DIVISION 3 CONCRETE. C. Material certificates signed by product manufacturers certifying that product complies with requirements.

Transcription

1 SECTION CAST-IN-PLACE CONCRETE - BUILDING DIVISION 3 CONCRETE CAST-IN-PLACE CONCRETE BUILDING GENERAL 01.1 Submittals: In addition to Product Data, submit the following for each concrete mix according to Conditions of the Contract and Division 1 Specification Sections: A. Product data for proprietary materials and items, including reinforcement and forming accessories, admixtures, patching compounds, waterstops, joint systems, curing compounds, dry-shake finish materials, and others if requested by Wawa Representative. B. Shop Drawings detailing fabrication, bending, and placement. Submit one (1) reproducible set and two (2) copies of the Shop Drawings for review. Allow 7 business days for review of submittals for the first submission, 7 business days for review of the second submission, and 5 business days for any submission thereafter. C. Material certificates signed by product manufacturers certifying that product complies with requirements. D. Samples of materials as requested by Wawa Project Manager, including names, sources, descriptions for Color Finishes. E. Laboratory test reports for concrete materials and mix design test. Concrete mixes shall be proportioned per Section 3.9 of ACI-301.Certified historical test data shall serveasabasisforeachmixdesign.deviationsshallbesubstantiatedwith additional certified trial mix testing and results. Submit mix design, historical test data or trial mix results for approval prior to proceeding with work Quality Assurance: Comply with ACI 301, "Specification for Structural Concrete," and ACI 117, "Specifications for Tolerances for Concrete Construction and Materials." A. Installer Qualifications: An experienced installer who has completed concrete Work similar in material, design, and extent to that indicated for this Project and whose work has resulted in construction with a record of successful in-service performance. B. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products complying with ASTM C 94 requirements for production facilities and equipment. C. Concrete shall be reinforced, detailed and constructed in accordance with the ACI 301 Specification for Structural Concrete for Buildings and ACI 318 Building Code Requirements 3-1

2 SECTION CAST-IN-PLACE CONCRETE - BUILDING for Structural Concrete (latest editions), and the Manual of Standard Practice. Placing of concrete shall not start until the placement of reinforcing has been approved by the independent testing agency PRODUCTS 02.1 Steel Reinforcement: A. Reinforcing Bars: ASTM A 615, Grade 60, deformed. B. Plain-Steel Welded Wire Fabric: ASTM A185, flat sheets Concrete Materials: As follows: A. Portland Cement: ASTM C150, Type I. B. Aggregate: ASTM C33, uniformly graded, from a single source. C. Water: ASTM C94. D. All admixtures shall contain less than 0.1 percent chloride ions. E. Air-Entraining Admixture: ASTM C260 for exterior exposed concrete and foundations exposed to freeze-thaw. F. Water-Reducing Admixture: ASTM C494, Type A for placement and workability G. High-Range, Water-Reducing Admixture: Super Plasticizer: ASTM C494, Type F or G for placement and workability. H. Water-Reducing and Accelerating Admixture: ASTM C494, Type for placement and workability. I. Water-Reducing, Retarding Admixture: ASTM C494, Type D for placement and workability 02.3 Related Materials: As follows: A. Vapor Retarder: Polyethylene sheet, ASTM D4397, not less than 10 mils thick. B. Vapor Barrier: Premolded membrane, ASTM E96, Method B, 0 vapor transmission rate. C. Non-slip Aggregate Finish: Fused aluminum oxide granules or crushed emery. D. Liquid Membrane-Forming Curing Compound: ASTM C309, Type 1, Class A. 3-2

3 SECTION CAST-IN-PLACE CONCRETE - BUILDING E. Water-Based Acrylic membrane Curing Compound: ASTM C309, Type 1, Class B.. F. Evaporation Control Compound: Monomolecular film-forming compound G. Underlayment Compound: Free-flowing, self-leveling cement-based compound. H. (H) Joint-Filler Strips: ASTM D1751, asphalt-saturated cellulosic fiber, or ASTM D 1752, cork or self-expanding cork. I. Bonding Agent: ASTM C1059, Type II, non-redispersible, acrylic emulsion or styrene butadiene. J. Epoxy-Bonding Adhesive: ASTM C881, two-component epoxy resin, of type, class, and grade to suit requirements Curing Materials: As follows: A. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete. B. Absorptive Cover: AASHTO M182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9oz. /sq. yd. dry. C. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap- polyethylene sheet Concrete Mixes: Prepare design mixes, proportioned according to ACI211.1 and ACI 301, with the following properties: A. Compressive Strength (28 Days) as follows: 1. Footings 4,000 psi 2. Piers & Walls 4,000 psi 3. Slabs 4,000 psi B. Air Entrainment: 6%± 1 ½% in all exposed concrete Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94, and furnish batch ticket information EXECUTION 03.1 Design, construct, erect, shore, brace, and maintain formwork, according to ACI 301, to support vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until concrete structure can support such loads. 3-3

