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UniSpec II- Store Planning 072514
SECTION 03310 –STRUCTURAL CONCRETE AND EXTERIOR CONCRETE SLABS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Cast-in-place structural concrete for concrete structures and exterior slabs on grade including the
following:
a. Truckwell.
b. Exterior sidewalks adjacent to building and entry slab.
c. Garden center (exterior slabs).
2. Aggregate base below slab.
3. Formwork, shoring, bracing, and anchorage.
4. Reinforcement and accessories.
5. Curing and finishing.
B. Related Sections:
1. Section 01458 - Testing Laboratory Services. Procedures for inspection, testing, and documentation by
Owner furnished testing laboratory.
2. Section 02715 - Base Course: Base for exterior concrete slabs except as otherwise specified herein.
3. Section 03314- Cast-In-Place Concrete Slabs. Concrete for interior slabs on ground except as specified
above.
4. Section 05120 - Structural Steel: Column anchor bolts.
5. Section 05500 - Metal Fabrications: Other metal components cast into concrete.
6. Section 07900 - Joint Sealers: Expansion, Contraction, and Construction Joint Fillers and Sealants.
1.2 REFERENCES
A. The publications listed below form a part of this specification to the extent referenced. Publications are referenced
within the text by the basic designation only.
B. Mandatory Provisions: In publications referred to herein, advisory provisions shall be considered to be
mandatory.
C. American Association of State Highway and Transportation Officials (AASHTO): Standard Specification For
Transportation Materials And Methods Of Sampling and Testing :
1. AASHTO T318 - Water Content of Freshly Mixed Concrete Using Microwave Oven Drying (Formerly
AASHTO TP 23)
D. American Concrete Institute (ACI):
1. ACI 117 - Standard Tolerances for Concrete Construction and Materials.
2. ACI 301 - Structural Concrete.
3. ACI 304.2R - Placing Concrete By Pumping Methods
4. ACI 305.1 – Specifications for Hot Weather Concreting.
5. ACI 306.1 - Cold Weather Concreting
6. ACI 308.1 - Standard Specification for Curing Concrete.
7. ACI 308R - Guide To Curing Concrete
8. ACI 318 - Building Code Requirements for Reinforced Concrete and Commentary.
9. ACI 347 - Guide To Formwork For Concrete
10. ACI SP66 - ACI Detailing Manual
E. ASTM International (ASTM):
1. ASTM A36 – Carbon Structural Steel.
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2. ASTM A82 - Steel Wire, Plain, for Concrete Reinforcement.
3. ASTM A185 - Steel Welded Wire Fabric, Plain, for Carbon Steel, 60,000 PSI Tensile Strength Concrete
Reinforcement.
4. ASTM A615 - Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.
5. ASTM A706 - Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement
6. ASTM C31 - Making and Curing Concrete Test Specimens in the Field.
7. ASTM C33 - Concrete Aggregates.
8. ASTM C39 - Concrete Specimens, Compressive Strength of.
9. ASTM C94 - Ready-Mixed Concrete.
10. ASTM C136 - Sieve Analysis of Fine and Coarse Aggregates
11. ASTM C150 - Portland cement.
12. ASTM C171 - Sheet Materials for Curing Concrete.
13. ASTM C172 - Sampling Freshly Mixed Concrete.
14. ASTM C260 - Air-Entraining Admixtures for Concrete.
15. ASTM C309 - Liquid Membrane-Forming Compounds for Curing Concrete.
16. ASTM C 403 - Time of Setting of Concrete Mixtures by Penetration Resistance
17. ASTM C494 - Chemical Admixtures for Concrete.
18. ASTM C618 - Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland
Cement Concrete.
19. ASTM C989 - Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars
20. ASTM C881 - Epoxy-Resin-Base Bonding Systems For Concrete
21. ASTM C1107 - Packaged Dry, Hydraulic-Cement Grout (Non-Shrink).
22. ASTM C 1218 - Water-Soluble Chloride in Mortar and Concrete.
23. ASTM C1315 - Liquid Membrane Forming Compounds Having Special Properties for Curing and Sealing
Concrete.
24. ASTM D 98 - Calcium Chloride.
25. ASTM D 698 - Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 5.5 lb (2.49 Kg)
Hammerand 12-in (305 mm) Drop.
26. ASTM D1241 - Materials for Soil-Aggregate Subbase, Base and Surface Courses
27. ASTM D1751 - Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction
(Nonextruding and Resilient Bituminous Types).
28. ASTM D1752: Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and
Structural Construction.
29. ASTM D2628 - Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements.
30. ASTM D3575: Standard Test Methods for Flexible Cellular Materials Made From Olefin Polymers.
31. ASTM E96 - Water Vapor Transmission of Materials
32. ASTM E154 - Water Vapor Retarders Used in Contact with Earth under Concrete Slabs, on Walls or as
Ground Cove.
F. American Welding Society (AWS):
1. AWS D1.4 - Structural Welding Code Reinforcing Steel.
G. Concrete Reinforcing Steel Institute (CRSI):
1. CRSI Manual of Standard Practice.
2. CRSI Placing Reinforcing Bars.
H. America Plywood Association (APA):
1. Grading Rules.
I. Department of Commerce (National Institute of Standards and Technology) – Product Standard (DOC):
1. DOC PS 1 - Construction and Industrial Plywood.
J. International Code Council, Inc.:
1. International Building Code (IBC).
K. National Concrete Ready-Mix Association:
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1. NCRMA Inspection Standards
1.3 SUBMITTALS
A. Submittal Procedures: Unless otherwise specified herein, submit in accordance with procedures specified in
Section 01330.
B. Submit submittal items required within this section concurrently. Do not submit submittals of this section together
with submittals in section 03314 or any other section. Identify submittals explicitly in accordance with Procedures
paragraphs in Section 01330.
C. Sieve Analysis for Aggregate Base: Submit current sieve analysis report, sampled and tested within the last 60
days of submittal date, for aggregate base and choker material.
D. Concrete Batch Plant Certifications: Submit name and address of the concrete supplier’s batch plant and plant
certification(s) by National Ready-Mix Concrete Association and/or State Department of Transportation.
E. Shop Drawings: Submit shop drawing for field use. Do not use reproductions of Contract Documents as shop
drawings. Prepare shop drawings in accordance with Part B, Chapter 3, ACI 315.
1. Reinforcement:
a. Include concrete notes on shop drawings that relate to proper placing of reinforcing.
b. Show all reinforcing steel including dowels, embedded steel items, and anchor bolts .
c. Include number, grade, size, length, mark, location, splice lengths, and bending diagrams for
reinforcing steel and related products.
2. Placement Drawings:
a. Submit reinforcement placement drawings with bar lists. Include walls, grade beams, and plans of
footings and slabs.
b. Show section cuts, details with piece marks, and control joint locations. Show reinforcing size,
quantity, spacing, location, length, and required schedules.
F. Samples: Materials as requested by the Engineer, including names, sources, and descriptions.
G. Mix Design: Fill out and submit attached Concrete Mix Design Submittal Form. Submit each proposed mix
design in accordance with ACI 301, Sections 3.9 "Proportioning on the basis of previous field experience or trial
mixture", or 3.10 "Proportioning based on empirical data". Submit separate mix design for concrete to be placed
by pumping in addition to the mix design for concrete to be placed directly from the truck chute. Submit mix
design by e-mail to the Architect of Record and the Wal-Mart Construction Testing Laboratory. Include
applicable information shown on the Mix Design Submittal Form and the following:
1. Proportions of cementitious materials, fine and coarse aggregate, and water.
2. Water-cementitious material ratio, 28-day compressive design strength, slump, and air content.
3. Type of cement, fly ash, slag, and aggregate.
4. Aggregate gradation.
5. Type and dosage of admixtures.
6. Special requirements for pumping.
7. Range of ambient temperature and humidity for which design is valid.
8. Special characteristics of mix which require precautions in mixing, placing, or finishing techniques to
achieve finished product specified.
9. Materials and methods for curing concrete.
H. Submit Shop Drawings, and Quality Control Submittals within 5 working days of Contract date.
I. Attachments to Concrete Mix Design: Submit the following as attachments to be included with the Concrete Mix
Design:
1. Cementitious materials mill test reports for the following:
a. Portland cement
b. Fly ash
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c. Slag
2. Designation, type, quality, and source (natural or manufactured) of coarse and fine aggregate materials.
3. Sieve Analysis Reports: Provide separate sieve analysis of percentages passing for coarse and fine
aggregate. Show values for each sieve size shown on the mix design form. Do not leave any line blank.
Sieve analysis sampling and testing for each aggregate source shall be conducted within 60 days of
concrete submittal date.
4. Aggregate Supplier Statement:
a. Stating if aggregate is possibly alkali-reactive based on tests or past service.
b. Stating if aggregate can possibly cause pop-outs, “D” cracking, or other disruptions due to moisture
gain, freezing, or other mechanisms, based on tests or past service.
5. Product data for the following concrete materials admixtures:
a. Water reducing
b. Set retarding
c. Set accelerating
d. Data indicating chloride ion content information for each admixture
6. Concrete compressive strength data as required by ACI 318.
7. Concrete Supplier Approval.
8. Chloride-Ion Content: Measured water-soluble chloride-ion content (percent by weight of cementitious
materials) in accordance with ASTM C1218.
