials are encountered, do not disturb; immediately notify

Engineer and Owner. Hazardous materials will be removed by Owner under a separate contract.

E. Utility Service: Maintain existing utilities indicated to remain in service and protect them against damage during selective demolition operations.

1.10 COORDINATION:

A. Arrange selective demolition schedule so as not to interfere with Owner’s operations.

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PART 2 - PRODUCTS

2.01 PERFORMANCE REQUIREMENTS:

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

B. Standards: Comply with ASSE A10.6 and NFPA 241.

PART 3 - EXECUTION

3.01 EXAMINATION:

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

B. Review Project Record Documents of existing construction or other existing condition and hazardous material information provided by Owner. Owner does not guarantee that existing conditions are same as those indicated in Project Record Documents.

C. Perform an engineering survey of condition of building to determine whether removing any element might result in structural deficiency or unplanned collapse of any portion of structure or adjacent structures during selective building demolition operations.

1. Perform surveys as the Work progresses to detect hazards resulting from selective demolition activities.

3.02 UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS:

A. Existing Services/Systems to Remain: Maintain services/systems indicated to remain and protect them against damage.

B. Existing Services/Systems to Be Removed, Relocated, or Abandoned: Locate, identify, disconnect, and seal or cap off utility services and mechanical/electrical systems serving areas to be selectively demolished.

1. Owner will arrange to shut off indicated services/systems when requested by Contractor.

2. If services/systems are required to be removed, relocated, or abandoned, provide temporary services/systems that bypass area of selective demolition and that maintain continuity of services/systems to other parts of building.

3. Disconnect, demolish, and remove plumbing and HVAC systems, equipment, and components indicated on Drawings to be removed.

a. Piping to Be Removed: Remove portion of piping indicated to be removed and cap or plug remaining piping with same or compatible piping material.

b. Equipment to Be Removed: Disconnect and cap services and remove equipment.

c. Ducts to Be Removed: Remove portion of ducts indicated to be removed and plug remaining ducts with same or compatible ductwork material.

3.03 PROTECTION:

A. Temporary Protection: Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain.

1. Provide protection to ensure safe passage of people around selective demolition area and to and from occupied portions of building.

2. Provide temporary weather protection, during interval between selective demolition of existing construction on exterior surfaces and new construction, to prevent water leakage and damage to structure and interior areas.

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B. Temporary Shoring: Design, provide, and maintain shoring, bracing, and structural supports as required to preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain, and to prevent unexpected or uncontrolled movement or collapse of construction being demolished.

1. Strengthen or add new supports when required during progress of selective demolition.

C. Remove temporary barricades and protections where hazards no longer exist.

3.04 SELECTIVE DEMOLITION, GENERAL:

A. General: Demolish and remove existing construction only to the extent required by new construction and as indicated. Use methods required to complete the Work within limitations of governing regulations and as follows:

1. Proceed with selective demolition systematically, from higher to lower level. Complete selective demolition operations above each floor or tier before disturbing supporting members on the next lower level.

2. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting methods least likely to damage construction to remain or adjoining construction.

Use hand tools or small power tools designed for sawing or grinding, not hammering and chopping. Temporarily cover openings to remain.

3. Do not use cutting torches until work area is cleared of flammable materials. At concealed spaces, such as duct and pipe interiors, verify condition and contents of hidden space before starting flame-cutting operations. Maintain portable fire-suppression devices during flame-cutting operations.

4. Maintain fire watch during and for at least one hour after flame-cutting operations.

5. Maintain adequate ventilation when using cutting torches.

6. Remove decayed, vermin-infested, or otherwise dangerous or unsuitable materials and promptly dispose of off-site.

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

8. Dispose of demolished items and materials promptly.

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

3.05 DISPOSAL OF DEMOLISHED MATERIALS:

A. Remove demolition waste materials from Project site and dispose of them in an EPA-approved construction and demolition waste landfill acceptable to authorities having jurisdiction.

1. Do not allow demolished materials to accumulate on-site.

2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

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

B. Burning: Do not burn demolished materials.

3.06 CLEANING:

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

END OF SECTION 02 41 19

WAPA 03 10 00-1 03/22/2021

SECTION 03 10 00 – CONCRETE FORMWORK

PART 1 - GENERAL

1.01 RELATED DOCUMENTS:

A. Drawings and general provisions of the Contract, including General and Supplementary

Conditions and WAPA Division 1 and 2016 Construction Standards, apply to this Section.