4 SECTION CAST-IN-PLACE CONCRETE - BUILDING 03.2 Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete. Use Setting Drawings, templates, diagrams, instructions, and directions furnished with items to be embedded Leave formwork, for beam, slabs, and other structural elements, that supports weight of concrete in place until concrete has achieved 28-day design compressive strength Comply with ACI 318, ACI 301, and recommendations in ACI 347R for design, installation, and removal of shoring and reshoring Vapor Retarder: Place, protect, and repair vapor-retarder sheets according to ASTM E Steel Reinforcement: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete Joints: Locate and install construction, isolation, and contraction joints as noted on the plans, or 100 s.f.maximum for control joints. Maximum spacing in either direction 15 feet, maximum length to width dimension 2 to Concrete Placement: Deposit concrete continuously and avoid segregation. A. Consolidate concrete with mechanical vibrating equipment. B. Screed and initial-float concrete floors and slabs using bull floats or darbies to form a uniform and open-textured surface plane, free of humps or hollows, before excess moisture or bleedwater appears on the surface. Do not further disturb slab surfaces before starting finishing operations. C. Place concrete according to recommendations in ACI 306 when cold-weather conditions exist. D. Place concrete according to recommendations in ACI 305R when hot-weather conditions exist Finish formed surfaces as follows: A. Apply rough-formed finish, defined in ACI 301, to concrete surfaces indicated or not exposed to public view. B. Apply smooth-formed finish, defined in ACI 301, to concrete surfaces indicated and exposed to public view or to be covered with a coating or covering material applied directly to concrete, such as waterproofing, damp proofing, veneer plaster, or painting Finishing Floors and Slabs: Comply with recommendations in ACI 302.1R for screeding, straightening, and finishing operations for concrete surfaces. 3-4

5 SECTION CAST-IN-PLACE CONCRETE - BUILDING A. Scratch Finish: Apply scratch finish, defined in ACI 301, to surfaces indicated and to surfaces to receive concrete floor topping or mortar setting beds for ceramic or quarry tile, Portland cement terrazzo, and other bonded cementitious floor finishes. B. Float Finish: Apply float finish, defined in ACI 301, to surfaces indicated, to surfaces to receive trowel finish, and to surfaces to be covered with fluid-applied or sheet waterproofing, built-up or membrane roofing, or sand-bed terrazzo. C. Trowel Finish: Apply a trowel finish to surfaces exposed to view or to be covered with resilient flooring, ceramic or quarry tile set over a cleavage membrane, paint, or another thin film-finish coating system. After applying float finish, apply first trowel finish and consolidate concrete by hand or power-driven trowel. Continue troweling passes and straighten until surface is free of trowel marks and uniform in texture and appearance. Grind smooth any surface defects that would telegraph through applied coatings or floor coverings. D. Trowel and Fine-Broom Finish: Apply a partial trowel finish, stopping after second troweling, to surfaces indicated and to surfaces where ceramic or quarry tile is to be installed by either thickset or thin-set method. Immediately after second troweling, and when concrete is still plastic, slightly scarify surface with a fine broom. E. Broom Finish: Apply a non-slip broom finish to exterior concrete, brooming with fiber- bristle broom perpendicular to main traffic route, to platforms, steps, and ramps, and elsewhere as indicated Floor Flatness and Levelness Tolerances A. Subfloors Under Materials Such as Concrete Toppings, Ceramic Tile and Sand Bed Terrazzo: ACI 302.1R and ASTM E 1155, overall floor flatness (Ff) of 18, floor levelness (FI) of 15, with minimum local values of floor flatness (Ff) of 13, and floor levelness (Fl) of 10. B. Subfloors Under Materials Such as Vinyl Tile, Epoxy Toppings, and Paint: ACI 302.1R and ASTM E 1155, overall floor flatness (Ff) of 30, floor levelness (Fl) of 20, with minimum local values of floor flatness (Ff) of 24, and floor levelness (Fl) of Concrete Protection and Curing: Protect concrete from excessive cold or hot temperatures. Comply with ACI for cold-weather protection and with recommendations in ACI 305R for hotweather protection during curing. A. Apply evaporation retarder to unformed concrete surfaces if hot, dry, or windy conditions cause excessive moisture loss. B. Begin curing after finishing concrete but not before free water has disappeared from concrete surface. 3-5

