Attachment 2 Wildlife Barn Specifications.pdf

USDA Wildlife Barn 100% Documents

Edinburg, TX April 13, 2022

CONCRETE FORMING AND ACCESSORIES

Copyright 2018 Walter P Moore

03 10 00 - 1

SECTION 03 10 00 – CONCRETE FORMING AND ACCESSORIES

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

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

Conditions and Division 01 Specification sections, apply to work of this section.

1.2 SUMMARY

A. Section includes formwork, shoring, falsework, bracing, and other temporary supports required to form and support all cast-in-place concrete shown on the drawings.

B. Related Requirements:

1. Specification 01 40 00 “Quality Requirements” for requirements of material testing and inspection.

2. Specification 03 20 00 “Concrete Reinforcing” for reinforcement associated with cast-in-place concrete.

3. Specification 03 30 00 “Cast-in-Place Concrete” for cast-in-place concrete and related products.

1.3 REFERENCES

A. Definitions:

1. Formwork: The total system of support for freshly placed concrete, including the mold or sheathing that contacts the concrete and all supporting members, hardware, and necessary bracing.

2. Professional Engineer: A professional engineer who is licensed to practice engineering in the state where the project is located and who is experienced in providing engineering services of the kind indicated. Engineering services are defined as those performed for projects with concrete formwork that are similar to that indicated for this Project in material.

B. Reference Standards:

1. Comply with the provision of the following codes, specifications, and standards except where more stringent requirements are shown or specified:

a. ACI 117, "Specifications for Tolerances for Concrete Construction and Materials."

b. ACI 301, "Specifications for Structural Concrete for Buildings."

c. ACI 318, "Building Code Requirements for Structural Concrete."

d. ACI 347, “Guide to Formwork for Concrete.”

e. ACI 347.2, “Guide for Shoring/Reshoring of Concrete Multistory Buildings.”

DRAFT

CONCRETE FORMING AND ACCESSORIES

Copyright 2018 Walter P Moore

03 10 00 - 2

f. CRSI, "Manual of Standard Practice."

1.4 RESPONSIBILITY

A. The design, construction, and safety of all formwork shall be the responsibility of the Contractor.

All forms, falsework, bracing, and other temporary supports shall be engineered to support all loads imposed including the wet weight of concrete, construction equipment, live loads, lateral loads due to wind and wet concrete imbalance. The Contractor shall also be responsible for determining when temporary supports and other bracing may be safely removed.

PART 2 - PRODUCTS

2.1 FORM-FACING MATERIALS

A. Smooth-Formed Finished Concrete: Unless otherwise specified, formwork for exposed concrete surfaces, shall consist of plywood, metal, metal framed plywood, or other acceptable surface.

Formwork shall provide a continuous straight and smooth surface conforming to the joint system as specified on the Architect's drawings. Form material shall have sufficient thickness to withstand pressure of concrete without bow or deflection. Plywood shall be exterior grade plywood panels, suitable for concrete forms, complying with U.S. Product Standard PS-1, each piece bearing a legible inspection trademark, and as follows:

1. High Density Overlay (100/30 min. rating) on Hardwood Face, Class 1 or better.

2.2 FORMWORK COATINGS

A. Formwork coatings shall be of a commercial formulation that will not bond with, stain, nor adversely affect concrete surfaces or impair subsequent treatment of concrete surfaces requiring bond or adhesion, nor impede curing with water or curing compounds. Provide a product that has a maximum VOC (Volatile Organic Compounds) of 50 g/l but not greater than that permitted by the local government agency having jurisdiction in the area where the project is located.

B. Products: Subject to compliance with requirements, provide one of the following:

1. Dayton Superior; Bio-Release EF.

2. Unitex; Farm Fresh.

3. Universal Form Clamp; Bio-Form.

4. US Spec; Aqua Blue.

2.3 NAILS AND FASTENERS

A. Use only galvanized nails and fasteners for securing formwork in structures exposed to weather or unconditioned spaces such as garages, canopies, and porte-cocheres. DRAFT

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2.4 FORM TIES

A. Factory-fabricated, removable or snap-off metal or glass-fiber-reinforced plastic form ties designed to resist lateral pressure of fresh concrete on forms and to minimize spalling of concrete on removal.

1. Exposed Surfaces: For surfaces designated with Surface Finish Class SF-2.x or SF-3.x, furnish units that will leave no portion of the tie closer than 3/4 inch to the plane of the concrete surface and that will leave holes not larger than one inch in diameter in concrete surface when the ends or end-fasteners have been removed.

2. Dampproofed Surfaces: Furnish ties with integral water-barrier plates to walls indicated to receive dampproofing or waterproofing.

3. Exposed to Weather or Unconditioned Space: Provide removable, glass-fiber-reinforced plastic, stainless steel, or galvanized form ties that will leave no corrodible metal closer than 1 1/2 inches in surfaces that will be exposed to weather or in an unconditioned space in the final structure. The ties shall leave holes no larger than one inch in diameter in concrete surfaces when the ends or end-fasteners are removed.

2.5 CHAMFER STRIPS

A. Provide wood, metal, PVC, or rubber strips, 3/4 by 3/4 inch, minimum.

PART 3 - EXECUTION

3.1 FABRICATION AND CONSTRUCTION

A. Design, erect, support, brace, and maintain formwork, according to ACI 301, to support vertical, lateral, static, and dynamic construction loads that might be applied until the concrete structure can support such loads.

B. Construct forms to sizes, shapes, lines, and dimensions shown, and to obtain accurate alignment, location, grades, level and plumb work in finished structures. Provide for openings, offsets, keyways, recesses, chamfers, blocking, screeds, bulkheads, anchorages, inserts, and other features required in work. Use selected materials to obtain required finishes. Solidly butt joints and provide back-up at joints to prevent leakage of concrete mortar.