9. Time of Initial Setting: Initial setting time in accordance with ASTM C403.
J. Product Data: Submit certified laboratory test data or manufacturer’s certificates and data for the items listed
below certifying that materials are in conformance requirements specified herein. Submit to the Civil Engineering
Consultant of Record and the Construction Testing Laboratory for review and approval and within 7 calendar
days after receipt of Notice-to-Proceed.
1. Portland cement concrete mix design(s)
2. Type and source of Portland cement, fly ash, and slag
3. Aggregate gradations
4. Soft preformed joint filler
5. Pavement joint sealant
6. Dowel bars
7. Tie bars
8. Reinforcing steel bars
9. Welded wire fabric
10. Air entraining admixtures
11. Water-reducing, set-retarding, and set-accelerating admixtures (if used)
K. Pavement Joint and Placement Plan: Provide a placement plan identifying the following:
1. Concrete truck access location.
2. Extent of placements including width, length, slab placement area and volume.
3. Locations of construction joints.
4. Location of sawn contraction joints if different from those shown on the civil drawings.
L. Pre-Slab Installation Meeting:
1. Provide record of notification of pre-slab meeting including company name, persons contacted, and date
and method of contact.
2. Provide meeting minutes to all participants and Wal-Mart Construction Manager including sign-in sheet.
M. Delivery Tickets:
1. Copies of delivery tickets for each load of concrete delivered to site.
2. Indicate information required by ASTM C 94 on each ticket including additional information required for
slabs.
3. Information on ticket shall include quantities of material batched including the amount of free water in the
aggregate and the quantity of water that can be added at the site without exceeding the maximum water
cementitious ratio of the approved mix design. Aggregate moisture corrections shall be based on ASTM
definitions of aggregate moisture content and absorption.
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4. Mix identification number on ticket shall match number on submitted and approved mix design.
5. Submit copies to Wal-Mart Testing Laboratory with each concrete delivery.
N. Submit all submittal items required within this section in a single submittal. Do not submit submittals of this
section together with submittals in Section 03314 or any other section. Identify submittals explicitly in
accordance with Procedures paragraphs in Section 01330.
1.4 TESTING
A. Wal-Mart Testing Laboratory will perform concrete testing and inspection specified in Part 3 herein at no cost to
the Contractor in accordance with Section 01458 - Testing Laboratory Services.
B. Wal-Mart Testing Laboratory is neither authorized to change any specified requirement nor to approve any
portion of the work.
C. Failure to detect defective material or Work will neither prevent rejection when defects are discovered later nor
will it obligate Owner to make final acceptance.
D. Responsibilities and Duties of Contractor Relative to Owner Testing:
1. Notify Owner’s agency in advance of concrete placement to allow sufficient time to prepare for required
testing.
2. Assist Owner’s agency in securing field specimens
3. Provide and maintain for sole use of Wal-Mart Testing Laboratory, facilities for safe storage and proper
curing of concrete test cylinders at project site as required by ASTM C31 and acceptable to Wal-Mart
Testing Laboratory.
1.5 QUALITY ASSURANCE
A. Codes and Standards: Comply with provisions of following codes, specifications, and standards, except where
more stringent requirements are shown or specified:
1. ACI 301 - Specifications for Structural Concrete for Buildings.
2. ACI 318 - Building Code Requirements for Reinforced Concrete.
3. CRSI - Manual of Standard Practice.
B. Pumped Concrete:
1. Perform mix design, proportioning, and placement in accordance with ACI 304.2R.
2. Submit documented evidence of experience in placing concrete by pumping on not less than three projects
of similar size and complexity. List available pump size, standby pump size, piping, and other equipment.
3. Submit documented evidence of concrete supplier's ability to dedicate sufficient mixing and delivery
equipment to supply the concrete continuously for the volumes to be placed by pumping.
C. Chemical Admixtures: Set control admixtures may be used only when adverse weather conditions are
anticipated. Use of admixtures is subject to Wal-Mart approval.
1. Notify Wal-Mart Construction Manager at Pre-Bid Conference if admixtures will be used in concrete.
2. Provide Wal-Mart Construction Manager with proposed Construction Schedule identifying anticipated
adverse weather conditions justifying use of admixtures.
3. Notify Wal-Mart Construction Manager prior to installation for which admixtures will be used in concrete.
4. Mix design shall indicate ingredients including the admixtures to be used and the slump and air content
range for the project.
D. Concrete Truck Inspection:
1. Conform to ASTM C94, NRMCA, and Department of Transportation standards in state where project is
located.
2. Perform inspections immediately before starting concreting operations.
3. Record acceptable truck numbers.
4. Record the identification numbers of those trucks found to be acceptable on the basis of inspections.
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5. Do not bring on site for concreting operations, any truck whose identification numbers are not recorded as
acceptable. Notify Wal-Mart Testing Lab if non-conforming trucks are used to deliver concrete for slabs
and pavements.
E. Tolerances:
1. Conform to most stringent requirements of ACI 117 and ACI 301 except as specified herein.
2. Conform to ACI 117 thickness tolerances for slabs-on-ground.
F. Concrete Supplier Approval:
1. The concrete supplier shall be fully approved and acceptable by the concrete subcontractor as the producer
of concrete for which the subcontractor is to place and finish. Prepare Statement of Approval of Concrete
Supplier stating project name, name of concrete supplier, along with the statement of approval and the
signatures of the Contractor and concrete pavement subcontractor. Submit statement as specified in
Submittals paragraph above.
G. Workmanship:
1. When directed by the Owner, remove and replace or repair concrete and related Work which does not
conform to specified requirements including strength, tolerances and finishes.
2. Bear cost of corrections or delays to other work affected by, or resulting from, corrections to concrete
Work.
3. If results of compressive strength tests reveal deficiencies in concrete, meet requirements of ACI 318 and
ACI 301.
4. Establish and maintain required lines and elevations.
5. Check surface areas at intervals necessary to eliminate ponding areas.
H. Pre-installation Meeting: Convene a pre-installation meeting at the site at least two weeks prior to commencing
work of this Section. Require attendance of parties directly affecting work of this Section, including, but not
limited to, the Owner's representative, CTL’s representative and inspector, Contractor, concrete sub-contractor
and job foreman, concrete supplier, and base fine grading contractor.
1. Contact Wal-Mart Construction Manager Thirty days prior to pre-installation conference to confirm
schedule.
2. Record discussions of meeting and decisions and agreements (or disagreements) reached, and furnish copy
of record to each party attending. Review foreseeable methods and procedures related to paving work,
including the following:
3. CTL’s testing and inspection procedures.
4. Concrete finishes and finishing.
5. Cold- and hot-weather concreting procedures.
6. Curing procedures.
7. Concrete design mixture and examine procedures for ensuring quality of concrete materials.
8. Proposed sources of concrete materials, including capabilities and location of plant that will manufacture
concrete.
9. Tour, inspect and discuss condition of subgrade, drainage structures, and other preparatory work.
10. Requirements for protecting concrete work, including restriction of traffic during installation period and
for remainder of construction period.
11. Review and finalize construction schedule and verify availability of materials.
12. Concrete paving requirements (drawings, specifications and other contract documents).
13. Required submittals, both completed and yet to be completed.
14. Weather and forecasted weather conditions, and procedures for coping with unfavorable conditions.
15. Safety precautions relating to placement of concrete.
16. Changes to the contract documents from recommendations or discussions at the Pre-Construction meeting
shall be approved in writing by the Wal-Mart Construction Manager prior to implementation.
1.6 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Deliver materials in unopened containers with labels identifying contents. Keep containers closed and upright to
prevent leakage.
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B. Mark reinforcing, accessories and embedded items for proper identification and placement location.
C. Store materials, except aggregate, off ground in dry area and in manner to prevent damage. Protect liquid
materials from freezing.
D. Stockpile aggregate in manner to prevent contamination with other materials or with other sizes of aggregates.
Conduct tests for determining conformance to requirements at point of batching. Do not use bottom 6” of
aggregate piles in contact with ground. Allow sand to drain until it has reached a uniform moisture content before
it is used.
E. Store admixtures in manner to prevent contamination. Protect admixtures from extreme temperatures which
would adversely affect their characteristics.
1.7 ENVIRONMENTAL REQUIREMENTS
A. Hot and cold weather concreting shall be in accordance with ACI 305.1 (hot weather) and 306.1 (cold weather).
B. Concreting in Hot, Dry, or Windy Weather:
1. Employ precautions to avoid cracking when the concrete rate of evaporation exceeds 0.1 pounds per square
foot per hour or when any combination of concrete materials and weather conditions are favorable for the
formation of plastic shrinkage cracks.
2. Maintain an accurate reading thermometer at the job site to check temperature of concrete.
3. Reject concrete if more than one slump adjustment, as defined in ASTM C 94, is required.
4. Do not place concrete when forms, subgrade, aggregate base, or reinforcing bars are more than 120 F or
the temperature differential between the forms, aggregate base, or reinforcing bars and concrete will create
conditions favorable for settlement cracks or thermal cracking.