6 SECTION CAST-IN-PLACE CONCRETE - BUILDING C. Cure formed and unformed concrete for at least seven days by moisture curing or moistureretaining-cover curing. No cure compound for any slab receiving terrazzo QUALITY CONTROL 04.1 Testing Agency: Wawa, Inc. shall engage a qualified independent testing and inspecting agency to sample materials, perform tests, and submit test reports during concrete placement. Tests shall be performed according to ACI Defective Concrete: Repair and patch defective areas when approved by the Wawa Project Manager. Remove and replace concrete that cannot be repaired and patched to Owner's approval Sampling and testing for quality control during concrete placement will include the following: A. Sampling fresh concrete: ASTM C172, except modified for slump to comply with ASTM C94. B. Slump: ASTM C143; minimum of one test at point of discharge for each day s pour of each type of concrete; additional tests when concrete consistency seems to have changed and whenever strength samples are taken. C. Air Content: ASTC173, volumetric method for Lightweight or normal weight concrete; ASTM C231, pressure method for normal weight concrete; one for each day s pour of each type of airentrained concrete. D. Compression Test Specimen: ASTM C31; one set of four standard cylinders for each compressive-strength test, unless otherwise directed. Cylinders used for acceptance shall be cured in accordance with section 9 of ASTM C31. E. Compressive-Strength Tests: ASTM C39; one set for each day s pour exceeding 5 cu. yd. (4 cu. m) plus additional sets for each 50 cu. yd. (38 cu. m) more than the first25cu.yd. (19cu.m)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. F. Requires certification of proper curing of concrete in footings, piers, etc. For steel columns as per OSHA Steel Erection Standards When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used 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. 3-6

7 SECTION CAST-IN-PLACE CONCRETE - BUILDING 04.6 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 (3.4 MPa) Test results will be reported in writing to the Wawa Project Manager, Architect, Structural Engineer, Ready-mix Producer, and General Contractor within 24 hours after tests. Reports of compressive strength tests shall contain the Project identification name and number, date of concrete placement, name of concrete testing service, concrete type and class, location of concrete batch in structure, design compressive strength at 28 days, compressive strength, and type of break for both 7-day and 28-day tests Non-destructive Testing: Impact hammer, sonoscope, or other non-destructive device may be permitted but shall not be used as the sole basis for acceptance or rejection 04.9 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. 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 3-7

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9 GENERAL 01.1 Policy: A. The following specification is to be used for all exterior concrete work; canopy and tank mats, on-site curbing, and sidewalks, excluding footers and foundations. (Refer to building plans and specifications for all footers and foundations.)a control joint detail for sidewalks, canopy and tank mat is to be provided by Civil Engineer on all site plans. B. Testing Agency is to review geotech report provided by Wawa and shall provide direction for strengthening the sub-base should conditions warrant, CBR values below 3.5.Refer to ACI 330R- 92, minimum acceptable M value is 600 PSI. Notify Wawa Project Engineer should additional strengthening be required. C. The following specification is to be used for all concrete curbing inside and outside the property line unless a more stringent specification is specifically required by a municipality for curbing outside the property line All work is to be in conformance with ACI 330R-92, Guide for Design and Construction of Concrete Parking Lots and ACI 224.3R-95, Joints in Concrete Construction Concrete pads are to be used at Refrigerated Delivery, Trash Compound, Air Machine, Tank Field, Perimeter Parking, and Clean Out Tops (see Wawa Site Specifications, Section 20, Miscellaneous Details) Concrete sidewalk is to be a minimum 4 concrete with 4 2A Modified stone base, compacted with vibratory plate tamper. Building curbing and sidewalks are to be separate structures Concrete curbing can be either machine formed or poured in place in accordance with attached curbing detail. All curbing is to 8 x 18 with a chamfered finished face Concrete tank mat is to be minimum 8 concrete with 6 stone base outside perimeter of tank excavation. Stone base is to be tank backfill material Concrete canopy mat is to be 6 thick mat, with 6 2B Modified stone base Control joints in curbing are to be spaced at a maximum of 15.Control joints are to be hand tooled or saw cut, minimum depth: 25% of finished thickness, 2 for 8 thick mats, 1 ½ for 6 thick mats. Joints are to be sealed with petroleum resistant sealant after curing refer to Sealant Specification below. 3-8

