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Home My WebLink AboutS001-G-STRUCTURAL-NOTES-&-SCHEDULES-Rev.2SHEET PROJECT INFO SEAL REVISIONS DRAWING TITLE PROJECT ARCHITECT MERCHANTS CORPORATE CENTER CARMEL, IN CLIENT # DESCRIPTION DATE NOVEMBER 10, 2017 17104 ISSUED FOR CONSTRUCTION 2017-11-10 S001-G STRUCTURAL NOTES & SCHEDULES 1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTOR(S) TO PROVIDE INSPECTIONS DURING CONSTRUCTION LISTED IN THIS SECTION. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE TO THE INSPECTIONS BEING PERFORMED TO THE SATISFACTION OF THE ENGINEER OF RECORD AND THE BUILDING OFFICIAL. THE SPECIAL INSPECTOR SHALL HAVE EXPERIENCE WITH AT LEAST FIVE OTHER PROJECTS SIMILAR IN NATURE. 2. THE PURPOSE OF THE INSPECTIONS SHALL BE TO ENFORCE COMPLIANCE WITH THE CONSTRUCTION DRAWINGS, SPECIFICATIONS, GEOTECHNICAL REPORT AND THE 200X XXXXX BUILDING CODE. 3. SPECIAL INSPECTORS SHALL KEEP RECORD OF INSPECTIONS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL AND TO THE ENGINEER OF RECORD. REPORTS SHALL INDICATE THAT THE WORK INSPECTED WAS PERFORMED IN CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. ANY CORRECTIONS THAT WERE NOT COMPLETED BY THE CONTRACTOR SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE ENGINEER OF RECORD. IF DISCREPANCIES ARE NOT CORRECTED BY THE CONTRACTOR, SPECIAL INSPECTOR SHALL ISSUE A NOTIFICATION OF NON-COMPLIANCE (NNC) TO ENGINEER. 4. THE SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR MAINTAINSDETAILED FABRICATION AND QUALITY CONTROL PROCEDURES THAT PROVIDE A BASIS FOR INSPECTION CONTROL OF THE WORKMANSHIP. IF FABRICATOR IS ENROLLED IN A NATIONALLY ACCEPTED INSPECTIONS PROGRAM (SATISFACTORY TO THE ENGINEER AND BUILDING OFFICIAL), THIS IS NOT REQUIRED. ANY CORRECTIONS THAT WERE NOT COMPLETED BY THE CONTRACTOR SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE ENGINEER OF RECORD. 5. EACH SPECIAL INSPECTOR IS RESPONSIBLE TO REVIEW THE PLANS THOROUGHLY AND SUFFICIENTLY AHEAD OF THE CONSTRUCTION TO ESTABLISH IF HE CAN INSPECT THOSE ITEMS ENTRUSTED TO HIM. ALL AMBIGUITIES OR OMISSIONS IN THE APPROVED PLANS THAT CREATE ANY FORM OF DOUBT FOR THE SPECIALINSPECTOR SHALL BE RESOLVED THROUGH THE PROPER CHANNELS PRIOR TO CONSTRUCTION. 6. THE FOLLOWING ITEMS REQUIRE INSPECTION BY THE SPECIAL INSPECTOR: STRUCTURAL/ REINFORCING STEEL ITEMS TO BE INSPECTED: FREQUENCY: REFERENCED STANDARD IDENTIFICATION MARKINGS TO CONFORM PERIODIC APPLICABLEASTM MATERIAL TO ASTM STANDARDS SPECIFIED IN SPECS, AISC 360 SEC. A3.3 APPROVED CONSTRUCTION DOCUMENTS MANUFACTURER'S CERTIFICATE OF PERIODIC COMPLIANCE INSPECTION OF HIGH STRENGTH BOLTING: BEARING TYPE CONNECTIONS PERIODIC AISC 360, SEC. M2.5, IBC 1704.3.3 SLIP CRITICAL CONNECTIONS CONTINUOUS AISC 