C. Concreting in Cold Weather:
1. Mix and place concrete when the air temperature in the shade and away from artificial heat is a minimum
of 35 degrees F and rising.
2. Conform to ACI 306.1 when temperature and other environmental conditions are as noted therein.
3. Subgrade shall be thawed to depth of 12 inches immediately before placing concrete.
4. Measure and record concrete temperature during protection period in each placement at regular time
intervals, but not less than 3 times per 24 hour period.
5. Do not place slabs on subgrade or base that is more than 20F cooler than concrete. Warm subgrade or
base to decrease temperature differential to 20 F or less
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Subject to compliance with project requirements, provide products as manufactured by the following to the extent
as specified hereinafter for the specific product:
1. American Colloid Company, (800) 527-9948.
2. Ardex Engineered Cements, (412) 264-4240.
3. BASF Admixtures Inc., Cleveland, OH (Formerly Master Builders) (800) 628-9990.
4. BASF Building Systems, Shakopee, MN (Formerly Degussa Building Products) (800) 433-9517.
5. Colloid Environmental Technologies Co. (CETCO), (800) 527-9948
6. Conspec Marketing & Manufacturing, (800) 348-7351.
7. Degussa Building Products: See BASF Building Systems.
8. DRC Inc., Carrollton, KY (502) 732-1001.
9. E-Poxy Engineered Materials, (800) 833-3400.
10. Euclid Chemical Co., (800) 321-7628.
11. Henry Company (Synko-Flex Products Division); (800) 231-4551.
12. Master Builders, Inc.: See BASF Admixtures.
13. Permagile Industries, Inc., (800) 645-7546.
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14. Reef Industries, (800) 231-6074.
15. Sika Corp., (800) 933-7452.
16. Sonneborn Building Products: See BASF Building Products.
17. Thoro System Products: See BASF Building Products.
18. Unitex, (816) 231-7700 or (800) 821-5846.
19. W.R. Meadows, Inc., (800) 342-5976.
20. Vexcon Chemicals, Inc., (888) 839-2661.
B. Substitutions: Not permitted unless otherwise specified.
2.2 AGGREGATE BASE MATERIALS
A. Exterior pavement areas shown on the Drawings referencing the “Foundation Subsurface Preparation” for base
preparation shall receive aggregate base materials as specified herein unless otherwise shown on the Foundation
Subsurface Preparation.
B. Aggregate Base: Use one of the following gradations:
1. Any local state DOT approved road base material with 100% passing No. 1½-inch sieve, 15% to 55%
passing the No. 4 sieve and 5% to 12% passing the No. 200 sieve.
2. Material that satisfies the General and Gradation “A”, ”C”, or “D” requirements (with the modified
allowance of 5% to 12% passing the No. 200 sieve) as defined by ASTM D 1241.
3. Material passing the No. 200 shall be clean granular fill with less than 3% clay and/or friable particles.
C. Aggregate Choker Coarse: Clean granular fill with less than 3% clay and/or friable particles. Use one of the
following gradations:
1. ASTM 448 No. 10 with 6% to 12% passing No. 200 sieve.
2. Material that meets the following gradation:
a.
Std. Sieve Size % Passing
No. 4 85-100
No. 8 75-95
No. 16 55-75
No. 50 22-45
No. 100 10-30
No. 200 6-12
D. Refer to Section 02715 for base materials not subject to the Foundation Subsurface Preparation requirements.
2.3 FORMWORK
A. Forms: Design, engineer, and construct forms, shores, bracing, and other temporary supports to support loads
imposed during construction in accordance with ACI 347. Design under the direct supervision of a licensed
Professional Engineer experienced in design of this Work.
1. Plywood:APA Plyform Class 1, complying with DOC PS 1, exterior-grade plywood panels, suitable for
concrete forms, 5/8 inch minimum thickness unless otherwise shown or specified, and as follows.
a. Plywood for concrete surfaces to be exposed after construction is complete: APA HDO plyform
(High Density Overlay) with straight, sealed edges.
b. Plywood for concrete surfaces not to be exposed after construction is complete: APA B-B Plyform .
2. Lumber: Dressed, tongue and grooved, free from loose knots.
3. Metal: Smooth, clean, corrosion-free, without dents or holes and with closely-matching edges.
4. Fiberglass: Smooth, clean, without dents or holes and with closely-matching edges.
5. Laminated Round Fiber Tubes: Spirally laminated paper fiber, wax impregnated on exterior surfaces and
interior ply allowing uniform moisture penetration.
B. Form Release Agents:
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1. 100% biodegradable, non-toxic, 100% natural organic chemical release agent that will not cause surface
imperfections, and is non-staining and compatible with field applied paints, toppings, curing compounds
and other coatings.
2. Use same brand form release agent for all forms.
3. Products:
a. Form-EZE Natural by Euclid Chemical, (800) 321-7628.
b. Enviroform by Conspec, (913) 287-1700.
c. Certi-Vex V Form Release by Vexcon, (888) 839-2661.
d. Farm Fresh by Unitex, (816) 231-7700.
C. Ties and Accessories:
1. Provide form ties, anchors, and hangers of sufficient strength to resist displacement of forms due to
construction loads and depositing of concrete.
2. Provide ties and spreader form ties designed so no metal will be within 1 inch of surface when forms are
removed.
3. Where concrete surfaces are exposed to view, use form ties that will leave a depression not more than 1
inch in diameter when removed.
D. Waterstops: Provide one of the following.
1. Waterstop RX-101 Bentonite Waterstop, by CETCO (Colloid Environmental Technologies Co.)
2. SF302-Synko-Flex Waterstop, by Henry Co.
2.4 REINFORCEMENT
A. Reinforcing Bars:
1. ASTM A615, deformed, Grade 60.
2. ASTM A 706, deformed, Grade 60.
B. Joint Dowel Bars: ASTM A 615, Grade 40 minimum, or ASTM A36, smooth round plain-steel bars, cut bars true
to length with ends square and free of burrs. Epoxy coat per State Highway Department Standard Specifications.
C. Welded Wire Mesh: Welded plain cold-drawn steel wire fabric, ASTM A185. Furnish in flat sheets.
2.5 REINFORCEMENT ACCESSORY MATERIALS
A. Tie Wire: Minimum 16 gage annealed type.
B. Reinforcing Support Devices:
1. Manufacturer support devices of metal (wire bar), concrete, or recycled plastic devices conformingto CRSI
Manual of Standard Practice.
2. Plastic accessories shall have a minimum of 50% recycled content.
3. Do not use wood, brick and other devices that can expand due to moisture gain.
4. Precast concrete chairs shall have minimum compressive strength of 3,500 psi.
5. For concrete surfaces exposed to view where legs of wire bar supports contact forms, use CRSI Class 1
plastic-protected steel wire or CRSI Class 2 stainless-steel bar supports.
6. When precast concrete bar supports are used over aggregate base, or over waterproof membranes and
vapor retarders, properly embed tie wires to prevent penetration of substrate.
7. Properly size foot of bar supports or similar devices to prevent settlement on base material or prevent
puncture on vapor barrier.
8. When supporting multiple layers of reinforcement, provide the proper size and spacing of bar supports or
similar devices to prevent deformation of plastic and to retain rebar within position tolerances.
2.6 CONCRETE MATERIALS
A. Cement: ASTM C150 - Type I, II, or III. If reactive aggregates are present in the area, use low alkali cement
containing less than 0.6 percent alkalis. Use only one brand throughout project.
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B. Concrete Aggregate:
1. Conform to ASTM C33.
2. Aggregate shall contain no coal or lignite in concrete that will not be covered by soil.
3. Fine Aggregate:
a. Conform to fine aggregate grading requirements as defined in section 6.1 of ASTM C 33 unless
approved by the Structural Engineer.
b. If manufactured sand is used, blend with minimum 25% natural sand unless otherwise approved by
the Structural Engineer.
4. Coarse Aggregate:
a) Nominal maximum coarse aggregate size shall be 1 inch for slabs ≤ 5-1/2 inch thick.
b) The nominal maximum size of an aggregate is the smallest sieve size through which
the major portion of the aggregate must pass, with a minimal amount retained on the maximum
sieve size. Maximum 4% shall be retained on the nominal maximum size sieve.
5. Adjust proportions of combined coarse, intermediate, and fine aggregates to provide the following particle
size distribution characteristics, unless otherwise approved:
a. Coarseness Factor of 60 to 75%.
1) The Coarseness Factor (CF) is the percent of combined aggregate retained on the #8 sieve
that is also retained on the 3/8” sieve.
2) The Coarseness Factor is calculated as follows:
CF = Aggregate retained on 3/8” sieve / Aggregate retained on #8 sieve.
b. Adjusted Workability Factor
1) The Workability Factor (WF) is the percent of combined aggregate that passes the #8 sieve.
2) The Adjusted Workability Factor (Adj-WF) is calculated as follows:
Adj-WF = WF+[(Cementitous Material -564 lbs)/37.6]
3) The range of accepted Adj-WF for a given CF is as follows:
Adj-WF = [(11.25 - .15 CF) + 33] ± 2.5
4) Combined percent retained on any given sieve size shall not exceed 24%.