10 01.9 Control joints in tank and canopy mats shall be provided an equal distances of not more than 20 and isolation joints are to be provide at all inlet and /structures. Isolation joints are to be full depth ½, pre-molded asphalt impregnated joint material. Joint material is to be ¼ below finished surface with ½ maximum hand-tooled radius Control joints in sidewalks are to be hand-tooled, minimum 1 depth, (slab thickness/4), spaced every 8, ½ maximum radius on hand-tooled joint Construction joints are to be keywayed with a minimum ½ x 1 trapezoidal metal keyway, or a leave in place metal keyway, hand-tool joint to match control joints, in accordance with ACI 330R- 92, Section 2.7 and appendix C.3a.Leave in place metal keyways are to be minimum of ½ below finished surface. Seal joints with petroleum resistant sealant after curing - Refer to Sealant Specification below Use concrete up to asphalt transition detail (see Wawa Site Specifications, Section 20, Miscellaneous Details) at all concrete to asphalt joints with the exception of the tank mat Isolation joints are to be used at: canopy columns, gas islands, inlet structures and at the meeting of any other structures. Isolation joint is to be full depth, ½ pre-molded asphalt impregnated or rubber joint material with ½ Sealtight Snap Cap. Use ½ x 6 sill sealer, with ½ tear away, to form isolation joint around curved surfaces. Seal all isolation joints in flat work with petroleum resistant sealant after curing - Refer to Sealant Specification below. Joint material is to be ¼ below finished surface with a ½ maximum hand-tooled radius to match control joints Sealant Specification: A. Sikaflex 1CSL in 10 or 32 oz. cartridges B. Sikaflex 2CSL (Limestone base color) two part, pourable sealant Material Specification: A. Cement shall conform to the latest revised Standard Specification for Portland cement, ASTM C150 or ASTM C595. B. Concrete for tank and canopy mats shall have a minimum 28-day compressive strength of 4000 PSI. Concrete for curbing and sidewalks shall have a minimum 28- day compressive strength of 3500 PSI. Concrete shall be manufactured and delivered in accordance with the latest revised Standard Specification for Ready Mixed Concrete, ASTM C94. C. Minimum cement content is to be 560 lb. per cubic yard. D. Concrete is to be Fibermesh MD reinforced. (a.k.a. Fibermesh Enforce E3) Fibermesh MD is to be added at a rate of 1 ½ lbs. /cu. yard. Contractor to submit to Wawa Construction Manager a 3-9

11 Concrete Supplier Certificate stating approved Fibermesh material, at the minimum rate added to each batch of concrete delivered to the project site. Each certificate shall be accompanied by one copy of each batch delivery ticket indicating the trade name, manufacturer s name and amount per cubic yard of reinforcement material added to each batch of concrete. E. Welded wire fabric may be substituted for use of Fibermesh only with prior approval by Wawa s Construction Manager. If approved, welded wire is to be 6x6 W2.9xW2.9, ASTM A-185.Welded wire is to be positioned in the slab below the finished surface at: h/4 +1, h = thickness of slab. (3 for 8 slab 2 ½ for 6 slap). Welded wire is not be cut when saw cutting control joints. Welded wire is to be positioned on chairs or precast blocks and is to be physically checked and adjusted for depth during concrete placement. Overlap individual sections of welded wire 6 and securely fasten to prevent separation during concrete placement. F. Maximum allowable concrete slump shall be 4 inches. G. Minimum aggregate size is 3/8 with 7.5% air entrainment. H. Maximum aggregate size is 1 with 6% air entrainment. (Within 1% tolerance, % by volume, conforming to ASTM C260) Use of membrane-curing compounds conforming to ASTM C309 is required. After finishing and texturing operations have been completed and immediately after free water has evaporated, the surface is to be uniformly coated with membrane-curing compound, applied with a pressure sprayer, maximum coverage of 200 sq. ft Finish is to be steel troweled and then light broomed, to provide a uniform, non-slip surface finish Quality Assurance: A. Testing Agency: Wawa, Inc. shall engage a qualified independent testing and inspecting agency to sample materials, perform tests, and submit test reports during concrete placement. Tests shall be performed according to ACI 301. B. Defective Concrete: Repair and patch defective areas when approved by the Wawa Project Manager. Remove and replace concrete that cannot be repaired and patched to Owner's approval. C. Sampling and testing for quality control during concrete placement will include the following: D. MSampling fresh concrete: ASTM C172, except modified for slump to comply with ASTM C

