Atch_3_-_Drawings-Spec's.pdf

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SECTION 01010

GENERAL CONDITIONS

06/06

1. GOVERNMENT NOTIFICATION:

1.1 The Contractor shall notify the Contracting Officer's technical representative, Base Civil Engineering Contract Management Section, Phone No. 951-655-3787/6814.

1.1.1 At least 72 hours before work is to start.

1.1.2 When a work stoppage of more than 48 hours duration is

anticipated.

1.1.3 At least 48 hours in advance of returning to work after a work stoppage.

1.1.4 At least 5 working days in advance of required utility outages for individual facilities and 14 working days if outage affects multiple facilities, unless otherwise noted in the contract documents.

1.1.5 At least 3 working days in advance of any cuts in roadways.

1.2 The Contractor shall notify the Contract Administrator, Operational Contracting Office, Building 449, Phone No. 951-655- 3227/5761/5758.

1.2.1 At least 5 working days in advance of desired time for final inspection. Coordination of time for final inspection shall be made 72 hours in advance.

1.3 The failure to make the arrangements specified in paragraph 1.1 through 1.2.1 above may result in non-acceptance of work.

1.4 No bid submitted shall be invalidated by the failure of the bidder to be licensed in accordance with the laws of this state. However, prior to award of the contract, the contractor must be properly licensed in accordance with the laws of this state in the appropriate classification for the work performed

2. AS-BUILT DRAWINGS, SPECIFICATIONS AND ADDENDA: The Contractor shall maintain, at the job site, one set of full size contract drawings marked in red to show any deviations which have been made from the contract drawings. After completion of work, the Contractor shall submit final as-built drawings to the Contracting Officer. The job will not be accepted until the as-built drawings are submitted. Copies of Specifications and all Addenda will also be required at the job site.

The Contractor shall insure that all subcontractors also have copies of specifications, drawings, and all addenda.

3. REAL PROPERTY RECORDS DD FORM 1354 SUBMISSION: The Contractor shall fill out and provide DD Form 1354 IAW UFC 1-300-08 to the Real

Attachment 3 to

Property Officer. This includes an Interim submission prepared after substantial completion of construction, in preparation for the facility transfer on the Date Available For Use and before, or coincident with, beneficial occupancy. This also includes a final version submitted within 10 days of the effective date and before occupancy.

4. MATERIAL, SCRAP, DEBRIS AND EQUIPMENT: All material, equipment, scrap and debris removed from the construction site and not indicated on the contract drawings or in the Technical Provisions to be relocated or reused, shall become the property of the Contractor and disposed of at an off base site. The Contractor acknowledges that allowance in the contract price has been made for the value, if any, of the materials and equipment that are salvaged.

5. REGULATIONS: The Contractor will be briefed on applicable regulations at the pre-performance conference. Base agencies involved will include Civil Engineering, Fire Department, Law Enforcement, Safety, Bio-Environmental and Flight Operations, as applicable.

Regulations covered include, but are not limited to, base entry passes, traffic speed, theft reporting, fire reporting, emergency hospital care, procurement authority, civil engineering inspection, and airfield precautions.

6. MISCELLANEOUS REPAIR: Where the drawings and specifications indicate that repairs are to be made, but do not show in detail the materials or methods to be used, the Contractor shall make all repairs in accordance with good practices of the trades involved.

7. CONSTRUCTION PERMIT: The Contractor shall obtain a Civil Engineering Construction Permit, March Form 103, from the Base Civil Engineering Construction Management Section, Building 2403. Prior to start of construction Contractor shall process this permit by obtaining the appropriate coordination from base agencies and final signature of the Engineering and Contract Programs Flight Chief.

8. UTILITIES: The Government will furnish such fresh water and electric current at existing outlets as may be required for the work to be performed under this contract at no cost to the contractor. Any temporary connections or lines that may be required will be installed, maintained and removed by the Contractor at contractor's expense and in a manner satisfactory to the Contracting Officer or his/her authorized representative. Removal of such connections or lines will be accomplished prior to final acceptance of the construction.

9. WELDING: Any Contractor performing welding or soldering with open flame is responsible for obtaining a welding permit from the Base Fire Department. A licensed welder shall perform the work. Also, the use of flame producing devices such as tar kettles, blow torches, etc., will require a burn permit from the Base Fire Department.

10. UTILITIES NOT SHOWN: If the Contractor encounters, within the construction limits of the entire project, utilities not shown on the plans and not visible as of the date of this contract, and such utilities interfere with construction operations, immediately notify the Contracting officer as to the necessity for removal or relocation.

Utility maps for gas, water, sewer and electrical lines will be made available to the Contractor at the March ARB CE office.

Attachment 3 to

11. PROTECTION OF EXISTING UTILITIES: Special precautions shall be taken in the vicinity of underground utility routes. Excavation shall be performed carefully be hand digging in any areas within 3 feet of indicated or suspected utility routes whether shown in drawings or staked out. Only after the utility lines have been exposed by hand digging, will mechanical means of excavation be allowed in the vicinity.

12. AVAILABILITY OF WORK AREA: When applicable, phasing of the work will be coordinated with the Contracting Officer or their duly authorized representative who will determine availability of areas for stockpiling of materials, ingress/egress to/from site, and the specific location where the work will be performed. The Contractor shall restrict employees to the immediate area wherein the work required under this contract is to be accomplished. For airfield projects, each day prior to commencing work, the Contractor shall notify Base Operation, Phone No. 951-655-4404, of the number of personnel, equipment, and vehicles that will be working on the airfield runways, and shoulder. The project inspector shall also be notified.

