032380 drilled concrete piers and shafts - … · pier caps and grade beams. ... 1. aci 336.1 -...

THE VINEYARD CHURCH OF HOUSTON FELLOWSHIP HALL & ELEVATOR

3/11/2013

Monghate Engineering, Inc. Drilled Concrete Piers and Shafts Structural Engineering Consultants 03 2380 - 1

SECTION 03 2380

DRILLED CONCRETE PIERS AND SHAFTS

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes: 1. Machine drilled shaft with belled base. 2. Reinforcement and concrete fill.

B. Related Sections: 1. Section 02 2300 - Earthwork: Excavating to working level. 2. Section 03 3200 - Concrete Reinforcing: Requirements for concrete reinforcement. 3. Section 03 3300 - Cast-In-Place Concrete: Requirements for concrete and placement of

pier caps and grade beams.

1.2 REFERENCES

A. American Concrete Institute: 1. ACI 336.1 - Reference Specification for the Construction of Drilled Piers.

B. ADSC - The International Association of Foundation Drilling: 1. ADSC TL-4 - Drilled Shafts: Construction Procedures and Design Methods.

C. ASTM International: 1. ASTM A252 - Standard Specification for Welded and Seamless Steel Pipe Piles. 2. ASTM D1143 - Standard Test Method for Piles Under Static Axial Compressive Load. 3. ASTM D4380 - Standard Test Method for Density of Bentonitic Slurries. 4. ASTM D4381 - Standard Test Method for Sand Content by Volume of Bentonitic Slurries.

1.3 SUBMITTALS

A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Shop Drawings: Provide details for reinforcing steel as specified in Section 03 20 00.

C. Concrete mix design as specified in Section 03 30 00.

D. Testing Reports: The independent testing laboratory shall submit following reports directly to Architect/Engineer, with copy to others in accordance with the provisions of Section 01 40 00 - Quality Requirements

E. Certified Pier Report for each pier, recording actual elevation at bottom and top, elevation of rock (if any), final centerline location at top, variation of shaft from plumb, levelness of bottom, seepage of water, still water level (if allowed to flood), elevation of bottom of temporary casing, elevation of bottom and top of any casing left in place, any unusual conditions, variation of bell dimensions (if applicable) from original design, dates of starting excavation, completion of excavation, inspection, testing, and placement of concrete (include any delays in concreting and location of resulting construction joints in shafts).

F. Concrete Testing Service: Employ testing laboratory to perform material evaluation tests and to design concrete mixes.


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1.4 QUALITY ASSURANCE

A. Comply with provisions of American Concrete Institute ACI 336.1 "Standard Specification for the Construction of End Bearing Drilled Piers," and as herein specified. 1. Where provisions of above standard conflict with building regulations in effect for this

Project, building regulations will govern, but only to establish minimum requirements.

B. Materials and installed work may require testing and retesting at any time during progress of Work. Allow free access to material stockpiles and facilities. Tests not specifically indicated to be done at Owner's expense, including retesting of rejected materials and installed work, are Contractor's responsibility.

C. Certificates of material properties, indicating, compliance with specified requirements, may be submitted in lieu of testing when acceptable to Architect/Engineer. Certificates of compliance must be signed by materials producer and Contractor.

1.5 QUALIFICATIONS

A. Pier Installer Qualifications: Not less than three successfully completed contracts with similar soil conditions, shaft sizes, depths, and volumes of Work contained in this Project.

1.6 PRE-INSTALLATION MEETINGS

A. Section 01 30 00 - Administrative Requirements: Pre-installation meeting.

B. Convene one week prior to commencing Work of this Section.

1.7 JOB CONDITIONS

A. Site Information: Data on indicated subsurface conditions is not intended as representations or warranties of continuity of such conditions. It is expressly understood that Owner will not be responsible for interpretations or conclusions drawn therefrom by Contractor. Data are made available for convenience of Contractor and are not guaranteed to represent conditions that may be encountered.

B. Additional test borings and other exploratory operations may be made by Contractor at no additional cost to Owner.

C. Existing Utilities: Locate existing underground utilities before starting pier excavation operations. If utilities are to remain in place, provide protection from damage during pier operations.

D. Should uncharted or incorrectly charted piping or other utilities be encountered during excavation, consult Architect/Engineer immediately for directions as to procedure. Cooperate with Owner and utility companies in keeping services and facilities in operation. Repair damaged utilities to satisfaction of utility owner.

E. Do not interrupt existing utilities except when permitted in writing by Owner and after acceptable temporary utility services have been provided.

PART 2 - PRODUCTS

2.1 DRILLED CONCRETE PIERS AND SHAFTS

A. Steel Pipe Casings: ASTM A252, Grade 2 or ASTM A36.

B. Concrete Materials and Mix: Specified in Section 03 30 00.

C. Reinforcement: Specified in Section 03 20 00; spiral wound.


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PART 3 - EXECUTION

3.1 EXAMINATION

A. Section 01 30 00 - Administrative Requirements: Coordination and project conditions.

B. Verify site conditions are ready for Work of this section.

3.2 PREPARATION

A. Use placement method that will not cause damage to nearby structures.

B. Notify utility companies to mark location of existing underground services. Do not begin work of this section until existing underground services are marked.

C. Provide survey benchmarks and control points before beginning construction of piers.

D. Protect underground utilities and structures near the Work, from damage.

E. Prepare to place piers from existing site elevations.

3.3 TEST PIER

A. Excavate and bell one test pier at the beginning of Work of this Section, to verify stability of shaft and bell walls and identify soil conditions potentially detrimental to the successful completion of pier excavation.

B. Leave excavation open for a minimum of two hours before placing reinforcing and concrete to allow for visual inspection by Architect/Engineer.

C. Do not proceed with placement of reinforcing or concrete in any remaining piers until test pier excavation has been inspected and approved.

D. Completed test pier may remain as part of the Work.

3.4 EXCAVATION

A. General: Excavate holes for piers to required bearing strata or elevations shown on drawings. Excavate holes for closely spaced piers, and those occurring in fragile or sand strata, only after adjacent holes are filled with concrete and allowed to set.

B. Pier design dimensions shown are minimums. The design of piers is based on assumed strata bearing capacity. If bearing stratum is not capable of maintaining bearing capacity assumed, foundation system will be revised as directed by Architect/Engineer. Revisions will be paid for in accordance with Contract conditions relative to changes in Work.

C. The bottom of all piers shall be level and on cleaned, undisturbed material. Remove from bottom of drilled piers, loose material or free water.

D. If required, install casings as excavation proceeds so that earth walls are maintained without spilling into shaft. 1. When assumed elevation of top of bell portion is reached, casing may be stopped, with a

smaller inner section carried down to bearing stratum. Do not extend inner section beyond actual top of bell to maintain designed caisson shaft diameter.

E. If above tolerances are exceeded, provide corrective construction to compensate for excessive eccentricity. Submit proposed corrective construction methods to Architect/Engineer for review before proceeding.


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F. Temporary Shaft Protections: When required, provide full-length watertight steel casings of sufficient thickness to withstand compressive, displacement, and withdrawal stresses and to maintain shaft walls. Temporary casings may be left in place or may be withdrawn as concrete is placed at Contractor's option. 1. Casing length for payment for temporary casing shall be measured as the depth from the

bottom of the casing to the ground surface. 2. When assumed elevation of top of bell portion is reached, casing may be stopped.

G. Obstructions: If rock, boulders, or other unforeseen obstructions are encountered which cannot be removed by standard pier excavation methods, and if such obstructions are not indicated by available subsurface data, removal of such obstructions will be paid for in accordance with terms of Contract relative to changes in Work.

H. Classification of Rock: Rock is defined as material which cannot be drilled with a conventional earth auger or underreaming tool, and requires use of special rock augers, core barrels, air tools, blasting, or other methods of hand excavation. 1. Earth seams, rock fragments, and voids included in rock excavation area will be

considered rock for full volume of shaft from initial contact with rock for pay purposes.

I. The work of this Section includes demolition and removal of rock boulders, concrete, masonry, and other subsurface obstructions which are clearly indicated by Contract Documents, or by available subsurface exploration data, and is not considered a change in Work.

J. Dewatering: Provide and maintain pumping equipment to keep excavations free of water before placing concrete. If excessive water is encountered and drilling operations must be halted, consult with Architect/Engineer before using alternate methods of construction.

K. Conduct water to general site run-off ditches and disposal areas with discharge lines. Provide ditching as required to conduct water to site drainage facilities.

L. Bells: Excavate piers to provide shape of belled-out portions, thickness of base of bells, and angle of slope for conical portion of bells as shown on drawings.

M. Inspection: Each pier must be inspected and tested before placing concrete.

N. Provide and maintain facilities with equipment required for inspection and testing of excavations. Cooperate with inspecting and testing personnel to expedite Work.

O. Notify Architect/Engineer and testing facility at least 24 hours prior to time excavations will be ready for inspection and tests.

P. Depth of Bearing Stratum: If indicated depth of shaft excavation is reached without encountering required stratum bearing capacity, immediately suspend excavation operations and inform Architect/Engineer. Architect/Engineer will determine procedures to be followed.

Q. Where changes in indicated depth or dimensions are required, or additional soil borings are required, proceed with such work when directed in writing by Architect/Engineer.

R. Overexcavation: No payment will be made for extra length, when pier shafts are excavated to a greater depth than required or authorized by Architect/Engineer, due to overdrilling by Contractor. Complete pier and fill extra depth with concrete if other conditions are satisfactory. Overexcavated shafts will be measured and paid for to original design or authorized depth.

S. Excavated Material: Remove excavated material and legally dispose off site.


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3.5 REINFORCING STEEL AND DOWELS

A. Before placing, clean reinforcing steel and dowels of loose rust, scale, dirt, grease, and other material which could reduce or destroy bond.

B. Fabricate and erect reinforcing cages in shafts as one continuous unit using inner ring resteel. Place reinforcement accurately and symmetrically about axis of hole and hold securely in position during concrete placement. 1. No splices are allowed in the vertical reinforcement without the prior written permission of

the Architect/Engineer. 2. A reinforcing cage shall be braced to retain its configuration throughout the placing of

concrete and the extraction of the casing from the shaft.