C. Fabricate forms for easy removal without hammering or prying against concrete surfaces.

Provide crush plates or wrecking plates where stripping may damage cast concrete surfaces.

Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. Kerf wood inserts for forming keyways, reglets, recesses, and the like, to prevent swelling and for easy removal.

D. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and slopes in finished concrete surfaces. Provide and secure units to support screed strips; use strike-off templates or compacting-type screeds.

E. Provide temporary openings where interior area of formwork is inaccessible for cleanout, for inspection before concrete placement, and for placement of concrete. Securely brace temporary

03 10 00 - 4 openings and patch forms to prevent loss of concrete mortar. Locate temporary openings on forms at inconspicuous locations.

F. Chamfer exposed corners and edges as indicated, using specified chamfer strips fabricated to produce uniform smooth lines and tight edge joints.

G. Provisions for Other Trades: Provide openings in concrete formwork to accommodate work of other trades. Determine size and location of openings, recesses and chases from trades providing such items. Accurately place and securely support items built into forms.

3.2 CLEANING AND TIGHTENING

A. Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and all other debris just prior to concrete placement. Retighten forms and bracing prior to concrete placement as required to prevent concrete mortar leaks and maintain proper alignment.

3.3 CLEANING AND RE-USE OF FORMS

A. Forms reused in the work shall be repaired and cleaned. Split, frayed, delaminated, or otherwise damaged facing material will not be acceptable for exposed surfaces. Forms intended for successive concrete placement shall have surfaces cleaned, fins and laitance removed, and joints tightened to avoid surface offsets. New form coating compound shall be applied to reused forms.

Thin form-coating compounds only with thinning agent of type, and in amount, and under conditions of form-coating compound manufacturer's directions. Do not allow excess form-coating material to accumulate in forms or to come into contact with in-place concrete surfaces against which fresh concrete will be placed. Apply in compliance with manufacturer's instructions. Coat steel forms with a non-staining, rust-preventative form oil or otherwise protect against rusting. Rust-stained steel formwork is not acceptable.

3.4 TOLERANCES

A. Unless specified otherwise, all tolerances for concrete formwork shall conform to ACI Standard

117, "Standard Tolerances for Concrete Construction and Materials". Before concrete placement the Contractor shall check lines and levels of erected formwork and make any corrections and adjustments as required to ensure proper size and location of concrete members and stability of forming systems. During concrete placement the Contractor shall check formwork and supports to ensure that forms have not displaced and that completed work will be within specified tolerances.

B. Construct forms so as to limit the offset between adjacent pieces of formwork facing material in accordance with the surface tolerance class as defined in ACI 117 corresponding to the Surface

Finish Class noted on the drawings. The offset limits shall apply to both abrupt and gradual variations in the surface. DRAFT

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3.5 REMOVAL OF FORMS AND SUPPORTS

A. Determination by Contractor's Registered Engineer: The Contractor's registered professional engineer shall determine and submit for Owner's record the time and sequence of formwork and shore removal subject to the criteria as specified below. The submittal shall clearly distinguish between reshoring and backshoring procedures.

B. Determining in situ Strength of Concrete: The General Contractor shall be responsible for making and curing concrete cylinders, cured under field conditions, for the purpose of determining concrete strength at time of form and shore removal. Such cylinders shall be made by the

Contractor and tested by his testing laboratory.

C. Records of Weather Conditions: The Contractor shall be responsible for keeping records of weather conditions to be used in the decision on when to remove forms.

D. Formwork Not Supporting Concrete: Formwork not supporting concrete, such as sides of beams, walls, columns and similar parts of the structure, may be removed after cumulatively (not necessarily consecutively) curing at not less than 50°F for 12 hours after placing concrete, provided the concrete is sufficiently hard so as not to be damaged by form removal operations and provided curing and protection operations are maintained. If ambient air temperatures remain below 50°F, if retarding agents are used, or if Type II and Type V Portland cement is used, then this specified minimum period shall be increased as required to safely remove the forms without damage to the concrete. Where such forms also support formwork for slab or beam soffits, the removal times of the latter shall govern.

3.6 FIELD QUALITY CONTROL

A. Field Inspection:

1. Shallow Foundation Elements:

a. Verify element width, length, depth, and elevation.

b. Verify that forms are plumb and straight, braced against movement, and lubricated for removal.

2. Slabs-on-Grade:

a. Verify formwork at turndowns and slab edges is plumb and straight, braced against movement and lubricated for removal.

3. Walls:

a. Verify that forms are plumb and straight, braced against movement, lubricated for removal, and conform to approved shop drawings.

b. Verify proper dimensions and orientation.

4. In-Situ Concrete Strength Verification Prior to Form Stripping: The Testing Laboratory shall verify that the concrete has reached the required minimum strength before form removal by evaluating the specified tests. Refer to Specification 03 30 00 “Cast-in-Place

Concrete” for additional information regarding the tests.

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END OF SECTION 03 10 00

CONCRETE REINFORCING

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SECTION 03 20 00 – CONCRETE REINFORCING

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

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

Conditions and Division 01 Specification sections, apply to work of this section.

1.2 SUMMARY

A. Section includes labor, materials, hardware, equipment, transportation and services required to fabricate and place all reinforcement for cast-in-place concrete including bars, welded wire reinforcement, ties and supports shown on the drawings and as specified.