6. Gradation requirement of ASTM C33 may be waived in order to meet ranges specified.
C. Fly Ash: ASTM C618, Type C or F. Use only one type and source throughout the project.
D. Slag: ASTM C989, Grade 100 or 120. Use only one type and source throughout the project.
E. Water: Clean potable water, not detrimental to concrete.
2.7 CHEMICAL ADMIXTURES
A. Air Entrainment: ASTM C260.
1. Air-Mix or AEA-92, by Euclid.
2. MB-VR MB-AE 90, or Micro-Air, by Master Builders.
3. Daravair or Darex Series, by W.R. Grace.
4. Equivalent approved products.
5. Sika Air Series, by Sika.
B. Evaporation Retardant: Water-based polymer, sprayable.
1. Euco-Bar, by Euclid
2. Confilm, by BASF Admixtures (Master Builders)
3. Aquafilm, by Dayton Superior.
C. High-Range Water Reducing Admixture: ASTM C494, Type F or G.
1. Type F:
a. Eucon 37, by Euclid.
b. Daracem 100, by W.R. Grace.
c. Rheobuild 1000 or Glenium Series, by MBT
d. ViscoCrete or Sikaplast by Sika
2. Type G:
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a. Eucon 537, by Euclid.
b. Daracem 100, by W.R. Grace.
c. Rheobuild 716, by Master Builders.
3. Equivalent approved products.
D. Other Admixtures: Additional admixtures including retarding, accelerating, and evaporation retardant, and
integral color admixtures are specified in Section 03314.
2.8 RELATED MATERIALS
A. Non-shrink Grout: Pre-mixed non-shrinking, high strength grout, ASTM C1107, Type A, B, or C; compressive
strength of 5000 psi in 28 days.
1. NS Grout, by Euclid.
2. Construction Grout, by Master Builders.
3. Sonogrout, by Sonneborn.
4. Certi-Vex Grout #1000, by Vexcon.
5. Enduro 50, by Conspec.
B. Joint Materials: Specified in Section 07900.
C. Foundation Perimeter Insulation: Specified in Section 07210.
D. Epoxy Bonding Agent: ASTMC881
1. Euco #452 or Corr-Bond, by Euclid.
2. EVA-POX Epoxy Paste No. 22, by E-Poxy Industries.
3. Concresive Liquid (LPL), by Master Builders.
4. Uniweld, by Permagile Industries.
5. Sikadur 32, Hi-Mod LPL by Sika.
E. Bond Breaker: ASTM D226, No. 15, unperforated asphalt saturated felt.
F. Leveling Compound:
1. Ardex V-900, by Ardex. Contact: Jesse David.
2. Flo-Top or Super Flo-Top, by Euclid.
3. SikaTop Overlay System, by Sika.
4. Thoro Underlayment Self-Leveling including Thoro Primer #800, by Thoro.
5. Certi-Vex SLU TC including EnvioBond A Primer, by Vexcon.
6. Conflow including Primeflow, by Conspec.
7. MASTERTOP 110 UNDERLAYMENT, by Master Builders.
G. Concrete Sealer: Solvent based concrete sealer having a minimum 25% solids similar to High Solids Clear Seal
manufactured by Increte Systems Inc.
2.9 CONCRETE CURING MATERIALS
A. Water: Clean, clear, and potable, not detrimental to concrete finish.
B. Concrete Curing Cover:
1. AquaCure, by DRC.
a. Exclusive Distributor: Greenstreak Group, Inc., St. Louis, MO (800) 325-9504.
2. Ultracure by McTech Group.
C. Liquid Membrane Curing and Sealing Compound: ASTM C 1315, Type I, Class A or B, 25% minimum solids
content, clear non-yellowing with no styrene-butadiene.
1. Water Based, VOC less than 350 g/l:
a. Super Aqua Cure, by Euclid Chemical Corp.
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b. Kure 1315 by BASF Building Systems (Degussa).
D. Dissipating Curing Compound: ASTM C 309 Type 1, Class A or B, solvent or water base, VOC less than 350 g/l.
1. Cetri Vex EnvioCure 100 by Vexcon. (Solvent base)
2. Day Chem REZ Cure (J-11-W) or Safe Cure & Seal (J19) by Dayton Superior. (Water Base)
3. Kurez DR VOX, by Euclid. (Water Base)
2.10 COLOR TEXTURED (STAMPED) CONCRETE
A. Color textured concrete is specified in Section 03361.
2.11 CONCRETE MIX
A. Mix and deliver concrete in accordance with ASTM C94. Prepare design mixes for each type and strength of
concrete by the laboratory trial batch or the field experience method as specified in ACI 301.
B. Exposure Classification: Geographical exposure classification shall be in accordance with Figure 1904.2.2 of the
IBC. Uncertainty of classification due to a project location near a border of a classification shall be referred to
Wal-Mart Construction Manager for clarification.
C. Exterior Pavement and Slabs on Grade:
1. Compressive Strength and Water-Cementitious (W/C) Ratio: Strength at 28 days and W/C ratio shall be
as follows unless otherwise indicated on the Drawings:
a. Negligible exposure classification: 3,500 psi with a maximum water-cementitiuos ratio of 0.53.
b. Moderate exposure classification: 4,000 psi with a maximum water-cementitiuos ratio of 0.48.
c. Severe exposure classification: 4,500 psi with a maximum water-cementitiuos ratio of 0.45.
2. Slump Range: 2”- 4” for hand placed concrete, 1-1/4” to 3” for machine placed (slipform) concrete.
3. Air Entrainment shall be as follows:
Nominal
Maximum Size
Aggregate (Inch)
Average Air Content (%) +/- 1.5%
By Exposure Classification
Negligible Moderate Severe
3/8 4.5 6.0 7.5
1/2 4.0 5.5 7.0
3/4 3.5 5.0 6.0
1 3.0 4.5 6.0
1-1/2 2.5 4.5 5.5
D. Interior Concrete and Exterior Structural Concrete:
1. Compressive Strength: Strength at 28 days shall be 3000 psi unless otherwise shown or specified.
2. Maximum Water-Cementitious Material Ratio (Cement Quantity Includes Fly Ash or slag):
a. Exterior Structural Concrete: 0.50 by wt..
b. Interior Concrete: 0.58 by wt.
3. Slump for Conventionally Placed Concrete: Not to exceed 4 inches or not to exceed 5 inches with a Type
A water reducing admixture.
4. Slump for Pumped Concrete: Not to exceed 7 inches at the point of discharge from the pipe or hose after
pumping. HRWR admixture (superplasticizer) required.
5. Air Content: As listed below plus or minus 1.5 percent.
a. For Concrete Exposed to Weather: 4 percent, plus or minus 1.5 percent.
1) Negligible Exposure: 4.0 percent
2) Moderate Exposure: 5.0 percent.
3) Severe Exposure: 6.0 percent.
b. For Concrete Not Exposed to Weather: Not to exceed 5.0 percent.
6. Concrete to be Placed by Pumping Methods
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a. The minimum quantity of constituent materials passing the No. 50 sieve (fine aggregate and
cementitious materials) shall be 600 pounds per cubic yard.
b. The particle size distribution of the combined fine and coarse aggregate shall be uniform from the
largest to the smallest particles.
E. Admixtures:
1. Use water-reducing admixture or high-range water-reducing admixture (Superplasticizer) in concrete as
required for placement and workability. Unless otherwise permitted herein, chemical admixtures shall be
dispensed at the batch plant. Use high-range water-reducing admixture (HRWR) in pumped concrete.
2. Use air-entraining admixture in exterior concrete exposed to weather. Add air-entraining admixture at
manufacturer's prescribed rate to result in concrete at point of placement having total air content specified
above.
3. Use admixtures for water reduction and set control (accelerators and retarders) in strict compliance with
manufacturer's directions.
4. Verify with the admixture manufacturer the following:
a. The compatibility of the individual admixtures when combined in the concrete mix.
b. The compatibility of the individual admixtures with the concrete materials.
F. Supplementary Cementitous Materials (SCM):
1. Concrete mix shall contain SCM at the amounts specified unless other amounts are approved by the
Structural Engineering Consultant. Either fly ash or ground granulated blast furnace slag (GGBFS) may be
used for the SCM but shall not be used together to form a ternary mix. Use of fly ash or GGBFS in the
concrete mix is mandatory.Fly Ash: Substitute fly ash for Portland cement at 20% of the total cementitious
content.
a. If used to mitigate potential aggregate reactivity, only Type F fly ash may be used and shall have
the following maximum properties: 1.5% available alkali and 8.0% CaO. When a maximum of 30%
replacement is used, up to 10.0% CaO is permitted.
2. Ground Granulated Blast Furnace Slag (GGBFS): Substitute GGBFS for Portland cement at 25% of the
total cementitious content. If required to mitigate potential sulfate exposure or aggregate reactivity, up to
50% GGBFS substitution for Portland cement may be used.
3. Maintain air-entrainment at specified levels.
4. In cold weather, provide adequate concrete strength gain so concrete will not be damaged from traffic and
loads of use.