360, SEC. M2.5, IBC 1704.3.4 MATERIAL VERIFICATION OF STRUCTURAL STEEL IDENTIFICATION OF MARKINGS TO ASTM A6/ A568. IBC 1708.4 CONFORM TO ASTM STANDARD SPECIFIED IN APPROVED CONSTRUCTION DOCUMENTS MANUFACTURER'S CERTIFIED MILL TEST ASTM A6/ A568. IBC 1708.4 REPORTS MATERIAL VERIFICATION OF WELD FILLER MATERIALS. IDENTIFICATION OF MARKINGS TO CONFORM AISC 360, SEC. A3.5 TO AWS SPECIFICATION IN APPROVED CONSTRUCTION DOCUMENTS MANUFACTURER CERTIFICATE OF COMPLIANCE AISC 360, SEC. A3.5 WELDING OF STRUCTURAL STEEL FULL AND PARTIAL PENETRATION CONTINUOUS AWS-D1.1, IBC 1704.3.1 GROOVE WELDS MULTI-PASS FILLET WELDS PERIODIC - 50% AWS-D1.1, IBC 1704.3.1 SINGLE-PASS FILLET WELDS > 5/16" PERIODIC - 50% AWS-D1.1, IBC 1704.3.2 SINGLE-PASS FILLET WELDS <= 5/16" PERIODIC - 25% AWS-D1.1, IBC 1704.3.1 FLARE BEVEL/ FLARE V PERIODIC - 25% AWS-D1.1, IBC 1704.3.1 INSPECTION OF STEEL FRAME JOINT DETAILS PERIODIC IBC 1704.3.2 FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS INCLUDING DETAILS SUCH AS BRACING AND STIFFENING, MEMBER LOCATIONS, AND APPLICATION OF JOINT DETAILS AT EACH CONNECTION CONCRETE CONSTRUCTION ITEMS TO BE INSPECTED: FREQUENCY: REFERENCED STANDARD REINFORCING STEEL PERIOIDIC ACI 318: 3.5, 7.1-7.7; IBC 1913.4 AWS D1.4, ACI 318: 3.5.2 REINFORCING STEEL WELDING CONTINUOUS IBC 1911.5 BOLTS INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT CONCRETE MIX DESIGN PERIODIC ACI 318: CH. 4, 5.2-5.4 EACH CONC. POUR IBC 1904.2.2, 1913.2, 1913.3 SAMPLING OF FRESH CONCRETE CONTINUOUS PROVIDE A SET OF 4 FOR ACI 318: 5.6, 5.8 EVERY 50 CUBIC YARDS OF ASTM C172 CONCRETE BUT NOT LESS ASTM C31 THAN 1 FOR 5000 SF OF IBC 1913.10 SLAB OR WALL SURFACE AREA. MONITOR SLUMP AND AIR CONTENT OF CONCRETE & NOTIFY DELIVERY DRIVER IF SLUMP DEVIATES MORE THAN 1" FROM RECOMMENDED VALUE. DRILLED & POST-INSTALLED ANCHORS EACH APPLICATION ALL DRILLED AND ADHESIVE ANCHORS (REBAR, BOLTS, THREADED RODS, ETC.) SHALL BE PULL TESTED TO 133% OF THE ULTIMATE BOND STRENGTH FOR NO LESS THAN 3 MIN. INSPECT FORMWORK FOR SHAPE, PERIODIC ACI 318: 6.1.1 LOCATION AND DIMENSIONS MASONRY CONSTRUCTION CONTINUOUS AND PERIODIC INSPECTIONS SHALL CONFORM TO LEVEL 2 SPECIAL INSPECTION IN ACCORDANCE WITH IBC TABLE 1704.5.3. IN ADDITION, TESTING OF MASONRY MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS. WOOD CONSTRUCTION ITEMS TO BE INSPECTED: FREQUENCY: REFERENCED STANDARD PREFAB'D. STRUCT'L. ELEMENTS/ PERIODIC IBC 1704.2 ASSEMBLIES SITE BUILT ASSEMBLIES PERIODIC IBC 1704.1 DIAPHRAGMS PERIODIC IBC TABLE 2306.3.2 TRUSS BRACING PERIODIC PER TRUSS MFGR RECOMMENDATIONS SOILS - FOOTING BEARING AND BUILDING PAD SUBGRADE PREPARATION: VERIFY MATERIALS BELOW FOOTINGS PERIODIC ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. VERIFY EXCAVATIONS ARE EXTENDED PERIODIC