1.02 SUMMARY:

A. This Section includes formwork for cast-in-place concrete.

1.03 RELATED REQUIREMENTS:

A. Section 03 23 00 - Concrete Reinforcement.

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

1.04 REFERENCE STANDARDS:

A. Applicable Standards:

1. American Concrete Institute (ACI):

a. ACI 117 - Specifications for Tolerances for Concrete Construction and Materials.

b. ACI 301 - Specifications for Structural Concrete.

c. ACI 318 - Building Code Requirements for Reinforced Concrete.

d. ACI 347R - Guide to Formwork for Concrete.

2. ASTM International (ASTM):

a. ASTM C31/C31M REV A – Standard Practice for Making and Curing Concrete

Test Specimens in the Field.

b. ASTM C39/C39M - Standard Test Method for Compressive Strength of Cylindrical

Concrete Specimens.

c. ASTM C1077 - Standard Practice for Laboratories Testing Concrete and Concrete

Aggregates for Use in Construction and Criteria for Laboratory Evaluation.

PART 2 - PRODUCTS

2.01 MATERIALS FOR FACING:

A. Where concrete will be exposed to view after construction:

1. Use exterior grade plywood at least 5/8 inch thick or steel forms capable of producing a smooth, uniform appearance.

2. Do not use form-facing materials with raised grain, torn surfaces, worn edges, dents, or other defects that will impair the texture of concrete surfaces.

B. Where concrete will not be exposed to view after construction:

1. Exterior grade plywood at least 5/8 inch thick.

2. Steel.

3. Wood fiberboard.

4. Dressed lumber free of loose knots.

C. Treat forms with commercially available form releasing agents that will not bond with, stain, or adversely affect concrete surfaces. Agents shall not impair subsequent treatment of concrete surfaces depending upon bond or adhesion, nor shall it impede the wetting of surfaces to be cured with water or curing compounds. Form releasing agents shall be VOC compliant with a maximum VOC content of 3.8 lbs./gal., or less where area restrictions are more stringent.

D. Clean forms of sawdust, dust, dirt, and other foreign materials.

http://specs4.ihserc.com/Document/Document/ViewDoc?docid=INGJOFAAAAAAAAAA

SECTION 03 10 00 – CONCRETE FORMWORK: continued

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2.02 FORM TIES:

A. Break back, coil, or screw type, except where otherwise specified.

B. Use water-seal coil type in walls below grade and in walls of water bearing structures.

Removable through-wall tapered ties shall not be used.

C. Coil type shall leave conical depression in concrete.

D. Space as required against pressure of fresh concrete.

E. The portion of the form tie remaining in place shall provide for a clearance of two times the minimum dimension of the tie, but not less than 3/4 inch, from the formed surface.

2.03 CHAMFER STRIPS:

A. Chamfer: 3/4 inch except where otherwise indicated.

B. Place in all forms to provide chamfer where concrete will have exposed projecting corners.

PART 3 - EXECUTION

3.01 FORM CONSTRUCTION:

A. Conform to ACI 301, 318, and 347R, except Shop Drawings for formwork, shoring, and reshoring shall not be submitted for approval.

B. Adequately brace, stiffen, and support forms to prevent perceptible deflection or settlement, and to hold plumb, level, and true to line.

C. Construct and maintain forms to the tolerances given in ACI 117.

D. Construct sufficiently tight to prevent mortar leakage.

E. Avoid offsets between adjacent forms and construct so that shores, braces, and stiffening members are in line with those below.

F. Space studs and stringers as required to support facing against concrete pressure, but not more than 12 inches for 5/8-inch plywood or 16 inches for 3/4-inch plywood. Maximum deflection of facing materials reflected on concrete surfaces exposed to view shall be 1/240 of the span between structural members of the formwork.

G. Use wales, strongbacks, shores, and bracing as required.

H. Form all necessary openings or chases for piping, ductwork, and similar items where indicated or as required for the Work.

I. Construct forms to be removable in sections without marring concrete surface.

J. Surface of forms shall provide a smooth, dense, plane surface to finished concrete where exposed to view.

K. Contractor shall be responsible for structural adequacy, design, engineering, and construction of the formwork.

L. Stay-in-place metal forms shall not be used.

3.02 TIME-IN-PLACE FOR FORMS:

A. It is the responsibility of Contractor to consider all applicable factors and leave the formwork in place until it is safe to remove them.

B. All removal shall be performed in a manner which will prevent damage to the concrete and ensure the complete safety of the structure.

C. Where forms support more than one element, the forms shall not be removed until the form removal criteria are met by all supported elements.