G. Calcium Chloride Admixture:
1. Calcium chloride (Type L) conforming to ASTM D98 may be used in solution form as part of the mixing
water to accelerate concrete setting and early-strength development.
2. Amount of calcium chloride added shall not be more than necessary to produce the desired results and shall
not exceed 2% by weight of cement.
3. The dosage range for the calcium chloride for the entire project shall not vary by more than 1%. Range is
defined as the difference between the maximum and minimum dosages of calcium chloride for the entire
project.
4. Calcium chloride shall not be used in the following applications unless approved by the Structural
Engineer:
a. Concrete containing embedded dissimilar metals or aluminum
b. Slabs supported on permanent galvanized steel forms
c. Concrete exposed to deicing chemicals
d. Prestressed or post-tension concrete
e. Concrete containing aggregates with potentially deleterious reactivity and concrete exposed to soil
f. Concrete exposed to soil or water containing sulfates.
5. Use calcium chloride in accordance with manufacturer’s recommendation.
6. Chloride-ion Concentration: Maximum water-soluble chloride-ion concentrations in hardened concrete at
ages from 28 to 42 days contributed from the ingredients including water, aggregates, cementitious
material, and admixtures shall not exceed the following limits unless approved by the Structural Engineer:
a. Type of Member Maximum water-soluble chloride ion (Cl-) content in concrete (percent by
weight of cement)
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1) Prestressed concrete - 0.06
2) Reinforced concrete exposed to chloride in service - 0.15
3) Reinforced concrete that will be dry or protected from moisture in service - 1.00
4) Other reinforced concrete construction - 0.30
7. When using calcium chloride or other admixtures containing chlorides, measure water-soluble chloride-ion
content (percent by weight of cementitious materials) per ASTM C 1218. Sample shall be from concrete
representing the submitted mix design and maximum chloride dosage anticipated for the project.
2.12 MIXING
A. Ready-Mixed Concrete:
1. Mix and transport in accordance with ASTM C 94 and ACI 301 except as specified.
2. Reset drum revolution counter to zero on ready mix concrete truck when water is added to drum.
B. Site-Mixed Concrete:
1. Conform to ACI 301.
2. Use central-mix type batch plant.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify anchors, seats, plates, reinforcement, and other items to be cast into concrete are accurately placed, held
securely, and will not cause hardship in placing concrete.
3.2 PREPARATION
A. Prepare previously placed concrete by cleaning with steel brush and applying bonding agent. Apply bonding
agent in accordance with manufacturer's instructions.
B. Preplacement Inspection: All trades and participants involved shall verify that preparations are in conformance
with Contract documents. Inspect reinforcement, inserts, and embedded parts before beginning concrete
placement to ensure accurate size and location. Use approved sign-off forms.
C. Notify Wal-Mart Testing Laboratory minimum 48 hours prior to commencement of concreting operations
D. Cleaning Equipment: Remove hardened concrete and foreign materials from mixing and conveying equipment.
E. Ensure that all work is properly coordinated:
1. Structural Drawings and Specifications with those of other disciplines.
2. Use final corrected Shop Drawings, placing Drawings and material / equipment Drawings
3.3 AGGREGATE BASE PLACEMENT
A. Where exterior pavement areas are shown on the drawings referencing the “Foundation Subsurface Preparation”
for base preparation, place aggregate base in accordance with requirements herein.
B. Aggregate Base:
1. Install aggregate base where shown on Drawings.
2. Compact to final thickness shown in layers not exceeding 6 inches with minimum of 2 passes per layer
with vibratory compactor.
3. Compact fill to 98% of aggregate’s Standard Proctor as determined by Method D of ASTM D698.
4. Leave pad up to 2 inches low until just prior to concrete placement.
C. Aggregate Base Fine Grading:
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1. Compact to final thickness noted with 2 passes minimum vibratory compactor to produce smooth, flat,
dense surface.
2. Aggregate choaker coarse or top 2” DOT approved road base shall be place dry immediately before placing
concrete.
3. Do not allow excess moisture or soft soil beneath vapor retarder at time of placing concrete.
4. Thickness shall not exceed 2 inches.
5. Level off aggregate base top surface with aggregate chocker coarse material as necessary as follows:
a. to reduce surface friction and to meet specified fine grade tolerances specified below. Typically
required up to 3/4" thick in areas exposed to rain, traffic, or excavation for pits and buried utilities.
b. where aggregate base material does not have sufficient fine particles to produce a surface that is free
of exposed aggregate or surface voids greater than 3/8” in size at time of slab installation.
6. Use laser guided equipment used to establish specified base elevation.
7. Provide dry, smooth, flat, dense surface
8. Proofroll 48 hrs maximum prior to concrete placement. Depression under a fully loaded ready mix truck
shall not exceed 1/2 inch.
D. Pavement Aggregate Base Fine Grade Tolerance: +0 inch, -3/4 inch with transition no greater than 3/4 inch
vertically to 8 inches horizontally for level slab.
3.4 FORMWORK
A. Form vertical surfaces of concrete work.
B. Design, construct, erect, support, and remove formwork and related items in accordance with most stringent
requirements of ACI 117, 301, 304R, 318 and 347R
1. Camber forms to allow for deflection due to weight of fresh concrete.
C. Formwork for concrete surfaces to be painted or exposed to view after completion of project shall conform to the
following:
1. Do not use forms with dents, holes or patches.
2. Individual formwork elements shall be as large as possible.
3. Position individual formwork elements in regular, uniform pattern with joints aligned.
4. Uniformly space and align form ties in horizontal and vertical rows.
5. Construct forms for removal without hammering or prying against concrete.
6. Temporary formwork openings (for cleaning, inspecting, etc) shall be placed on unexposed side or
constructed so that concrete surface at opening will match adjacent concrete in appearance.
D. Form Preparation
1. Clean formwork.
2. Remove rust from steel formwork.
E. Erecting Forms:
1. Solidly butt joints and provide backup at joints as required to prevent leakage of cement paste.
2. Do not tape formwork joints.
3. Just before placing concrete, clean forms and adjacent surfaces again as necessary. Remove wood,
sawdust, chips dirt and other debris.
4. If necessary to grease tie threads, do not allow grease to contact remainder of tie when wall will be exposed
to hydrostatic pressure.
F. Form Release Agent
1. Before placing reinforcing steel, thoroughly coat contact surfaces of forms with an approved form release
agent.
2. Apply form release agent evenly without excess drip.
3. Do not allow form release agent to come into contact with concrete surfaces against which fresh concrete
will be placed.
4. Moisten wood forms immediately before placing concrete where form release agents are not used.
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G. Form Construction for Paving:
1. Set forms to required grades and lines, rigidly braced and secured.
2. Install sufficient quantity of forms to allow continuance of work and so that forms remain in place
minimum of 24 hours after concrete placement.
3. Check completed formwork for grade and alignment to following tolerances:
a. Top of forms not more than 1/8-inch in 10'-0".
b. Vertical face on longitudinal axis, not more than 1/4-inch in 10'-0".
4. Clean forms after each use and coat with form release agent as often as required to ensure separation from
concrete without damage.
3.5 PLACING REINFORCEMENT
A. Place reinforcing in accordance with most stringent requirements of ACI 117, 301 and 308 and CRSI Manual of
Standard Practice and Placing Reinforcing Bars.
B. Accurately place and secure reinforcement against displacement by firmly wiring at intersections and splices with
not less than No. 18 U.S. Standard Gauge annealed wire.
C. Turn wire ends away from concrete exterior.
D. Ensure reinforcing is clean, free from defects and kinks, loose mill or rust scale or coatings that will reduce bond.
E. Protect exposed reinforcing bars, inserts and plates intended for bonding with future expansion from corrosion.
F. When welding of reinforcement is specified, comply with AWS D1.4. Do not tack weld crossing bars for
assembly of reinforcement, supports or embedded items.
G. Slab on Grade and Pavement Dowels:
1. Secure dowels and their sleeves perpendicular to joint and parallel to finished concrete surface.
2. Use prefabricated dowel supports at ends of dowels to maintain alignment.
3. Dowel alignment shall be within specified tolerances.
4. Do not grease plate dowels
3.6 EMBEDMENTS
A. Install anchor bolts and embedded bearing devices provided by others.
B. Provide other anchor bolts and bearing devices shown on Drawings or anchor bolt setting plans or required
equipment installation.
C. Use templates as required for spacing between anchor bolts and set elevations with surveying equipment.
D. Position and anchor steel shapes, anchor bolts, casings, conduit sleeves, masonry anchorages and other materials
embedded in concrete.
E. Place and secure against displacement miscellaneous steel, pipe sleeves, inserts, anchors, stair abrasive nosings,
preformed joint fillers, vapor retarders and miscellaneous embedded items.
F. Secure embedments to formwork when possible.
G. Install clean embedments. After concrete placement, clean embedment exposed surfaces of concrete splatter and
other foreign substances.
H. Unless noted otherwise on the Drawings, ensure corner protection angles, bars and other similar embedded metal
items are continuous between concrete joints. If shorter lengths are required for metal items, connect the ends by
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butt-welding entire joint and grinding smooth exposed surface. Ensure embedded metal items are discontinued at
construction, contraction and isolation joints.