TO PROPER DEPTH AND HAVE REACHED PROPER BEARING STRATA. PERFORM CLASSIFICATION OF CONTROLLED PERIODIC FILL MATERIALS VERIFY USE OF PROPER MATERIALS, CONTINUOUS DENSITIES, AND LIFT THICKNESS DURING PLACEMENT AND COMPACTION OF CONTROLLED FILL PRIOR TO PLACEMENT OF CONTROLLED PERIODIC FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY PROOFROLLING OBSERVATIONS CONTINUOUS GEOTECHNICAL REPORT & FOUNDATION NOTES 1. PROJECT SHALL CONFORM TO ALL REQUIREMENTS OF ACI 423, AND ACI 301 CHAPTER 9, LATEST EDITION, PUBLISHED BY THE AMERICAN CONCRETE INSTITUTE, FARMINGTON HILLS, MICHIGAN, EXCEPT AS MODIFIED BY THESE CONTRACT DOCUMENTS. 2. THE POST-TENSIONING SUPPLIER SHALL BE RESPONSIBLE FOR THE DETAILED DESIGN OF THE POST- TENSIONING SYSTEM, INCLUDING REQUIRED TENDONS, ANCHORAGE, COUPLING SYSTEMS, SPECIAL REINFORCEMENT, TENDON SUPPORTS, AND TENDON STRESSING. THE POST-TENSIONING SUPPLIER SHALL PROVIDE A MINIMUM NUMBER OF TENDONS EQUIVALENT TO THE EFFECTIVE FORCE SHOWN ON THE DRAWINGS DIVIDED BY 26.7 AND ROUNDED TO THE NEAREST WHOLE TENDON. 3. FIELD FOREMAN: THE FIELD FOREMAN RESPONSIBLE FOR THE PLACEMENT OF ALL POST-TENSIONING SHALL HAVE A MINIMUM OF THREE (3) YEARS IN THIS CAPACITY FOR THIS TYPE OF CONSTRUCTION. 4. PT STEEL QUALITY: ONE SAMPLE OF EACH REEL OR HEAT SHALL BE TESTED BY AN APPROVED LABORATORY. TEST RESULTS OR MILL CERTIFICATES SHALL BE SUBMITTED TO THE ENGINEER BEFORE STRESSING OF TENDONS. POST-TENSIONING TENDONS SHALL BE STRESS-RELIEVED OR BE OF LOW-RELAXATION QUALITY, AND SHALL CONFORM TO THE FOLLOWING: • SEVEN WIRE STRAND ASTM DESIGNATION.......A-416 1/2" DIAMETER TENDON AREA..............0.153 IN SQ. ULTIMATE STRENGTH................................270 KSI • TENDON STRESSES SHALL CONFORM TO THE FOLLOWING: • MAXIMUM JACKING STRESS......................216 KSI MAXIMUM STRESS IMMEDIATELY • AFTER PRESTRESS TRANSFER..................200 KSI • MAXIMUM ANCHORAGE STRESS IMMEDIATELY • AFTER PRESTRESS TRANSFER..................189 KSI • POST-TENSION SYSTEM SHALL BE FULLY ENCAPSULATED PER PTI SPECIFICATIONS U.N.O. 5. EFFECTIVE FORCE: EFFECTIVE FORCE SHALL BE 24 KIPS PER STRESS-RELIEVED, AND PER LOW-RELAXATION TENDON, 26.8 KIPS WHEN TENDON LENGTH IS LESS THAN 100 FEET. FOR VARIANCE FROM THIS VALUE, CONTRACTOR SHALL PROVIDE FRICTION AND LONG-TERM LOSS CALCULATIONS FOR THE ENGINEER'S APPROVAL. 6. PT HARDWARE QUALITY: ALL ANCHORAGES, COUPLERS AND MISCELLANEOUS HARDWARE SHALL BE STANDARD AND APPROVED BY GOVERNING AGENCIES AND THE ENGINEER. 7. TENDONS: UNBONDED STRANDS SHALL BE ENCASED IN SLIPPAGE SHEATHING WHICH SHALL CONSIST OF A SEALED DURABLE WATERPROOF PLASTIC TUBING CAPABLE OF PREVENTING THE PENETRATION OF MOISTURE AND CEMENT PASTE, AND WHICH WILL CONTAIN A RUST-INHIBITING GREASE COATING. TEARS IN THE SHEATHING SHALL BE REPAIRED TO RESTORE THE WATERTIGHTNESS OF THE SHEATHING. HEAT-SEALED SHEATHING SHALL NOT BE USED UNLESS THE WATERTIGHTNESS OF THE SHEATHING IS GUARANTEED BY THE CONTRACTOR. 