PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Unless otherwise shown or specified, the work shall conform to the following standards of the American Concrete Institute: ACI 117-81 Standard tolerances for Concrete Construction and Materials ACI 211.1-89 Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete ACI 212.2R-81(86) Guide for Use and Admixtures in Concrete ACI 214-77(89) Recommended Practice for Evaluation of Strength Test Results of Concrete ACI 302.1R-89 Guide for Concrete Floor and Slab Construction ACI 304R-89 Guide for Measuring, Mixing, Transporting, and Placing Concrete ACI 304.2R-71(82) Placing Concrete by Pumping Methods ACI 305R-89 Hot Weather Concreting ACI 306R-88 Cold Weather Concreting ACI 306.1-87 Standard Specifications for Cold Weather Concreting ACI 308-81(86) Standard Practice for Curing Concrete ACI 309R-87 Guide for Consolidation of Concrete ACI 315-80(86) Details and Detailing of Concrete Reinforcement ACI 318-89 Building Code Requirements for Reinforced Concrete ACI 347R-88 Guide for Formwork for Concrete B. Unless otherwise shown or specified, the work shall conform to the following standards of the Concrete Reinforcing Steel Institute. 1. Manual of Standard Practice, 1986 2. Placing Reinforcing Bars, 1986 1.02 SCOPE OF WORK A. Include all labor, materials and appliances, and perform all operations in connection with the installation of the tilt-up panels and all related work incidental to the completion thereof, as shown on the drawings, complete, in strict accordance with the drawings and as specified herein. B. Scope of work shall include conveying concrete, all inserts, reglets, pipes anchors, anchor belts, sleeves, channel inserts, weld plates, plate anchors, shims and a solid bed of non-shrink non-ferrous grout under the wall panel unit. C. Fabricator of tilt-up wall panels shall be responsible for the design of all lifting hardware and for the design of tilt-up wall panels for lifting stresses and shall provide lifting inserts and any additional reinforcing steel required for lifting panels into place. The fabricator's engineer shall sign and seal all shop drawings for the tilt-up panels and lifting design drawings. D. The fabricator and erector of the tilt-up panels shall be responsible for the distribution of loading from any vehicles or cranes on the floor slabs. Any cracking or damage to the floors caused by erection equipment, concrete trucks, etc. will require removal and replacement of the damaged or cracked areas at no additional cost to the Owner. E. All depressions, block-outs, column diamonds, joints, etc. in floor slabs that are to be used for casting panels shall be filled with lean concrete on granular fill as required so as to develop a smooth uniform finish for the entire panel. Remove all lean concrete and granular fill after panel casting operation is finished. F. Thermal Design: 1. The insulation and tie system shall be provided by the following manufacturers: Owens Corning One Owens Corning Parkway Toledo, OH 43659 Technical Service Contact: Scott Franklin 2006 Ivy Court McKinney, TX 75070 Phone (800) 547-1311 Fax (972) 529-6255 E-Mail: sdf4t@airmail.net Voice Mail: 888-346-1456 2. The insulated sandwich panels shall have a total "R" value of based upon series - parallel path method of calculation according to the ASHRAE Fundamentals Handbook, 1997 Edition. 3. No metallic bridging will be permitted between the two concrete wythes. 1.03 RELATED WORK SPECIFIED ELSEWHERE A. Concrete: Section 03300 1.04 SUBMITTALS A. Prepare and submit shop drawings for all units furnished under this section showing: Layout plan Method of handling Required openings and blockouts Type, size, and location of reinforcing Connection and anchorage details Member identification marks Other details required to complete this work. Each panel shall be completely dimensioned and detailed. Shop drawings shall be signed and sealed by an engineer registered in the state where the structure is located. B. Submit certification by an engineer registered in the state where the structure is located certifying that all lifting, hardware, inserts and reinforcing steel have been designed for all lifting and handling stresses. C. Submit concrete mix designs for review by the Architect of Record well in advance of concrete placement. Concrete mix design submittal shall include all strength data necessary to show compliance with the strength requirements of this specification for either the trial batch method or the field experience method. D. Review of submittals will cover general design only. In no case shall this review relieve the contractor of the responsibility for design, general or detailed dimension, quality or quantity or materials, or any other conditions, functions, performance or guarantees required. 