I. Temporarily fill voids in sleeves and inserts with easily removable materials.
J. Before placing concrete on grade, piping and other utilities under concrete shall be inspected, tested, and
excavations backfilled and properly compacted to solid bearing.
K. Allow sufficient time between erection of forms and placing concrete for other trades to install and test their
work.
3.7 JOINTS
A. Joints
1. Provide construction, isolation and contraction joints as indicated on Drawings and as noted below.
2. Bulkheads for construction joints shall be 1-1/2 inch minimum lumber. Do not use permanent preformed
metal bulkheads.
3. Provide bulkheads full depth of member.
4. Space joints to allow one continuous placement between bulkheads.
B. Contraction Joints:
1. Unless otherwise shown on the Drawings, do not extend reinforcement, corner protection angles, bars or
other fixed metal items through construction joints or contraction joints in slabs on ground or pavements or
through joints between slabs on ground and vertical surfaces.
2. Match joints in walls and curbs with joints in slabs on ground and pavements.
3. Extend joints across tops of walls and curbs unless noted otherwise on Drawings.
C. Pavement Joint Construction: Construct weakened-plane control (contraction), and construction joints straight
with face perpendicular to concrete surface. Construct transverse joints perpendicular to centerline, unless
otherwise detailed.
1. Weakened-Plane Control or Contraction Joints: Provide joints at spacing of 12'-0" on centers, maximum
each way. Construct control joints for depth equal to at least 1/4 of the concrete thickness, as follows:
a. Form tooled joints in fresh concrete by grooving top with recommended tool and finishing edge
with jointer.
b. Sawed Contraction Joints:
1) Use saws, blades, skid plates, and accessories by Soff-Cut International, Inc. or approved
equal.
2) Start cutting sawed joints as soon as concrete has hardened sufficiently to prevent raveling or
dislodging of aggregates. This will typically be from 1 hour in hot weather to 4 hours in cold
weather after completing finishing of slab in that joint location.
3) Provide at least two “Soff-Cut” saws on site with blades capable of achieving the required
depth of saw cut.
4) Extend sawed joint to the slab boundaries and abutments, including columns, drains, and
other penetrations in the path of a defined joint. Implement methods and timing of the saw
cut beyond the limits of the Soff-Cut saw reach to provide a consistent depth of cut with
minimal raveling of joint edges.
2. Construction Joints: Place construction joints at end of placements and at locations where placement
operations are stopped for period of more than 1/2 hour. Construct joints in accordance with details shown.
a. Soft Preformed Joint Fillers: Extend preformed joint fillers full-width and depth of joint, and not
less than 1/2-inch or more than 1-inch below finished surface. Furnish preformed joint fillers in
1-piece lengths for full width being placed, wherever possible. Where more than 1 length is
required, lace or clip preformed joint filler sections together in a single plane.
b. Joint Sealants: Install joint sealants in accordance with manufacturer's recommendations.
D. Doweled Joints: Install dowel bars and support assemblies at joints as indicated. Make provision to prevent
concrete bonding to one side of joint by methods shown on the drawings.
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3.8 CONVEYING
A. Handle concrete from mixer to place of final deposit as rapidly as practicable and in manner which will assure
obtaining specified quality of concrete.
B. Retempering: Discard concrete which has already begun to set. Do not retemper with water.
C. Equipment: Provide mixing and conveying equipment of proper size and design to ensure a continuous flow of
concrete to delivery end. Do not use aluminum pipe or equipment in contact with concrete.
1. Mixers, agitators and non-agitating units: Conform to ASTM C 94 and current certification requirements of
Department of Transportation in state where concrete plant is located.
2. Belt Conveyers:
a. Use only types which will not cause segregation.
b. Discharge runs over 30 feet into hopper.
3. Chutes: Metal or metal lined not to be installed at slopes greater than 1 vertical to 3 horizontal.
4. Runways:
a. Provide runways or other means above finished concrete level for wheeled conveying equipment.
b. Do not support runways on reinforcing.
c. Do not wheel equipment directly over reinforcing or metal deck.
5. Pumps:
a. Submit to Testing Lab Agency for review, changes to concrete mix to necessitate pumping.
b. Use pump hoses and other slickline components with 5 inch minimum inside diameter.
c. For slickline reducers, reduction in diameter shall not exceed 1 inch over a 5 foot length.
3.9 PLACING CONCRETE
A. Place concrete in accordance with ACI 301; including hot and cold weather placement procedures.
B. Ensure reinforcement, inserts, embedded parts and formed joints are not disturbed during concrete placement.
C. Place concrete in uniform layers, horizontal, 12 to 18 inches thick, exercising care to avoid vertical joints or
inclined planes. Place concrete continuously between predetermined construction joints shown on structural
drawings. Piling up of concrete in forms to cause separation or loss of ingredients is not permitted.
D. Do not deposit concrete which has partially set or hardened. Do not deposit initial lubricating mortar when
pumping concrete. Remove hardened or partially hardened concrete which has accumulated on forms or
reinforcement. Do not place concrete on previously deposited concrete which has hardened sufficiently to cause
formation of seams or planes of weakness within respective member or section except as specified.
E. Deposit concrete as nearly in final position as practical to avoid rehandling. Exercise care to prevent splashing
forms or reinforcing with concrete. Do not permit concrete to drop freely a distance greater than 3 feet. Where
longer drops are necessary, use chute, tremie, or other conveyance to help avoid separation.
F. Do not deposit concrete into excavation where water is standing. If place of deposit cannot be successfully
pumped dry, place through tremie with outlet end near bottom of place of deposit.
G. Do not deposit concrete when plasticity, measured by slump test, is outside specified limits. The addition of
water to increase slump will not be permitted.
H. Vibration: As soon as concrete is deposited, thoroughly agitate with mechanical vibrators and suitable hand tools
to work mixture into corners of forms and around reinforcing and embedded items. Use mechanical vibrators
with minimum frequency of 9000 revolutions/minute. Do not over vibrate or use vibrators to transport concrete
within forms. Insert and withdraw vibrators at approximately 18 inches apart. At each insertion, vibrate
generally 5-15 seconds, sufficient to consolidate concrete but not long enough to cause segregation. Keep spare
vibrator on job site during concrete placement operations. Do not insert vibrator into lower coarses that have
begun to set.
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I. Excessive honeycomb or embedded debris in concrete is not acceptable. Notify Wal-Mart Construction Manager
upon discovery.
J. Pumping: Maintain controls for proportioning, mixing, adjustment of mix, and placement in accordance with ACI
301 and ACI 304.2R
3.10 CURING
A. General:
1. Cure concrete in accordance with ACI 301, ACI 308R and ACI 308.1, except as noted.
2. Start curing as soon as concrete surface will not be damaged by curing operations.
3. Continuously cure concrete for at least 7 consecutive days.
4. During curing period, do not allow any part of the concrete to become dry.
5. If using forms for curing, keep forms in contact with concrete wet during curing period unless type of form
is impervious to water, such as metal or fiberglass.
6. If forms are removed before curing period is complete, continue curing immediately with other approved
methods
B. Methods of Curing:
1. Impervious Sheet Cure: Wet exposed surfaces of concrete after completing finishing and then apply
prewetted sheet with edges lapped 6 inches minimum and sealed & secured in such manner as to prevent
moisture from escaping from concrete from laps or edges. Remove sheets after a 7 day curing period.
2. Curing Compound:
a. Apply liquid curing compounds by spraying or rolling uniformly in a single coat on surfaces
immediately following final finishing operation.
b. Apply curing compound in accordance with manufacturer’s recommendations.
c. Do not use liquid curing compound on surface against which additional concrete, other finishing
materials, or coatings are to be bonded if their bond will be affected by curing compound.
d. Spraying shall be by power sprayer.
e. Immediately recoat, at the rate specified above, surfaces subjected to rainfall within 3 hours after
compound has been applied or surfaces damaged by subsequent construction operations within the
curing period.
3. Curing Schedule:
a. Unformed surfaces shall receive an impervious sheet cure or curing compound as appropriate
except as follows:
b. Use impervious sheet cure for exterior color textured finished surfaces.
c. Protect and cure finished concrete paving using curing compound.
3.11 FORM REMOVAL
A. Do not remove forms until concrete has hardened sufficiently to support its own weight and imposed construction
loads.
B. Remove forms in manner to avoid damage to concrete.
C. Formwork for slabs and pavements, curbs and other parts not supporting vertical load of concrete may be
removed as soon as concrete has hardened sufficiently to resist damage from removal operations, but in no case
sooner than 12 hours.
D. Remove wood forms from under floors, ramps, steps, and similar places (through temporary openings if
necessary) so no material will be left to rot or to be infested by termites.
3.12 FINISHING PROCEDURE
A. Formed Surfaces:
1. Rough-Form Finish:
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a. Patch tie holes and defects. Clip or rub off fins exceeding 1/2 inch in height. Leave surfaces with
texture imparted by forms.
b. Apply on concrete surfaces not exposed to public view and where noted on Drawings.