8. SHOP DRAWINGS: THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING TENDON LAYOUT, DEAD-END AND STRESSING- END LOCATIONS, AND TENDON SUPPORT LAYOUTS WITH DETAILS NECESSARY FOR INSTALLATION FOR THE ENGINEER'S APPROVAL. A SET OF APPROVED SHOP DRAWINGS MUST BE FILED WITH THE CITY ENGINEER BY THE CONTRACTOR. 9. REVIEW OF THE SHOP DRAWINGS AND CALCULATIONS BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE POST-TENSIONING SUPPLIER OF RESPONSIBILITY FOR DETAILED DESIGN AS SPECIFIED HEREIN. 10. TENDON PLACEMENT: CARE SHALL BE TAKEN THAT TENDONS ARE LOCATED AND HELD IN THEIR DESIGNED POSITIONS. TOLERANCES FOR THE LOCATION OF THE PRESTRESSING STEEL SHALL NOT BE MORE THAN ± 1/8" VERTICALLY, EXCEPT AS NOTED OR APPROVED BY THE ENGINEER. ACCESS TO STRESSING ENDS SHALL BE MAINTAINED WHERE SHOWN. 11. TENDON ADJUSTMENTS: SLIGHT DEVIATIONS IN THE HORIZONTAL SPACING OF THE SLAB TENDONS WILL BE PERMITTED WHEN REQUIRED TO AVOID OPENINGS, INSERTS, AND DOWELS WHICH ARE SPECIFICALLY LOCATED. WHERE LOCATIONS OF TENDONS SEEM TO INTERFERE WITH EACH OTHER, ONE TENDON MAY BE MOVED HORIZONTALLY IN ORDER TO AVOID THE INTERFERENCE. 12. TWISTING: TWISTING OR ENTWINING OF INDIVIDUAL WIRES OR STRANDS WITHIN A BUNDLE OR A BEAM SHALL NOT BE PERMITTED UNLESS APPROVED BY THE ENGINEER. 13. STRAND BUNDLES: THE MAXIMUM ALLOWABLE NUMBER OF STRANDS PER BUNDLE IS FOUR (4) FOR SLABS, U.N.O. AND SIX (6) FOR BEAMS. 14. PROFILES: PROFILES SHALL CONFORM TO CONTROLLING POINTS SHOWN ON THE DRAWINGS AND SHOULD BE IN AN APPROXIMATE PARABOLIC DRAPE BETWEEN SUPPORTS, UNLESS NOTED OTHERWISE. LOW POINTS ARE AT MIDSPAN UNLESS NOTED OTHERWISE. HARPED TENDONS SHALL BE STRAIGHT BETWEEN HIGH AND LOW POINT CONTROLS. 15. PRESTRESS COVER: ALL DIMENSIONS SHOWING THE LOCATION OF PRESTRESSING TENDONS ARE TO THE CENTER OF GRAVITY OF THE TENDON (CGS) UNLESS NOTED OTHERWISE. 16. MINIMUM CHAIRING: TENDONS SHALL BE SECURED TO A SUFFICIENT NUMBER OF POSITIONING DEVICES TO ENSURE CORRECT LOCATION DURING AND AFTER THE PLACING OF THE CONCRETE, AND SHALL BE SUPPORTED AT A MAXIMUM OF 3'-0" ON CENTER. CHAIRS GREATER THAN 2.5" IN SIZE SHALL BE STAPLED TO THE FORMWORK. 17. ANCHORAGES SHALL BE RECESSED A MINIMUM OF TWO ANCHORS: (2) INCHES. PLACE TWO (2) CONTINUOUS #4 BARS BEHIND ALL ANCHORAGES, UNLESS NOTED OTHERWISE. REBAR SPLICES SHALL BE 24" MINIMUM AND STAGGERED 5'-0" MINIMUM. 18. BLOCKOUTS: ALL POCKETS OR BLOCKOUTS REQUIRED FOR ANCHORAGE SHALL BE ADEQUATELY REINFORCED SO AS NOT TO DECREASE THE STRENGTH OF THE STRUCTURE. ALL POCKETS SHOULD BE WATERPROOFED TO ELIMINATE WATER LEAKAGE THROUGH OR INTO THE POCKET. 