1.05 QUALITY ASSURANCE A. General 1. The Owner will employ and pay for the services of an independent testing agency to provide testing and inspection of tilt-up panel work. The testing agency shall be licensed in the state where the structure is located and shall meet the requirements of "Recommended Practices of Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction" (ASTM E329). All testing and inspections shall be performed under the supervision of an engineer registered in the state where the structure is located. 2. Tilt-up panel materials and operations shall be tested and inspected as the work progresses. Failure to detect any defective work or material shall not in any way prevent later rejection when such defect is discovered nor shall it obligate the Owner's Representative for final acceptance. 3. The testing agency shall report all test and inspection results to the Architect of Record, Owner and Contractor immediately after they are performed. All test and inspection reports shall include the exact location in the work represented by the test. 4. The testing agency and its representatives are not authorized to revoke, alter, relax, enlarge, or release any requirement of the contract documents, approve or accept any portion or the work, perform any duties of the Contractor, or be a party to scheduling of work. 5. The contractor shall notify the testing agency and the Owner's Representative a minimum of 24 hrs. in advance of all tilt-up panel work and all reasonable facilities shall be made available for technicians. 6. Records of inspection shall be kept available to the building official during progress of work for two years after completion of the project. Records shall be preserved by the independent testing agency. 7. The manufacture will attend both a pre-construction meeting with all parties including but not limited to the following: a. General Contractor b. Owner / Owner Representative c. Testing Company d. Insulated Wall Panel Contractor e. Related Subs as defined by G.C. f. Architect / Architect Representative B. The testing agency shall conduct strength tests of the tilt-up panels during construction in accordance with the following procedures: 1. Secure composite samples in accordance with "Method of Sampling Fresh Concrete" (ASTM C172). Each sample shall be obtained from a different batch of concrete on a random basis, avoiding any selection of the test batch other than by a number selected at random before commencement of concrete placement. 2. Mold and cure three specimens from each sample in accordance with "Method of Making and Curing Concrete Test Specimens in the Field" (ASTM C31). Any deviations from the requirements of this Standard shall be recorded in the test report. 3. Test specimens in accordance with "Method of Test for Compressive Strength of Cylindrical Concrete Specimens" (ASTM C39). Two specimens shall be tested at 28 days and one shall be tested at 7 days. The acceptance test results shall be the average of the strengths of the two specimens tested at 28 days. If one specimen in a test manifests evidence of improper sampling, molding or testing, it shall be discarded and the strength of the remaining cylinder shall be considered the test result. Should both specimens in a test show any of the above defects, the entire test shall be discarded. 4. Make at least one strength test (3 cylinders) for each 100 cu. yd. or fraction thereof of each mix design of concrete placed in any 1 day. 5. Determine slump of the concrete sample for each strength test and whenever consistency of concrete appears to vary, using "Method of Test for Slump of Portland cement Concrete" (ASTM C143). 6. Determine air content of normal weight concrete sample for each strength test in accordance with either "Method of Test for Air Content of Freshly Mixed Concrete by the Pressure Method" (ASTM C231), "Method of Test for Air Content of Freshly Mixed Concrete by the Volumetric Method" (ASTM C173) or "Method of Test of Unit Weight, Yield, and Air Content (Gravimetric) of Concrete" (ASTM C138). 7. Determine temperature of concrete sample for each strength test. 8. The contractor shall notify the testing agency and the Owner's Representative a minimum of 24 hours in advance of all tilt-up panel work and all reasonable facilities shall be made available for technicians. PART 2 - PRODUCTS 2.01 CONCRETE MATERIALS A. Coarse Aggregate: ASTM C33 B. Fine aggregate: ASTM C33 C. Portland cement: ASTM C150, Type 1 or II (Flyash not permitted.) D.Water: Clear and free from injurious amounts of oil, acid, alkali, organic or other deleterious matter. E. Admixtures: 1. Water reducing, retarding, and accelerating admixtures: ASTM C494, may be used at the contractor's option. 2. Air-entraining admixture: ASTM C260, for all air-entrained concrete. 3. Maximum chloride ion due to admixtures shall not exceed 0.1% by weight. 4. The addition of calcium chloride is not permitted. 5. All admixtures shall be used in conformance with the manufacturer's recommendations. 