13. ROAD CLOSURES: Where work requires cutting of asphalt or concrete paved roads for trenches or any other purpose, the Contractor shall provide a temporary cold mix asphalt patch within 24 hours of backfilling and compaction. For all roads where trenches must remain open outside of construction hours, the Contractor must cover the opening with steel traffic plate and post warning signs and pylons, unless otherwise directed by the Contracting Officer. Also, all road closures will be reported to the Base Fire Department at least one day prior to closing and will be reported when re-opened to normal traffic flow.

14. OPERATIONAL READINESS INSPECTION AND PRACTICE EXERCISE

OCCURRENCES: At any time during the construction period, one or more Operational Readiness Inspection (ORI) and/or practice exercise may be held at March ARB. If the ORI does not involve the work area, contractor may be allowed to continue work. If the ORI involves the work area, contractor's operations will be controlled in accordance with the standard security procedures and may be required to cease work in the affected area. The maximum duration of an ORI is 7 calendar days while that of a practice exercise is 2 calendar days. The Contractor shall be entitled to extension of the time for the completion of the work as the Contracting Officer shall determine to be just and proper; provided, however, that such claim for such extension of time is made by the Contractor in writing to the Contracting Officer within one week from the time when any such cause for delay occurs.

15. WORK SCHEDULE: Working hours for the contractor will normally be between the hours of 7:30 a.m. and 4:30 p.m. excluding Saturdays, Sundays and Federal holidays. If the contractor desires to work during periods other than listed above, notify the Contracting Officer five days in advance of intention to work during other periods. Approval by the Contracting Officer is required prior to working hours other than those listed above.

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16. SUBMITTALS: The Contractor shall forward to the Contracting Officer for approval all submittals required by the technical sections of the specifications. Contractor shall use AF Form 3000 when making submittals. Cross reference the submitted items by listing the technical section number and paragraph requiring submission.

17. STORM WATER POLLUTION PREVENTION PLAN (SWPPP): The Contractor shall acquire and submit a SWPPP permit from the California Regional Water Quality Control Board – Santa Ana Region Office when the project or task order disturbs more than an acre and forward to the Contracting Officer a approved original.

--END OF SECTION--

Attachment 3 to

SECTION 01330

SUBMITTAL PROCEDURES

03/01

PART 1 GENERAL

1.1 Government Approved

The Governmental approval is required for extensions of design, critical materials, deviations, equipment whose compatibility with the entire system must be checked, and other items as designated by the Contracting Officer.

Contractor shall be required to submit “shop drawings” as required in the individual specification sections herein or as requested by the government.

1.2 APPROVED SUBMITTALS

The Contracting Officer's approval of submittals shall not be construed as a complete check, but will indicate only that the general method of construction, materials, detailing and other information are satisfactory.

Approval will not relieve the Contractor of the responsibility for any error which may exist, as the Contractor under the CQC requirements of this contract is responsible for dimensions, the design of adequate connections and details, and the satisfactory construction of all work. After submittals have been approved by the Contracting Officer, no resubmittal for the purpose of substituting materials or equipment will be considered unless accompanied by an explanation of why a substitution is necessary.

1.3 DISAPPROVED SUBMITTALS

The Contractor shall make all corrections required by the Contracting Officer and promptly furnish a corrected submittal in the form and number of copies specified for the initial submittal. If the Contractor considers any correction indicated on the submittals to constitute a change to the contract, a notice in accordance with the Contract Clause "Changes" shall be given promptly to the Contracting Officer.

1.4 WITHHOLDING OF PAYMENT

Payment for materials incorporated in the work will not be made if required approvals have not been obtained.

PART 2 PRODUCTS (NOT APPLICABLE)

PART 3 EXECUTION

3.1 GENERAL

The Contractor shall make submittals as required by the specifications. The Contracting Officer may request submittals in addition to those specified when deemed necessary to adequately describe the work covered in the respective sections. Units of weights and measures used on all submittals shall be the same as those used in the contract drawings. Each submittal shall be complete and in sufficient detail to allow ready determination of compliance with contract requirements. Prior to submittal, all items shall

Attachment 3 to be checked and approved by the Contractor's Quality Control (CQC) representative and each item shall be shall be stamped, signed, and dated by the CQC representative indicating action taken. Proposed deviations from the contract requirements shall be clearly identified. Submittals shall include items such as: Contractor's, manufacturer's, or fabricator's drawings;

descriptive literature including (but not limited to) catalog cuts, diagrams, operating charts or curves; test reports; test cylinders; samples;

O&M manuals (including parts list); certifications; warranties; and other such required submittals. Submittals requiring Government approval shall be scheduled and made prior to the acquisition of the material or equipment covered thereby. Samples remaining upon completion of the work shall be picked up and disposed of in accordance with manufacturer's Material Safety Data Sheets (MSDS) and in compliance with existing laws and regulations.

3.2 SCHEDULE OF MATERIAL SUBMITTALS

Schedule of Material Submittals will be provided as an attachment to the contract. The list items of equipment and materials for which submittals are required by the specifications; this list may not be all inclusive and additional submittals may be required. The approved submittal will become the scheduling document and will be used to control submittals throughout the life of the contract. The submittal and the progress schedules shall be coordinated.