19. PIPES: PLASTIC OR METAL CONDUITS MAY BE EMBEDDED IN SLAB PROVIDING THAT THE FOLLOWING CRITERIA ARE MET: A. PIPES AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. MAXIMUM PIPE SIZE SHALL NOT EXCEED THE LARGER OF ONE THIRD OF SLAB THICKNESS OR 2" DIA. LOCATE PIPES WITHIN THE MIDDLE THIRD OF THE SLAB. MINIMUM SPACING SHALL BE SIX (6) TIMES THE PIPE DIAMETER. PIPES SHALL NOT IMPAIR THE STRENGTH OF THE MEMBER. PROVIDE CONDUIT LAYOUT FOR ENGINEER REVIEW AND APPROVAL. B. CONDUITS MUST NOT INTERRUPT THE POST-TENSIONED CABLES. C. COLUMN AREAS SHOULD BE AVOIDED. D. IT IS UNDESIRABLE TO HAVE EXCESS AMOUNTS OF CONDUIT ENTERING THE SLAB FROM ONE LOCATION. IF THIS CONDITION EXISTS, THE CONDUITS MUST BE FANNED OUT IMMEDIATELY. 20. PENETRATIONS: PENETRATIONS SHALL NOT BE PERMITTED IN BEAMS EXCEPT AS SHOWN IN P.T. DRAWINGS OR TYPICAL DETAILS. 21. INSERTS: ALL INSERTS AND SLEEVES SHALL BE CAST IN PLACE WHENEVER POSSIBLE. DRILLED AND POWER- DRIVEN FASTENERS WILL BE PERMITTED ONLY WHEN IT CAN BE SHOWN THAT THE INSERTS WILL NOT SPALL THE CONCRETE AND ARE LOCATED TO AVOID THE TENDONS AND ANCHORAGES. THE CONTRACTOR MUST LOCATE TENDONS ON THE SURFACE AND SOFFIT OF THE SLAB. 22. CHLORIDES: GROUT OR CONCRETE CONTAINING CHLORIDES SHALL NOT BE USED. 23. PUMPED CONCRETE: IF CONCRETE IS PLACED BY THE PUMP METHOD, THEN HORSES SHALL BE PROVIDED TO SUPPORT THE HOSE. THE HOSE SHALL NOT BE ALLOWED TO RIDE ON THE TENDONS. 24. CONCRETE CONSOLIDATION: THE CONTRACTOR SHALL TAKE PRECAUTIONS TO ASSURE COMPLETE CONSOLIDATION AND DENSIFICATION OF CONCRETE BEHIND ALL POST-TENSIONING ANCHORAGES. 25. AT TRANSFER OF CONCRETE STRENGTH AT STRESSING: PRESTRESS, CONCRETE SHALL BE 2,900 PSI MINIMUM FOR ANY GIVEN CYLINDER COMPRESSION TEST. FOR MORE INFORMATION, SEE NOTES ON PLANS. 26. TENDON STRESSING: TENSIONING SHALL BE DONE BY JACKING UNDER IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN THIS TYPE OF WORK. CONTINUOUS INSPECTION AND RECORDING OF ELONGATIONS IS REQUIRED DURING ALL STRESSING OPERATIONS. 27. CALIBRATION: THE RAM AND ATTENDANT GAUGE USED SHALL HAVE BEEN CALIBRATED WITHIN SIXTY (60) DAYS OF THEIR USE. 28. STRESSING SEQUENCE: UNIFORMLY DISTRIBUTED TENDONS SHALL BE STRESSED BEFORE CONCENTRATED BEAM STRIP (BANDED) TENDONS, AND SLAB TENDONS SHALL BE STRESSED BEFORE BEAM TENDONS. 29. ELONGATIONS: INDIVIDUAL TENDON FIELD READINGS OF ELONGATIONS AND/OR STRESSING FORCES SHALL NOT VARY BY MORE THAN ±7% FROM CALCULATED REQUIRED VALUES SHOWN ON THE SHOP DRAWINGS. IF THE MEASURED ELONGATIONS VARY FROM CALCULATED VALUES BY MORE THAN ±7%, THE CONTRACTOR SHALL PROVIDE FRICTION CALCULATIONS AND/OR OTHER JUSTIFICATION TO THE SATISFACTION OF THE ENGINEER. 