D. Evidence that concrete has gained sufficient strength to permit removal of forms shall be determined by tests on control cylinders. All control cylinders shall be stored in the structure or as near the structure as possible so they receive the same curing conditions and protection methods as given those portions of the structure they represent. Control cylinders shall be

SECTION 03 10 00 – CONCRETE FORMWORK: continued

WAPA 03 10 00-3 03/22/2021

removed from the molds at an age of no more than 24 hours. All control cylinders shall be prepared and tested in accordance with ASTM C31/C31M REV A and ASTM C39/C39M at the expense of Contractor by an independent laboratory that complies with ASTM C1077.

Control cylinders shall be tested within 4 hours after removal from the Site.

E. Forms shall not be removed unless the minimum time or minimum compressive strength requirements below are met.

1. Formwork Not Supporting Weight of Concrete:

a. Formwork for walls, columns, sides of beams, gravity structures, slabs-on-ground and other vertical type formwork not supporting the weight of concrete shall remain in place 24-hours minimum after concrete placement is completed.

2. Formwork Supporting Weight of Concrete:

a. Formwork supporting weight of concrete and shoring shall not be removed until structural members have acquired sufficient strength to safely support their own weight and any construction or other superimposed loads to which the supported concrete may be subjected. As a minimum, no forms or shoring shall be loosened or removed until control concrete test cylinders indicate the concrete has attained the following compressive strengths for the respective structural members:

Structural Member

Percent of Design

Compressive Strength

Unshored slab and beam forms or forms which can be removed without disturbing shores

Slab or beam shoring 85

END OF SECTION 03 10 00

WAPA 03 20 00-1 03/22/2021

SECTION 03 20 00 – CONCRETE REINFORCEMENT

PART 1 - GENERAL

1.01 RELATED DOCUMENTS:

A. Drawings and general provisions of the Contract, including General and Supplementary

Conditions and WAPA DIVISION 1 AND 2016 CONSTRUCTION STANDARDS, apply to this Section.

1.02 SUMMARY:

A. This Section includes steel reinforcement bars, ties, welded wire fabric, bolsters, chair supports, and accessories.

1.03 RELATED WORK SPECIFIED ELSEWHERE:

A. Section 03 10 00 - Concrete Formwork.

B. Section 03 30 00 - Concrete.

1.04 REFERENCE STANDARDS:

A. Applicable Standards:

1. American Society for Testing and Materials (ASTM):

a. A615/A615M - Deformed and Plain Carbon Steel Bars for Concrete

Reinforcement.

b. A706/A706M - Low-Alloy Steel Deformed and Plain Bars for Concrete

Reinforcement.

c. A1064/A1064M – Carbon-Steel Wire and Welded Wire Reinforcement, Plain and

Deformed, for Concrete

2. American Concrete Institute (ACI):

a. 301 - Specifications for Structural Concrete.

b. SP 66 - Detailing Manual.

c. 318 - Building Code Requirements for Structural Concrete.

d. 117 - Specifications for Tolerances for Concrete Construction and Materials.

3. American Welding Society (AWS):

a. A5.5 - Low Alloy Steel Electrodes for Shielded Metal Arc Welding.

b. B2.1 - Welding Procedure and Performance Qualification.

c. D1.4 - Structural Welding Code Reinforcing Steel.

4. Concrete Reinforcing Steel Institute (CRSI):

a. Manual of Standard Practice.

1.05 SUBMITTALS:

A. Submit as specified in WAPA Division 1 and 2016 Construction Standards.

B. Include, but not limited to, the following:

1. Complete bar schedule, bar details, and erection drawings to conform to ACI SP 66.

2. Drawing with each type of bent bar marked with identification mark. Straight bars shall have mark number or be identified by size and length.

3. Erection drawings shall be clear, easily legible, and to a minimum scale of:

a. 1/4 inch = 1 foot (1:50).

b. 1/8 inch = 1 foot (1:100) if bars in each face are shown in separate views.

4. Size and location of all openings.

5. Concrete protective cover.

6. Grade of steel.

SECTION 03 20 00 – CONCRETE REINFORCEMENT: continued

WAPA 03 20 00-2 03/22/2021

7. Lap splice lengths.

1.06 DELIVERY, STORAGE, AND HANDLING:

A. Store steel reinforcement blocked up off the ground and in orderly stacks.

B. Store only bars with the same identifying label in the same stack.

1.07 TESTING:

A. Perform at the mill for each heat.

B. Submit certified test results upon request.

PART 2 - PRODUCTS

2.01 REINFORCEMENT BARS, TIES, AND STIRRUPS:

A. Materials:

1. Conform to ASTM A615, Grade 60, except as otherwise specified.

2. Cold-drawn wire for spiral column ties shall conform to ASTM A82.

3. Reinforcement indicated or specified to be welded shall conform to ASTM A706.

B. Fabrication of Bars:

1. Fabricate with cold bends conforming to the recommended dimensions shown in

ACI 318.