2.02 REINFORCEMENT MATERIALS A. Reinforcing Steel Bars: ASTM A615, Grade 60, unless noted otherwise. B. Steel Wire: ASTM A82 C. Bar Supports: Hot-dipped galvanized or plastic protected. 2.03 RELATED MATERIALS A. Forms shall be wood, metal or other approved material. B. Curing Bondbreaker: Compatible with Curing and Sealing Compound used for slab on grade. C. Form Releasing Agent: Non-staining. D. Grout: As Specified 2.04 INSULATED SANDWICH SYSTEM A. Designed to be used in conjunction with extruded polystyrene surfaces and square (butt) edges. 1. ASTM C578 Type IV insulation that has high density, smooth, extruded surfaces and square (butt) edges. a. Thermal resistance: R/inch 5.0 at 75( F. b. Density 1.7 minimum PCF. c. Compressive Strength: 25psi at less than 5" deflection d. Water Absorption .1% by volume maximum 2. Sheet widths shall be 4'- 0", lengths to by determined by the tilt-up site cast concrete contractor. 3. Insulation board shall contain pre-marked stamps for the wythe connecting tie. 4. Minimum compressive strength shall be 25 psi when tested in the vertical direction in accordance with ASTM D1621. 5. Maximum water absorption shall not exceed 0.1% by volume when tested in accordance with ASTM C272. B. Connecting ties: Owens Corning PINKCORE(tm) Low-Conductivity Ties One Owens Corning Parkway Toledo, OH 43659 Contact: Scott Franklin Phone: (972) 562-5207 Fax: (972) 529-6255 1. Ties shall be keyed for maximum retention in concrete. 2. Tie ties shall be designed and molded with proper keying and insulation stop or guide for proper alignment and placement of the tie into the wall system. Ties must be properly sized to the insulation and wall configuration. 3. The tensile strength of the ties shall meet or exceed a safety factor of 10:1. 4. Quality control of manufacturer of sandwich wall ties. The manufacturer of the sandwich wall tie system shall provide a letter of certification to the Architect of Record that its insulation and tie system was manufactured for this application and the product has been manufactured under rigorous manufacturing standards. The document shall outline each quality assurance procedure performed on the product. These procedures shall be identified by markings on the system components. C. Delivery, Storage, and Handling 1. Insulation board and ties shall be delivered to the project site in its original manufactured packaging. Insulation and ties will reflect proper compatibility markings and be packed with proper MSDS and application guidelines. Packaging should also be consistent to withstand typical "onsite" weather conditions to protect the system components. 2. Stored insulation board stock shall be covered with durable protective wrap resistant to moisture exposure. Weight down material for protection from wind damage. Store in a secure area. 3. Ties shall be delivered to the project site in its original shipping container properly marked with manufacturer's name and product identification. PART 3 - EXECUTION 3.01 CONCRETE PROPORTIONS A. The specified compressive strength of the concrete, fc, shall be as designated on the drawings. Strength requirements shall be based on 28 day compressive strength. B. Slump of concrete shall not exceed 4" unless a high range water-reducing admixture is used. The slump of concrete prior to addition of a high range water-reducing admixture shall not exceed 4". The slump of concrete containing a high range water-reducing admixture shall not exceed 10". C. The maximum size of coarse aggregate shall not be more than one-third of the depth of tilt-up panels; nor three-fourths of the minimum-clear spacing between reinforcing bars. D. The nominal maximum aggregate size shall be a minimum of 3/4". E. The minimum cement content shall be 611lbs./cu. yd. F. Concrete shall be proportioned by either the trial batch method or the field experience method. 1. Where the trial batch method is used, make three test cylinders for each trial batch. Break one cylinder at 7 days and two at 28 days to verify strength requirements. Adjust proportions to produce a design mix at least 1200 psi greater than the specified strength, fc. 2. Where the field experience method is used, the required average compressive strength shall be determined in accordance with paragraph 5.3.2 of ACI 318. Documentation that proposed concrete proportions will produce an average compressive strength equal to or greater than the required average compressive strength shall consist of a field strength test record representing materials and proportions to be used for this project. A field strength test record shall consist of at least 10 consecutive tests encompassing a period of time of not less than 45 days and made within the past 18 months. 