30. MEMBER FORCES: THE POST-TENSIONED FORCE PROVIDED IN THE FIELD FOR EACH STRUCTURAL MEMBER SHALL NOT BE LESS THAN THE VALUES NOTED ON THE STRUCTURAL DRAWINGS. IN THIS CONTEXT, STRUCTURAL MEMBERS ARE BEAMS OR SLABS, WHETHER WITH BANDED OR DISTRIBUTED TENDONS, EACH SERVING THEIR RESPECTIVE TRIBUTARY. 31. TENDON ENDS: DO NOT BURN OFF TENDON ENDS UNTIL THE ENTIRE FLOOR SYSTEM HAS BEEN SATISFACTORILY STRESSED AND THE ENGINEER'S APPROVAL IS OBTAINED. THE STRESSING END ANCHORS AND WEDGES SHALL BE SPRAY PAINTED WITH RUST-OLEUM OR A SIMILAR COATING FOR CORROSION PROTECTION. INSTALL GREASE CAPS WITHIN THE FOLLOWING 24-HOUR PERIOD. 32. GROUTING OF STRESSING POCKETS: STRESSING POCKETS SHALL BE FILLED WITH NON-SHRINK GROUT AFTER STRESSING, PAINTING & GREASE-CAPPING TO STOP MOISTURE PENETRATION. 33. DE-SHORING: SLABS OR BEAMS MAY BE DE-SHORED WHEN ALL TENDONS HAVE BEEN SATISFACTORILY STRESSED AND THE ENGINEER'S APPROVAL IS OBTAINED, UNLESS SHORING IS REQUIRED TO CARRY FLOORS ON ABOVE LEVELS. POST-TENSIONING 1. SPECIFIED IN PROJECT CONCRETE PLACEMENT AND QUALITY: SPECIFICATIONS. 2. DEBRIS: REMOVE ALL DEBRIS FROM FORMS BEFORE POURING. 3. CONCRETE SHALL NOT BE SEGREGATION OF AGGREGATES: DROPPED THROUGH REINFORCING STEEL (AS IN WALLS, COLUMNS AND DROP CAPITALS) SO AS TO CAUSE SEGREGATION OF AGGREGATES. USE HOPPERS, CHUTES OR TRUNKS OF VARYING LENGTH SO THAT THE FREE UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED FIVE FEET, AND A SUFFICIENT NUMBER SHALL BE USED TO ENSURE THAT THE CONCRETE IS KEPT LEVEL AT ALL TIMES. 4. INSERTS: ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING, DOWELS, BOLTS, ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY POSITIONED IN THE FORMS BEFORE PLACING THE CONCRETE. 5. DOWELING: ALL WALLS AND COLUMNS SHALL BE DOWELED INTO FOOTINGS, WALLS, BEAMS, OR SLABS WITH BARS OF THE SAME SIZE AND SPACING AS THE BARS ABOVE. USE A THIRTY SIX (36) BAR DIAMETER LAP WHERE NOT SPECIFICALLY INDICATED ON PLANS OR DETAILS. 6. SPLICES: VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES. SPLICE BARS IN MEMBERS SUCH AS SPANDRELS, BEAMS, ETC., AS FOLLOWS: TOP BARS AT CENTERLINE OF SPAN, BOTTOM BARS AT THE SUPPORT. ALL REINFORCING STEEL SHALL BE SECURELY WIRED AND PROPERLY SUPPORTED ABOVE GROUND AND AWAY FROM THE FORMS. 7. CONSTRUCTION JOINTS: CONSTRUCTION JOINTS SHALL HAVE ENTIRE SURFACE REMOVED TO EXPOSE CLEAN, SOLIDLY EMBEDDED AGGREGATE. THE CONTRACTOR SHALL OBTAIN THE ENGINEER'S APPROVAL OF CONSTRUCTION JOINT LOCATION IN SLABS AND BEAMS. 8. SHALL HAVE A TEMPERATURE AND SHRINKAGE REINFORCEMENT: LAP OF THIRTY (30) BAR DIAMETERS, BUT NOT LESS THAN 18 INCHES, AND THE SPLICES IN ADJACENT BARS SHALL BE NOT LESS THAN FIVE (5) FEET APART. 