2. Smooth-Form Finish:
a. Patch tie holes and defects. Remove fins exceeding 1/8 inch in height.
b. Apply on concrete surfaces exposed to public view and where noted on Drawings.
B. Initial Finishing:
1. Re-straighten surface irregularities with a 10 ft highway screed in two directions as close to perpendicular
as possible before water appears on concrete surface.
2. Do no further working of surface until time for floating; do not work surface while water is present.
3. "Dry Sprinkle" method finishing is not acceptable and will be cause for rejection
C. Floating:
1. Begin float operations when bleed water sheen has disappeared and concrete has stiffened sufficiently to
allow walking on surface without leaving heel prints more than 1/4 inch deep. Check and level the surface
lane to an initial tolerance not exceeding ¼ inch in ten feet when tested with a ten foot straight edge.
Immediately after leveling, refloat surface to a uniform smooth granular surface. Use magnesium or
aluminum power float unless otherwise specified.
2. Avoid premature finishing that brings excessive fines to surface causing finished slab to have soft surface
which will dust.
D. Troweling:
1. Delay troweling as long as possible to prevent working excess fines and water to surface. Do not begin
until surface moisture film and shine remaining after floating have disappeared. Trowel in alternate pass
directions.
2. Power trowel using riding trowel where possible. Use hand trowel in inaccessible areas.
3. Do not over-trowel floors scheduled to receive curing/sealing compound unless specified otherwise.
4. Do not re-wet surface to trowel.
5. Final hand finish passes shall be done in the same direction. Finish all surfaces within a reasonable time
period to provide uniformity of appearance.
E. Broom Finish:
1. Provide a floated finish, then finish with broom.
a. Heavy Boom Finish: Steel wire or stiff, coarse, fiber broom.
b. Light Broom Finish: Soft-bristled fiber broom.
2. Allow surface to harden sufficiently to retain scoring or ridges.
3. Broom transverse to traffic or at right angles to slope of slab.
F. Sealing: Apply concrete sealer to interior concrete curbs in cart storage area.
G. Finish Schedule:
1. Unexposed Exterior Formed Surfaces: Rough form finish.
2. Exposed Exterior Formed Surfaces: Smooth form finish, stone rubbed.
3. Automotive Center Pit Floor and Slab above Pit: Troweled
4. Equipment Pads: Troweled
5. Dock : Light Broom.
6. Curbs: Troweled
7. Stair Treads: Heavy Broom.
8. Exposed exterior walking surfaces, truckwells, ramps, and outside slabs, unless otherwise noted on
Drawings: Broom Finish.
3.13 JOINT FILLING AND SEALING
A. Joint filling and sealing is specified in Section 07900.
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3.14 DEFECTIVE CONCRETE
A. Concrete that does not satisfy the performance requirements of this specification, including but not limited to,
tolerance, strength, durability and finish shall be removed and replaced at no extra cost to the Owner if repair
cannot be accomplished to the satisfaction of Wal-Mart Construction Manager.
B. Patching;
1. Notify Wal-Mart Construction Management immediately upon discovery and before patching any
imperfect areas.
2. Repair and patch imperfect areas, with cement mortar, immediately after discovery. Imperfect areas not
acceptable to Wal-Mart Construction Management will be considered defective.
3. Cut out honeycomb, rock pockets, voids over ¼ inch in any dimension, surface imperfections and holes left
by tie rods and bolts down to solid concrete, but in no case, to a depth of less than one inch. Make edges
of cut perpendicular to the concrete surface. Thoroughly clean, dampen with water and brush-coat the area
to be patched with specified bonding agent. Place patching mortar after bonding compound has dried.
3.15 QUALITY ASSURANCE TESTING AND INSPECTION (BY OWNER)
A. General:
1. Wal-Mart Testing Laboratory will perform concrete testing specified herein at no cost to the Contractor.
2. Perform Tests and Inspections as indicated in Table A – Testing and Inspection Schedule, at the end of this
section. The Testing Agency shall keep records of the testing and inspections.
3. Work on which test have failed shall be corrected as directed by Wal-Mart Construction Manager at no
additional cost and without extension of contract time.
4. Perform testing in accordance with testing standards listed at the beginning of this section.
B. Qualifications: Unless otherwise specified, work shall be preformed by a Special Inspector – Technical II or
Special Inspector – Structural I. In addition to the Inspector and CTL qualifications specified in Section 01458,
the following qualifications shall apply for all Cast-in-Place Concrete inspection.
1. Technical I: ACI Certified Grade I inspector.
2. Technical II: ACI Certified Grade II inspector.
3. CTL testing laboratory: C.C.R.L. certification at the National Bureau of Standards.
C. Laboratory Testing Requirements:
1. Proportion concrete materials on basis of field experience or by laboratory trial batches in accordance with
ACI 318.
2. Ready-mix concrete supplier may proportion materials by field experience, per ACI 318.
3. Proportioning by Water-Cement ratio per ACI 318 is not acceptable.
4. Submit copies of data and test results to Wal-Mart Construction Manager for review to verify mix designs.
5. Test items such as reinforcing steel, aggregates, and other products suspected of not meeting specified
requirement as directed by Wal-Mart Construction Manager to verify compliance. Provide test report to
Wal-Mart Construction Manager.
6. Conduct strength tests:
a. During the initial 24 hours (plus or minus 8 hours) after molding, the temperature immediately
adjacent to the specimens shall be maintained in the range of 60 to 80 degrees F. Control loss of
moisture from the specimens by shielding from the direct rays of the sun and from radiant heating
devices.
b. Specimens transported prior to 48 hours after molding shall not be demolded, but shall continue
initial curing at 60 to 80 degrees F until time for transporting.
c. Specimens transported after 48 hours age shall be demolded in 24 hours (plus or minus 8 hours).
Curing shall then be continued but in saturated limewater at 73.4 degrees (plus or minus 3 degrees
F) until the time of transporting.
d. Date test cylinders and number consecutively. Give each cylinder of each set an identifying letter
(i.e. A, B, C, D). Prepare a sketch of the building plan for each test set identifying location of
placed concrete.
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e. Test one cylinder (A) at 7 days for information. If the compressive strength of the concrete sample
is equal to or above the 28 day specified strength, test another cylinder (B) at 7 days. The average
of the breaks shall constitute the compressive strength of the concrete sample.
f. Test two cylinders (B and C) at 28 days and the average of the breaks shall constitute the
compressive strength of the concrete sample.
7. In addition to required information noted previously in this Section, record the following information on
concrete compression reports:
a. Test cylinder number and letter.
b. Specific foundations or structures covered by this test.
c. Proportions of concrete mix or mix identification.
d. Specified compressive strength.
e. Tested compressive strength.
f. Concrete plastic unit weight.
g. Name of technician securing samples.
h. Curing conditions for concrete strenght test specimens (field and laboratory).
i. Date strength specimens transported to laboratory.
j. Age of strength specimens when tested.
k. Type of fracture during test.
D. Field Testing
1. Perform slump and temperature tests for first truck load of concrete and every other truck thereafter. If the
initial slump and temperature fails, make additional slump and temperature tests for every other load from a
stationary mixer or truck to test consistency. Test temperature hourly when air temperature is 40 F and
below or 80 F and above. Provide test reports to Wal-Mart Construction Manager.
2. Perform air test for first truck and every 27cubic yards minimum thereafter. Make test at same time as
slump test. If initial test fails, perform air test in every other load to insure consistency. Provide test reports
to Wal-Mart Construction Manager and other involved parties.
3. When pumping concrete, take samples for tests at point of delivery from pumping line in addition to first
slump test noted above for concrete with mid-range or high-range water-reducer. Provide test report to
Wal-Mart Construction Manager and other involved parties.
4. During first day of concrete placement and later as directed by Wal-Mart Construction Manager, take
concrete sample at point of final placement to verify mix design submittals. Washout sample to remove
material finer than no. 200 sieve and perform combined sieve analysis, using sieve sizes specified herein,
furnishing percent retained on each sieve. Concrete sample shall be large enough to be representative but
is not less than 70 pounds. Conform to ASTM C136. Tolerance for material retained on any 1 sieve shall
be -3% and +4% of approved mix design for total combined coarse and fine aggregates except tolerance
for material retained on 100 sieve shall be + or -2%.
5. Determine concrete mix water content for first placement of slabs. This test is to be done first by the
concrete supplier then at the project site by the testing agency.
a. Conform to AASHTO T318
b. Sample size shall be a minimum of 2500g.
c. Give verbal results to involved parties as soon as possible but not later than end of same day.
d. Submit written report to involved parties by electronic means or hand deliver within 36 hours or
next regularly scheduled working day after placement (Mon-Sat).
6. In addition to required information noted previously in this Section, record the following information on
concrete compression reports:
a. Elapsed time from batching at plant to discharge from delivery truck at project.
b. Date and time concrete was placed.
c. Ambient temperature, wind speed, and relative humidity during concrete placement.
d. Curing conditions for concrete strenght test specimens (field and laboratory).