3.02 FORMWORK A. Forms shall be used, as necessary, to confine the concrete and shape it to the required dimensions. Forms shall have sufficient strength to withstand the pressure resulting from placement and vibration of the concrete, and shall have sufficient rigidity to maintain specified tolerances. B. The design and engineering of the formwork, as well as its construction, shall be the responsibility of the contractor. C. Forms shall be sufficiently tight to prevent loss of mortar from the concrete. D. All exposed concrete corners shall have a 3/4" x 3/4" chamfer, except as otherwise noted. E. Forms shall be coated with non-staining releasing agent, applied before the reinforcing steel is placed. F. Forms shall not be disturbed until the concrete has adequately hardened. Care shall be taken to avoid spalling the concrete surfaces. G. All surfaces of forms and embedded materials shall be cleaned of any accumulated mortar or grout from previous concreting and of all other foreign material before concrete is placed in them. 3.03 REINFORCEMENT A. Fabrication: 1. Reinforcing steel shall be accurately fabricated to the dimensions shown: a. Bends shall conform to bend dimensions defined as standard in accordance with details in the ACI Detailing Manual 1980 (SP-66) and/or CRSI Manual of Standard Practice, unless otherwise shown. b. Bars shall be bent cold, and shall not be bent or straightened in a manner that will injure the material. c. Bars shall be fabricated within the tolerances shown in the ACI Detailing Manual - 1980 (SP-66) and/or CRSI Manual of Standard Practices. 2. Welding as an aid to fabrication and/or installation will not be permitted except as specifically shown on the drawings or as authorized by the Architect of Record. B. Placing 1. Position reinforcement to 1/4" +,- in accordance with placement plans. 2. Reinforcing shall be placed so that a minimum concrete cover of 1-1/2" is provided. 3. It shall be the contractor's responsibility to ensure that the intended reinforcement location is maintained during concrete placement. Tie bars at intersections with soft steel wire. 4. Do not drive nails into wood forms to support reinforcement. 5. Provide two (2) No. 5 bars around all openings and at all re-entrant corners. 6. Reinforcing bars partially embedded in concrete shall not be field bent. C. Cleaning and Protection: 1. Protect reinforcement from excessive rusting or mechanical injury. Store on skids or otherwise maintain at least 6 inches above ground. 2. After bars are tied in place take whatever precautions are necessary to protect bars from damage by construction equipment or careless workmen. Pay particular attention to bars projecting out of previously placed concrete. Damage steel shall be replace at no cost to Owner. 3.04 PRODUCTION OF CONCRETE A. Ready-mixed concrete shall be batched, mixed and transported in accordance with ASTM C94. The ready-mixed concrete producer shall furnish duplicate delivery tickets, one for the Contractor and one given to the Owner's Representative, for each batch of concrete. The information provided on the delivery ticket shall include the quantities of all material batched including the amount of free water in the aggregate. The quantity of water that can be added at the site without exceeding the maximum water cement ratio specified shall be noted on the delivery ticket. B. For job mixed concrete, mixing shall be done in a batch mixer of approved type. The mixer shall be rotated at a speed recommended by the manufacturer and mixing shall be continued for 1-1/2 minutes after all materials are in the drum. For batches larger than 1 cubic yard, mixing time shall be increased 15 seconds for each additional cubic yard or fraction thereof. All concrete shall be mixed until there is a uniform distribution of the materials and shall be discharged completely before the mixer is recharged. C. The independent testing agency shall have access at all times to the batching and mixing plant for sampling of materials and inspection of all work performed for this job. D. In hot weather the ingredients shall be cooled before mixing, or flake ice or well-crushed ice of a size that will melt completely during mixing may be substituted for all or part of the mixing water if, due to high temperature, low slump, flash set or cold joints are encountered. When air temperature is between 80F and 90F, reduce maximum mixing and delivery time from 1-1/2hours to 75 minutes. When air temperature exceeds 90F, reduce maximum mixing and delivery time to 60minutes. 