C. Use templates to set anchor bolts, leveling plates, and other accessories furnished under work of other sections. Provide blocking and holding devices to maintain required position during concrete placement.

D. Place dowels in the pier as shown on the drawings.

E. Protect exposed ends of extended reinforcing, dowels, or anchor bolts from mechanical damage and exposure to weather.

3.6 CONCRETE PLACEMENT

A. General: Fill piers with concrete immediately after inspection and approval by testing laboratory. Use protection sheets (cut out to receive concrete) over excavation openings, extending at least 12 inches beyond edge. The time lapse between completion of the excavations and concrete placement shall not exceed four hours.

B. Place concrete continuously and in a smooth flow without segregating. Provide mechanical vibration for consolidation of at least top 12 feet of each shaft.

C. Place concrete by means of bottom discharge bucket, flexible drop chute, elephant trunk hopper, or tremie. Use chutes or tremies for placing concrete where a drop of more than 12 feet is required, or pump concrete into place.

D. Place concrete in-the-dry unless placing under water is acceptable to Architect/Engineer. If water occurs, and it is impracticable to dewater pier excavation, and reasonable attempts to seal off water flow have failed, allow water level to attain its normal level and place concrete by tremie method. Control placement operations to ensure that tremie is not broken during continuous placing from bottom to top. Other methods of depositing concrete under water may be used, if acceptable to Architect/Engineer.

E. Maintain a sufficient head of concrete to prevent reduction in diameter of pier shaft by earth pressure and to prevent extraneous material from mixing with fresh concrete. Coordinate withdrawal of temporary casings with concrete placement operations to maintain a head of concrete approximately 5 feet above casing bottom.

F. Stop concrete placement at cut-off elevation shown, screed level, and apply a scoured, rough finish. Where cut-off elevation is above ground elevation, form top section above grade and extend shaft to required elevation.

G. Do not place cold joints in drilled piers. Should unforeseen field conditions interrupt placing operations of over one hour duration, a cold joint installation will be required. Leave resulting shaft surface approximately level and insert steel dowels as shown on drawings. At resumption of concrete placing, clean off surface laitance, roughen as required, and slush with a 1-to-1 cement grout or commercial bonding agent before remainder of concrete is placed.


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3.7 DRILLING TOLERANCES

A. Section 01 40 00 - Quality Requirements: Tolerances.

B. Tolerances for deviations from design position, orientation and elevation: 1. Maximum Deviation from Position at Top of Shaft: Not more than 1/24th of shaft diameter

or 3 inches, whichever is less. 2. Maximum Deviation of Drilled Piers from Plumb: Not more than 1.5 percent of length nor

exceeding 12.5 percent of shaft diameter, whichever is less. 3. Maximum Deviation of Pier Shaft Radius at Bottom of Shaft: Minus 0 inches. 4. Maximum Deviation of Pier Cut-Off Elevations: Plus 1 inch and minus 3 inches.

C. Furnish corrective design and construction required to accommodate deviations exceeding specified tolerances, including replacement of piers, when necessary.

3.8 FIELD QUALITY CONTROL

A. Section 01 40 00 - Quality Requirements: Testing and inspection services.

B. Sample and test concrete for quality control during placement as specified in Section 03 30 00.

C. Inspection and Tests for Piers: Soil testing facility shall perform and report specified tests as outlined in the "Testing Reports" section, and additional tests which may be required. Conduct tests and provide reports as soon as possible so as not to delay concreting operations for acceptable excavations.

D. All piers shall be inspected and measured for vertical alignment by the testing agency. Immediately inform the contractor and Architect/Engineer of any piers not conforming to the vertical alignment requirements of this specification.

E. Top and bottom elevations, bearing capacities, and lengths of piers as shown on drawings are estimated from available soil data. Actual elevations and pier lengths, and bearing capacities will be determined by soil testing facility from conditions found in excavations. Final evaluations and acceptance of data will be determined by Architect/Engineer.

F. Provisions shall be made for lighting the pier excavation to allow for inspection from the surface. Pier concrete can be placed immediately after the hole has been inspected.

3.9 MONITORING AND INSPECTION

A. Assist testing lab in monitoring and observing the Work including: 1. Verification of specified tolerances. 2. Verification of conformance to specified procedures for the Work.

B. Support materials at side and bottom of pier during construction. Fill spaces between casing and sides of hole, or other areas where loss of material occurs, with grout or other stable material, to prevent movement of surrounding soil.

C. When ground loss occurs in hole during drilling, immediately notify Architect/Engineer and take steps necessary to minimize further loss of material.

D. When undue settlement is evidenced at any time, immediately notify Architect/Engineer.

3.10 MEASUREMENT AND PAYMENT

A. Basis of Contract Price: Contract Price shall be based on number of piers, design length from top elevation to bottom of shaft (extended through the bell, if applicable), and diameter of shaft and bell, as shown on drawings.


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B. Basis for Payment: Payment for piers will be made on actual net volume of piers in place and accepted. The actual length, shaft diameter, and bell diameter (if applicable) may vary to coincide with elevations where satisfactory bearing strata are encountered, and with actual bearing value of bearing strata determined by testing services, and with stability and characteristics of soil strata. Adjustments will be made on net variation of total quantities, based on design dimensions for shafts and bells.

C. There will be no additional compensation for excavation, concrete fill, reinforcing, casings, or other costs due to unauthorized overexcavating of shafts or bells. No payment will be made for rejected piers.

END OF SECTION


12/19/2012

Monghate Engineering, Inc. Concrete Forming And Accessories Structural Engineering Consultants 03 10 00 - 1

SECTION 03 10 00

CONCRETE FORMING AND ACCESSORIES

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: 1. Formwork for cast-in place concrete. 2. Shoring, bracing, and anchorage. 3. Form accessories. 4. Waterstops. 5. Form stripping.

B. Related Sections: 1. Section 03 3200 - Concrete Reinforcing. 2. Section 03 3300 - Cast-In-Place Concrete. 3. Section 04 4200 - Unit Masonry: Product requirements for masonry accessories for

placement by this Section. 4. Section 05 5500 - Metal Fabrications: Product requirements for metal fabrications for

placement by this Section.

1.2 REFERENCES

A. American Concrete Institute: 1. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials. 2. ACI 301 - Specifications for Structural Concrete. 3. ACI 318 - Building Code Requirements for Structural Concrete. 4. ACI 347 - Guide to Formwork for Concrete.

B. American Forest and Paper Association: 1. AF&PA - National Design Specifications for Wood Construction.

C. The Engineered Wood Association: 1. APA/EWA PS 1 - Voluntary Product Standard for Construction and Industrial Plywood.

D. ASTM International: 1. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete

Paving and Structural Construction (Nonextruding and Resilient Bituminous Types). 2. ASTM E96 - Standard Test Methods for Water Vapor Transmission of Materials.

E. West Coast Lumber Inspection Bureau: 1. WCLIB - Standard Grading Rules for West Coast Lumber.

1.3 DESIGN REQUIREMENTS

A. Design, engineer and construct formwork, shoring and bracing in accordance with ACI 318 to conform to design and applicable code requirements to achieve concrete shape, line and dimension as indicated on Drawings.


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1.4 SUBMITTALS

A. Section 01 1113 - Submittal Procedures: Requirements for submittals.

B. Product Data: Submit data on vapor barriers, waterstops, and formwork accessories.


A. Perform Work in accordance with ACI 347.

B. For wood products furnished for work of this Section, comply with AF&PA.

1.6 COORDINATION


B. Coordinate this Section with other sections of work, requiring attachment of components to formwork.

PART 2 PRODUCTS

2.1 WOOD FORM MATERIALS

A. Softwood Plywood: APA/EWA PS 1, C Grade, Group 2.

B. Lumber Forms: 1. Application: Use for edge forms and unexposed finish concrete. 2. Boards: 6 inches or 8 inches in width, shiplapped or tongue and groove, “Standard” Grade

Douglas Fir, conforming to WCLIB Standard Grading Rules for West Coast Lumber. Surface boards on four sides.

C. Plywood Forms: 1. Application: Use for exposed finish concrete. 2. Forms: Conform to PS 1; full size 4 x 8 feet panels; each panel labeled with grade

trademark of APA/EWA. 3. Plywood for Surfaces to Receive Membrane Waterproofing: Minimum of 5/8 inch thick;

APA/EWA “B-B Plyform Structural I Exterior” grade. 4. Plywood where “Smooth Finish” is required, as indicated on Drawings: APA/EWA “HD

Overlay Plyform Structural I Exterior” grade, minimum of 3/4 inch thick.

2.2 PREFABRICATED FORMS

A. Preformed Steel Forms: Minimum 16 gage matched, tight fitting, stiffened to support weight of concrete without deflection detrimental to tolerances and appearance of finished surfaces.

B. Glass Fiber Fabric Reinforced Plastic Forms: Matched, tight fitting, stiffened to support weight of concrete without deflection detrimental to tolerances and appearance of finished concrete surfaces.

C. Pan Type: Steel or glass fiber type, of size and profile required.

D. Tubular Column Type: Round, spirally wound laminated fiber material, surface treated with release agent, non-reusable, sizes as indicated on Drawings.


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E. Framing, Studding and Bracing: Stud or No. 3 structural light framing grade.

2.3 FORMWORK ACCESSORIES

A. Form Ties: Removable or snap-off type, galvanized metal, adjustable length, cone type, with waterproofing washer, free of defects capable of leaving holes larger than 1 inch in concrete surface.

B. Spreaders: Standard, non-corrosive metal form clamp assembly, of type acting as spreaders and leaving no metal within 1 inch of concrete face. Wire ties, wood spreaders or through bolts are not permitted.

C. Form Anchors and Hangers: 1. Do not use anchors and hangers exposed concrete leaving exposed metal at concrete

surface. 2. Symmetrically arrange hangers supporting forms from structural steel members to

minimize twisting or rotation of member. 3. Penetration of structural steel members is not permitted.