B. Related Requirements:

1. Specification 01 40 00 “Quality Requirements” for requirements of material testing and inspection.

2. Specification 03 10 00 “Concrete Forming and Accessories” for forming associated with cast-in-place concrete.

3. Specification 03 30 00 “Cast-in-Place Concrete” for cast-in-place concrete and related products.

1.3 PRICE AND PAYMENT PROCEDURES

A. Alternates:

1. Products Requiring International Code Council (ICC) Evaluation Service Reports:

a. For those products listed in Part 2 as requiring Evaluation Service Reports (ESRs), alternate products that do not have ESRs will be considered by the Engineer only if valid research reports or test data from an independent and approved agency is provided and use of the product receives prior approval from the Building Official.

1.4 REFERENCES

A. Reference Standards:

1. Comply with all provisions of the following codes, specifications, and standards except where more stringent requirements are shown or specified:

a. ACI 117, “Specifications for Tolerances for Concrete Construction and Materials."

b. ACI 301, "Specifications for Structural Concrete for Buildings."

c. ANSI/AWS D1.4, “Structural Welding Code – Reinforcing Steel.”

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d. CRSI, "Manual of Standard Practice."

1.5 ADMINISTRATIVE REQUIREMENTS

A. Coordination:

1. Quality Control: The Contractor is responsible for quality control, including workmanship and materials furnished by subcontractors and suppliers.

2. Document Conflict and Precedence: In case of conflict among documents, including architectural and structural drawings and specifications, notify the Architect/Engineer prior to submitting proposal. In case of conflict between and/or among the structural drawings and specifications, the strictest interpretation shall govern, unless specified otherwise in writing by the Architect/Engineer.

1.6 SUBMITTALS

A. Product Data: Submit manufacturer’s product data with application and installation instructions for proprietary materials and items including mechanical splices, hooked anchorage systems, dowel bar replacement systems, and dowel bar sleeves.

B. Shop Drawings:

1. Submit shop drawings for all reinforcing steel and related accessories for the Engineer's approval. Shop drawings shall show arrangement and layout, bending and assembly diagrams, bar schedules, stirrup spacing, splicing and laps of bars and shall be prepared in accordance with CRSI Standards.

C. Certificates:

1. Submit, for record, mill certificates and/or test results signed by Producer, for all reinforcement.

D. Test and Evaluation Reports:

1. Submit International Code Council (ICC) Evaluation Service Reports indicating approval from ICC Evaluation Service, Inc. for mechanical splices, hooked anchorage systems, and dowel bar replacement systems.

1.7 QUALITY ASSURANCE

A. Testing Laboratory Requirements: The Owner’s Testing Laboratory shall:

1. Review the Welding Procedure Specification (WPS) submitted by the Contractor for any reinforcing steel other than ASTM A 706 that is proposed to be welded for consistency with acceptable welding practices and AWS.

2. Review the welder qualifications by certification or verify by retesting and shall obtain the welder certificates.

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B. Welder Qualifications: Qualify procedures and personnel according to ANSI/AWS D1.4.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Steel Reinforcement:

1. Reinforcing materials shall be delivered from the mill in bundles that are identified as to heat number and manufacturer and accompanied with mill and analysis test reports and an affidavit from the supplier stating that the material conforms to the requirements of the governing ASTM specification listed herein.

2. Use reinforcing steel made from 90% recycled material, two-thirds of which shall be post-consumer material. A minimum of 50% of the material in the reinforcement must have been extracted, harvested, or recovered as well as manufactured, within 500 miles of the project site.

3. Reinforcing Bars: Reinforcing bars shall conform to ASTM A 615, Grade 60 or as noted on the drawings.

4. Weldable Reinforcing Bars: All reinforcing bars noted on the drawings as being required to be welded shall conform to ASTM A 706, Grade 60.

5. Plain Steel Welded Wire Reinforcement: ASTM A 1064 with a yield strength of 65,000

PSI. Provide in flat sheets only.

2.2 SPLICES

A. Mechanical Tension Splices:

1. Mechanical splices shall conform to Type 1 splices and shall develop, in tension and compression, 1.25 times the specified yield strength of the splice bar.

2. Splices shall be approved by the ICC-Evaluation Service, Inc and shall have the

Evaluation Service Report submitted for Engineer review.

3. The bar ends that are to attach to the splice shall be prepared and installed in accordance with the manufacturer’s requirements.

4. The following are acceptable mechanical tension splices (splices qualified for use with grade 75 bars are parenthetically noted), provided that their Evaluation Service Reports are still valid at the time of intended use on the project:

a. BarSplice Products, Inc.; BPI-Grip XL System (ESR-2299).

b. BarSplice Products, Inc.; Taper Threaded Grip-Twist System (ESR-2299).

c. BarSplice Products, Inc.; Position Taper Threaded Grip-Twist System (ESR-2299).

d. Headed Reinforcement Corporation; HRC 500/510 Xtender Mechanical Coupler

System (ESR-2764).

e. Dayton Superior Corporation; DBDI Reinforcing Bar Mechanical Splice System

(ESR-2649).

B. Dowel Bar Replacement: All grade 60 reinforcing steel dowel bars shown on the drawings crossing concrete construction joint surfaces with inserts cast flush against the form and having

03 20 00 - 4 reinforcing bars connected to the insert in a subsequent concrete pour shall conform to the following:

1. Splice connection to the insert shall develop the 1.25 times the specified yield strength and the full tensile strength of the spliced bar.

2. Splices shall be approved by the ICC Evaluation Service, Inc. as expressed in an ICC

Evaluation Service Report which shall be submitted for review.

3. The following are acceptable products (for use only with grade 60 bars), provided that their Evaluation Service Reports are still valid at the time of intended use on the project:

a. Dextra Manufacturing Co., Ltd.; Bartec Mechanical Splice System for Steel

Reinforcing Bars in Concrete (ESR-1705).

b. nVent Electric, plc.; Lenton Form Saver (ER-3967).