3.05 INSULATED SANDWICH PANELS A. Insulated sandwich panel systems shall be designed and configured to eliminate thermal bridging and vapor condensation resulting from penetrations of the insulation layer by highly conductive or non-insulating materials. B. Sandwich wall connecting systems shall not reduce the thermal resistance of the wall assembly by more than 2% when the R-value is calculated using the series-parallel path method of calculations according the ASHRAE Fundamentals Handbook 1997 Edition. C. Sandwich wall connecting systems shall be designed to securely fasten the fascia wythe to the structural wythe allowing thermal cycling and preventing delamination. D. The insulated concrete wall systems are designed to be used in conjunction with an approved insulation type defined here in as supplied with the specified insulation system. Manufacturers of equal material will be considered, but must be approved prior to bidding by Architect of Record. E. Structural connection of the fascia wythe is not to be dependent upon adhesion of the concrete surface to insulation. F. Manufacturer must provide/produce the system - single source accountability. G. Insulation installation shall prevent any gaps within the field area of the panel. All gaps greater than 3/8" will require insulation fill of the same insulation material. All gaps less than 3/8" shall be filled with sand in the field or vermiculite at the perimeter of the panel. H. All ties will require agitation after entry into the concrete. Boards will require "walk in method" to assure no voids exist. I. Structural wythe pour shall be done only after the prescribed "waiting period" has concluded which will be no less than 24 hrs. and after all Q/C testing is complete verifying proper corrective action to failed ties or insulation. J. All cutting and fitting of insulation to be done with proper tools to avoid breaking or irregular edges. K. All insulation to extend edge to edge throughout to avoid any thermal shorting in the field or perimeter of continuous concrete. L. Adequately protect product as necessary from trade damage or traffic as well as rain or weather. M. All manufacturer's printed literature, application guidelines and industry standards will be strictly enforced. Any deviation could be cause for rejection. 3.06 FABRICATION A. Preparation of Placing Concrete 1. Before concrete is placed, all debris and ice shall be removed from the spaces to be occupied by the concrete. Remove surplus form releasing agent from the contact face of forms. Forms shall be thoroughly cleaned of ice or other coatings. 2. Water shall be removed from place of deposit before concrete is placed. 3. Notify all trades concerned and the Owner's Representative sufficiently in advance of the scheduled time for concrete placement to permit installation of all required work by other trades. 4. Before placing concrete, all required embedded items, including dovetail anchor slots, anchors, inserts, curb angles, metal frames, fixtures, sleeves, drains, accessory devices for Mechanical and Electrical installations shall be properly located, accurately positioned and built into the construction, and maintained securely in place. 5. Build into construction all items furnished by the Owner and other trades. Provide all offsets, pockets, slabs, chases and recesses as job conditions require. 6. Apply bondbreaker to slab on grade or casting bed in accordance with manufacturer's recommendations. Bondbreaker shall be compatible with the Curing and Sealing Compound used for slab-on-grade. B. Conveying 1. Concrete shall be conveyed from the mixer to the place of final deposit by methods which will prevent separation or loss of material. 2. Equipment for chuting, pumping and pneumatically conveying concrete shall be of such size and design as to insure a practically continuous flow of concrete at the delivery and without separation of material. 3. Provide runways or other means for wheeled equipment to convey concrete to point of deposit. Construct runways so that supports will not bear upon reinforcement or fresh concrete. C. Depositing 1. Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. No concrete shall have a free fall of over three feet from truck, mixer or buggies. The concreting shall be carried on at such a rate that the concrete is at all times plastic and flows readily into the spaces between the bars. No concrete that has partially hardened or been contaminated by foreign materials shall be deposited on the work, nor shall retempered concrete be used. 2. When concreting is started, it shall be carried on as a continuous operation until the placing of the section is completed. 3. All concrete shall be thoroughly consolidated by mechanical vibrators during the placing operation and shall be thoroughly worked around the reinforcement and embedded fixtures and into the corners of the forms. Mechanical vibrators shall be applied directly to the concrete and used only under experienced supervision. Vibrators shall not be secured to forms or reinforcement. Compaction shall be carried on continuously with the placing of concrete. Keep a minimum of two vibrators on the job during concreting operations. 4. Protect adjacent surfaces from concrete drippings, spillage, and splashes. Hardened or partially hardened splashes or accumulations or concrete on forms or reinforcement shall be removed before the work proceeds. Clean all damaged surfaces immediately. 5. All conveyances shall be thoroughly cleaned at frequent intervals during the placing of the concrete, and before beginning a new run of concrete all hardened concrete and foreign materials shall be removed form the surfaces. 