D. Form Release Agent: Colorless mineral oil that will not stain concrete, or absorb moisture. 1. Manufacturers:

a. Arcal Chemical Corporation Arcal-80. b. Industrial Synthetics Company Synthex. c. Nox-Crete Company Nox-Crete Form Coating. d. Substitutions: Section 01 60 00 - Product Requirements.

E. Dovetail Anchor Slot: Galvanized steel, 22 gage thick, foam filled, release tape sealed slots, anchors for securing to concrete formwork.

F. Vapor Retarder: 10 mil thick clear polyethylene sheet, black polyethylene not allowed; resistant to deterioration when tested according to ASTM E 154 and complying with ASTM E 1745 (any class). Furnish tape recommended by manufacturer.

G. Vapor Barrier: Premolded seven-ply membrane consisting of reinforced core and carrier sheet with fortified bitumen layers, protective weathercoating, and plastic antistick sheet. Water vapor transmission rate of 0.00 grains per sq. ft. per hr. when tested according to ASTM E 96, Method B. Furnish manufacturer's recommended mastics and gusset tape. 1. Manufacturers:

a. Sealtight Premoulded Membrane by W.R. Meadows, Inc. b. Substitutions: Section 01 60 00 - Product Requirements.

H. Bituminous Joint Filler: ASTM D1751.

I. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Size, strength and character to maintain formwork in place while placing concrete.

J. Water Stops: 1. Preformed Adhesive: FS SS-S-210A, plastic or bentonite, protected by a removable

two-piece wrapper designed so that one half may be removed longitudinally without dis-turbing the other half, to facilitate application of the sealing compound. a. Manufacturers:

1) Synko-Flex; Henry Company www.henry.com 2) Ram-Nek; Henry Company www.henry.com 3) Volclay Waterstop-RX; Cetco Building Materials www.cetco.com


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4) Substitutions: Section 01 60 00 - Product Requirements.

PART 3 EXECUTION

3.1 EXAMINATION


B. Verify lines, levels, and centers before proceeding with formwork. Verify dimensions agree with Drawings.

C. When formwork is placed after reinforcement resulting in insufficient concrete cover over reinforcement before proceeding, request instructions from Architect/Engineer.

3.2 INSTALLATION

A. Earth Forms: 1. Earth forms are permitted at unexposed faces of grade beams only. 2. Trench earth forms neatly, accurately, and at least 2 inches wider than beam widths

indicated on Drawings. 3. Trim sides and bottom of earth forms. 4. Construct wood edge strips at top of each side of trench to secure reinforcing and prevent

trench from sloughing. 5. Form sides of footings where earth sloughs. 6. Tamp earth forms firm and clean forms of debris and loose material before depositing

concrete.

B. Formwork - General: 1. Provide top form for sloped surfaces steeper than 1.5 horizontal to 1 vertical to hold shape

of concrete during placement, unless it can be demonstrated that top forms can be omitted.

2. Construct forms to correct shape and dimensions, mortar-tight, braced, and of sufficient strength to maintain shape and position under imposed loads from construction operations.

3. Camber forms where necessary to produce level finished soffits unless otherwise shown on Drawings.

4. Carefully verify horizontal and vertical positions of forms. Correct misaligned or misplaced forms before placing concrete.

5. Complete wedging and bracing before placing concrete.

C. Forms for Smooth Finish Concrete: 1. Use steel, plywood or lined board forms. 2. Use clean and smooth plywood and form liners, uniform in size, and free from surface and

edge damage capable of affecting resulting concrete finish. 3. Install form lining with close-fitting square joints between separate sheets without

springing into place. 4. Use full size sheets of form lines and plywood wherever possible. 5. Tape joints to prevent protrusions in concrete. 6. Use care in forming and stripping wood forms to protect corners and edges. 7. Level and continue horizontal joints. 8. Keep wood forms wet until stripped.


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D. Forms for Surfaces to Receive Membrane Waterproofing: Use plywood or steel forms. After erection of forms, tape form joints to prevent protrusions in concrete.

E. Framing, Studding and Bracing: 1. Space studs at 16 inches on center maximum for boards and 12 inches on center

maximum for plywood. 2. Size framing, bracing, centering, and supporting members with sufficient strength to

maintain shape and position under imposed loads from construction operations. 3. Construct beam soffits of material minimum of 2 inches thick. 4. Distribute bracing loads over base area on which bracing is erected. 5. When placed on ground, protect against undermining, settlement or accidental impact.

F. Erect formwork, shoring, and bracing to achieve design requirements, in accordance with requirements of ACI 301.

G. Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete during stripping. Permit removal of remaining principal shores.

H. Obtain Architect/Engineer’s approval before framing openings in structural members not indicated on Drawings.

I. Install fillet and chamfer strips on external corners of exposed beams and walls.

3.3 APPLICATION - FORM RELEASE AGENT

A. Apply form release agent on formwork in accordance with manufacturer's recommendations.

B. Apply prior to placement of reinforcing steel, anchoring devices, and embedded items.

C. Do not apply form release agent where concrete surfaces are indicated to receive special finishes or applied coverings that are affected by agent. Soak inside surfaces of untreated forms with clean water. Keep surfaces coated prior to placement of concrete.

D. Reuse and Coating of Forms: Thoroughly clean forms and reapply form coating before each reuse. For exposed work, do not reuse forms with damaged faces or edges. Apply form coating to forms in accordance with manufacturer’s specifications. Do not coat forms for concrete indicated to receive “scored finish”. Apply form coatings before placing reinforcing steel.

3.4 INSTALLATION – VAPOR RETARDER AND BARRRIER

A. Install vapor retarder under slabs and grade beams.

B. Install vapor barrier under slabs receiving wood floor finish.

C. Lap joints in vapor retarders and barriers 6 inches and seal with mastic or pressure sensitive tape recommended by manufacturer.

3.5 INSTALLATION - INSERTS, EMBEDDED PARTS, AND OPENINGS

A. Install formed openings for items to be embedded in or passing through concrete work.

B. Locate and set in place items required to be cast directly into concrete.


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C. Coordinate with Work of other sections in forming and placing openings, slots, reglets, recesses, sleeves, bolts, anchors, other inserts, and components of other Work.

D. Position recessed reglets for brick veneer masonry anchors in accordance with spacing and intervals indicated on Drawings.

E. Install accessories straight, level, and plumb. Ensure items are not disturbed during concrete placement.

F. Install water stops continuous without displacing reinforcement. Heat seal joints watertight.

G. Provide temporary ports or openings in formwork where required to facilitate cleaning and inspection. Locate openings at bottom of forms to allow flushing water to drain.

H. Close temporary openings with tight fitting panels, flush with inside face of forms, and neatly fitted so joints will not be apparent in exposed concrete surfaces.

I. Form Ties: 1. Use sufficient strength and sufficient quantity to prevent spreading of forms. 2. Place ties at least 1 inch away from finished surface of concrete. 3. Leave inner rods in concrete when forms are stripped. 4. Space form ties equidistant, symmetrical and aligned vertically and horizontally unless

otherwise shown on Drawings.

J. Arrangement: Arrange formwork to allow proper erection sequence and to permit form removal without damage to concrete.

K. Construction Joints: 1. Install surfaced pouring strip where construction joints intersect exposed surfaces to

provide straight line at joints. 2. Just prior to subsequent concrete placement, remove strip and tighten forms to conceal

shrinkage. 3. Show no overlapping of construction joints. Construct joints to present same appearance

as butted plywood joints. 4. Arrange joints in continuous line straight, true and sharp.

L. Embedded Items: 1. Make provisions for pipes, sleeves, anchors, inserts, reglets, anchor slots, nailers, water

stops, and other features. 2. Do not embed wood or uncoated aluminum in concrete. 3. Obtain installation and setting information for embedded items furnished under other

Specification sections. 4. Securely anchor embedded items in correct location and alignment prior to placing

concrete. 5. Verify conduits and pipes, including those made of coated aluminum, meet requirements

of ACI 318 for size and location limitations.

M. Openings for Items Passing Through Concrete: 1. Frame openings in concrete where indicated on Drawings. Establish exact locations,

sizes, and other conditions required for openings and attachment of work specified under other sections.

2. Coordinate work to avoid cutting and patching of concrete after placement. 3. Perform cutting and repairing of concrete required as result of failure to provide required

openings.


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N. Screeds: 1. Set screeds and establish levels for tops of concrete slabs and levels for finish on slabs. 2. Slope slabs to drain where required or as shown on Drawings. 3. Before depositing concrete, remove debris from space to be occupied by concrete and

thoroughly wet forms. Remove freestanding water.

O. Screed Supports: 1. For concrete over waterproof membranes and vapor retarder membranes, use cradle, pad

or base type screed supports which will not puncture membrane. 2. Staking through membrane is not permitted.

P. Cleanouts and Access Panels: 1. Provide removable cleanout sections or access panels at bottoms of forms to permit

inspection and effective cleaning of loose dirt, debris and waste material. 2. Clean forms and surfaces against which concrete is to be placed. Remove chips, saw

dust and other debris. Thoroughly blow out forms with compressed air just before concrete is placed.

3.6 FORM CLEANING

A. Clean forms as erection proceeds, to remove foreign matter within forms.

B. Clean formed cavities of debris prior to placing concrete.

C. Flush with water or use compressed air to remove remaining foreign matter. Ensure that water and debris drain to exterior through clean-out ports.

3.7 FORM REMOVAL

A. Do not remove forms or bracing until concrete has gained sufficient strength to carry its own weight and imposed loads and removal has been approved by Architect/Engineer.

B. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete surfaces scheduled for exposure to view.

C. Store removed forms in manner that surfaces to be in contact with fresh concrete will not be damaged. Discard damaged forms.

D. Leave forms in place for minimum number of days as specified in ACI 347.

3.8 ERECTION TOLERANCES

A. Construct formwork to maintain tolerances required by ACI 301.

3.9 FIELD QUALITY CONTROL

A. Section 01 40 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.

B. Inspect erected formwork, shoring, and bracing to ensure that work is in accordance with formwork design, and that supports, fastenings, wedges, ties, and items are secure.