12 E. Slump: ASTM C143; minimum of one test at point of discharge for each day s pour of each type of concrete; additional tests when concrete consistency seems to have changed and whenever strength samples are taken. F. Air Content: ASTC173, volumetric method for Lightweight or normal weight concrete; ASTM C231, pressure method for normal weight concrete; one for each day s pour of each type of airentrained concrete. G. Compression Test Specimen: ASTM C31; one set of four standard cylinders for each compressive-strength test, unless otherwise directed. Cylinders used for acceptance shall be cured in accordance with section 9 of ASTM C31. H. Compressive-Strength Tests: ASTM C39; one set for each day s pour exceeding 5 cu. yd. (4 cu. m) plus additional sets for each 50 cu. yd. (38 cu. m) more than the first25cu.yd. (19cu.m) 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. I. When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used. J. 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. K. 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 (3.4 MPa). L. Test results will be reported in writing to the Wawa Project Manager, Ready-mix Producer, and General Contractor within 24 hours after tests. Reports of compressive strength tests shall contain the Project identification name and number, date of concrete placement, name of concrete testing service, concrete type and class, location of concrete batch in structure, design compressive strength at 28 days, compressive strength and type of break for both 7-day and 28- day tests. M. Non-destructive Testing: Impact hammer, sonoscope, or other non-destructive device may be permitted but shall not be used as the sole basis for acceptance or rejection. N. Additional Tests: The testing agency will make additional tests of in-place concrete whentestresultsindicatespecifiedconcretestrengthsandothercharacteristics have not been attained in the structure, as directed by Architect. Testing agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C42, or by other methods as directed. 3-11

13 CONCRETE CURBING 02.1 Policy: The following specification is to be used for all concrete curbing inside and outside the property line unless a more stringent specification is specifically required by a municipality for curbing outside the property line Concrete curbing can be either machine formed or poured in place in accordance with attached curbing detail. All curbing is to 8 x 18 with a chamfered finished face Control joints shall be provided an equal distances of not more than 20 and isolation joints are to be provide at all inlet and /structures. Isolation joints are to be full depth ½, pre- molded asphalt impregnated joint material. Joint material is to be ¼ below finished surface with ½ maximum hand-tooled radius Control joints in formed and poured curbing are following the isolation joint specification above Control joints in machine formed curbing are to be created by saw cutting within 24 hours of forming; minimum 2 deep, maximum 4 deep or the above isolation joint specification can be followed Curbing shall be temporarily backfilled to finished grade with soil behind and stone on the site side as soon as concrete has attained sufficient supporting strength - maximum of 24 hours Material Specification: A. Cement shall conform to the latest revised Standard Specification for Portland cement, ASTM C150 or ASTM C595. B. Concrete shall have a minimum 28-day compressive strength of 4000 PSI. Concrete shall be manufactured and delivered in accordance with the latest revised Standard Specification for Ready Mixed Concrete, ASTM C94. C. Minimum cement content is to be 560 lb. per cubic yard. D. Concrete is to be Fibermesh MD reinforced. (a.k.a. Fibermesh Enforce E3) Fibermesh MD is to be added at a rate of 1 ½ lbs./cu. yard. Contractor to submit to Wawa Construction Manager a Concrete Supplier Certificate stating approved Fibermesh material, at the minimum rate added to each batch of concrete delivered to the project site. Each certificate shall be accompanied by one copy of each batch delivery ticket indicating the trade name, manufacturer s name and amount per cubic yard of reinforcement material added to each batch of concrete. 3-12