3.3 SCHEDULING

Submittals covering component items forming a system or items that are interrelated shall be scheduled to be coordinated and submitted concurrently. Certifications to be submitted with the pertinent drawings shall be so scheduled. No delay damages or time extensions will be allowed for time lost in late submittals.

3.4 AS-BUILT DRAWINGS

The contractor shall furnish one full set of as-built black line prints for use in preparation of as-built drawings by the Government. The as-built prints shall be a record of the construction as installed and completed by the contractor. They shall include all the information shown on the contract set of drawings and a record of all deviations, modifications, or changes from those drawings, however minor, which were incorporated in the work, all additional work not appearing on the contract drawings, and all changes which are made after final inspection of the contract work. An electronic copy of the as-built drawing shall be submitted in AutoCAD and PDF format.

3.5 CONTROL OF SUBMITTALS

The Contractor shall carefully control his procurement operations to ensure that each individual submittal is made on or before the Contractor scheduled submittal date shown on the approved "Schedule of Submittals."

3.6 GOVERNMENT APPROVED SUBMITTALS

Upon completion of review of submittals requiring Government approval, the submittals will be identified as having received approval by being so stamped and dated. One (1) copy of the submittal will be retained by the

Attachment 3 to

Contracting Office and one (1) copy of the approved/disapproved AF IMT 3000 will be returned to the Contractor.

-- End of Section –-

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ACI INTERNATIONAL (ACI)

ACI/MCP-1 (2009) Manual of Concrete Practice Part 1:

ACI 104-71R-97 to 223-98

ACI/MCP-2 (2009) Manual of Concrete Practice Part 2

- ACI 224R-01 to ACI 313R-97

ACI/MCP-3 (2009) Manual of Concrete Practice Part 3

- ACI 315-99 to ACI 343R-95

ACI/MCP-4 (2009) Manual of Concrete Practice Part 4

- ACI 345R-05 to 355.2R-04

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 182 (2005) Standard Specification for Burlap Cloth Made from Jute or Kenaf and Cotton Mats

AASHTO M 322M/M 322 (2007) Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 (2004) Basic Hardboard

ASTM INTERNATIONAL (ASTM)

ASTM A 185/A 185M (2007) Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete

ASTM A 496/A 496M (2007) Standard Specification for Steel Wire, Deformed, for Concrete Reinforcement

ASTM A 497/A 497M (2007) Standard Specification for Steel Welded Wire Reinforcement, Deformed, for Concrete

ASTM A 615/A 615M (2008b) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

Attachment 3 to

ASTM A 82/A 82M (2007) Standard Specification for Steel

Wire, Plain, for Concrete Reinforcement

ASTM C 1017/C 1017M (2007) Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C 1107/C 1107M (2008) Standard Specification for Packaged

Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C 1240 (2005) Standard Specification for Silica Fume Used in Cementitious Mixtures

ASTM C 1260 (2007) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C 143/C 143M

ASTM C 150

(2008) Standard Test Method for Slump of Hydraulic-Cement Concrete

(2007) Standard Specification for Portland Cement

ASTM C 156 (2005) Standard Test Method for Water Retention by Concrete Curing Materials

ASTM C 171 (2007) Standard Specification for Sheet Materials for Curing Concrete

ASTM C 172 (2008) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C 173/C 173M (2008a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C 192/C 192M (2007) Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory

ASTM C 231 (2008c) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 233 (2007) Standard Test Method for Air-Entraining Admixtures for Concrete

ASTM C 260 (2006) Standard Specification for

Air-Entraining Admixtures for Concrete

ASTM C 295

ASTM C 309

(2008) Petrographic Examination of Aggregates for Concrete

(2007) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C 31/C 31M (2008b) Standard Practice for Making and

Curing Concrete Test Specimens in the Field

ASTM C 311 (2007) Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland-Cement Concrete

ASTM C 33/C 33M (2008) Standard Specification for Concrete Aggregates

ASTM C 39/C 39M (2005ele2) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C 42/C 42M

ASTM C 494/C 494M

ASTM C 618

(2004) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

(2008a) Standard Specification for Chemical Admixtures for Concrete

(2008a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C 881/C 881M (2002) Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C 920

ASTM C 932

ASTM C 94/C 94M

ASTM C 989

(2008) Standard Specification for Elastomeric Joint Sealants

(2006) Standard Specification for Surface-Applied Bonding Compounds for Exterior Plastering

(2009) Standard Specification for Ready-Mixed Concrete

(2009) Standard Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars

ASTM D 1190

ASTM D 1557

ASTM D 1751

ASTM D 1752

(1997) Standard Specification for Concrete Joint Sealer, Hot-Applied Elastic Type

(2007) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

(2004; R 2008) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

(2004a; R 2008) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

Attachment 3 to

ASTM D 5759 (1995; R 2005) Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for Potential Uses

ASTM D 7116 (2005) Standard Specification for Joint Sealants, Hot Applied, Jet Fuel Resistant

Types, for Portland Cement Concrete

ASTM E 329 (2008) Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction

ASTM E 648 (2008b) Standard Test Method for Critical Radiant Flux of Floor-Covering Systems

Using a Radiant Heat Energy Source

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI lOMSP (2001; 27Ed) Manual of Standard Practice

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST PS 1 (2007) Construction and Industrial Plywood

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 572 (1974) Specifications for Polyvinylchloride Waterstops

U.S. DEPARTMENT OF COMMERCE (DOC)

PSl (1995) Construction and Industrial Plywood

(APA V995)

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS MMM-A-001993 (1978) Adhesive, Epoxy, Flexible, Filled (For Binding, Sealing, and Grouting)

FS SS-S-200

1.2 DEFINITIONS

(Rev E; Am 2) Sealant, Joint, Two-Component, Jet-Blast-Resistant, Cold-Applied, for Portland Cement Concrete Pavement

a. "Cementitious material" as used herein must include all portland cement, pozzolan, fly ash, ground granulated blast-furnace slag, and [silica fume].

b. "Exposed to public view" means situated so that it can be seen from eye level from a public location after completion of the building. A public location is accessible to persons not responsible for operation or maintenance of the building.

c. "Chemical admixtures" are materials in the form of powder or fluids that are added to the concrete to give it certain characteristics not obtainable with plain concrete mixes.