C. Notify Architect/Engineer after placement of reinforcing steel in forms, but prior to placing concrete.


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D. Schedule concrete placement to permit formwork inspection before placing concrete.

END OF SECTION


3/11/2013

Monghate Engineering, Inc. Concrete Reinforcing Structural Engineering Consultants 03 3200 - 1

SECTION 03 3200

CONCRETE REINFORCING

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: 1. Reinforcing bars. 2. Welded wire fabric. 3. Reinforcement accessories.

B. Related Sections: 1. Section 03 3100 - Concrete Forming and Accessories. 2. Section 03 3300 - Cast-In-Place Concrete. 3. Section 03 2380 - Drilled Concrete Piers and Shafts: Reinforcement for drilled pier

foundations.

1.2 REFERENCES

A. American Concrete Institute: 1. ACI 301 - Specifications for Structural Concrete. 2. ACI 315 - Manual of Standard Practice for Detailing Reinforced Concrete Structures. 3. ACI 318 - Building Code Requirements for Structural Concrete. 4. ACI 530.1 - Specifications for Masonry Structures. 5. ACI SP-66 - ACI Detailing Manual.

B. ASTM International: 1. ASTM A82 - Standard Specification for Steel Wire, Plain, for Concrete Reinforcement. 2. ASTM A496 - Standard Specification for Steel Wire, Deformed, for Concrete

Reinforcement. 3. ASTM A497 - Standard Specification for Steel Welded Wire Fabric, Deformed, for

Concrete Reinforcement. 4. ASTM A615/A615M - Standard Specification for Deformed and Plain Billet-Steel Bars for

Concrete Reinforcement. 5. ASTM A706/A706M - Standard Specification for Low-Alloy Steel Deformed and Plain Bars

for Concrete Reinforcement.

C. Concrete Reinforcing Steel Institute: 1. CRSI - Manual of Standard Practice. 2. CRSI - Placing Reinforcing Bars.

1.3 SUBMITTALS

A. Section 013300 - Submittal Procedures: Submittal procedures.

B. Shop Drawings: Comply with ACI 315, showing bar schedules, stirrup spacing, bent bar diagrams, and arrangement of concrete reinforcement. 1. Include special reinforcing required for openings through concrete structures. 2. Include all special reinforcement on elevation drawn at a scale of not less than 1/4" to

1'-0".


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3. Original contract drawings shall not be reproduced for use as a portion of the Shop drawing.

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


A. Perform Work in accordance with CRSI - Manual of Standard Practice.

B. Prepare shop drawings in accordance with ACI 315.

1.5 COORDINATION

A. Section 013000 - Administrative Requirements: Coordination and project conditions.

B. Coordinate with placement of formwork, formed openings and other Work.

PART 2 PRODUCTS

2.1 REINFORCEMENT

A. Deformed Reinforcement: ASTM A615/A615M; 60 ksi yield strength, steel bars, unfinished.

B. Welded Deformed Wire Fabric: ASTM A497; in flat sheets; unfinished.

C. Welded Plain Wire Fabric: ASTM A185; in flat sheets; unfinished.

2.2 ACCESSORY MATERIALS

A. Tie Wire: Minimum 16 gage annealed type.

B. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for strength and support of reinforcement during concrete placement conditions; use plastic- or wire bar-type supports complying with CRSI specifications. 1. For slabs-on-grade, use heavy-duty supports with sand plates to prevent puncturing vapor

retarder or barrier. 2. For exposed-to-view concrete surfaces where legs of supports are in contact with forms,

provide supports with legs that are protected by plastic (CRSI, Class 1) or stainless steel (CRSI, Class 2).

C. Epoxy Adhesive: ASTM C 881, two-component material suitable for use on dry or damp surfaces. Provide material type, grade, and class to suit Project requirements. 1. Manufacturers:

a. Burke Epoxy M.V., The Burke Co. b. Spec-Bond 100, Conspec Marketing and Mfg. Co.,www.conspecmkt.com c. Resi-Bond (J-58), Dayton Superior, www.daytonsuperior.com d. Euco Epoxy System #452 or #620, Euclid Chemical Co., www.euclidchemical.com e. Epoxtite Binder 2390, Tamms, www.tamms.com f. Epabond, L&M Construction Chemicals, Inc., www.lmcc.com g. Concresive Standard Liquid, Master Builders, Inc., www.masterbuilders.com h. Rezi-Weld 1000, W.R. Meadows, Inc., www.wrmeadows.com i. Metco Hi-Mod Epoxy, Metalcrete Industries, www.metalcrete.com


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j. Sikadur 32 Hi-Mod, Sika Corp., www.sikacorp.com k. Stonset LV5, Stonhard, Inc., www.stonhard.com l. R-600 Series, Symons Corp., www.symons.com

2.3 FABRICATION

A. General: Shop-fabricate reinforcing bars to conform to the required shapes and dimensions, with fabrication tolerances complying with ACI 315. In case of fabricating errors, do not re-bend or straighten reinforcement in a manner that will injure or weaken the material.

B. Identification: Deliver all reinforcement to the project site bundled, tagged and marked. Use metal tags indicating bar size, lengths, and other information corresponding to markings shown on placement diagrams.

C. Rejected Materials: Reinforcing with any of the following defects will not be permitted in the work: 1. Bar lengths, depths, and bends exceeding the specified fabrication tolerances. Bends or

kinks not indicated on drawings or final shop drawings. 2. Bars with reduced cross-section due to excessive rusting or other cause.

PART 3 EXECUTION

3.1 PLACEMENT

A. Place, support and secure reinforcement against displacement. Do not deviate from required position beyond specified tolerance. 1. Do not weld crossing reinforcement bars for assembly. 2. Provide sufficient numbers of supports and of strength to carry the reinforcement, spaced

not more than 36 inches oc. Do not place reinforcing bars more than 2 inches beyond the last leg of any continuous bar support. Do not use supports as bases for runways for con-crete conveying equipment and similar construction loads.

B. Do not displace or damage vapor retarder or barrier. Repair damages before placing concrete.

C. Accommodate placement of formed openings.

D. Space reinforcement bars with minimum clear spacing in accordance with ACI 318. 1. Where bars are indicated in multiple layers, place upper bars directly above lower bars. 2. Reinforcing bars may be relocated as necessary to avoid interference with other reinforce-

ment, conduit, or other embedded items. However, if any reinforcing bar is moved a distance exceeding one bar diameter or the specified placing tolerance, the resulting rearrangement of the reinforcement will be subject to acceptance by the Architect/Engineer.

E. Maintain concrete cover around reinforcement in accordance with ACI 318 :

F. Splice reinforcing where indicated on Drawings.

G. Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction.


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3.2 ERECTION TOLERANCES

A. Section 014000 - Quality Requirements: Tolerances.

B. Install reinforcement within the following tolerances for flexural members, walls, and compression members:

Reinforcement Depth Depth Tolerance Concrete Cover Tolerance

Greater than 8 inches plus or minus 3/8 inch minus 3/8 inch

Less than 8 inches plus or minus 1/2 inch minus 1/2 inch

C. Install reinforcement within the tolerances specified in ACI 530.1 for foundation walls.

END OF SECTION


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Monghate Engineering, Inc. Cast-In-Place Concrete Structural Engineering Consultants 03 3300 - 1

SECTION 03 3300

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 SUMMARY

A. Section includes: 1. Cast-in-place concrete for the following:

a. Piers. b. Grade beams. c. Slabs on grade. d. Equipment pads. e. Steel pan stair treads and landings. f. Light pole bases.

2. Control, expansion and contraction joint devices. 3. Concrete finishing. 4. Concrete curing.

B. Related Sections: 1. Section 03 2380 - Drilled Concrete Piers and Shafts. 2. Section 31 1313 - Concrete Paving. 3. Section 02530 - Sidewalks. 4. Section 03 3100 - Concrete Forming and Accessories: Formwork and accessories. 5. Section 03 3200 - Concrete Reinforcing. 6. Section 05 5100 - Metal Stairs: Concrete fill for steel pan stair treads and landings.

1.2 REFERENCES

A. American Concrete Institute: 1. ACI 301 - Specifications for Structural Concrete. 2. ACI 302.1 - Guide for Concrete Floor and Slab Construction. 3. ACI 305 - Hot Weather Concreting. 4. ACI 306.1 - Standard Specification for Cold Weather Concreting. 5. ACI 308.1 - Standard Specification for Curing Concrete. 6. ACI 318 - Building Code Requirements for Structural Concrete.

B. ASTM International: 1. ASTM C31/C31M - Standard Practice for Making and Curing Concrete Test Specimens in

the Field. 2. ASTM C33 - Standard Specification for Concrete Aggregates. 3. ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens. 4. ASTM C42/C42M - Standard Test Method for Obtaining and Testing Drilled Cores and

Sawed Beams of Concrete. 5. ASTM C143/C143M - Standard Test Method for Slump of Hydraulic Cement Concrete. 6. ASTM C150 - Standard Specification for Portland Cement. 7. ASTM C171 - Standard Specification for Sheet Materials for Curing Concrete. 8. ASTM C172 - Standard Practice for Sampling Freshly Mixed Concrete. 9. ASTM C173/C173M - Standard Test Method for Air Content of Freshly Mixed Concrete by

the Volumetric Method. 10. ASTM C231 - Standard Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method. 11. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.


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

13. ASTM C330 - Standard Specification for Lightweight Aggregates for Structural Concrete. 14. ASTM C494/C494M - Standard Specification for Chemical Admixtures for Concrete. 15. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use as a Mineral Admixture in Concrete. 16. ASTM C989 - Standard Specification for Ground Granulated Blast-Furnace Slag for Use

in Concrete and Mortars. 17. ASTM C1064/C1064M - Standard Test Method for Temperature of Freshly Mixed

Hydraulic-Cement Concrete. 18. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete

Paving and Structural Construction (Nonextruding and Resilient Bituminous Types). 19. ASTM D2103 - Standard Specification for Polyethylene Film and Sheeting. 20. ASTM E1155 - Standard Test Method for Determining Floor Flatness and of Levelness

Using the F-number System.