7. Note trends of decreasing quality in concrete due to changing seasons, conditions of curing, or other causes
and bring to attention of the Wal-Mart Construction Manager. Report and log comments on Non-
Conformance Correction Log.
8. Certify each delivery ticket of concrete. Report type of concrete delivered, amount of water added and
time at which cement and aggregate were loaded into truck, and time at which concrete was discharged
from truck.
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E. Inspection:
1. Concrete Form Work: Verify formwork dimensions will result in member size and configuration shown.
Structural adequacy of formwork is the sole responsibility of the Contractor.
2. Concrete Reinforcement:
a. Verify reinforcing bar grade.
b. Verify reinforcing bars are free of dirt, excessive rust, and damage.
c. Verify reinforcing bars are adequately tied, chaired, and supported to prevent displacement during
concrete placement.
d. Verify proper clear distances between bars and to surfaces of concrete.
e. Verify reinforcing bar size and placement.
f. Verify bar laps for proper length and stagger.
3. Slab-on-Grade Structural Inspection: Inspect slabs-on-grade for compliance with Drawings and
Specifications. Report on the following:
a. Preparation of subgrade.
b. Slab thickness.
c. Size, spacing, placement (cover), and lap of reinforcement.
d. Size, spacing, and placement of joint dowels.
e. Placement and finishing of concrete.
f. Time of saw cuts after placement of concrete.
4. Concrete Foundations Structural Inspections: Inspect foundations for compliance with Drawings and
Specifications. Report on the following:
a. Concrete footing size and depth.
b. Footing bar size, spacing, and placement (cover).
c. Placement and vibration of concrete.
d. Dowel bar size, orientation, embedment, and spacing.
5. Concrete Mix:
a. Verify mixer truck trip ticket conforms to approved mix design.
b. Verify that total water added to mix on site does not exceed that allowed by concrete mix design.
c. Verify that concrete quality is indicative of adequate mixing time, consistency, and relevant time
limits.
d. Work shall be preformed by a Special Inspector – Technical I. Report of results shall be made
daily.
6. Preparation and Placement: Inspect preparation and placement of concrete.
a. Verify acceptable general condition of concrete base prior to placement.
b. Verify that concrete conveyance and depositing avoids segregation and contamination.
c. Verify that concrete is properly consolidated.
d. Verify reinforcement remains at proper location.
7. Protecton and Curing: Observe protection and curing methods.
a. Verify specified curing procedures are followed.
b. Verify that specified hot and cold weather procedures are followed.
8. Embedded Items:
a. Verify specified size, type, spacing, configuration, embedment length, and quantity of anchor bolts
and embedded items.
b. Verify proper concrete placement and means have been taken to achieve consolidation around bolts
and embedded items.
9. Slab Joint Filler: Inspect floor slab joint filler installation at beginning of installation and periodically
thereafter for proper installation including cleaning, joint prep, and depth of fill.
3.16 PROTECTION
A. Protect finished work.
B. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and
damage.
C. Patch or replace damaged portions of concrete.
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D. Protect wet cured or impervious sheet cured surfaces as follows:
1. Barricade concrete surfaces immediately after finishing
2. Do not allow light traffic, except for curing purposes, on concrete surfaces until concrete has obtained
1800 psi (approx 3 days).
3. Do not allow heavy traffic on concrete surface until concrete has obtained, by test, its design strength as
noted on drawings, but not sooner than 9 days after placement.
4. Permit concrete to dry minimum of 2 additional days after curing is completed before removing barricades.
E. Protect surfaces cured with curing compound as follows:
1. Barricade Concrete surfaces immediately after application of curing compound.
2. Do not allow traffic on concrete surfaces sooner than 3 days after placement.
3.17 CLEANING
A. Remove forms, equipment, protective coverings, and rubbish resulting from concreting operations. Leave
finished concrete surfaces in clean conditions. After sweeping with ordinary broom and removing mortar,
concrete droppings, loose dirt and mud, wash concrete floors and platforms with soapy water and rinse with clean
water.
END OF SECTION
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TABLE A
TESTING AND INSPECTION SCHEDULE
Description of Verification and Inspection
Work
Inspection Frequency Referenced Standard
Inspect formwork for shape, location, and
dimensions of the concrete member being formed. Periodic
ACI 318: 6.1.1
Inspection of reinforcing steel and placement. Periodic ACI 318: Ch 3.5, 7.1-7.7
Verifying use of approved design mix Periodic ACI 318:
Ch 4, 5.2-5.4
Inspection of bolts to be installed in concrete
prior to and during placement of concrete.
Continuous
Test concrete materials for compressive strength,
air content, temperature, and slump in accordance
with ASTM C31 and C39. Frequency of testing
shall be as follows:
a. Once each day a given class is placed, nor less
than
b. Once for each 27 cubic yardsof each class
placed each day, nor less then
c. Once for each 1000 square feet of each class
for slabs or walls surface area placed each day.
In calculating surface area, only on side of the
slab or wall is to be considered.
d. When Specified schedule of testing provides
less than 5 sets of tests for a given class of
concrete for all placements, test at least 5
randomly selected batches; if fewer than 5 batches
are used, test each batch.
e. Include test cylinders for each compressive
strength test to be tested as follows:
One test for 28 day design age strength: 1 at 7
days, 2 at 28 days, 1 reserve.
Continuous
ASTM C 172
ASTM C31. C39
ACI 318: Ch 5.6, 5.8
Inspection of concrete placement for proper
application techniques.
Continuous ACI 318: Ch 5.9, 5.10
Inspection for maintenance of specified curing
temperature and techniques.
Periodic ACI 318: Ch 5.11-5.13
Foundation Structural Inspection. Periodic
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WAL-MART STORES
CONCRETE MIX DESIGN SUBMITTAL FORM
(Section 03310 – Structural Concrete and Exterior Concrete Slabs) Date ________________________
PROJECT TYPE:
STORE INFORMATION
STORE #
ADDRESS
CITY, STATE
GENERAL CONTRACTOR
COMPANY
JOBSITE PHONE
A. CONCRETE INFORMATION
Supplier Mix Design #
Design Strength (f’c) psi
Water / Cementitious Ratio
Total Air Content %
Total Est. Volume of Concrete CY
Concrete Uses/Locations
Mix Developed From:
Trial Mix Test Data (attach test data)
Field Experience
Density
Wet pcf Dry pcf
Slump
“ ( ± 1” ) WITHOUT WR Admixture
“ ( ± 1” ) WITH WR Admixture
B. ADMIXTURE INFORMATION
ASTM Designation Product Dosage (ounces)
(Manufacturer/Brand) oz / cy oz / cwt
Water Reducing
Accelerating
Retarding
LEAVE
BLANK FOR
ENGINEER’S
STAMP
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C. MIX DESIGN
Mix Proportions (per cubic yard)
Identification
(Type, size, source, etc.)
Weight
(pounds)
Density
(SSD)
Volume
(cubic feet)
% Aggregate
Absorption
Cement
Fly Ash
Slag
Coarse Aggregate #1
#2
#3
Fine Aggregate #1
#2
Water
Air Content
TOTALS
Coarse & Fine Aggregate Gradation Information
Sieve
Size
% Passing Each Sieve
(All Sieve Sizes must be entered)
Combined
% Passing
Combined % Retained
Coarse
Agg. # 1
Coarse
Agg. # 2
Coarse
Agg. # 3
Fine
Agg. # 1
Fine
Agg. # 2 Cumulative Individual
1-1/2"
1"
3/4"
1/2"
3/8"
# 4
# 8
# 16
# 30
# 50
# 100
# 200
% of Vol
Aggregate Ratios
Coarseness Factor = Combined % cumulative retained 3/8” sieve = Combined % cumulative retained #8 sieve
Workability Factor = Combined % passing #8 sieve =
Adj-Workability Factor = WF + [(Cementitious Material - 564) ÷ 37.6] =
Allowable Adj-WF= Adj-WF = [(11.25 - .15 CF) + 35.5] ± 2.5 = Low High
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D. ATTACHMENTS: Include the following with this Mix Design Report.
Portland Cement mill test reports
Fly ash mill test reports
Slag mill test reports
Designation, type, quality, and source (natural or manufactured) of coarse and fine aggregate materials
Separate aggregate gradation reports including all required sieve sizes
All gradation sieve report tests dated within 60 days of this report
Report for each coarse and fine aggregate material in mix
Statement if possible reactivity of aggregate, based on tests or past service
Statement if possible aggregate pop-outs or their disruptions, based on tests or past service
Product data for the following admixtures:
Chloride ion data and related calculations
Water reducing, set retarding, set accelerating, etc.
Measured water-soluble chloride ion content in concrete (percent by weight of cement)
Concrete compressive strength data used for standard deviation calculations
E. CONCRETE SUPPLIER INFORMATION
Company Name Tel. # ( )
Address
City, ST Zip
Technical Contact Cell # ( )
e-mail
Sales Contact Cell # ( )
PRIMARY PLANT SECONDARY PLANT
Plant Location:
Miles from Site:
Travel Time to Site:
NRMCA Certified: YES NO YES NO
State DOT Certified: YES NO YES NO
Batch Mixing Type: DRY CENTRAL MIX DRY CENTRAL MIX