Attachment 3 to

d. "Workability (or consistence)" is the ability of a fresh (plastic) concrete mix to fill the form/mould properly with the desired work (vibration) and without reducing the concrete's quality.

Workability depends on water content, chemical admixtures, aggregate (shape and size distribution), cementitious content and age (level of hydration).

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for Contractor Quality Control approval. Items without a “G” are for information only, and will be available to the Government Quality Control. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Reinforcing steel

SD-03 Product Data

Materials for curing concrete Joint sealants;

Joint filler;

Cement;

Portland Cement Bonding Materials Floor Finish Materials Concrete Curing Materials Reinforcement;

Reinforcement Materials

Epoxy bonding compound

SD-05 Design Data

Concrete mix design; G

Ten days minimum prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, fly ash, pozzolans, [silica fume], ground slag [polypropylene fibers], and admixtures; and applicable reference specifications. Provide mix proportion data using at least three different water-cement ratios for each type of mixture, which

Attachment 3 to produce a range of strength encompassing those required for each class and type of concrete required. If source material changes, resubmit mix proportion data using revised source material.

Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Submit additional data regarding concrete aggregates if the source of aggregate changes. Submit copies of the fly ash, silica fume, and pozzolan test results, in addition. The approval of fly ash, silica fume, and pozzolan, test results must be within 6 months of submittal date. Obtain acknowledgement of receipt prior to concrete placement.

SD-06 Test Reports

Concrete mix design; G

Fly ash

Pozzolan

Ground granulated blast-furnace slag

Aggregates

Compressive strength tests

Air Content

Slump

Air Entrainment

SD-07 Certificates

Curing concrete elements

Material Safety Data Sheets

SD-08 Manufacturer's Instructions

Fly ash

Ground granulated blast-furnace slag

1.4 MODIFICATION OF REFERENCES

Accomplish work in accordance with ACI publications except as modified herein. Consider the advisory or recommended provisions to be mandatory.

Interpret reference to the "Building Official," the "Structural Engineer," and the "Architect/Engineer" to mean the Contracting Officer.

1.5 DELIVERY, STORAGE, AND HANDLING

Do not deliver concrete until vapor barrier, forms, reinforcement, embedded items, and chamfer strips are in place and ready for concrete placement.

ACI/MCP-2 for job site storage of materials. Protect materials from contaminants such as grease, oil, and dirt. Ensure materials can be

Attachment 3 to accurately identified after bundles are broken and tags removed. Do not store concrete curing compounds or sealers with materials that have a high capacity to adsorb volatile organic compound (VOC) emissions. Do not store concrete curing compounds or sealers in occupied spaces.

1.5.1 Reinforcement

Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground. Protect from contaminants such as grease, oil, and dirt. Ensure bar sizes can be accurately identified after bundles are broken and tags removed.

1.6 QUALITY ASSURANCE

1.6.1 Drawings

1.6.1.1 Reinforcing Steel

ACI/MCP-4. Indicate bending diagrams, assembly diagrams, splicing and laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural drawings to determine lengths of reinforcing bars.

1.6.2 Control Submittals

1.6.2.1 Curing Concrete Elements

Submit proposed materials and methods for curing concrete elements.

1.6.2.2 Material Safety Data Sheets

Submit Material Safety Data Sheets (MSDS) for all materials that are regulated for hazardous health effects. Prominently post the MSDS at the construction site.

]1.6.3 Test Reports

1.6.3.1 Concrete Mix Design

Submit copies of laboratory test reports showing that the mix has been successfully tested to produce concrete with the properties specified and that mix must be suitable for the job conditions. Include mill test and all other test for cement, silica fume, aggregates, and admixtures in the laboratory test reports. Provide maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Submit test reports along with the concrete

Attachment 3 to mix design. Obtain approval before concrete placement.

1.6.3.2 Fly Ash and Pozzolan

Submit test results in accordance with ASTM C 618 for fly ash and pozzolan. Submit test results performed within 6 months of submittal date. Submit manufacturer's policy statement on fly ash use in concrete.

1.6.3.3 Ground Granulated Blast-Furnace Slag

Submit test results in accordance with ASTM C 989 for ground granulated blast-furnace slag. Submit test results performed within 6 months of submittal date. Submit manufacturer's policy statement on slag use in concrete.

[1.6.3.4 Aggregates

ASTM C 1260 for potential alkali-silica reactions, ASTM C 295 for petrographic analysis.

]1.7 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 E 329.

1.8 CONCRETE SAMPLING AND TESTING

Testing by the Contractor must include sampling and testing concrete materials proposed for use in the work and testing the design mix for each class of concrete. Perform quality control testing during construction.

Sample and test concrete aggregate materials proposed for use in the work in accordance with ASTM C 33/C 33M.