6. The superintendent or foreman in charge of concrete work shall mark on the drawings the time and date of the placing of the concrete in each panel. Location of concrete batches from which concrete test cylinders are made shall also be recorded on these drawings. Such drawings shall be kept on file at the job until its completion and shall be subject to the inspection of the Owner's Representative at all times. D. Finish 1.All exposed concrete edges shall be chamfered at edges. Chamfer to be 3/4". 2.All faces shall be true, well defined surfaces. Warped, cracked, broken, spalled, stained or otherwise defective units will be rejected. 3. Exterior face of panels shall be cast down to avoid the appearance of lifting devices on the exterior panel surface. Panel finish (both sides) shall be smooth and clean, ready to receive specified finish. Curing compounds and bondbreakers which are not compatible with the specified finish shall be removed from the tilt-up panels. 4. Interior face to have light broom finish. E. Casting Tolerances 1. Overall height and width: a. 10 feet or under: +,- 1/8" b. 10 feet to 20feet: +1/8" & -3/16" c. 20feet to 30feet: +1/8" & -1/4" d. Each additional 10ft. +,- 1/16" per 10ft. 2. Angular deviation of plane of side mold: 1/16" per 6' depth, but at least 1/16". 3. Thickness: +1/4" and - 1/8" 4. Openings: ( 1/4" 5. Out of square (difference in length of the two diagonals) 1/8" per 6feet or 1/4" total, whichever is greater. 6. Bowing and warpage tolerance: 1/360 of panel dimension. 3.07 ERECTION A. Concrete panels shall not be lifted until the tilt-up panels have attained a minimum strength of 3000 psi and a minimum of 72 hours after completion of pouring of the concrete. Contractor shall make job cured cylinders at the Contractor's expense to verify lifting strength. B. Tilt-up panels shall be lifted and supported during manufacturing, stock piling, transporting and erection operations only at the lifting or support points, or both and with the lifting devices embedded in the members by the fabricator. C. Fabricator shall be solely responsible for providing any additional reinforcement steel for the manufacturer, handling, storage, transportation and erection of all tilt-up panels. Reinforcement steel shown on the plans represents minimum acceptable quantity for erected in-place panels. D. Transportation, site handling and erection shall be performed with acceptable equipment and method, and by qualified personnel. E. Prior to erection, check all bearing surfaces for elevation, alignment and location. Report any discrepancies to the Architect of Record for correction. Proceeding with erection implies acceptance of existing conditions. F. Erection shall include, but not be limited to: 1. Placing, aligning and leveling the members in final position in the structure. 2. All shims and grouting of panels to bring to proper elevation and alignment. 3. All anchors, clip angles, plates, bolts, fastening devices, etc., to anchor wall panels to structural steel. All anchorage devices shall be removable, shall permit movement caused by thermal stresses and shall be subject to the approval of the Architect of Record. 4. Remove any lifting hooks. 5. Provide adequate bracing until all structural steel, purlins, beams, joist and deck is placed, backfill placed and floor slab leaveout placed. 6. All channels, angles, clips, etc, below grade, shall be encased in 3" of concrete. G. Damaged Unit: 1. Any members superficially damaged during erection shall be rejected or shall be repaired by experienced workmen if approved by the Architect of Record. 2. Units badly damaged shall be rejected and shall be replaced by the manufacturer. 3. The Architect of Record shall be the sole judge of this damage and repair. H. Erection tolerances: 1. Face width of joint a. Panel dimension (normal to joint) 10ft. +,- 3/16" b. Panel dimension (normal to joint) 10ft. to 20ft. +3/16" and -1/4". c. Each additional 10ft. +,- 1/16. 2. Panel alignment: 1/4" (Maximum difference in any direction between adjacent panels) 3. Location of openings: +,- 1/4" 3.08 CURING AND PROTECTION A. Beginning immediately after placement, tilt-up panels shall be protected from premature drying, excessively hot or cold temperatures, and mechanical injury, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period necessary for hydration of the cement and hardening of the concrete. B. For concrete surfaces not in contact with form, apply curing compound immediately after completion of placement and finishing. The compound shall be applied in accordance with the recommendations of the manufacturer immediately after any water sheen which may develop after finishing has disappeared from the concrete surface. For any surface against which additional concrete or other material is to be bonded or finish applied, unless