2. Fabricate bars according to the tolerances given in ACI 117.

3. Field fabrication will be allowed only if Contractor has equipment to properly fabricate steel.

4. Attach metal or plastic tags with identifying mark or length corresponding to mark number or length on Drawing. Straight bars shall have mark number or size and length.

Bent bars shall have mark number.

5. Contractor may, at his option, continue steel reinforcement through openings in walls and slabs, then field-cut the opening so that there will be the required concrete cover between ends of bars and edge of opening.

2.02 WELDED WIRE REINFORCEMENT:

A. Conform to ASTM 1064.

B. Wire sizes W1.4 and smaller shall be galvanized.

C. Provide mats only. Rolled fabric is not acceptable.

2.03 BOLSTERS, CHAIRS, AND ACCESSORIES:

A. Conform to ACI SP 66 and the CRSI Manual of Standard Practice.

B. Provide all spacers, bolsters, chairs, ties, and other devices necessary to properly space, place, support, and fasten steel reinforcement in place during the concrete placement.

C. Metal accessories shall be galvanized or plastic-coated where legs will be exposed in finished concrete surfaces.

D. Do not use rocks, broken bricks, wood blocks, or concrete fragments for support of steel reinforcement.

2.04 PRECAST CONCRETE BLOCK BAR SUPPORTS:

A. May be used only for bar supports in slabs on ground.

B. Conform to ACI SP-66 and the CRSI Manual of Standard Practice.

C. Each block shall have a minimum of 9 square inches of bearing area. Space as required by the particular condition of weight, bearing surface, and rigidity of the steel reinforcement.

SECTION 03 20 00 – CONCRETE REINFORCEMENT: continued

WAPA 03 20 00-3 03/22/2021

PART 3 - EXECUTION

3.01 PLACEMENT OF STEEL REINFORCEMENT:

A. Place all steel reinforcement before concrete is cast in accordance with approved erection drawings, ACI 117, ACI 318, and the CRSI Manual of Standard Practice.

B. Remove oil, mill scale, pitting, mud, loose rust, ice, and other materials that would reduce bond from bars before placing.

C. Tie securely with 16 gage or larger annealed iron wire.

D. Place to maintain concrete cover to conform to ACI 117 and ACI 318, unless otherwise indicated.

E. Splice steel where indicated. Splices shall be in full contact and shall conform to ACI 318.

1. Unless otherwise indicated, lap splices shall be Class B as defined by ACI 318.

2. Splice steel using Cadweld Series T-splices where indicated or approved.

a. Provide a manufacturer's representative to give on site instructions to all welders who will perform the splices in the field.

b. Contractor shall have the manufacturer's representative instruct, observe, and approve in writing those persons doing the welding.

c. Contractor shall arrange for the manufacturer's representative to return at the request of the Engineer.

3. Splices in members indicated as "tension tie members" shall be made with Cadweld

Series T-splices or Lenton mechanical splices in accordance with ACI 318.

4. Any additional Contractor-proposed splice shall be submitted for acceptance of location and splice length.

F. Lap welded wire reinforcement in accordance with of ACI 318, but not less than the length of one mesh plus 2 inches.

G. Connection of reinforcement bars to steel shapes or plate shall be with a Cadweld Series B-splice.

H. Do not bend bars embedded in hardened or partially hardened concrete without approval from

Engineer. If bending is permitted, conform to procedures of ACI 301 unless otherwise prescribed by the governing building code.

I. Do not weld reinforcing bars unless specifically indicated. Where welding is indicated, provide bars conforming to ASTM A706/A706M and comply with AWS D1.4.

END OF SECTION 03 20 00

WAPA 03 30 00-1 03/22/2021

SECTION 03 30 00 – CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.01 RELATED DOCUMENTS:

A. Drawings and general provisions of the Contract, including General and Supplementary

Conditions and WAPA Division 1 and 2016 Construction Standards, apply to this Section.

1.02 SUMMARY:

A. This Section includes concrete and related items.

1.03 RELATED REQUIREMENTS:

A. Section 03 10 00 - Concrete Formwork.

B. Section 03 20 00 - Concrete Reinforcement.

C. Section 09 90 00 – Painting and Coating.

1.04 REFERENCE STANDARDS:

A. Comply with the provisions of the following codes, specifications, and standards, except as otherwise indicated.

B. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated.