Sample and test portland cement in accordance with ASTM C 150.

Sample and test air-entraining admixtures in accordance with ASTM C 233.

Testing must be performed by a Grade I Testing Technician.

PART 2 PRODUCTS

2.1 MATERIALS FOR FORMS

Provide wood, plywood, plastic, carton, or steel. Use plywood or steel forms where a smooth form finish is required.

2.1.1 Wood Forms

Use lumber as specified in Section 06 10 00 ROUGH CARPENTRY and as follows. Provide lumber that is square edged or tongue-and-groove boards, free of raised grain, knotholes, or other surface defects. Provide plywood that complies with PSl, B-B concrete form panels or better or AHA A135.4, hardboard for smooth form lining.

2.1.1.1 Concrete Form Plywood {Standard Rough)

Provide plywood that conforms to NIST PS 1, B-B, concrete form, not less than 5/8-inch thick.

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

Provide plywood that conforms to NIST PS 1, B-B, high density form overlay, not less than 5/8-inch thick.

2.1.2 Steel Forms

Provide steel form surfaces that do not contain irregularities, dents, or sags.

2.2 FORM TIES AND ACCESSORIES

The use of wire alone is prohibited. Provide form ties and accessories that do not reduce the effective cover of the reinforcement.

2.2.1 Polyvinylchloride Waterstops

COE CRD-C 572.

2.2.2 Dovetail Anchor Slot

Preformed metal slot approximately 1 by 1 inch of not less than 22 gage galvanized steel cast in concrete. Coordinate actual size and throat opening with dovetail anchors and provide with removable filler material.

2.3 CONCRETE

2.3.1 Contractor-Furnished Mix Design

ACI/MCP-1, ACI/MCP-2, and ACI/MCP-3 except as otherwise specified.

Indicate the compressive strength (f'c) of the concrete for each portion of the structure(s) as indicated on the structural drawings.

Maximum slump shown above may be increased 1 inch for methods of consolidation other than vibration. Slump may be increased to 8 inches when superplasticizers are used. Provide air entrainment using air-entraining admixture. Provide air entrainment within plus or minus 1.5 percent of the value specified.

2.3.1.1 Mix Proportions for Normal Weight Concrete

Trial design batches, mixture proportioning studies, and testing requirements for various classes and types of concrete specified are the responsibility of the Contractor. Base mixture proportions on compressive strength as determined by test specimens fabricated in accordance with ASTM C 192/C 192M and tested in accordance with ASTM C 39/C 39M. Samples of all materials used in mixture proportioning studies must be representative of those proposed for use in the project and must be accompanied by the manufacturer's or producer's test report indicating compliance with these specifications. Base trial mixtures having proportions, consistencies, and air content suitable for the work on methodology described in ACI/MCP-1. In the trial mixture, use at least three different water-cement ratios for each type of mixture, which must produce a range of strength encompassing those required for each class and type of concrete required on the project. The maximum water-cement ratio required must be based on equivalent water-cement ratio calculations as determined by the conversion from the weight ratio of water to cement plus

Attachment 3 to pozzolan, silica fume, and ground granulated blast-furnace slag by weight equivalency method. Design laboratory trial mixture for maximum permitted slump and air content. Each combination of material proposed for use must have separate trial mixture, except for accelerator or retarder use can be provided without separate trial mixture. Report the temperature of concrete in each trial batch. For each water-cement ratio, at least three test cylinders for each test age must be made and cured in accordance with ASTM C 192/C 192M and tested in accordance with ASTM C 39/C 39M for 7 and 28 days. From these results, plot a curve showing the relationship between water-cement ratio and strength for each set of trial mix studies. In addition, plot a curve showing the relationship between 7 and 28 day strengths.

2.3.1.2 Required Average Strength of Mix Design

The selected mixture must produce an average compressive strength exceeding the specified strength by the amount indicated in ACI/MCP-2. When a concrete production facility has a record of at least 15 consecutive tests, the standard deviation must be calculated and the required average compressive strength must be determined in accordance with ACI/MCP-2. When a concrete production facility does not have a suitable record of tests to establish a standard deviation, the required average strength must follow ACI/MCP-2 requirements.

2.3.2 Concrete Curing Materials

2.3.2.1 Absorptive Cover

Provide burlap cloth cover for curing concrete made from jute or kenaf, weighing 10 ounces plus or minus 5 percent per square yard when clean and dry, conforming to ASTM C 171, Class 3; or cover may be cotton mats as approved.

2.3.2.2 Moisture-Retaining Cover

Provide waterproof paper cover for curing concrete conforming to ASTM C 171, regular or white, or polyethylene sheeting conforming to ASTM C 171, or polyethylene-coated burlap consisting of a laminate of burlap and a white opaque polyethylene film permanently bonded to the burlap; burlap must conform to ASTM C 171, Class 3, and polyethylene film must conform to ASTM C 171. When tested for water retention in accordance with ASTM C 156, weight of water lost 72 hours after application of moisture retaining covering material must not exceed 0.039 gram per square centimeter of the mortar specimen surface.

2.3.2.3 Membrane-Forming Curing Compound

Provide liquid type compound conforming to ASTM C 309, Type 1, clear, Type lD with fugitive dye for interior work and Type 2, white, pigmented for exterior work.