14 E. Maximum allowable concrete slump shall be 4 inches. Minimum aggregate size is 3/8 with 7.5% air entrainment. Maximum aggregate size is 1 with 6% air entrainment. (Within 1% tolerance, % by volume, conforming to ASTM C260) Use of membrane-curing compounds conforming to ASTM C309 is required. After finishing and texturing operations have been completed and immediately after free water has evaporated, the surface is to be uniformly coated with membrane-curing compound, applied with a pressure sprayer, maximum coverage of 200 sq. ft Finish is to be steel troweled and then light-broomed to provide a uniform, non-slip surface finish CONCRETE SIDEWALKS 03.1 Policy: The following specification is to be used for all building and site sidewalks. Building sidewalks and curbing are to be separate structures See Section Curbing Specification Concrete sidewalk is to be a minimum 4 concrete with 4 2AModified stone base, compacted with vibratory plate tamper. Separate 6 x 18 curbing Material Specification: A. Cement shall conform to the latest revised Standard Specification for Portland cement, ASTM C150 or ASTM C595. B. Concrete shall have a minimum 28-day compressive strength of 4000 PSI. Concrete shall be manufactured and delivered in accordance with the latest revised Standard Specification for Ready Mixed Concrete, ASTM C94. C. Minimum cement content is to be 560 lb. per cubic yard. D. Welded wire fabric, W.W.F., may be substituted for use of Fibermesh only with prior approval by Wawa s Construction manager. If approved, welded wire is to be 6x6 W2.9xW2.9, ASTMA- 185.Welded wire is to be positioned in the slab 2 below the finished surface on chairs or precast blocks and is be physically checked and adjusted for depth during installation. Overlap individual sections of welded wire 6. E. Maximum allowable concrete slump shall be 4 inches. F. Minimum aggregate size is 3/8 with 7.5% air entrainment. Maximum aggregate size is 1 with 6% air entrainment. (Within 1% tolerance, % by volume, conforming to ASTM C260) Use of membrane-curing compounds conforming to ASTM C309 is required. After finishing and texturing operations have been completed and immediately after free water has evaporated, the 3-13

15 surface is to be uniformly coated with membrane-curing compound, applied with a pressure sprayer, maximum coverage of 200 sq. ft Finish is to be steel troweled and then light broomed to provide a uniform, non-slip surface finish Control joints are to be hand-tooled, minimum 1 depth, (slab thickness/4), spaced every 8, ½ maximum radius on hand-tooled joint Isolation joints are to be used at the meeting of all structures, where sidewalk abuts building and between sidewalk and curb. All isolation joints against the building shall be sealed. Isolation joint conforming to ASTM D1752 is to be full depth, ½ pre-molded asphalt impregnated joint material with ½ Sealtight Snap Cap, sealed with sealant after curing - Refer to Sealant Specification below. Joint material is to be ¼ below finished surface with a ½ maximum hand-tooled radius to match control joints Construction joints are to be formed with ½ x 1 trapezoidal metal keyways, hand-tool joint to match control joints, in accordance with ACI 330R-92,Section 2.7 and appendix C.3a. Seal joint with petroleum resistant sealant after curing - Refer to Sealant Specification below Sealant Specification A. Sikaflex 1CSL in 10 or 32 oz. cartridges B. Sikaflex 2CSL (Limestone base color) two part, pourable sealant TANK AND CANOPY MATS 04.1 Policy: The following specification is to be used for both the canopy and tank mat specification. A control joint detail for sidewalks, canopy, and tank mat is to be provided by Civil Engineer on all Site Plans. Civil Engineer is to review geotech report provided by Wawa and shall provide direction for strengthening the sub-base should conditions warrant, CBR values below 3.5.Refer to ACI 330R- 92, minimum acceptable M value is 600 PSI. Notify Wawa Project Engineer should additional strengthening be required All work is to be in conformance with ACI 330R-92, Guide for Design and Construction of Concrete Parking Lots and ACI 224.3R-95, Joints in Concrete Construction Tank mat is to be 8 thick mat; canopy mat is to be 6 thick mat, with 6 stone sub-base. Subbase for canopy mat is to be modified 2B stone Control joints are to be spaced at a maximum of 15.Control joints are to be hand tooled or saw cut, minimum depth: 25% of finished thickness, 2 for 8 thick mats, 1 ½ for 6 thick mats. Joints are to be sealed with petroleum resistant sealant after curing - Refer to Sealant Specification below. 3-14