1. American Concrete Institute (ACI):

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

b. ACI 301 - Specifications for Structural Concrete.

c. ACI 302.1R - Guide for Concrete Floor and Slab Construction.

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

e. ACI 305R – Guide to Hot Weather Concreting.

f. ACI 306R – Guide to Cold Weather Concreting.

g. ACI 308.1 - Specification for Curing Concrete.

h. ACI 309R - Guide for Consolidation of Concrete.

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

2. ASTM International (ASTM):

a. ASTM C31/C31M REV A – Standard Practice for Making and Curing Concrete

Test Specimens in the Field.

b. ASTM C33/C33M - Standard Specification for Concrete Aggregates.

c. ASTM C39/C39M – Standard Test Method for Compressive Strength of

Cylindrical Concrete Specimens.

d. ASTM C40/C40M – Standard Test Method for Organic Impurities in Fine

Aggregates for Concrete.

e. ASTM C42/C42M – Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

f. ASTM C78/C78M REV B - Standard Test Method for Flexural Strength of

Concrete (Using Simple Beam with Third-Point Loading).

g. ASTM C88 – Standard Test Method for Soundness of Aggregates by Use of

Sodium Sulfate or Magnesium Sulfate.

h. ASTM C94/C94M – Standard Specification for Ready-Mixed Concrete.

i. ASTM C114 – Standard Test Methods for Chemical Analysis of Hydraulic Cement.

j. ASTM C117 – Standard Test Method for Material Finer than 75µ (No. 200) Sieve in Mineral Aggregates by Washing.

SECTION 03 30 00 – CAST-IN-PLACE CONCRETE: continued

WAPA 03 30 00-2 03/22/2021

k. ASTM C136/C136M – Standard Test Method for Sieve Analysis of Fine and

Coarse Aggregates.

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

m. ASTM C143/C143M REV A – Standard Test Method for Slump of Hydraulic

Cement Concrete.

n. ASTM C150/C150M – Standard Specification for Portland Cement.

o. ASTM C172/AC172M REV A – Standard Practice for Sampling Freshly Mixed

Concrete.

p. ASTM C192/C192M – Standard Practice for Making and Curing Concrete Test

Specimens in the Laboratory.

q. ASTM C231/C231M – Standard Test Method for Air Content of Freshly Mixed

Concrete by the Pressure Method.

r. ASTM C233/C233M - Standard Test Methods for Air-Entraining Admixtures for

Concrete.

s. ASTM C260/C260M REVA – Standard Specification for Air-Entraining

Admixtures for Concrete.

t. ASTM C295/C295M – Standard Guide for Petrographic Examination of

Aggregates for Concrete.

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

v. ASTM C430 – Standard Test Method for Fineness of Hydraulic Cement by the 45µ

(No. 325) Sieve.

w. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.

x. ASTM C566 –Standard Test Method for Total Evaporable Moisture Content of

Aggregate by Drying.

y. ASTM C595/C595M - Standard Specification for Blended Hydraulic Cements.

z. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined

Natural Pozzolan for Use in Concrete.

aa. ASTM C881/C881M - Standard Specification for Epoxy-Resin-Base Bonding

Systems for Concrete.

bb. ASTM C1107/C1107M REVA - Standard Specification for Packaged Dry, Hydraulic Cement Grout (Nonshrink).

cc. ASTM C1193 – Standard Guide for Use of Joint Sealants.

dd. ASTM C1218/C1218M - Standard Test Method for Water-Soluble Chloride in

Mortar and Concrete.

ee. ASTM C1315 - Standard Specification for Liquid Membrane-Forming Compounds

Having Special Properties for Curing and Sealing Concrete.

ff. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for

Concrete Paving and Structural Construction. (Nonextruding and Resilient

Bituminous Types).

gg. ASTM D1752 REVA - Standard Specification for Standard Specification for -

Standard Specification for Preformed Sponge Rubber, Cork and Recycled PVC

Expansion Joint Fillers for Concrete Paving and Structural Construction.

hh. ASTM E1155 - Standard Test Method for Determining FF Floor Flatness and FL

Floor Levelness Numbers.

ii. ASTM E1155M – Standard Test Method for Determining FF Floor Flatness and FL

Floor Levelness Numbers (Metric).