C. Hooked Anchorage Replacement: Reinforcing bar terminations shall be manufactured out of

ASTM A 576, ASTM A 615, or A 706 material and shall develop the full tensile strength of the bar when installed at the manufacturer’s recommended depth.

1. The anchorage shall be approved by the ICC Evaluation Service Inc. as expressed in an

ICC Evaluation Service Report which shall be submitted for review.

2. The following are acceptable products (for use only with grade 60 bars), provided that their Evaluation Service Reports are still valid at the time of intended use on the project:

a. Dextra Manufacturing Co., Ltd; Bartec Mechanical Anchorages for Steel

Reinforcing Bars in Concrete (ESR-2166).

b. Headed Reinforcement Corporation; HRC 555 Headed Reinforcing Bars (ESR-

2935).

c. nVent Electric plc.; Lenton Terminator (ER-3967).

2.3 REINFORCEMENT ACCESSORIES

A. Joint Dowel Bars: Smooth bars used to dowel across slab-on-grade construction joints shall conform to ASTM A 615, Grade 40 or ASTM A 36, plain-steel bars. Cut bars true to length with ends square and free of burrs.

B. Dowel Bar Sleeves: Plastic or gage metal (26 gauge minimum) sleeves with an inside diameter of 1/16 inch greater than the dowel bar that it encases, that have the strength, durability, and design to provide free movement of the dowel relative to the concrete slab and that are specifically manufactured for this purpose.

C. Alternate Slab-on-Grade Joint Load Transfer Systems: A system that consists of flat, ASTM A

36 plate that is saw cut into a square or rectangular shape and is embedded into or encased by a plastic sleeve that allows movement in both lateral directions but not in the vertical direction.

Acceptable systems are manufactured by PNA Construction Technologies with products known by the names “Diamond Dowel System” and “PD3 Basket” and Greenstreak Group Inc. with products known as “Speed Plate’ and “Double-Tapered Basket”.

D. Tie Wire: Tie wire shall be annealed steel tie wire, minimum 16 gauge.

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a. Tie wire in architecturally exposed concrete shall be plastic coated or stainless steel.

b. Tie wire for epoxy-coated reinforcement shall be epoxy-coated.

c. Tie wire for galvanized reinforcement shall be galvanized.

E. Holding Wire: Holding wire shall conform to ASTM A 82 or ASTM A 1064.

F. Supports for Reinforcement: Provide supports for reinforcement including bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire reinforcement in place. Use wire bar type supports complying with CRSI recommendations.

1. Slabs-on-Grade: Use precast concrete bar supports (dobies) or supports with sand plates or horizontal runners designed for use on ground.

2. Spread Footing Bottom Reinforcement: Use precast concrete bar supports (dobies) or chairs designed for soil-supported slabs.

3. Exposed to View Concrete: Provide supports with legs which are plastic protected

(CRSI, Class 1) or stainless steel protected (CRSI, Class 2).

PART 3 - EXECUTION

3.1 FABRICATION AND DELIVERY

A. Bending and Forming: Fabricate bars of indicated sizes and accurately form to shapes and lengths indicated and required, by methods not injurious to materials. Do not heat reinforcement for bending. Bars shall be free from injurious defects, have a workman-like finish with no excessive rust and/or pitting, and have no unusual kinks or bends.

B. Marking and Shipping: Bundle reinforcement and tag in accordance with Section 7.4.5 of the

CRSI “Manual of Standard Practice.” Transport and store at site so as not to damage material.

Keep sufficient supply of tested, approved, and proper reinforcement at the site to avoid delays.

Maintain reinforcing bars free of mud, dirt, grease, or other coating.

3.2 PLACING REINFORCEMENT

A. Comply with CRSI recommended practice for "Placing Reinforcing Bars", for details and methods of reinforcement placement and supports and as herein specified.

B. Before placing reinforcement and again before concrete is placed, clean reinforcement of loose rust and mill scale, earth, ice, and other materials which reduce or destroy bond with concrete.

C. Accurately position, support, and secure reinforcement against displacement by formwork, construction, or concrete placement operations. Locate and support reinforcing by chairs, runners, bolsters, spacers, and hangers as required. Exercise particular care to maintain proper distance and clearance between parallel bars and between bars and forms. Provide spreaders and spacers to hold steel in position. Support steel at proper height upon approved chairs.

03 20 00 - 6

D. Place reinforcement to obtain at least minimum coverages for concrete protection. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations. Set tie wires so ends are directed into concrete, not toward exposed concrete surfaces.

E. Support of Spread Footing Reinforcing Steel:

1. Bottom Steel: Support bottom reinforcing mat to provide the specified clearance to the bars. Spacing between supports shall not exceed 4'-0" centers each way.

2. Top Steel: Support top reinforcing on steel angle frames braced in both directions or on special standee support bars. Spacing between supports shall not exceed 4'-0" centers each way. The depth of the supports shall provide the specified clearance from the bars to the top of the concrete. The design of the support steel shall be the responsibility of the Contractor.

F. Install welded wire reinforcement in as long lengths as practicable. Provide lap splice for wires of adjoining pieces per ACI 318 Chapter 12.18.1 or 12.19.1 and lace splices with wire. Offset end laps in adjacent widths to prevent continuous laps in either direction.

G. Coordinate with other trades and expedite materials and labor to avoid omissions and delay.

H. Install waterproof membrane or vapor retarder as specified prior to placing steel for concrete slabs-on-grade.

I. Extend reinforcement continuous through construction joints unless otherwise shown on the drawings.

J. Slab-on-Grade Joint Dowel Bars: Support slab-on-grade joint dowel bars independently of support for slab reinforcement on soil supported slab bolsters or specially manufactured cradles such that dowel bar remains parallel to slab surface and at right angles to joint during concreting operations. Lightly coat the exposed end of the dowel with a paraffin-base lubricant, asphalt emulsion, form oil, or grease or use a dowel bar sleeve.