1.3 SUBMITTALS

A. Section 013300 - Submittal Procedures: Submittal procedures.

B. Product Data: 1. Submit data on proprietary materials and items, including admixtures, patching compounds,

joint systems, hardeners, and sealers. 2. Submit data on curing compounds, mats, paper, and film compatibilities, and limitations.

C. Design Data: 1. Submit concrete mix design for each concrete strength. Submit separate mix designs

when admixtures are required for the following: a. Hot and cold weather concrete work. b. Air entrained concrete work.

2. Designs shall be submitted a minimum of 48 hours prior to the placement of any concrete. 3. Mix designs shall include material proportions, material weights, material sources,

manufacturer's data on any admixture used, and proof that the design meets the requirements of this specification. Proof shall include the water/cement ratio, slump, and the compressive strengths from concrete test cylinders. Substantiative data may be taken from historical records or independent laboratory tests. Manufacturer's data shall include recommended dosages. Aggregate analysis shall include the sieve analysis, dry rodded unit weight of coarse aggregate, and the specific gravities of both fine and coarse aggregates.

4. Provide certification from admixture manufacturers that chloride content complies with specification requirements.

1.4 CLOSEOUT SUBMITTALS

A. Section 017000 - Execution and Closeout Requirements: Closeout procedures.

B. Project Record Documents: Accurately record actual locations of embedded utilities and components concealed from view in finished construction.

C. Operation and Maintenance Data: Submit data on maintenance renewal of applied coatings.


A. Perform Work in accordance with ACI 301.

B. Conform to ACI 305 when concreting during hot weather.

C. Conform to ACI 306.1 when concreting during cold weather.


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D. Acquire cement and aggregate from one source for Work.

1.6 ENVIRONMENTAL REQUIREMENTS

A. Section 016000 - Product Requirements: Environmental conditions affecting products on site.

B. Maintain concrete temperature after installation at minimum 50 degrees F for minimum 7 days.

C. Ventilation: Sufficient to prevent injurious gases from temporary heat or other sources affecting concrete.

1.7 COORDINATION


B. Coordinate placement of joint devices with erection of concrete formwork and placement of form accessories.

C. Coordinate finishing with concrete floor placement and curing.

D. In slab areas designated to receive acid-etch concrete stain, coordinate mixing, placing, finishing, and curing with the requirements of Section 033519 - Colored Concrete Finishing.

PART 2 PRODUCTS

2.1 CONCRETE MATERIALS

A. Cement: ASTM C150, Type I - Normal Portland type; Type III - High Early Strength may be used in lieu of Type I at Contractor’s option, when acceptable to Architect/Engineer.

B. Normal Weight Aggregates: ASTM C33. Provide aggregates from a single source for exposed concrete. 1. For exposed exterior surfaces, do not use fine or coarse aggregates that contain

substances that cause spalling. Do not use aggregates containing soluble salts or other substrates such as iron sulfides, pyrite, marcasite or ocher which can cause stains on exposed concrete surfaces.

2. Local aggregates not complying with ASTM C33 that have been shown to produce concrete of adequate strength and durability by special tests or actual service may be used when acceptable to Architect/Engineer.

C. Water: ACI 318; potable.

2.2 ADMIXTURES

A. General: Provide concrete admixtures that contain not more than 0.1 percent chloride ions.

B. Air Entraining Admixture: ASTM C260, certified by manufacturer to be compatible with other required admixtures. 1. Manufacturers:

a. Air-Tite, Cormix Construction Chemicals, www.cormix.com b. Air-Mix or Perma-Air, Euclid Chemical Co., www.euclidchemical.com c. Darex AEA or Daravair, W.R. Grace & Co., www.grace.com d. MB-VR or Micro-Air, Master Builders, Inc., www.masterbuilders.com e. Sealtight AEA, W.R. Meadows, Inc., www.wrmeadows.com f. Sika AER, Sika Corp. www.sikacorp.com

C. Water-Reducing Admixture: ASTM C494, Type A. 1. Manufacturers:


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a. Chemtard, ChemMasters Corp., www.chemmasters.net b. PSI N, Cormix Construction Chemicals, www.cormix.com c. Eucon WR-75, Euclid Chemical Co, www.euclidchemical.com d. WRDA, W.R. Grace & Co., www.grace.com e. Pozzolith Normal or Polyheed, Master Builders, Inc., www.masterbuilders.com f. Metco W.R., Metalcrete Industries, www.metalcrete.com g. Prokrete-N, Prokrete Industries. h. Plastocrete 161, Sika Corp., www.sikacorp.com

D. Water-Reducing, Retarding Admixture: ASTM C494, Type D. 1. Manufacturers:

a. PSI-R Plus, Cormix Construction Chemicals, www.cormix.com b. Eucon Retarder 75, Euclid Chemical Co., www.euclidchemical.com c. Daratard-17, W.R. Grace & Co., www.grace.com d. Pozzolith R, Master Builders, Inc, www.masterbuilders.com e. Protard, Prokrete Industries. f. Plastiment, Sika Corporation, www.sikacorp.com

E. Water-Reducing, Accelerating Admixture: ASTM C494, Type E. 1. Manufacturers:

a. Q-Set, Conspec Marketing & Manufacturing Co, www.conspecmkt.com b. Lubricon NCA, Cormix Construction Chemicals, www.cormix.com c. Accelguard 80, Euclid Chemical Co., www.euclidchemical.com d. Daraset, W.R. Grace & Co., www.grace.com e. Pozzutec 20, Master Builders, Inc., www.masterbuilders.com f. Accel-Set, Metalcrete Industries, www.metalcrete.com

F. High-Range Water-Reducing Admixture: ASTM C494, Type F or Type G. 1. Manufacturers

a. Super P, Anti-Hydro Co., Inc., www.anti-hydro.com b. Cormix 200, Cormix Construction Chemicals, www.cormix.com c. Eucon 37, Euclid Chemical Co., www.euclidchemical.com d. WRDA 19 or Daracem, W.R. Grace & Co., www.grace.com e. Rheobuild or Polyheed, Master Builders, Inc., www.masterbuilders.com f. Superslump, Metalcrete Industries, www.metalcrete.com g. PSPL, Prokrete Industries. h. Sikament 300, Sika Corp., www.sikacorp.com

G. Fly Ash: ASTM C618

H. Slag: ASTM C989; Grade 80; ground granulated blast furnace slag.

2.3 ACCESSORIES

A. Bonding Agent: Polyvinyl acetate or acrylic base. 1. Polyvinyl Acetate (Interior Only):

a. Superior Concrete Bonder, Dayton Superior Corp., www.daytonsuperior.com b. Euco Weld, Euclid Chemical Co., www.euclidchemical.com c. Weld-Crete, Larsen Products Corp., www.larsenproducts.com d. Everweld, L&M Construction Chemicals, Inc., www.lmcc.com e. Herculox, Metalcrete Industries., www.metalcrete.com f. Ready Bond, Symons Corp., www.symons.com g. Intralok, W.R. Meadows, Inc., www.wrmeadows.com

2. Acrylic or Styrene Butadiene: a. Acrylic Bondcrete, The Burke Co. b. Strongbond, Conspec Marketing and Mfg. Co., www.conspecmkt.com


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c. Day-Chem Ad Bond, Dayton Superior Corp., www.daytonsuperior.com d. SBR Latex, Euclid Chemical Co., www.euclidchemical.com e. Daraweld C, W.R. Grace & Co., www.grace.com f. Hornweld, Tamms, www.tamms.com g. Everbond, L&M Construction Chemicals, Inc., www.lmcc.com h. Acryl-Set, Master Builders Inc., www.masterbuilders.com i. Acry-Lok, W.R. Meadows, Inc., www.wrmeadows.com j. Acrylpave, Metalcrete Industries, www.metalcrete.com k. Sonocrete, Sonneborn-Chemrex, www.chemrex.com l. Stonlock LB2, Stonhard, Inc., www.stonhard.com m. Strong Bond, Symons Corp., www.symons.com

B. Underlayment Compound: Free-flowing, self-leveling, pumpable, cement-based compound for applications from 1 inch thick to feathered edges. 1. Manufacturers:

a. K-15, Ardex, Inc., www.ardex.com b. Self-Leveling Wear Topping, W.R. Bonsal Co., www.bonsal.com c. Conflow, Conspec Marketing and Mfg. Co, www.conspecmkt.com d. Corlevel, Cormix Construction Chemicals, www.cormix.com e. LevelLayer II, Dayton Superior Corp, www.daytonsuperior.com f. Flo-Top, Euclid Chemical Co., www.euclidchemical.com g. Level- Right Plus, Maxxon Corp., www.maxxon.com h. Levelex, L&M Construction Chemicals, Inc., www.lmcc.com i. Underlayment 110, Master Builders, Inc., www.masterbuilders.com j. Stoncrete UL1, Stonhard, Inc., www.stonhard.com k. Concrete Top, Symons Corp., www.symons.com l. Thoro Underlayment Self-Leveling, Thoro System Products, www.chemrex.com

2.4 JOINT DEVICES AND FILLER MATERIALS

A. Joint Filler: ASTM D1751; Asphalt impregnated fiberboard or felt, 1/2 inch thick; tongue and groove profile.

B. Construction Joint Devices: Integral galvanized steel; formed to tongue and groove profile, knockout holes spaced at 6 inches, ribbed steel spikes with tongue to fit top screed edge.

C. Sealant and Primer: Type specified in Section 079000.

2.5 CURING MATERIALS

A. Liquid Membrane-Forming Curing Compound: Dissipating-type liquid membrane-forming curing compound complying with ASTM C 309, Type I-D, Class A. Moisture loss not more than 0.55 kg/sq. meter when applied at 200 sq. ft./gal. 1. Provide material that has a maximum volatile organic compound (VOC) rating of 350 mg per

liter. 2. Verify compatibility of curing compound with paver tile, quarry tile, ceramic tile, or bonded

terrazzo floor material. Do not use curing compound where bond of finish materials is likely to be adversely affected by compound residue at time of installation.