3. Concrete Plant Manufacturers Bureau (CPMB):

http://specs4.ihserc.com/Document/Document/ViewDoc?docid=GVEMOFAAAAAAAAAA

WAPA 03 30 00-3 03/22/2021

a. 100 - Concrete Plant Standards.

b. 102 - Recommended Guide Specifications for Batching Equipment and Control

Systems in Concrete Batch Plants.

4. Plant Mixer Manufacturers Division (PMMD):

a. 100 - Concrete Plant Mixer Standards.

5. Federal Specification (FS):

a. SS-S-200 - Sealants, Joint: Two-Component, Jet-Blast-Resistant, Cold-Applied, for Portland Cement Concrete Pavement.

b. TT-S-227 - Sealing Compound: Elastomeric Type, Multi-Component (for Calking, Sealing, and Glazing in Buildings and Other Structures).

6. National Bureau of Standards (NBS) Specifications for Scales.

7. Truck Mixer Manufacturers Bureau (TMMB):

a. Truck Mixer, Agitator and Front Discharge Concrete Carrier Standards.

1.05 SUBMITTALS:

A. Submit as specified in Division 01.

B. Include, but not limited to, product data and Shop Drawings of the following:

1. Nonshrink grouts.

2. Admixtures.

3. Bonding agents.

4. Curing agents.

5. Concrete floor hardeners, sealers, and coloring compounds.

6. Expansion joint materials.

7. Joint sealants.

C. Mill Certificates:

1. Submit to Engineer a minimum of one copy for each cement shipment.

D. Concrete Mix Design Proportions:

1. Submit as specified in PART 2, Paragraph 2.01.D. - Mix Proportions, this Section.

2. Submit for each mix design, including aggregate gradation data.

3. Resubmit for any change in each mix design.

E. Production Test Reports: Submit as specified in Division 01 and PART 2, Paragraph 2.01.E. -

Measurement of Materials, this Section.

F. Laboratory Test Reports: Submit as specified in Division 01 and PART 3, Paragraph 3.09.C –

Laboratory Testing of Aggregates and Concrete During Construction, this Section.

1.06 QUALITY ASSURANCE:

A. Field Testing: Shall be performed by an ACI Concrete Field Testing Technician Grade 1.

B. Finishing: Finishing of concrete slabs and floors shall be supervised by an ACI Concrete

Flatwork Technician/Finisher.

C. Submit qualification records of field testing and finishing technicians prior to placing concrete.

PART 2 - PRODUCTS

2.01 CONCRETE:

A. Materials:

1. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout Project:

a. Portland cement: ASTM C150, Type I. Supplement with the following:

(1) Fly ash: ASTM C618, Class F or C.

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b. Blended Hydraulic Cement: ASTM C595/C595M, Type IP.

c. The maximum amount retained on the No. 325 sieve shall be 10% as determined in accordance with ASTM C430.

d. The maximum amount of alkalis (NA2O + 0.658 K2O) shall be 0.60% determined in accordance with ASTM C114. A running average of three Samples shall not exceed a maximum of 0.50%.

2. Fine Aggregate:

a. Conform to ASTM C33.

b. Approved service record of 3 years with a history indicating that the fine aggregate is not chemically reactive.

c. For a new fine aggregate source, or when 3 years' approved service records are not available, or when the service records are unacceptable; the aggregate shall be evaluated for potential reactivity. Aggregate must be considered innocuous in accordance with petrographic examination by ASTM C295.

d. Fine aggregate considered deleterious or potentially deleterious shall not be used without approval.

e. Maintain fine aggregate free of ice and frozen lumps.

f. Fineness modulus shall be between 2.3 and 3.1.

3. Coarse Aggregate:

a. Conform to ASTM C33.

(1) Limits for deleterious substances and physical property requirements shall conform to Table 3 and applicable class designation 5S, 5M, or 1N.

b. Approved service record of 3 years with a history indicating that the coarse aggregate is not chemically reactive.

c. For a new coarse-aggregate source, when 3 years' approved service records are not available, or when the service records are unacceptable; the aggregate shall be evaluated for potential reactivity. Aggregate must be considered innocuous in accordance with petrographic examination by ASTM C295 and tests conforming to

ASTM C1260.

d. Coarse aggregate considered deleterious or potentially deleterious shall not be used without approval.

e. Blast furnace slag will not be permitted.

f. Maintain coarse aggregate free of ice and frozen lumps.

g. Grading Requirements:

(1) Size No. 67, from 3/4-inch (19-mm) to No. 4 (4.75-mm) sieve for all concrete unless otherwise specified.

4. Mixing Water:

a. Only potable water will be acceptable.

5. Admixtures:

a. Water-Reducing Type:

(1) Conform to ASTM C494, Type A.