9. REBAR GRADES: ALL REINFORCING STEEL SHALL BE NEW STOCK DEFORMED BARS CONFORMING TO ASTM A615 AS FOLLOWS: • #9 AND SMALLER...............................GRADE 60 • #10 AND LARGER................................GRADE 75 10. WELDED WIRE FABRIC: WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185. 11. WELDING: TACK WELDING OF REBAR IS NOT PERMITTED UNLESS CALLED FOR OR APPROVED BY THE ENGINEER. 12. REBAR COVER: MINIMUM REBAR COVER FOR PRESTRESSED CONCRETE SHALL BE AS SHOWN IN THIS TABLE: 1. FOR USE IN CONCRETE: A. THE STRUCTURAL ENGINEER MUST APPROVE ALL LOCATIONS WHERE EPOXY IS TO BE USED. B. EPOXY: MUST BE HILTI HIT HY 150 INJECTION ADHESIVE ANCHOR OR TO BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO ITS USE. C. THE CONCRETE, WHERE THE REINFORCING IS TO BE ATTACHED, MUST BE AT ITS DESIGN STRENGTH OR HAS BEEN ALLOWED TO CURE FOR A MINIMUM OF 14 DAYS PRIOR TO INSTALLATION. D. THE INSTALLATION OF EPOXY ANCHORS MUST FOLLOW THE PROCEDURES SET IN THE MANUFACTURERS INSTRUCTIONS. E. THE EPOXY ANCHORS CANNOT BE USED TO RESIST VIBRATORY OR SHOCK LOADING OR BE USED TO SUPPORT FIRE-RESISTIVE CONSTRUCTION. F. SPECIAL INSPECTION MUST BE PROVIDED TO VERIFY THE DEPTH AND CLEANLINESS OF THE DRILLED HOLE PRIOR TO INSTALLATION. G. UNLESS OTHERWISE NOTED IN WRITING BY THE STRUCTURAL ENGINEER, PROOF TEST THE FIRST THREE (3) BARS (BOLTS,ANCHORS), THEN EVERY FIFTH (5) BAR THEREAFTER AS PER THE FOLLOWING SCHEDULE: CONCRETE AND REINFORCEMENT EPOXY EMBEDMENT OF REBAR AND ANCHOR BOLTS INSPECTION AND TESTING: 1. OWNER WILL EMPLOY, AT HIS EXPENSE, AN INDEPENDENT TESTING LABORATORY TO PERFORM A QUALITY ASSURANCE PROGRAM WHICH WILL EXECUTE THE REQUIRED SPECIAL INSPECTIONS AS SET FORTH IN CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE AND ARE REPRODUCED BELOW. SPECIAL INSPECTIONS 13. TOLERANCE FOR TOLERANCES FOR REBAR PLACEMENT: LONGITUDINAL LOCATION OF BENDS AND ENDS OF REINFORCEMENT SHALL BE PLUS OR MINUS TWO (2) INCHES, EXCEPT AT DISCONTINUOUS ENDS OF MEMBERS WHERE TOLERANCES SHALL BE ±1/2 INCH. 14. CONCRETE QUALITY: SHALL BE AS SHOWN IN TABLE BELOW: EXPOSURE CONDITION MINIMUM COVER TOLERANCE (-) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: EXPOSED TO EARTH OR WEATHER: NO. 5 AND SMALLER BARS NO. 6 AND LARGER BARS NOTE EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND: STRUCTURAL SLABS & WALLS BEAMS AND COLUMNS (PRIMARY REINFORCEMENT, TIES, STIRRUPS & SPIRALS) SLABS ON GRADE 3" 1 1/2" 2" 1 1/2" 1 1/2" 1 1/2" 3/8" 1/4" 1/4" 1/8" 1/4" 1/4" 15. CONCRETE MIX DESIGN: • CONCRETE SHALL BE DESIGNED IN ACCORDANCE WITH STANDARD RECOMMENDED PRACTICES FOR SELECTING PROPORTIONS FOR CONCRETE, ACI 221. THE LABORATORY, AGENCY, OR READY-MIX PLANT SHALL MEET APPLICABLE REQUIREMENTS OF ASTM E329, AND SHALL BE APPROVED BY THE ENGINEER. 16. ALL CONCRETE SHALL BE OF REGULAR WEIGHT CONCRETE WEIGHT: OF 150 POUNDS PER CUBIC FOOT UNLESS NOTED OTHERWISE. 