K. Alternate Slab-on-Grade Joint Load Transfer Systems: Install the alternate load transfer system in accordance with the manufacturer’s instructions such that the largest plane of the flat plate is parallel to the plane of the subgrade on which the slab is bearing.

L. Provide and place additional reinforcing steel at all sleeves and openings in slabs and walls as specified on the drawings. Where sleeves or openings not shown on the drawings interrupt the reinforcement, consult with Engineer for instructions for placing and splicing of bars. Provide required additional reinforcing steel at no additional cost to the Owner.

M. Do not bend reinforcement that is embedded partially in concrete except in locations noted on the drawings or approved by the Engineer.

3.3 SPLICING REINFORCING STEEL

A. Provide splices as indicated on the drawings. Splice reinforcing bars only at locations shown on the structural drawings and approved shop drawings. Unauthorized or unscheduled splices not approved by the Engineer in writing will not be accepted.

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B. All lap splices in reinforcing steel shall be contact lap splices unless detailed otherwise on the drawings.

C. Maintain proper cover and spacing between reinforcing bars at splices.

D. Lap unscheduled reinforcing bars not otherwise specified with a Class B lap splice. Lap welded wire reinforcement per ACI 318 Chapter 12.18.1 or 12.19.1.

E. Manufacturer of mechanical tension splice shall be present for first day's installation.

3.4 WELDING REINFORCING STEEL

A. Welding reinforcing steel is permitted only where specifically shown on the drawings. All welding shall conform to AWS D1.4. Only weldable reinforcing steel conforming to ASTM A

706 or deformed bar anchors conforming to ASTM A 1064 shall be permitted. ASTM A 615 bars may not be welded for structural use.

B. Tack welding of reinforcement shall not be permitted.

3.5 SHRINKAGE AND TEMPERATURE REINFORCEMENT

A. Provide shrinkage and temperature reinforcement as indicated on the drawings at right angles to main top and bottom bars for all structural slabs unless detailed otherwise on the drawings.

3.6 REINFORCEMENT IN HOUSEKEEPING PADS

A. Provide welded smooth wire reinforcement 6 x 6 W2.9 x W2.9 minimum in all housekeeping pads supporting mechanical equipment unless detailed otherwise on the drawings.

3.7 MECHANICAL AND PLUMBING REQUIREMENTS

A. Refer to Mechanical and Plumbing Drawings for concrete requiring reinforcing steel. Such reinforcement shall be furnished as part of the work of this section.

3.8 FIELD QUALITY CONTROL

A. Field Testing: The following tests shall be completed by the Testing Laboratory:

1. Mechanical Tension Splices: The Laboratory shall conduct monotonic tension tests in accordance with ASTM A 1034 of mechanical tension splices of the type as specified on the structural drawings. It is not necessary that the specimens to be tested are production splices, however, the specimens to be tested shall have been made by the Contractor's personnel under field conditions. The rate of testing shall be as follows: DRAFT

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a. Two specimens for the first 50 splices (or fraction thereof) at the beginning of the job. Splices not meeting tension requirements shall be retested at Contractor's expense until all splices meet the tension requirements.

b. One specimen for every 100 (or fraction thereof) additional splices occurring on the job. Any splices not meeting tension requirements shall be retested at

Contractors expense until all splices have passed the test.

c. A minimum of one test specimen shall also be selected from transition splices

(splices of one bar size to another bar size), if any.

B. Field Inspection: The scope of the work to be performed by the inspector on the jobsite shall be as follows:

1. Reinforcing Steel: The Testing Laboratory shall inspect 100% of reinforcement before each concrete pour to verify the information noted below. Inspection reports shall be prepared and distributed in accordance with the local building code and as specified in this specification.

a. Primary and secondary longitudinal reinforcement has correct size and number in proper layers.

b. Longitudinal reinforcement has correct length and lap.

c. Ties and stirrups are of correct size, spacing, and number and have the proper termination hook geometry.

d. Proper hooks are provided at bar ends as detailed.

e. Reinforcement is properly supported and braced to formwork to prevent movement during concrete placement.

f. Reinforcement has proper cover.

g. Sufficient spacing between reinforcement for concrete placement.

h. Dowel reinforcement is of proper size, at proper spacing, and has proper lap length and embedment length.

i. Welded wire reinforcement is composed of flat sheets, has proper wire gage and spacing, is properly supported, and is properly lapped.

j. Proper construction/control/expansion joint spacing and reinforcement.

k. Reinforcement around embedded items is placed according to details.

l. Welded reinforcement has been done according to AWS requirements.

m. Mechanical Tension Splices: The Testing Laboratory shall provide 100% visual inspection of mechanical tension splices on the project and consult with the manufacturer regarding recommendations for installation. Inspection shall verify compliance with specifications and conformance with the manufacturer’s recommendations for installation after consulting with the manufacturer, who is to be present for the first installation of the splice on the project.

END OF SECTION 03 20 00

CAST-IN-PLACE CONCRETE

03 30 00 - 1

SECTION 03 30 00 – CAST-IN-PLACE CONCRETE

1.1 RELATED DOCUMENTS

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

Conditions and Division 01 Specification sections, apply to work of this section.

1.2 SUMMARY

A. Section includes all labor, materials, services, equipment, and hardware required in conjunction with or related to the forming, delivery, and pouring of all cast-in-place concrete work. Concrete paving and walks are specified in Division 32.