16 04.5 Construction joints are to be formed with ½ x 1 trapezoidal metal keyways, hand-tool joint to match control joints, in accordance with ACI 330R-92,Section 2.7 and appendix C.3a. Seal joint with petroleum resistant sealant after curing - Refer to Sealant Specification below Isolation joints are to be used at: canopy columns, gas islands, inlet structures and at the meeting of any other structures. Isolation joint is to be full depth, ½ pre-molded asphalt impregnated joint material with ½ Sealtight Snap Cap, sealed with petroleum resistant sealant after curing - Refer to Sealant Specification below. Joint material is to be ¼ below finished surface with a ½ maximum hand-tooled radius to match control joints Sealant Specification: A. Sikaflex 1CSL in 10 or 32 oz. cartridges B. Sikaflex 2CSL (Limestone base color) two part, pourable sealant Material Specification: A. Cement shall conform to the latest revised Standard Specification for Portland cement, ASTM C150 or ASTM C595. B. Concrete shall have a minimum 28-day compressive strength of 4000 PSI. Concrete shall be manufactured and delivered in accordance with the latest revised Standard Specification for Ready Mixed Concrete, ASTM C94. C. Minimum cement content is to be 560 lb. per cubic yard. D. Welded wire fabric. Welded wire is to be 6x6 W2.9xW2.9, ASTMA-185.Welded wire is to be positioned in the slab below the finished surface at: h/4+1,h= thickness of slab. (3 for 8 slab 2 ½ for 6 slap). Welded wire is not be cut when saw cutting control joints. Welded wire is to be positioned on chairs or precast blocks and is to be physically checked and adjusted for depth during concrete placement. Overlap individual sections of welded wire 6 and securely fasten to prevent separation during concrete placement. E. Maximum allowable concrete slump shall be 4 inches. F. Minimum aggregate size is 3/8 with 7.5% air entrainment. G. Maximum aggregate size is 1 with 6% air entrainment (within 1% tolerance, % by volume, conforming to ASTM C260) Use of membrane-curing compounds conforming to ASTM C309 is required. After finishing and texturing operations have been completed and immediately after free water has evaporated, the 3-15

17 surface is to be uniformly coated with membrane-curing compound, applied with a pressure sprayer, maximum coverage of 200 sq. ft Finish is to be steel troweled and then light broomed, to provide a uniform, non-slip surface finish Quality Assurance: A. Testing Agency: Wawa, Inc. shall engage a qualified independent testing and inspecting agency to sample materials, perform tests, and submit test reports during concrete placement. Tests shall be performed according to ACI 301. B. Defective Concrete: Repair and patch defective areas when approved by the Wawa Project Manager. Remove and replace concrete that cannot be repaired and patched to Owner's approval. C. Sampling and testing for quality control during concrete placement will include the following: D. MSampling fresh concrete: ASTM C172, except modified for slump to comply with ASTM C94. E. Slump: ASTM C143; minimum of one test at point of discharge for each day s pour of each type of concrete; additional tests when concrete consistency seems to have changed and whenever strength samples are taken. F. Air Content: AST C173, volumetric method for Lightweight or normal weight concrete; ASTM C231, pressure method for normal weight concrete; one for each day s pour of each type of airentrained concrete. G. Compression Test Specimen: ASTM C31; one set of four standard cylinders for each compressive-strength test, unless otherwise directed. Cylinders used for acceptance shall be cured in accordance with section 9 of ASTM C31. H. Compressive-Strength Tests: ASTM C39; one set for each day s pour exceeding 5 cu. yd. (4 cu. m) plus additional sets for each 50 cu. yd. (38 cu. m) more than the first 25 cu. yd. (19 cu. m) 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. I. When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used. J. 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. 3-16

18 K. 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 (3.4 MPa). L. Test results will be reported in writing to the Wawa Project Manager, Ready-mix Producer, and General Contractor within 24 hours after tests. Reports of compressive strength tests shall contain the Project identification name and number, date of concrete placement, name of concrete testing service, concrete type and class, location of concrete batch in structure, design compressive strength at28 days, compressive strength and type of break for both 7-day and 28- day tests. M. Non-destructive Testing: Impact hammer, sonoscope, or other non-destructive device may be permitted but shall not be used as the sole basis for acceptance or rejection. N. 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. 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 END OF DIVISION 3-17