17. SIZE OF AGGREGATE SHALL CONFORM TO ASTM AGGREGATE: C33-85. • 3/4".......................................ASTM SIZE C67 • 1"...........................................ASTM SIZE C57 18. CEMENT:SHALL BE TYPE II. 19. NO MORE THAN 90 MINUTES SHALL ELAPSE CONCRETE AGE: BETWEEN CONCRETE BATCHING AND CONCRETE PLACEMENT UNLESS APPROVED BY TESTING AGENCY. 20. REINFORCEMENT MAY NOT BE WET SET IN CONCRETE WET SET: POURS. 21. ROUGHENED SURFACES: WHERE INDICATED ON THE DRAWINGS, ROUGHENED SURFACES SHALL BE PROVIDED BY MEANS OF HEAVY RAKING OR GROOVING. OTHER METHODS MAY BE ACCEPTABLE PENDING WRITTEN APPROVAL FROM THE ENGINEER. ALL INTERFACING SURFACES MUST BE CLEAN AND FREE OF LOOSE MATERIALS. 22. NO ADMIXTURES SHALL BE ADDED TO THE CONCRETE ADMIXTURES: MIX WITHOUT THE APPROVAL OF THE ENGINEER, UNLESS NOTED OTHERWISE. ADMIXTURES OR CONCRETE CONTAINING CHLORIDES SHALL NOT BE USED IN THE POST-TENSIONED SLABS. CONSTRUCTION USE STRENGTH AT 28 DAYS U.N.O SLUMP AIR AGGREGATE SIZE AGGREGATE TYPE SUSPENDED POST-TENSIONED SLABS 3750 @ 3 5000 @28 4" 3% 1" HARDROCK GRADE 60 REINFORCING BAR EMBEDMENT DEPTH/ CONCRETE STRENGTH LOAD TEST (lbs) #4 8" 3000 psi 6 1/2" 5,000 3000 psi 3000 psi 6 1/2" #5 #6 #7 #8 #9 8,000 10,000 11,000 13,000 18,000 12" 9" 9" 15" 11" 11" 17" 13" 13" 19" 15" 15" 21" 17" 17" ALL VALUES NOTED ABOVE ARE SUBJECT TO CHANGE DEPENDING ON THE MATERIAL SPECIFICATIONS. ALL VALUES MUST BE CONFIRMED WITH THE STRUCTURAL ENGINEER PRIOR TO USE. IBC 2012 TABLE 1705.3 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERNCED STANDARD IBC REFERENCE 1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT. 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE 1705.2.2, ITEM 2B. 3. INSPECTION OF ANCHORS CAST IN CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED. 4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS. 5. VERIFYING USE OF REQUIRED MIX DESIGN. 6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. 7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. 8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. 9. INSPECTION OF PRESTRESSED CONCRETE: A. APPLICATION OF PRESTRESSING FORCES B. GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC FORCE-RESISTING SYSTEM 10. ERECTION OF PRECAST CONCRETE MEMBERS. 11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. - - - - - - - - - - - - - - X X X X X X X X X X X X - - - - - - ACI 318: 3.5, 7.1-7.7 AWS D1.4, ACI 318: 3.5.2 ACI 318: 8.1.3, 21.1.8 ACI 318: 3.8.6, 8.1.3, 21.1.8 ACI 318: CH. 4, 5.2-5.4 ASTM C 172, ASTM C 31, ACI 318: 5.6, 5.8 ACI 318: 5.9, 5.10 ACI 318: 5.11-5.13 ACI 318: 18.20 ACI 318: 18.18.4 ACI 318: 6.2 ACI 318: 6.2 ACI 318: 6.1.1 1910.4 1908.5, 1909.1 1909.1 1904.2, 1910.2, 1910.3 1910.10 1910.6, 1910.7, 1910.8 1910.9 05/01/18 Nick Mishler