3. Manufacturers: a. A-H Curing Compound #2 DR WB, Anti-Hydro Co., Inc., www.anti-hydro.com b. Aqua Kure, Lambert Corporation, www.lambertusa.com c. Day-Chem Rez Cure (J-11-W), Dayton Superior, www.daytonsuperior.com d. Kurez DR VOX, Euclid Chemical Co., www.euclidchemical.com

B. Absorptive Mats: ASTM C171, cotton fabric, minimum 8 oz/sq yd bonded to prevent separation during handling and placing.


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C. Moisture Retaining Cover: One of the following, conforming to ASTM C171. 1. Waterproof Paper: Treated to prevent separation during handling and placing, standard

white color. 2. Polyethylene Film: 4 mil thick, clear.

D. Water: Potable, not detrimental to concrete.

2.6 PROPORTIONING AND DESIGNING MIXES

A. Prepare design mixes for each type and strength of concrete by either laboratory trial batch or field experience methods as specified in ACI 301. For the trial batch method, use an independent testing agency acceptable to Architect for preparing and reporting proposed mix designs.

1. The testing laboratory shall perform an aggregate analysis for each type of aggregate

used. The aggregate analysis shall be performed on current stockpiles, and shall include sieve analysis, specific gravities, and the dry rodded unit weight of absorption on coarse aggregates. Sieve analysis for coarse aggregate shall include all sieve sizes for each class of coarse aggregate. An additional test shall be performed for every 300 yards of concrete placed, and a new aggregate analysis shall be performed whenever a new source of material is used.

B. Submit written reports to Architect/Engineer of each proposed mix for each class of concrete at least 15 days prior to start of Work. Do not begin concrete production until proposed mix designs have been reviewed by Architect/Engineer.

C. Design mixes to provide normal weight concrete with the following properties as indicated on drawings and schedules: 1. 4000-psi, 28-day compressive strength

a. 6.0 sacks of cement per cu. yard of concrete (minimum) 2. 3000-psi, 28-day compressive strength

a. 5.5 sacks of cement per cu. yard of concrete (minimum) 3. Cement content may be reduced by 1/2-sack per cu. yd. when an approved water reducing

admixture or high range water reducing admixture, conforming to the requirements of this specification, is used. This water reducing admixture shall be used in accordance with the manufacturer's recommendations, provided that mix tests yield concrete of not less than the specified strength, and such reduction of cement is accepted in writing by the Architect/Engineer.

D. Water-Cement Ratio: Provide concrete for following conditions with maximum water-cement (W/C) ratios as follows: 1. All concrete: W/C 0.50. 2. Subjected to freezing and thawing: W/C 0.50. 3. Subjected to deicers/watertight: W/C 0.40. 4. Subjected to brackish water, salt spray, or deicers: W/C 0.40.

E. Slump Limits: Proportion and design mixes to result in concrete slump at point of placement as follows: 1. Ramps and sloping surfaces: Not more than 3 inches. 2. Reinforced foundation systems: Not less than 1 inch and not more than 5 inches. 3. Concrete containing high-range water-reducing admixture (superplasticizer): Not more

than 8 inches after adding admixture to site-verified 2-to-3-inch slump concrete. 4. Drilled Piers: Not less than 5 inch and not more than 6 1/2 inches. 5. Other concrete: Not less than 1 nor more than 5 inches.


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F. Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, as accepted by Architect/Engineer. Laboratory test data for revised mix design and strength results must be submitted to and accepted by Architect/Engineer before using in Work.

2.7 CONCRETE MIX

A. Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data, or both, according to ACI 301. 1. Use a qualified independent testing agency for preparing and reporting proposed mixture

designs based on laboratory trial mixtures.

B. Cementitious Materials: Limit percentage, by weight, of cementitious materials other than portland cement in concrete as follows: 1. Fly Ash: 25 percent. 2. Ground Granulated Blast-Furnace Slag: 25 percent.

2.8 ADMIXTURES

A. Use water-reducing admixture or high-range water-reducing admixture (superplasticizer) in concrete, as required, for placement and workability.

B. Use accelerating admixture in concrete slabs placed at ambient temperatures below 50 deg F (10 deg C).

C. Use high-range water-reducing admixture in pumped concrete, concrete for heavy-use industrial slabs, architectural concrete, parking structure slabs, concrete required to be watertight, and concrete with water-cement ratios below 0.50.

D. Use air-entraining admixture in exterior exposed concrete unless otherwise indicated. Add air-entraining admixture at manufacturer's prescribed rate to result in concrete at point of placement having total air content with a tolerance of plus or minus 1-1/2 percent within the following limits:

1. All concrete: 3 percent to 5 percent. 2. Concrete structures and slabs exposed to freezing and thawing, deicer chemicals, or

hydraulic pressure: a. 4.5 percent (moderate exposure); 5.5 percent (severe exposure) for 1-1/2-inch

maximum aggregate. b. 4.5 percent (moderate exposure); 6.0 percent (severe exposure) for 1-inch

maximum aggregate. c. 5.0 percent (moderate exposure); 6.0 percent (severe exposure) for 3/4-inch

maximum aggregate. d. 5.5 percent (moderate exposure); 7.0 percent (severe exposure) for 1/2-inch

maximum aggregate. 3. Other concrete not exposed to freezing, thawing, or hydraulic pressure, or to receive a

surface hardener: 2 to 4 percent air.

E. Use admixtures for water reduction and set accelerating or retarding in strict compliance with manufacturer's directions.

2.9 CONCRETE MIXING

A. General: Concrete may be mixed at batch plants or it may be transit-mixed as specified herein. Batch plants must comply with the requirements of ACI 304, with sufficient capacity to produce concrete of the quality specified, in quantities required to meet the construction schedule. All plant facilities are subject to the acceptance of the Architect/Engineer. Plant facilities shall be


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calibrated by testing agencies specifically qualified for this as frequently as necessary to insure accuracy to plus or minus 0.4% of the total capacity of the components of the plant, but at a frequency not to exceed 6 months.

B. Job-Site Mixing: Mix concrete materials in appropriate drum-type batch machine mixer. For mixers of 1 cu. yd. or smaller capacity, continue mixing at least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer, before any part of batch is released. For mixers of capacity larger than 1 cu. yd., increase minimum 1-1/2 minutes of mixing time by 15 seconds for each additional cu. yd. Do not exceed the catalog rating or nameplate capacity for a total volume of materials used per batch. Equip the mixer with automatic controls, or semi-automatic controls, if acceptable, for proportioning materials and the proper measured quantities. Do not exceed 30 minutes total elapsed time between intermingling of damp aggregates and cement to the discharge of the completed mix. 1. Provide batch ticket for each batch discharged and used in the Work, indicating Project

identification name and number, date, mix type, mix time, quantity, and amount of water introduced.

C. Ready-Mixed Concrete: Comply with requirements of ASTM C 94, and as specified, provided the quantity and rate of delivery will permit unrestricted progress of the work in accordance with the placement schedule. Discharge of the concrete shall be completed within l-l/2 hours after water is added to the mix or by the time the drum has revolved 300 times, whichever occurs first. 1. When air temperature is between 85 deg F (30 deg C) and 90 deg F (32 deg C), reduce

mixing and delivery time from 1-1/2 hours to 75 minutes, and when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes.

PART 3 EXECUTION

3.1 EXAMINATION


B. Verify requirements for concrete cover over reinforcement.

C. Verify anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not interfere with placing concrete.

3.2 PREPARATION

A. Prepare previously placed concrete by cleaning with steel brush and applying bonding agent. Remove laitance, coatings, and unsound materials.

B. In locations where new concrete is doweled to existing work, drill holes in existing concrete, insert steel dowels and pack solid with non-shrink grout.

C. Remove debris and ice from formwork, reinforcement, and concrete substrates.

D. Remove water from areas receiving concrete before concrete is placed.

3.3 JOINTS

A. Construction Joints: Locate and install construction joints so they do not impair strength or appearance of the structure, as acceptable to Architect/Engineer.

B. Locate construction joints, if required, but not shown so as to divide the slab into areas not in excess of 6000 sq. ft.(as close to square in configuration as possible), unless otherwise accepted by the Architect/Engineer. Conform to slab placement, where shown. Before adjacent pour is made, the surface shall be roughened to an amplitude of a minimum of 1/4 inch except at exposed surfaces.


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C. Provide keyways at least 1-1/2 inches deep in construction joints in walls and slabs and between walls and footings. Bulkheads designed and accepted for this purpose may be used for slabs. Keyways are to be horizontal or vertical as directed by the Architect/Engineer. Install preformed plastic adhesive waterstops in the keyway of all construction joints where vinyl, bulb-type waterstops are not detailed.

D. Place construction joints perpendicular to main reinforcement. Continue reinforcement across construction joints except as indicated otherwise. Do not continue reinforcement through sides of strip placements.

E. Use bonding agent on existing concrete surfaces that will be joined with fresh concrete.

F. Isolation Joints in Slabs-on-Grade: Construct isolation joints in slabs-on-grade at points of contact between slabs-on-grade and vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated.

G. Contraction (Control) Joints in Slabs-on-Grade: Construct contraction joints in slabs-on-grade to form panels of patterns as shown. Use saw cuts 1/8 inch wide by one-fourth of slab depth or inserts 1/4 inch wide by one-fourth of slab depth, unless otherwise indicated. Where detailed, contraction joints in unexposed floor slabs may be formed by saw cuts as soon as possible after slab finishing as may be safely done without dislodging aggregate, but not longer than 12 hours after slab finishing. 1. Form contraction joints by inserting premolded plastic, hardboard, or fiberboard strip into

fresh concrete until top surface of strip is flush with slab surface. Tool slab edges round on each side of insert. After concrete has cured, at least 7 days remove inserts and clean groove of loose debris.

2. Contraction joints in unexposed floor slabs may be formed by saw cuts as soon as possible after slab finishing as may be safely done without dislodging aggregate.

3. If joint pattern is not shown, provide joints not exceeding 15 feet in either direction and located to conform to bay spacing wherever possible (at column centerlines, half bays, third bays).

3.4 PLACING CONCRETE

A. Inspection: Before placing concrete, inspect and complete formwork installation, reinforcing steel, and items to be embedded or cast in. Notify other trades to permit installation of their work. Notify the Architect/Engineer and Testing Laboratory 24 hours before placing concrete.