2.4 MATERIALS

2.4.1 Cement

ASTM C 150, Type I or II except as modified herein. For portland cement manufactured in a kiln fueled by hazardous waste, maintain a record of source for each batch. Supplier must certify that the hazardous waste is neutralized by the manufacturing process and that no additional pollutants

Attachment 3 to are discharged. For exposed concrete, use one manufacturer for each type of cement, ground slag, fly ash, and pozzolan.

2.4.1.1 Fly Ash and Pozzolan

ASTM C 618, Type N, F, or C, except that the maximum allowable loss on ignition must be 6 percent for Types N and F. Add with cement. Report the chemical analysis of the fly ash in accordance with ASTM C 311. Evaluate and classify fly ash in accordance with ASTM D 5759.

High contents of supplementary cementitious materials can have some detrimental effects on the concrete properties, such as slowing excessively the strength gain rate, and delaying and increasing the difficulty of finishing. The recommended maximum content (by weight of the total cementitious material) for these materials are:

1. For GGBF slag: 50 percent

2. For fly ash or natural pozzolan: 40 percent (25 percent in cold climates)

3. For silica fume: 10 percent

2.4.1.2 Silica Fume

ASTM C 1240, provide silica fume that is a by-product of silicon or ferrosilicon production.

]2.4.1.3 Portland Cement

Provide cement that conforms to ASTM C 150, Type I, IA, II, or IIA. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

2.4.2 Water

Minimize the amount of water in the mix. The amount of water must not exceed 45 percent by weight of cementitious materials (cement+ pozzolans), and in general, improve workability by adjusting the grading rather than by adding water. Water must be fresh, clean, and potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete.

2.4.3 Aggregates

ASTM C 33/C 33M, except as modified herein. Furnish aggregates for exposed concrete surfaces from one source. Provide aggregates that do not contain any substance which may be deleteriously reactive with the alkalies in the cement.

2.4.3.1 Aggregates/Combined Aggregate Gradation (Floor Slabs Only)

ASTM C 33/C 33M, uniformly graded and as follows: Nominal maximum aggregate size of 1 inch. A combined sieve analysis must indicate a well graded aggregate from coarsest to finest with not more than 18 percent and not less than 8 percent retained on an individual sieve, except that less than 8 percent may be retained on coarsest sieve and on No. 50 (0.3mm) sieve, and less than 8 percent may be retained on sieves finer than No. 50 (0.3mm). Provide sand that is at least 50 percent natural sand.

Attachment 3 to

2.4.4 Nonshrink Grout

ASTM C 1107/C 1107M.

2.4.5 Admixtures

ASTM C 494/C 494M: Type A, water reducing; Type B, retarding; Type C, accelerating; Type D, water-reducing and retarding; and Type E, water-reducing and accelerating admixture. Do not use calcium chloride admixtures.

2.4.5.1 Air-Entraining

ASTM C 260.

2.4.5.2 High Range Water Reducer (HRWR) (Superplasticizers)

ASTM C 494/C 494M, Type F [and Type G (HRWR retarding admixture)] and

ASTM C 1017/C 1017M.

2.4.5.3 Pozzolan

Provide fly ash or other pozzolans used as admixtures that conform to

ASTM C 618.

2.4.6 Materials for Curing Concrete

Consider the use of water based or vegetable or soy based curing agents in lieu of petroleum based products. Consider agents that are not toxic and emit low or no Volatile Organic Compounds (VOC). Consider the use of admixtures that offer high performance to increase durability of the finish product but also have low toxicity and are made from bio-based materials such as soy, and emit low levels of Volatile Organic Compounds (VOC).

2.4.6.1 Impervious Sheeting

ASTM C 171; waterproof paper, clear or white polyethylene sheeting, or polyethylene-coated burlap.

2.4.6.2 Pervious Sheeting

AASHTO M 182.

2.4.6.3 Liquid Membrane-Forming Compound

ASTM C 309, white-pigmented, Type 2, Class B.

2.4.8 Epoxy Bonding Compound

ASTM C 881/C 881M. Provide Type I for bonding hardened concrete to hardened concrete; Type II for bonding freshly mixed concrete to hardened concrete; and Type III as a binder in epoxy mortar or concrete, or for use in bonding skid-resistant materials to hardened concrete. Provide Grade 1 or 2 for horizontal surfaces and Grade 3 for vertical surfaces. Provide Class A if placement temperature is below 40 degrees F; Class B if placement temperature is between 40 and 60 degrees F; or Class C if placement temperature is above 60 degrees F.

2.5 REINFORCEMENT

Attachment 3 to

2.5.1 Reinforcing Bars

ACI/MCP-2 unless otherwise specified. [Use deformed steel.] ASTM A 615/A 615M and AASHTO M 322M/M 322 with the bars marked A, S, W, Grade 60.

2.5.2 Wire

ASTM A 82/A 82M or ASTM A 496/A 496M.

2.5.2.1 Welded Wire Fabric

ASTM A 185/A 185M or ASTM A 497/A 497M. Provide flat sheets of welded wire fabric for slabs and toppings.

2.5.2.2 Steel Wire

Wire must conform to ASTM A 82/A 82M.

2.5.3 Reinforcing Bar Supports

Provide bar ties and supports of coated or non corrodible material.

2.5.4 Supports for Reinforcement

Supports include bolsters, chairs, spacers, and other devices necessary for proper spacing, supporting, and fastening reinforcing bars and wire fabric in place.

Provide wire bar type supports conforming to ACI/MCP-3 and CRSI lOMSP.

Legs of supports in contact with formwork must be hot-dip galvanized, or plastic coated after fabrication, or stainless-steel bar supports.