(2) Conform to manufacturer's recommendations for use.

(3) Technical assistance of the manufacturer's field representative shall be furnished upon request.

b. Air-Entraining Type:

(1) Conform to ASTM C260.

(2) Conform to manufacturer's recommendations for use.

(3) Technical assistance of the manufacturer's field representative shall be furnished upon request.

WAPA 03 30 00-5 03/22/2021

(4) Testing of air-entraining admixtures shall conform to ASTM C233.

c. Other Admixtures: Use only with Engineer's written concurrence.

(1) Water-Reducing, Retarding Type: Conform to ASTM C494, Type D.

d. RCS E5 Internal Cure Admixture; Specification Products

(1) Confirm to ASTM C494, Type S.

e. Admixtures shall not contain any chloride ions.

f. Storage: Admixtures shall be stored in such a manner as to avoid contamination, evaporation, freezing, temperature changes, settling, or any damage which would adversely affect their characteristics.

B. Laboratory Testing of Materials for Use in Concrete:

1. An approved independent testing laboratory shall be selected and paid by Contractor to perform all required laboratory tests of materials proposed for use in the production of concrete and to determine mix proportions when laboratory trial batches are required.

2. Contractor shall deliver representative Samples of all proposed concrete materials to the laboratory for the following testing:

a. Fine Aggregate:

(1) ASTM C33.

(2) ASTM C40.

(3) ASTM C88.

(4) ASTM C117.

(5) ASTM C136.

(6) ASTM C142.

(7) Fineness modulus.

b. Coarse Aggregate:

(1) ASTM C33.

(2) ASTM C88.

(3) ASTM C136.

(4) ASTM C142.

c. Air-entraining admixture shall be tested conforming to ASTM C233.

d. Mixing water: if other than potable water is proposed for use and in the opinion of

Engineer there is reason to suspect its acceptability:

(1) With the design mix the laboratory shall make two concrete test cylinders using proposed water and two concrete test cylinders using potable water conforming to ASTM C192.

(2) All cylinders shall be tested conforming to ASTM C39. Age of cylinders at test shall be 28 days unless an earlier age is authorized.

(3) Concrete made with nonpotable water shall attain at least 95% of the compressive strength of similar specimens of the same mix design made with potable water.

3. The laboratory test results shall be part of the design mix submittal specified in this

PART 2, Paragraph 2.01.D. - Mix Proportions.

C. Concrete Qualities Required:

1. Compressive Strength:

a. Minimum 28-day compressive strength = 4,500 psi (31 026 kPa) for all construction unless otherwise indicated.

b. Compressive-strength determinations shall be made from 6-inch (150-mm) diameter by 12-inch (300-mm) long concrete cylinders tested in accordance with

ASTM C39.

2. Flexural Strength:

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a. Minimum 28-day flexural strength = 650 psi (4480 kPa) for all concrete slabs on grade.

b. Flexural-strength determinations shall be made from cross section beams in accordance with ASTM C78.

3. Slump of concrete shall be between 2 inches (50 mm) and 4 inches (100 mm) as tested in accordance with ASTM C143.

4. Air Content:

a. 6% ±1.5% unless otherwise indicated or specified.

b. Testing shall be in accordance with ASTM C231.

5. Water-Cementitious Materials Ratio:

a. In addition to the aforementioned requirements, maximum water-cementitious materials ratio shall be limited as follows:

(1) 0.45 for all concrete unless otherwise specified.

D. Mix Proportions:

1. Concrete shall be homogeneous, readily placeable, uniformly workable, and finishable;

proportioned to conform to ACI 211.1.

2. Mix proportions for all concrete, unless otherwise specified, shall be selected preferably on the basis of field experience; but in the case where sufficient or suitable strength test data is not available, concrete shall be proportioned on the basis of laboratory trial mix design.

a. Field experience using test results within the preceding year, with the materials and plant to be employed may be the basis of mix proportioning, provided that not less than 30 consecutive satisfactory compressive-strength or flexural-strength tests on concrete using the proposed materials with a similar mix are available. A compressive-strength test is defined as the average 28-day compressive strength of two companion cylinders made conforming to ASTM C172 and ASTM C31 and tested conforming to ASTM C39. A flexural-strength test is defined as the average

28-day flexural strength of two companion cross section beams conforming to and tested in accordance with ASTM C78.

(1) The standard deviation of compressive-strength tests shall be computed as a basis for design of the mix. The design average compressive strength shall exceed the specified strength by at least:

(a) 400 psi (2760 kPa) if standard deviation is less than 300 psi (2070 kPa).