B. General: Comply with ACI 304, and as specified. 1. Do not use concrete which becomes non-plastic and unworkable, or does not meet the

requirements quality control limits, or which has been contaminated by foreign materials. Do not use retempered concrete. Remove rejected concrete from the project site and dispose of in an acceptable location.

2. Deposit concrete continuously or in layers of such thickness that no new concrete will be placed on concrete that has hardened sufficiently to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as specified. Deposit concrete to avoid segregation at its final location.

C. Concrete Conveying: Handle concrete from the point of delivery and transfer to the concrete conveying equipment and to the locations of final deposit as rapidly as practical by methods which will prevent segregation and loss of concrete mix materials. 1. Provide mechanical equipment of such size and design for conveying concrete to insure a

continuous flow of concrete at the delivery end. Provide run-ways above top of finished slab in all places for wheeled concrete conveying equipment for the concrete delivery point to the locations of final deposit. Do not wheel concrete directly over steel reinforcement. Keep


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interior surfaces of conveying equipment, including chutes, free of hardened concrete, debris, water, snow, ice, and other deleterious materials.

D. Pumping Concrete: The Contractor may at his option use pumping machines for placing the concrete subject to the following requirements: 1. If for pumping requirements the mix design is other than specified, the Contractor shall

furnish to the Architect/Engineer a mix for approval not less than 15 days prior to the time required for its use. The laboratory will make and test this mix design. After the results of these tests are noted and approval is received, this mix can be used. Cost of this laboratory work shall be paid by the Contractor.

2. Whenever concrete is placed by pumping, it is recommended a second pump complete with sufficient pipes and hose for a complete and independent set up, or other placement equipment, be at the job prior to any placing of concrete. The Contractor shall be responsible for any corrective work which results from equipment breakdown.

E. Placing Concrete in Forms: Deposit concrete in forms in horizontal layers no deeper than 24 inches and in a manner to avoid inclined construction joints. Where placement consists of several layers, place each layer while preceding layer is still plastic to avoid cold joints. 1. Consolidate placed concrete by mechanical vibrating equipment supplemented by

hand-spading, rodding, or tamping. Use equipment and procedures for consolidation of concrete complying with ACI 309.

2. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations no farther than the visible effectiveness of the machine. Place vibrators to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mix to segregate.

F. Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous operation, within limits of construction joints, until completing placement of a panel or section. 1. Consolidate concrete during placement operations so that concrete is thoroughly worked

around reinforcement, other embedded items and into corners. 2. Bring slab surfaces to correct level with a straightedge and strike off. Use bull floats or

darbies to smooth surface free of humps or hollows. Do not disturb slab surfaces prior to beginning finishing operations.

3. Maintain reinforcing in proper position on chairs during concrete placement.

G. Bonding: Roughen surfaces of set concrete at all joints, except where bonding is obtained by use of a concrete bonding agent. Clean surfaces of laitance, coatings, loose particles, and foreign matter. Roughen surfaces in a manner to expose bonded aggregate uniformly and to not leave laitance, loose particles of aggregate or damaged concrete at the surface.

3.5 MISCELLANEOUS CONCRETE ITEMS

A. Filling In: Fill in holes and openings left in concrete structures for passage of work by other trades, unless otherwise shown or directed, after work of other trades is in place. Mix, place, and cure concrete as specified to blend with in-place construction. Provide other miscellaneous concrete filling shown or required to complete Work.

B. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and by steel-troweling surfaces to a hard, dense finish with corners, intersections, and terminations slightly rounded.

C. Equipment Bases and Foundations: Provide machine and equipment bases and foundations as shown on drawings. Set anchor bolts for machines and equipment to template at correct


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elevations, complying with diagrams or templates of manufacturer furnishing machines and equipment.

D. Steel Pan Stairs: Provide concrete fill for steel pan stair treads, landings, and associated items. Cast-in safety inserts and accessories as shown on drawings. Screed, tamp, and trowel-finish concrete surfaces.

3.6 FINISHING FORMED SURFACES

A. Rough-Formed Finish: Provide a rough-formed finish on formed concrete surfaces not exposed to view in the finished Work or concealed by other construction. This is the concrete surface having texture imparted by form-facing material used, with tie holes and defective areas repaired and patched, and fins and other projections exceeding 1/4 inch in height rubbed down or chipped off.

B. Smooth-Formed Finish: Provide a smooth-formed finish on formed concrete surfaces exposed to view or to be covered with a coating material applied directly to concrete, or a covering material applied directly to concrete, such as waterproofing, dampproofing, veneer plaster, painting, or another similar system. This is an as-cast concrete surface obtained with selected form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch defective areas with fins and other projections completely removed and smoothed.

C. Smooth-Rubbed Finish: Provide smooth-rubbed finish on scheduled concrete surfaces that have received smooth-formed finish treatment not later than 1 day after form removal. 1. Moisten concrete surfaces and rub with carborundum brick or another abrasive until

producing a uniform color and texture. Do not apply cement grout other than that created by the rubbing process.

D. Grout-Cleaned Finish: Provide grout-cleaned finish on scheduled concrete surfaces that have received smooth-formed finish treatment. 1. Combine one part portland cement to one and one-half parts fine sand by volume, and a

50:50 mixture of acrylic or styrene butadiene-based bonding admixture and water to form the consistency of thick paint. Blend standard portland cement and white portland cement in amounts determined by trial patches so that final color of dry grout will match adjacent surfaces.

2. Thoroughly wet concrete surfaces, apply grout to coat surfaces, and fill small holes. Remove excess grout by scraping and rubbing with clean burlap. Keep damp by fog spray for at least 36 hours after rubbing.

E. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike-off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces unless otherwise indicated.

3.7 FINISHING SLABS

A. Scratch Finish: Apply scratch finish to monolithic slab surfaces to receive concrete floor topping or mortar setting beds for tile, portland cement terrazzo, and other bonded applied cementitious finish flooring material, and where indicated. 1. After placing slabs, finish surface to tolerances of F(F) 15 (floor flatness) and F(L) 13 (floor

levelness) measured according to ASTM E 1155. Slope surfaces uniformly to drains where required. After leveling, roughen surface before final set with stiff brushes, brooms, or rakes.

B. Float Finish: Apply float finish to monolithic slab surfaces to receive trowel finish and other finishes as specified; slab surfaces to be covered with membrane or elastic waterproofing, membrane or elastic roofing, or sand-bed terrazzo; and where indicated.


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1. After screeding, consolidating, and leveling concrete slabs, do not work surface until ready for floating. Begin floating, using float blades or float shoes only, when surface water has disappeared, or when concrete has stiffened sufficiently to permit operation of power-driven floats, or both. Consolidate surface with power-driven floats or by hand-floating if area is small or inaccessible to power units. Finish surfaces to tolerances of F(F) 18 (floor flatness) and F(L) 15 (floor levelness) measured according to ASTM E 1155. Cut down high spots and fill low spots. Uniformly slope surfaces to drains. Immediately after leveling, refloat surface to a uniform, smooth, granular texture.

C. Trowel Finish: Apply a trowel finish to monolithic slab surfaces exposed to view and slab surfaces to be covered with resilient flooring, carpet, ceramic or quarry tile, paint, or another thin film-finish coating system. 1. After floating, begin first trowel-finish operation using a power-driven trowel. Begin final

troweling when surface produces a ringing sound as trowel is moved over surface. Consolidate concrete surface by final hand-troweling operation, free of trowel marks, uniform in texture and appearance, and finish surfaces to tolerances of F(F) 20 (floor flatness) and F(L) 17 (floor levelness) measured according to ASTM E 1155 and not exceeding 1/8 inch in 10 feet when tested with a 10 foot straight edge. Grind smooth any surface defects that would telegraph through applied floor covering system.

D. Trowel and Fine Broom Finish: Where ceramic or quarry tile is to be installed with thin-set mortar, apply a trowel finish as specified, then immediately follow by slightly scarifying the surface with a fine broom.

E. Nonslip Broom Finish: Apply a nonslip broom finish to pool decks, exterior concrete platforms, steps, and ramps, and elsewhere as indicated. 1. Immediately after float finishing, slightly roughen concrete surface by brooming with

fiber-bristle broom perpendicular to main traffic route. Coordinate required final finish with Architect/Engineer before application.

2. Apply fine broom finish to pool decks. 3. Apply medium broom finish to exterior concrete surfaces.

3.8 CURING AND PROTECTION

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. In hot, dry, and windy weather protect concrete from rapid moisture loss before and during finishing operations with an evaporation-control material. Apply according to manufacturer's instructions after screeding and bull floating, but before power floating and troweling. 1. Start initial curing as soon as free water has disappeared from concrete surface after

placing and finishing. Weather permitting, keep continuously moist for not less than 72 hours.

B. Curing Methods: Cure concrete by curing compound, by moist curing, by moisture-retaining cover curing, or by combining these methods. 1. Moist Curing:

a. Keep concrete surface continuously wet by covering with water. b. Use continuous water-fog spray. c. Cover concrete surface with specified absorptive cover, thoroughly saturate cover

with water, and keep continuously wet. Place absorptive cover to provide coverage of concrete surfaces and edges, with a 4-inch lap over adjacent absorptive covers.

2. Moisture-Retaining Cover: a. Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in

widest practicable width with sides and ends lapped at least 3 inches and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape.


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3. Curing Compound: a. Apply dissipating-type curing compound to concrete slabs, drives, walks, and curbs

as soon as final finishing operations are complete (within 2 hours and after surface water sheen has disappeared). Apply uniformly in continuous operation by power spray or roller according to manufacturer's directions, followed by shading or moist curing adequate to keep temperature of the concrete at 80 degrees F or below during the curing period. Recoat areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period.

b. Use curing compounds that are compatible with the finish materials applied directly to concrete.

C. Curing Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces, by moist curing with forms in place for the full curing period or until forms are removed. If forms are removed, continue curing by methods specified above, as applicable.