2.6 BONDING MATERIALS

2.6.1 Concrete Bonding Agent

Provide aqueous-phase, film-forming, nonoxidizing, freeze and thaw-resistant compound agent suitable for brush or spray application conforming to ASTM C 932.

2.6.2 Epoxy-Resin Adhesive Binder

Provide two-component, epoxy-polysulfide polymer type binder with an amine-type curing-agent conforming to FS MMM-A-001993, Type I or

ASTM C 881/C 881M.

2.7 FLOOR FINISH MATERIALS

2.7.1 Liquid Chemical Floor Hardener

Hardener must be a colorless aqueous solution containing a blend of magnesium fluorosilicate and zinc fluorosilicate combined with a wetting agent. Solution must contain not less than 1/2 pounds of fluorosilicates per gallon. An approved proprietary chemical hardener may be used provided hardener is delivered ready for use in manufacturer's original containers.

2.8 CLASSIFICATION AND QUALITY OF CONCRETE

2.8.1 Concrete Classes and Usage

Provide concrete classes, compressive strength, requirements for air entrainment, and usage as follows:

CONCRETE

CLASS

MIN. 28-DAY

COMPRESSIVE

STRENGTH

POUNDS PER

SQ. IN.

REQUIREMENT

FOR AIR

ENTRAINMENT USAGE

3A 3,000 Air- For foundation concrete entrained work exposed to freez-ing and thawing or subjected to hy-draulic pressure, such as foundation walls, grade beams, pits, tunnels. For exterior concrete slabs, such as steps, platforms, walks

Attachment 3 to

CONCRETE

CLASS

MIN. 28-DAY

COMPRESSIVE

STRENGTH

POUNDS PER

SQ. IN.

REQUIREMENT

FOR

AIR ENTRAIN

MENT

USAGE

2.8.2 Limits for Concrete Proportions

Provide limits for maximum water/cement ratio and minimum cement content for each concrete class as follows:

3N 3,000 Nonair-entrained

For foundation concrete work not exposed to freezing and thawing or subjected to hydraulic pressure, such as foot-ings, pile caps, foundation mats. For interior slabs on ground to be covered with resilient floor-ing

4A 4,000 Air-entrained

For structural con-crete work exposed to freezing and thawing, unless otherwise in-dicated or specified, such as exterior columns and spandrels

4N 4,000 Nonair-entrained

For structural con-crete work not exposed to freezing and thawing such as interior col-umns, beams,supported slabs and other structural members for interior slabs on ground subjected to foot traffic

2.5A 2,500 Air-entrained

For concrete not re-inforced and not exposed to freezing and thawing

2.5N 2,500 Nonair-entrained

For concrete not re-inforced and not exposed to freezing and thawing

5A 5,000 Air-entrained

For structural con-crete work as indicated

SN 5,000 Nonair-entrained

For structural con-crete work as indicated

Attachment 3 to

MAX.

WATER/CEMENT

RATIO

MIN. CEMENT FOR 3- TO

4-INCH SLUMP, (NO. OF 94-

CLASS BY WEIGHT POUND SACKS) PER CU. YD.

2.5A 0.58 4.75

2.5N 0.62 4.75

3A 0.50 5.25

3N 0.54 5.25

4A 0.46 6.0

4N 0.48 6.0

5A 0.41 6.5

5N 0.44 6.5

* Weight of water to weight of cement in pounds in one cubic yard of concrete

2.8.3 Maximum Size of Aggregate

Size of aggregate, designated by the sieve size on which maximum amount of retained coarse aggregate is 5 to 10 percent by weight, must be as follows:

MAXIMUM

SIZE OF

ASTM C 33/C 33M

SIZE

AGGREGATE NUMBER TYPE OF CONSTRUCTION

2 inches 357 Nonreinforced footings and other flat work having a depth of not less than 6 inches, and nonreinforced walls and other formed sections having a dimension between forms of not less than 10 inches

1-1/2 inches 467 Monolithic slabs on ground, concrete fill, and other flat-work having a depth of not less than 5 inches and a clear distance between reinforcing bars of not less than 2 inches

3/4 inch 67 Reinforced walls, columns, girders, beams, and other formed sections having a dimen-sion between forms of not less than 6 inches and clear distance between reinforcing bars or reinforcing bar and face of form of not less than

1 inch

3/4 inch 67 Monolithic concrete slabs and

Attachment 3 to

MAXIMUM ASTM C 33/C 33M

SIZE OF SIZE

AGGREGATE NUMBER TYPE OF CONSTRUCTION

other flatwork having a depth of not less than 2-1/2 inches and a clear distance between reinforcing bars of not less than 1 inch

1/2 inch 7 Concrete joist construction, beams, reinforced walls, and other formed work having a clear distance between rein-forcing bars and face of form of less than 1 inch

3/8 inch 8 Nonreinforced slabs and other flatwork having a depth of less than 2-1/2 inches

Maximum size of aggregate may be that required for most critical type of construction using that concrete class.

Specify gradation of aggregates for separate floor topping.