B. Related Requirements:

1. Specification 01 40 00 “Quality Requirements” for requirements of material testing and inspection.

2. Specification 03 10 00 “Concrete Forming and Accessories” for forming associated with cast-in-place concrete.

3. Specification 03 20 00 “Concrete Reinforcing” for reinforcement for cast-in-place concrete.

1.3 REFERENCES

A. Reference Standards:

1. Codes and Standards: Comply with provisions of following codes, specifications and standards, except where more stringent requirements are shown or specified:

a. ACI 117, “Specifications for Tolerances for Concrete Construction and Materials.”

b. ACI 301, “Specifications for Structural Concrete.”

c. ACI 305.1, “Specification for Hot Weather Concreting.”

d. ACI 318, “Building Code Requirements for Structural Concrete.”

e. ACI 355.4, “Qualification of Post-Installed Adhesive Anchors in Concrete.”

f. CRSI, “Manual of Standard Practice.”

1.4 ADMINISTRATIVE REQUIREMENTS

A. Coordination:

1. Quality Control: The Contractor is responsible for quality control, including workmanship and materials furnished by subcontractors and suppliers.

03 30 00 - 2

2. Document Conflict and Precedence: In case of conflict among documents, including architectural and structural drawings and specifications, notify the Architect/Engineer prior to submitting proposal. In case of conflict between and/or among the structural drawings and specifications, the strictest interpretation shall govern, unless specified otherwise in writing by the Architect/Engineer.

3. Materials and installed work may require testing and retesting, as directed by the governing building code or the Architect/Engineer, at any time during progress of work.

a. The Contractor shall provide adequate notification to the Owner’s Testing Agency of construction operations including the project schedule to allow the Testing

Agency to schedule inspections. Failure to notify sufficiently may result in additional costs incurred by the Testing Laboratory that may be back-charged to the

Contractor by the Owner.

b. The Contractor shall cooperate with laboratory personnel, provide access to the work, and provide access to manufacturer's operations.

c. The Contractor shall make adequate arrangement with the Owner’s Testing Agency for inspection of material stockpiles and facilities.

d. The Contractor shall provide to the laboratory certificates and representative samples of materials proposed for use in the work in quantities sufficient for accurate testing as specified.

e. The Contractor shall furnish casual labor, equipment, and facilities as required for sampling and testing by the laboratory and otherwise facilitate the required inspections and tests.

f. Inspection or testing by the Owner does not relieve the Contractor of his responsibility to perform the Work in accordance with the Contract Documents.

Tests not specifically indicated to be done at the Owner’s expense, including retesting of rejected materials and installed work, shall be done at the Contractor’s expense.

4. Responsibility for Selection and Use of Concrete Admixtures and Chemical Treatments:

The Contractor shall be responsible for selecting admixtures and surface treatments that are compatible with the intended use of the concrete including all final surface treatments called for within this or other specifications or on the structural or architectural drawings.

The Contractor is responsible for following the manufacturer’s instructions for the use of their product including abiding by any limitations placed by the manufacturer on the use of any of its products.

1.5 SUBMITTALS

A. Product Data: Submit manufacturer’s product data with application and installation instructions for proprietary materials and items, including admixtures, patching compounds, epoxies, grouts, waterstops, joint systems, curing compounds, dry-shake finish materials, hardeners, sealers, joint fillers, and others as requested by Architect/Engineer.

B. Shop Drawings:

1. Construction Joints: Submit drawings of proposed construction joint locations in concrete for slab-on-grade and walls. Submit any additional or changed reinforcing that is required at construction joints that differs from that shown on the drawings.

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

3. Embedded Items: Submit drawings showing all items to be embedded in concrete elements, including plates, angles, bolts, and any non-structural items, such as conduit.

Drawings shall indicate location, size, orientation, and type of embedded item.

C. Certificates:

1. Material and Mill Certificates:

a. Provide material and mill certificates as specified herein and in the Testing

Laboratory section of the Specifications. The Manufacturer and Contractor shall sign the material and mill certificates certifying that each material item complies with specified requirements.

b. Provide certification from admixture manufacturers that chloride ion content complies with specified requirements.

D. Design Mixtures: Submit for each concrete mixture as specified herein.

E. Qualification Statements: Submit certifications for adhesive anchor installers.

1.6 QUALITY ASSURANCE

A. Qualifications:

1. Concrete Supplier: The concrete supplier shall have a minimum of five years of experience in manufacturing ready-mixed concrete products complying with ASTM C 94 requirements for production facilities and equipment. The supplier must be certified according to the National Ready Mixed Concrete Association’s Certification of Ready

Mixed Concrete Production Facilities.

2. Concrete Contractor: The concrete contractor shall have a minimum of five years of experience with installation of concrete similar in material, design, and extent to that indicated for this Project and whose work has resulted in construction with a record of successful service performance.

3. Adhesive Anchor Installers: The individuals performing the installation of adhesive anchors that are horizontally or upwardly inclined shall be certified in accordance with the

ACI/CRSI Adhesive Anchor Installer Certification program.

B. Manufacturer Representative Presence:

1. Post-installed anchors: The manufacturer’s representative for each post-installed anchor product (adhesive, expansion, undercut, screw, or insert anchor) shall be present during the first day’s installation of the product to provide instruction for the correct installation of each type of any to be installed in accordance with the manufacturer’s recommendation and the current ICC-ES Evaluation Report. DRAFT

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2.1 CONCRETE MATERIALS

A. Refer to the drawings for classes and strengths of concrete required.

B. Hydraulic Cement:

1. Use ASTM C 150, ASTM C 1157, or ASTM C 595 (excluding Type IS) unless otherwise specified. Do not use Type III cement in slabs-on-grade unless approved in advance by the Engineer.

2. Use one brand of cement, for each class of concrete, throughout the project, unless approved otherwise by the Architect/Engineer. Submit mill certificates certifying conformance to this specification for each brand and type of cement.