D. Curing Unformed Surfaces: Cure unformed surfaces, including slabs, drives, walks, and curbs, by any of the specified curing methods unless otherwise directed. 1. Do not use moisture retaining cover on surfaces exposed to view in finished construction,

including integrally colored concrete and surfaces receiving acid-etch stain or other transparent finish.

2. Do not use curing compounds on surfaces receiving acid-etch stain. 3. Verify compatibility of curing compounds with finish materials prior to application.

E. Temperature of Concrete During Curing: When the atmospheric temperature is 85 degrees F. and above, or during other climatic conditions which will cause too rapid drying of the concrete, make arrangements before the start of concrete placing for the installation of wind breaks or shading, and for fog spraying, wet sprinkling, or moisture retaining covering. Protect the concrete continuously for the concrete curing period. Provide hot weather protection complying with the requirements of ACI 305.

F. Protection from Mechanical Injury: During the curing period, protect concrete from damaging mechanical disturbances including load stresses, heavy shock, excessive vibration, and from damage caused by rain or flowing water. Protect all finished concrete surfaces from damage by subsequent construction operations. Concrete trucks, cranes, or excessive concentrations of loads will not be permitted on any slab without prior written approval of the Architect/Engineer during the curing period or subsequent construction.

3.9 CONCRETE EVALUATIONS:

A. Evaluation of Quality Control Tests: The concrete quality control testing as herein before specified will be evaluated by the following criteria: 1. Do not use concrete delivered to the final point of placement which has a slump or total air

content outside the values specified. 2. If the compressive strength tests fail to meet the minimum requirements specified, the

concrete represented by such tests will be considered deficient in strength and subject to additional testing as herein specified.

B. Formed Concrete Dimensional Tolerances: Formed concrete having any dimension smaller than required, and outside the specified tolerance limits, will be considered deficient in strength and subject to additional testing as herein specified. 1. Formed concrete having any dimension greater than required will be rejected if the

appearance or function of the structure is adversely affected, or if the larger dimensions interfere with other construction. Repair, or remove and replace rejected concrete as required to meet the construction conditions. When permitted, accomplish the removal of


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excessive material in a manner to maintain the strength of the section without affecting function and appearance.

C. Strength of Concrete Structures: The strength of the concrete structure in-place will be considered potentially deficient if it fails to comply with any of the requirements which control the strength of structure, including the following conditions: 1. Failure to meet compressive strength test requirements. 2. Concrete which differs from the required dimensions or location in such a manner to reduce

strength. 3. Concrete subjected to damaging mechanical disturbances; particularly load stresses, heavy

shock, and excessive vibration. 4. Poor workmanship and quality control likely to result in deficient strength.

3.10 CONCRETE SURFACE REPAIRS

A. Patching Defective Areas: Repair and patch defective areas with cement mortar immediately after removing forms, when acceptable to Architect/Engineer. 1. Mix dry-pack mortar, consisting of one part portland cement to 2-1/2 parts fine aggregate

passing a No. 16 mesh sieve, using only enough water as required for handling and placing. 2. Cut out honeycombs, rock pockets, voids over 1/4 inch in any dimension, and holes left by

tie rods and bolts down to solid concrete but in no case to a depth less than 1 inch. Make edges of cuts perpendicular to the concrete surface. Thoroughly clean, dampen with water, and brush-coat the area to be patched with bonding agent. Place patching mortar before bonding agent has dried.

3. For surfaces exposed to view, blend white portland cement and standard portland cement so that, when dry, patching mortar will match surrounding color. Provide test areas at inconspicuous locations to verify mixture and color match before proceeding with patching. Compact mortar in place and strike-off slightly higher than surrounding surface.

B. Repairing Formed Surfaces: Remove and replace concrete having defective surfaces if defects cannot be repaired to satisfaction of Architect. Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycomb, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning. Flush out form tie holes and fill with dry-pack mortar or precast cement cone plugs secured in place with bonding agent. 1. Repair concealed formed surfaces, where possible, containing defects that affect the

concrete's durability. If defects cannot be repaired, remove and replace the concrete.

C. Repairing Unformed Surfaces: Test unformed surfaces, such as monolithic slabs, for smoothness and verify surface tolerances specified for each surface and finish. Correct low and high areas as specified. Test unformed surfaces sloped to drain for trueness of slope and smoothness by using a template having the required slope. 1. Repair finished unformed surfaces containing defects that affect the concrete's durability.

Surface defects include crazing and cracks in excess of 0.01 inch wide or that penetrate to the reinforcement or completely through nonreinforced sections regardless of width, spalling, popouts, honeycombs, rock pockets, and other objectionable conditions.

2. Correct high areas in unformed surfaces by grinding after concrete has cured at least 14 days.

3. Correct low areas in unformed surfaces during or immediately after completing surface finishing operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete. Proprietary underlayment compounds may be used when acceptable to Architect/Engineer.

4. Repair defective areas, except random cracks and single holes not exceeding 1 inch in diameter, by cutting out and replacing with fresh concrete. Remove defective areas with clean, square cuts and expose reinforcing steel with at least 3/4-inch clearance all around. Dampen concrete surfaces in contact with patching concrete and apply bonding agent. Mix


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patching concrete of same materials to provide concrete of same type or class as original concrete. Place, compact, and finish to blend with adjacent finished concrete. Cure in same manner as adjacent concrete.

5. Repair isolated random cracks and single holes 1 inch or less in diameter by dry-pack method. Groove top of cracks and cut out holes to sound concrete and clean of dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply bonding compound. Place dry-pack before bonding agent has dried. Compact dry-pack mixture in place and finish to match adjacent concrete. Keep patched area continuously moist for at least 72 hours.

6. Perform structural repairs with prior approval of Architect for method and procedure, using specified epoxy adhesive and mortar.

7. Repair methods not specified above may be used, subject to acceptance of Architect/Engineer. Under no circumstances will "dusting" of wet concrete during finishing operations be allowed.

3.11 TOLERANCES

A. Section 014000 - Quality Requirements: Tolerances.

B. Measure for F(F) and F(L) tolerances for floors in accordance with ASTM E1155, within 48 hours after slab installation.

C. Finish concrete slabs to achieve tolerances of F(F) 36 and F(L) 20.

D. When actual F(F) or F(L) number measures less than required, correct defects by grinding or removal and replacement of defective Work. Re-measure corrected areas by same process.

3.12 QUALITY CONTROL TESTING DURING CONSTRUCTION

A. General: An independent testing agency shall perform tests and to submit test reports. 1. The testing laboratory shall monitor concrete properties at time of placement and report to

the Contractor any deviation from the project specifications. It shall be the responsibility of the Contractor to control the concrete and comply with the project specifications. If the Contractor cannot adequately control the quality of the concrete, then the Architect/Engineer shall direct the testing laboratory to control the concrete. The cost of this service shall be paid for by the Contractor.

B. Testing for quality control during concrete placement shall include the following; sampling of fresh concrete shall be in accordance with ASTM C172, except as modified by ASTM C94 for slump: 1. Slump: ASTM C143; one test at point of placement for each concrete load, and for each

set of compression test specimens. 2. Air Content: ASTM C173, volumetric method for lightweight or normal weight concrete;

ASTM C231, pressure method for normal weight concrete; one for each set of compression tests specimens.

3. Concrete Temperature: ASTM C1064; one test hourly when air temperature is 40 deg F (4 deg C) and below, when 80 deg F (27 deg C) and above, and one test for each set of compressive-strength specimens.

4. Compression Test Specimen: ASTM C31; one set of 4 standard cylinders for each compressive-strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cured test specimens are required. a. Compressive-Strength Tests: ASTM C39; for each class of concrete poured in any

one day, one set for each day's pour exceeding 5 cu. yd. plus additional sets for each 75 cu. yd. more than the first 5 cu. yd. of each concrete class placed in any one day; one specimen tested at 7 days, two specimens tested at 28 days, and one specimen retained in reserve for later testing if required.


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C. When the concrete test cylinders are representing suspended structural members, at the contractor's option, two additional cylinders shall be made for the purposes of determining concrete strength for form removal in accordance with the provisions outlined in this section.

D. When strength of field-cured cylinders is less than 85 percent of companion laboratory-cured cylinders, evaluate current operations and provide corrective procedures for protecting and curing the in-place concrete.

E. Strength level of concrete will be considered satisfactory if averages of sets of three consecutive strength test results equal or exceed specified compressive strength and no individual strength test result falls below specified compressive strength by more than 500 psi.

F. Curing of Compression Test Specimens: After preparation of the test cylinders, to prevent evaporation of water from the unhardened concrete, cover the cylinders immediately after finishing with a non-reactive plate or impervious plastic sheeting. Protect the outside surface of cardboard molds from any source of water for the first 24 hours after casting. Field curing proce-dures for test cylinders for 28 day compressive strengths are not the same as those for determining strength for form removal time. 1. For test cylinders for 28 days compressive strength determination, during the first 24

hours after molding, store all test cylinders under conditions that maintain the temperature immediately adjacent to the cylinders in the range of 60 to 80 degrees F. and prevent loss of moisture from the specimens. If the Architect/Engineer or testing laboratory have questions concerning the storage temperature, they may require that the contractor provide a temperature record of the cylinders by means of maximum-minimum thermometers. At the end of 20 hours plus or minus four hours, cylinders are to be transported to the laboratory, removed from the molds, and placed in a moist condition at 73.4 plus or minus 3 degrees F. until the moment of testing.

2. Cure test cylinders to be used for determining strength for form removal time as nearly as practical in the same manner as the concrete in the structure. Cylinders shall be stored in or on the structure as near the point of use as possible, and as far as is practical, with the same exposure to the elements. Remove test cylinders from field storage and store in lime water at 73.4 plus or minus 3 degrees F. for 24 hours plus or minus 4 hours immediately before testing.

3. Cylinders shipped from the field to the laboratory shall be packed in sturdy wood boxes or other suitable containers surrounded by wet sawdust or other suitable packing material and shall be protected from freezing during shipment.

G. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted but shall not be used as the sole basis for acceptance or rejection.

H. Additional Tests: The testing agency will make additional tests of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure, as directed by Architect/Engineer. Testing agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C42, or by other methods as directed.

END OF SECTION