(b) 550 psi (3800 kPa) if standard deviation is 300 to 400 psi (2070 to

2760 kPa).

(c) 700 psi (4830 kPa) if standard deviation is 400 to 500 psi (2760 to

3450 kPa).

(d) 900 psi (6200 kPa) if standard deviation is 500 to 600 psi (3450 to

4140 kPa).

(e) 1,200 psi (8275 kPa) if standard deviation is greater than 600 psi

(4140 kPa).

(2) The standard deviation of flexural-strength tests shall be completed as a basis for design of the mix. The design average flexural strength shall exceed the specified strength by at least:

(a) 65 psi (449 kPa) if standard deviation is less than 50 psi (345 kPa).

(b) 90 psi (621 kPa) if standard deviation is 50 to 65 psi (345 to 449 kPa).

(c) 114 psi (785 kPa) if standard deviation is 65 to 81 psi (449 to 560 kPa).

(d) 146 psi (1,010 kPa) if standard deviation is 81 to 98 psi (560 to

676 kPa).

WAPA 03 30 00-7 03/22/2021

(e) 195 psi (1,345 kPa) if standard deviation is greater than 98 psi

(676 kPa).

(3) Submit the following test data to Engineer for approval prior to placing concrete:

(a) Fine Aggregate:

1). ASTM C33.

2). ASTM C40.

3). ASTM C88.

4). ASTM C117.

5). ASTM C136.

6). ASTM C142.

7). Fineness modulus.

(b) Coarse Aggregate:

1). ASTM C33.

2). ASTM C88.

3). ASTM C136.

4). ASTM C142.

(c) Cement:

1). Mill certificate.

2). ASTM C430.

(d) Concrete:

1). Fine and coarse aggregate, water and cement sources.

2). Mix proportions, slump and air content.

3). Data on 30 consecutive satisfactory compressive strength tests and standard deviation calculations.

(e) Mixing Water: If other than potable water is proposed for use, report the effect of the nonpotable water on the concrete cylinder strength tests.

b. Laboratory Trial Batch: When laboratory trial batches are used as a basis for determining mix proportions, all such Work shall be performed by the laboratory as specified in PART 2, Paragraph 2.01.B. - Laboratory Testing of Materials for Use in Concrete, this Section.

(1) Laboratory trial batches shall be used to establish a water-cement ratio, compression-strength curve or water-cement ratio, flexural-strength curve with at least three points, each representing the strength of a separate trial batch. At least one point shall be above and one below the strength required.

Each point on the curve shall represent the average of at least three cylinders or cross section beams tested at 28 days or an earlier age when approved by

Engineer. The slump and air content shall be at the maximum limits specified in PART 2, Paragraph 2.01.C. - Concrete Qualities Required, this Section.

(2) A point on the water-cement ratio, compressive-strength curve shall be selected that will provide an average compressive strength at least 1,200 psi

(8275 kPa) greater than the specified minimum strength.

(3) A point on the water-cement ratio, flexural-strength curve shall be selected that will provide an average flexural strength at least 200 psi (1380 kPa) greater than the specified maximum strength.

(4) Submit the following test data to Engineer for approval prior to placing concrete.

(a) Fine Aggregate:

1). ASTM C33.

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2). ASTM C40.

3). ASTM C88.

4). ASTM C117.

5). ASTM C136.

6). ASTM C142.

7). Fineness modulus.

(b) Coarse Aggregate:

1). ASTM C33.

2). ASTM C88.

3). ASTM C136.

4). ASTM C142.

(c) Cement:

1). Mill certificate.

2). ASTM C430.

(d) Concrete:

1). Fine and coarse aggregate, water and cement sources.

2). Laboratory mix proportions, slump and air content.

3). Water-cement ratio, compressive-strength curve.

4). ASTM C1218.

5). Water-cement ratio, flexural-strength curve.

(e) Mixing Water: If other than potable water is proposed for use, report the effect of the nonpotable water on the concrete cylinder strength tests.

3. Prior to placing any concrete, the laboratory selected by Contractor shall report the results of the testing and mix designs to the following:

a. Karsh Pandey, Denver Office - one copy.

b. Contractor (copies as required).

c. Concrete Supplier (copies as required).

E. Measurement of Materials:

1. General Requirements:

a. Conform to ACI 304R.

b. Beam or springless dial-type scale conforming with NBS - "Specifications for

Scales."

c. Volumetric measurement of water shall be performed with an approved automatic valve.

2. Concrete Plant Scale Accuracy and…