it is proven that the curing compound will not prevent bond and is compatible with the finish, positive measures shall be taken to remove it completely from areas to receive bonded applications or finish. C. Temperature, Wind, and Humidity 1. Cold Weather - When the mean daily outdoor temperature is less than 40F, the temperature of the concrete shall be maintained between 50 and 50F. for 7days. When necessary, arrangements for heating, covering, insulating, or housing the concrete work shall be made in advance of placement and shall be adequate to maintain the required temperature without injury due to concentration of heat. Combustion heaters shall not be used during the first 24hr. unless precautions are taken to prevent exposure of the concrete to exhaust gases which contain carbon dioxide. 2. Hot weather - When necessary, provision for windbreaks, shading, fog spraying, sprinkling, ponding, or wet covering with a light colored material shall be made in advance of placement, and such protective measures shall be taken as quickly as concrete hardening and finishing operations will allow. 3. Rate of temperature change - Changes in temperature of the air immediately adjacent to the concrete during and immediately following the curing period shall be kept as uniform as possible and shall not exceed 5F in any 1hr. or 50F in any 24hr. period. D. Protection from mechanical injury - During the curing period, the concrete shall be protected from damaging mechanical disturbances, such as load stresses, heavy shock, and excessive vibration. All finished concrete surfaces shall be protected from damage by construction equipment, materials, or methods, by application of curing procedures, and by rain or running water. 3.09 EVALUATION AND ACCEPTANCE OF CONCRETE A. Test results for standard molded and standard cured test cylinders shall be evaluated separately for each specified concrete mix design. Such evaluation shall be valid only if tests have been conducted in accordance with the specifications. B. For evaluation, each specified mix design shall be represented by at least five tests. C. The strength level of the concrete will be considered satisfactory so long as the averages of all sets of three consecutive strength test results equal or exceed the specified strength, fc and no individual strength test result falls below the specified strength, fc by more than 500psi. Should cylinder tests fail to meet these requirements or if deficient construction is suspected by Owner's Representative, core tests may be required and the cost of such tests shall be paid by the contractor. D. Testing by impact hammer, sonoscope, or other nondestructive device may be used to determine relative strengths at various locations in the structure as an aid for selecting areas to be cored. Such tests shall not be used as a basis for acceptance or rejection. E. Where core tests are required, cores at least 2in. in diameter shall be obtained and tested in accordance with "Methods of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete" (ASTM C42). The cores shall be air dried (temperatures 60 to 80F, relative humidity less than 60percent) for 7 days before test and shall be tested dry. F. At least three representative cores shall be taken from each member or area of concrete in place that is considered potentially deficient. The location of cores shall be determined by the Architect of Record so as least to impair the strength of the structure. If, before testing, one or more of the cores shows evidence of having been damaged subsequent to or during removal from the structure, it shall be replaced. G. Concrete in the area represented by a core test will be considered adequate if the average strength of the cores is equal to at least 85percent of and if no single core is less than 75 percent of the specified strength, fc. H. Core holes shall be filled with low slump concrete or mortar. 3.10 ACCEPTANCE OF TILT-UP PANELS A. Upon completion of the panels contractor is to notify the manufacture for scheduling of the manufacturer's site visit and execution of the "System Warranty" B. Completed tilt-up panels which meets all applicable requirements will be accepted without qualification. C. Completed tilt-up panels which fail to meet one or more requirements but which has been repaired to bring it into compliance will be accepted without qualification. D. Completed tilt-up panels which fail to meet one or more requirements and which cannot be brought into compliance may be accepted or rejected by the Owner's Representative. In this event, modifications may be required to assure that remaining work complies with the requirements. E. The cost of any additional tests or analysis, including additional architectural and engineering services, performed to prove the adequacy of the concrete work, shall be borne by the contractor. End of Section Thermal Building System - PINKCORE 03470-1 HMW 97.02 1/5/98