C. Low-alkali cement: Cement that has the additional requirement that equivalent alkalis (Na2O +

0.658K2O) do not exceed 0.60% according to ASTM C 150-00, Table 2.

D. Fly Ash: ASTM C 618, Class C or F.

E. Silica Fume: ASTM C 1240, Amorphous Silica.

F. Slag Cement: ASTM C 989, Grade 100 or 120 or ASTM C 595, Type IS or Type S.

G. Normalweight Aggregates: ASTM C 33, and as herein specified. Submit material certificates from aggregate supplier or test results from an independent testing agency certifying conformance to this specification for each source of aggregate.

1. For concrete identified on the drawings as exposed to Exposure Classes C1 and C2, submit certification that aggregate does not contain any deleterious materials that react with alkalis in the concrete mix to cause excessive expansion of the concrete for concrete that is exposed to wetting, has extended exposure to humid atmosphere, or is in contact with moist ground unless low-alkali cement is used.

H. Water: Comply with the requirements of ASTM C 1602.

2.2 ADMIXTURES

A. Air-Entraining Admixture: ASTM C 260.

1. Subject to compliance with requirements, provide one of the following products and manufacturers:

a. GCP Applied Technologies; Darex or Daravair series.

b. BASF Corporation; MasterAir VR 10, MasterAir AE 90, MasterAir AE 200.

c. Sika Corporation; Sika AER.

d. The Euclid Chemical Company; Air Mix, AEA-92, Eucon Air 30 or Eucon Air 40.

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2. Submit manufacturer's certification that product conforms to the requirements specified and is compatible with all other admixtures to be used.

B. Water-Reducing Admixture: ASTM C 494, Type A. See maximum permissible chloride ion content in concrete specified below.

1. Subject to compliance with requirements, provide one of the following products and manufacturers:

a. BASF Corporation; MasterPozzolith Series.

b. Sika Corporation; Plastocrete 161.

c. The Euclid Chemical Company; Eucon WR-75, Eucon WR-91, Eucon NW or Eucon

LW.

d. GCP Applied Technologies; WRDA series, Zyla Series.

2. Submit manufacturer's certification that product conforms to the requirements specified and is compatible with all other admixtures to be used.

C. Mid-Range Water-Reducing Admixture: ASTM C 494, Type A and Type F. See maximum permissible chloride ion content in concrete specified below.

1. Subject to compliance with requirements, provide one of the following products and manufacturers:

a. BASF Corporation; MasterPolyheed Series.

b. The Euclid Chemical Company; Eucon MR, Eucon X-15 or Eucon X-20.

c. Sika Corporation; Sikament HP.

d. GCP Applied Technologies; Daracem or Mira series.

2. Submit manufacturer's certification that product conforms to the requirements specified and is compatible with all other admixtures to be used.

D. High-Range Water-Reducing Admixture (Superplasticizer): ASTM C 494, Type F or Type G.

See maximum permissible chloride ion content in concrete specified below.

1. Subject to compliance with requirements, provide one of the following products and manufacturers:

a. GCP Applied Technologies; ADVA or Daracem Series.

b. BASF Corporation; MasterRheobuild 1000; MasterGlenium Series, PS 1466.

c. Sika Corporation; Sikament.

d. The Euclid Chemical Company; Eucon 37/1037, Plastol series, Eucon SP or Eucon

RD2.

2. Submit manufacturer's certification that product conforms to the requirements specified and is compatible with all other admixtures to be used.

E. Water-Reducing, Accelerator Admixture (Non-Corrosive, Non-Chloride): ASTM C 494, Type

C or E. See maximum permissible chloride ion content in concrete specified below.

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1. Subject to compliance with requirements, provide one of the following products and manufacturers:

a. GCP Applied Technologies; Polarset, Lubricon NCA, Daraset 400, or DCI.

b. BASF Corporation; MasterSet FP 20, MasterSet AC 534.

c. The Euclid Chemical Company; Accelguard 80/90, Accelguard NCA, or

Accelguard AcN.

d. Sika Corporation; Plastocrete 161FL.

2. Submit manufacturer's certification that product conforms to the requirements specified and is compatible with all other admixtures to be used.

F. Water-Reducing, Retarding Admixture: ASTM C 494, Type D. See maximum permissible chloride ion content in concrete specified below.

1. Subject to compliance with requirements, provide one of the following products and manufacturers:

a. GCP Applied Technologies; Daratard series, or Zyla R.

b. BASF Corporation; MasterPozzolith R series, or MasterSet DELVO series.

c. Sika Corporation; Plastiment.

d. The Euclid Chemical Company; Eucon Retarder series.

2. Submit manufacturer's certification that product conforms to the requirements specified and is compatible with all other admixtures to be used.

G. Corrosion Inhibitor: 30% calcium nitrite:

1. Products: Subject to compliance with requirements, provide the following at dosage rates per Engineer from manufacturer’s recommendation based on design life, application, clear cover and other products in concrete mix:

a. The Euclid Chemical Company; Eucon CIA or Eucon BcN.

b. GCP Applied Technologies; DCI or DCI-S.

c. BASF Corporation; MasterLife CI 30.

d. Sika Corporation; Sika CNI.

H. Corrosion Inhibitor: Amine-Ester type:

1. Products: Subject to compliance with requirements, provide the following at dosage rates per manufacturer’s recommendation:

a. BASF Corporation; MasterLife CI 222.

I. Calcium Chloride: Calcium chloride is not permitted.

J. Certification: Written conformance to all the above-mentioned requirements and the chloride ion content of the admixture as tested by an accredited laboratory will be required from the admixture manufacturer at the time of design mixture review by the Engineer.

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2.3 WATERSTOPS

A. Provide waterstops at all construction joints and other joints in all foundation walls below grade and where shown on the drawings. Size to suit joints.