2.8.4 Slump

Provide slump for concrete at time and in location of placement as follows:

TYPE OF CONSTRUCTION SLUMP

Footings, unreinforced walls

Columns, beams, reinforced walls, monolithic slabs

Ramps and other sloping surfaces

2.8.5 Total Air Content

Not less than 1 inch nor more than 3 inches

Not less than 1 inch nor more than 4 inches

0 nor more than 3 inches

Air content of exposed concrete and interior concrete must be in accordance with ASTM C 260 and/or as follows:

Attachment 3 to

LIMITS

EXPOSUR

REQUIREMENT

FOR

AIR ENTRAIN

MAXIMUM

SIZE OF

TOTAL AIR

CONTENT BY VOLUME

Exposed to freezing and thawing

Air-entrained

1-1/2 or 2 inches 3/4 inch to to

6 percent

7 percent or subjected to hydraulic 1/2 or 6 to 8.5 percent pressure 3/8 inch

Provide concrete exposed to freezing and thawing or subjected to hydraulic pressure that is air-entrained by addition of approved air-entraining admixture to concrete mix.

PART 3 EXECUTION

3.1 EXAMINATION

Do not begin installation until substrates have been properly constructed;

verify that substrates are plumb and true.

If substrate preparation is the responsibility of another installer, notify Architect/Engineer of unsatisfactory preparation before processing.

Check field dimensions before beginning installation. If dimensions vary too much from design dimensions for proper installation, notify Architect/Engineer and wait for instructions before beginning installation.

3.2 PREPARATION

Determine quantity of concrete needed and minimize the production of excess concrete. Designate locations or uses for potential excess concrete before the concrete is poured.

3.2.1 General

Surfaces against which concrete is to be placed must be free of debris, loose material, standing water, snow, ice, and other deleterious substances before start of concrete placing.

Remove standing water without washing over freshly deposited concrete.

Divert flow of water through side drains provided for such purpose.

3.2.2 Subgrade Under Foundations and Footings

When subgrade material is semiporous and dry, sprinkle subgrade surface with water as required to eliminate suction at the time concrete is deposited. When subgrade material is porous, seal subgrade surface by covering surface with specified water barrier subgrade cover; this may also be used over semiporous, dry subgrade material instead of water sprinkling.

3.2.3 Subgrade Under Slabs on Ground

Before construction of slabs on ground, have underground work on pipes and conduits completed and approved.

Previously constructed subgrade or fill must be cleaned of foreign materials and inspected by the Contractor for adequate compaction and

Attachment 3 to surface tolerances as specified.

Actual density of top 12 inches of subgrade soil material-in-place must not be less than the following percentages of maximum density of same soil material compacted at optimum moisture content in accordance with

ASTM D 1557.

SOIL MATERIAL PERCENT MAXIMUM DENSITY

Drainage fill

Cohesionless soil material

Cohesive soil material

Finish surface of drainage fill under interior slabs on ground must not show deviation in excess of 1/4 inch when tested with a 10-foot straightedge parallel with and at right angles to building lines.

Finished surface of subgrade or fill under exterior slabs on ground must not be more than 0.02-foot above or 0.10-foot below elevation indicated.

Prepare subgrade or fill surface under exterior slabs on ground as specified for subgrade under foundations and footings.

3.2.4 Formwork

Complete and approve formwork. Remove debris and foreign material from interior of forms before start of concrete placing.

3.2.5 Edge Forms and Screed Strips for Slabs

Set edge forms or bulkheads and intermediate screed strips for slabs to obtain indicated elevations and contours in finished slab surface and must be strong enough to support vibrating bridge screeds or roller pipe screeds if nature of specified slab finish requires use of such equipment. Align concrete surface to elevation of screed strips by use of strike-off templates or approved compacting-type screeds.

3.2.6 Reinforcement and Other Embedded Items

Secure reinforcement, joint materials, and other embedded materials in position, inspected, and approved before start of concrete placing.

3.3 FORMS

ACI/MCP-2. Provide forms, shoring, and scaffolding for concrete placement. Set forms mortar-tight and true to line and grade. Chamfer above grade exposed joints, edges, and external corners of concrete 0.75 inch unless otherwise indicated. Provide formwork with clean-out openings to permit inspection and removal of debris. Forms submerged in water must be watertight.

3.3.1 General

Construct forms to conform, within the tolerances specified, to shapes dimensions, lines, elevations, and positions of cast-in-place concrete members as indicated. Forms must be supported, braced, and maintained sufficiently rigid to prevent deformation under load.

Attachment 3 to

3.3.2 Design and Construction of Formwork

Provide formwork design and construction that conforms to and ACI/MCP-2, Chapter 4.

Provide forms that are tight to prevent leakage of cement paste during concrete placing.

Support form facing materials by structural members spaced close to prevent deflection of form facing material. Fit forms placed in successive units for continuous surfaces to accurate alignment to ensure a smooth completed surface within the tolerances specified. Where necessary to maintain the tolerances specified, such as long spans where immediate supports are not possible, camber formwork for anticipated deflections in formwork due to weight and pressure of fresh concrete and to construction loads.

Chamfer exposed joints, edges, and external corners a minimum of 3/4 inch by moldings placed in corners of column, beam, and wall forms.

Provide shores and struts with a positive means of adjustment capable of taking up formwork settlement during concrete placing operations. Obtain adjustment with wedges or jacks or a combination thereof. When adequate foundations for shores and struts cannot be secured, provide trussed supports.

Provide temporary openings in wall forms, column forms, and at other points where necessary to permit inspection and to facilitate cleaning.

Provide forms that are readily removable without impact, shock, or damage to concrete.

3.3.3 Coating

Before concrete placement, coat the contact surfaces of forms with a nonstaining mineral oil, nonstaining form coating compound, or two coats of nitrocellulose lacquer.