1. Bentonite Waterstops: CETCO; Bentonite Waterstop-RX.

2.4 VAPOR RETARDERS

A. Provide vapor retarder cover chosen from products specified below over prepared base material where indicated. Vapor retarders shall be a complete system, including all materials and accessories as recommended by the manufacturer for specific installation and assembly.

1. Plastic Vapor Retarder under slabs-on-grade: Provide a flexible, preformed sheet membrane conforming to ASTM E 1745 with the following properties:

a. Class A material.

b. Minimum of 15 mils thick.

c. Maximum water vapor permeance rating of 0.01 perms after mandatory conditioning as tested by ASTM E 96.

d. Manufacturer’s recommended penetration boots, joint tape and mastic.

e. Acceptable products include the following:

1) Stego Industries, LLC; Stego Wrap Vapor Barrier (15 mil).

2) Epro Waterproofing Systems; Ecoshield-E (15 mil).

3) Insulation Solutions; Viper Vapor Check II (15 mil).

4) Raven Industries; VAPORBLOCK VBLP15 (15 mil).

5) W.R. Meadows, Inc; Perminator (15 mil)

6) Tex-Trude, LP, Xtreme (15 mil)

2. Tape for Plastic Vapor Retarders: High-density polyethylene tape with pressure sensitive adhesive having a minimum width of 3.75” having a maximum water vapor transmission rate of 0.3 perms.

2.5 CURING MATERIALS

A. Liquid Membrane-Forming Curing and Curing and Sealing Compounds:

1. Water-Based Dissipating Resin Type Curing Compound: Curing Compound shall be a dissipating resin type, which chemically breaks down after approximately four weeks.

Membrane forming compound shall meet ASTM C 309, Types 1 or 1D, Class B with a

VOC content less than 350 grams per liter.

a. Products: Subject to compliance with requirements, provide one of the following:

1) The Euclid Chemical Company; Kurez DR VOX.

2) L&M Construction Chemicals; L&M Cure R.

3) Dayton-Superior Company; Clear Resin Cure J11W.

4) W.R. Meadows, Inc; 1100-Clear.

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5) US Mix Co.; US Spec Maxcure Resin Clear.

6) SpecChem LLC; SpecRez.

b. Submit manufacturer's certification that product conforms to the requirements specified and is compatible with any covering or surface treatments to be applied.

Submit any instructions that must be followed prior to any subsequent surface treatments and floor coverings.

2. High Solids, Water-Based, Non-Yellowing Curing and Sealing Compound: Water based membrane-forming curing and sealing compound, acrylic type, complying with ASTM C

1315, Type 1, Class A classified as low odor with a VOC content less than 350 grams per liter. Do not apply to surfaces that are to receive subsequent cementitious toppings, sealers, hardeners, ceramic tile resilient flooring, vinyl-backed carpet, wood, terrazzo, epoxy overlays or adhesives, or other coating or finishing products.

a. Products: Subject to compliance with requirements, provide one of the following:

1) The Euclid Chemical Company; Super Diamond Clear VOX.

2) L&M Construction Chemicals; Lumiseal WB Plus.

3) BASF Corporation; MasterKure CC 1315.

4) Dayton-Superior Corporation; Cure & Seal 1315EF

5) W.R. Meadows, Inc; Vocomp 30.

6) SpecChem LLC; Cure & Seal WB 30.

b. Submit manufacturer's certification that product conforms to the requirements specified and is compatible with any covering or surface treatments to be applied.

Submit any instructions that must be followed prior to any subsequent surface treatments.

B. Evaporation Control: Monomolecular film forming compound applied to exposed concrete slab surfaces for temporary protection from rapid moisture loss in hot, dry, or windy weather conditions.

1. Products: Subject to compliance with requirements, provide one of the following:

a. The Euclid Chemical Company; Eucobar.

b. L&M Construction Chemicals; E-Con.

c. BASF Corporation; MasterKure ER 50.

d. Dayton-Superior Corporation; Aqua Film (J74).

e. Sika Corporation; SikaFilm.

f. W.R. Meadows, Inc; Sealtight Evapre.

g. US Mix Co.; US Spec Monofilm ER.

h. SpecChem LLC; SpecFilm RTU.

2. Submit manufacturer's certification that product conforms to the requirements specified and is compatible with all coverings and surface treatments to be applied. Submit any instructions that must be followed prior to any subsequent surface treatments.

C. Absorptive Cover: Burlap cloth made from jute or kenaf, weighing approximately nine ounces per square yard, complying with AASHTO M 182, Class 2.

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D. Moisture-Retaining Cover: One of the following, complying with ANSI/ASTM C 171:

1. Waterproof paper.

2. Polyethylene film.

3. Polyethylene-coated burlap.

4. Polyethylene-coated natural cellulose fabric such as Greenstreak Group, Inc.; Aquacure.

5. Cover for Industrial Slab: Provide a low permeance moisture-retaining cover that allows a moisture loss of no more than one pound per square yard in 72 hours when tested in accordance with ATSM C 156 for industrial slabs. The material shall be non-staining and meet with requirements of ASTM C 171.

2.6 LIQUID FLOOR TREATMENTS

A. Chemical Hardener: Colorless aqueous solution containing a blend of magnesium fluosilicate and zinc fluosilicate combined with a wetting agent, containing not less than two pounds of fluosilicates per gallon.

1. Products: Subject to compliance with requirements, provide one of the following:

a. The Euclid Chemical Company; Surfhard.

b. BASF CorporationMasterKure HD 300WB.

c. L&M Construction Chemicals; Fluohard.

d. SpecChem LLC; Spec-O-Lith.

2. Submit manufacturer's certification that product conforms to the requirements…