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HomeMy WebLinkAboutS002 General Structural Notes & SchedulesABBREVIATION LEGEND ABBR ABBR AB ANCHOR BOLT DEFINITION ACI AMERICAN CONCRETE INSTITUTE AFF ABOVE FINISHED FLOOR AISC AMERICAN INSTITUTE OF STEEL CONSTR'N. ARCH ARCHITECT(URAL) BFF BELOW FINISHED FLOOR B/'X'BOTTOM OF REFERENCED ITEM BLW BELOW CIP CAST IN PLACE CJ CONTROL JOINT CNJ CONSTRUCTION JOINT CL CENTERLINE CLR CLEAR(ANCE) CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONSTR CONSTRUCTION CONT CONTINUOUS DIA DIAMETER DL DEAD LOAD EA EACH EIFS EXTERIOR INSULATION & FINISH SYSTEM EJ EXPANSION JOINT EL ELEVATION ELEC ELECTRICAL ELEV ELEVATOR EQ EQUAL EQUIV EQUIVALENT EW EACH WAY EX EXISTING EXT EXTERIOR FDN FOUNDATION FF FINISHED FLOOR FS FAR SIDE FTG FOOTING FV FIELD VERIFY GA GAGE (GAUGE) GALV GALVANIZED GC GENERAL CONTRACTOR GRAN GRANULAR H HIGH (HEIGHT) HK HOOK HAS HEADED ANCHOR STUD INFO INFORMATION INT INTERIOR INV INVERT JBE JOIST BEARING ELEVATION JST JOIST JT JOINT KO KNOCK OUT KSI KIPS PER SQUARE INCH L LONG (LENGTH) Ld TENSION DEVELOPMENT LENGTH LB 'L' BEAM DBA DEFORMED BAR ANCHOR LL LIVE LOAD COLL COLLATERAL LLH LONG-LEG HORIZONTAL LLO LONG-LEG OUTSTANDING LLV LONG-LEG VERTICAL LONG LONGITUDINAL LWC LIGHTWEIGHT CONCRETE MAX MAXIMUM MC MOMENT CONNECTION MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MTL METAL NIC NOT IN CONTRACT NO NUMBER NS NEAR SIDE NTS NOT TO SCALE NWC NORMAL WEIGHT CONCRETE OC ON CENTER OD OUTSIDE DIAMETER IBC INTERNATIONAL (INDIANA) BUILDING CODE OF OUTSIDE FACE PAF POWDER-ACTUATED FASTENER PCF POUNDS PER CUBIC FOOT PDF POWER-DRIVEN FASTENER PL PLATE PLF POUNDS PER LINEAL FOOT PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PPT PRESSURE PRESERVATIVE TREATED KSF KIPS PER SQUARE FOOT QTY QUANTITY REF REFER TO (REFERENCE) REQD REQUIRED RO ROUGH OPENING RTU ROOF TOP UNIT SCHED SCHEDULE SDI STEEL DECK INSTITUTE SHT SHEET SIM SIMILAR SJI STEEL JOIST INSTITUTE SOG SLAB ON GRADE SPECS SPECIFICATIONS STRUCT STRUCTURAL T&B TOP AND BOTTOM THK THICK(NESS) T/'X' TOP OF REFERENCED ITEM TRANSV TRANSVERSE TYP TYPICAL UNEXC UNEXCAVATED VERT VERTICAL W WIDE (WIDTH) WP WORKING POINT WWF WELDED WIRE FABRIC PCI PRECAST CONCRETE INSTITUTE HC HOLLOW CORE PC PRECAST CONCRETE ABV ABOVE ADDL ADDITIONAL ADJ ADJUSTABLE BRDG BRIDGING BB BOND BEAM BLDG BUILDING AISI AMERICAN IRON & STEEL INSTITUTE ALT ALTERNATE ASTM AMERICAN SOCIETY FOR TESTING & MATLS. AWS AMERICAN WELDING SOCIETY BRG BEARING BS BOTH SIDES AGG AGGREGATE BM BEAM BOT BOTTOM BP BASE PLATE BTWN BETWEEN CANT CANTILEVER C/C CENTER TO CENTER CB CONCRETE BEAM CC CONCRETE COLUMN CFS COLD-FORMED STEEL CTR CENTER CTRD CENTERED DIAG DIAGONAL DIM DIMENSION DN DOWN DTL DETAIL DWG DRAWING DWL DOWEL EF EACH FACE ENG ENGINEER ES EACH SIDE EQ SPA EQUALLY SPACED (EQUAL SPACING) FD FLOOR DRAIN FIN FINISH FLG FLANGE ABBR FT FOOT (FEET) GB GRADE BEAM HD HOLD DOWN HORIZ HORIZONTAL ID INSIDE DIAMETER ISO ISOLATION KIP 1,000 POUNDS LP LOW POINT SW SHORT WAY LGSF LIGHT GAUGE STEEL FRAMING HP HIGH POINT LW LONG WAY LVL LAMINATED VENEER LUMBER MOM MOMENT OA OVERALL OH OPPOSITE HAND OPNG OPENING OPP OPPOSITE OSB ORIENTED STRAND BOARD PLYWD PLYWOOD PSL PARALLEL STRAND LUMBER PNL PANEL PROJ PROJECTION PTD PAINTED PRTN PARTITION R RADIUS REV REVISION (REVISED) CW CONCRETE WALL RTN RETURN RF ROOF RW RETAINING WALL SE SLAB EDGE SECT SECTION SL SLOPE SPA SPACE (S)(D)(ING) SQ SQUARE SS STAINLESS STEEL STD STANDARD STL STEEL STR STRENGTH SW SHEAR WALL (OCCASSIONAL) PT POST TENSIONED SYMM SYMMETRICAL TEMP TEMPERATURE TOPG TOPPING WF WALL FOOTING W/ WITH WD WOOD SSE SPECIALTY STRUCTURAL ENGINEER D DEEP (DEPTH) ACIP AUGERED CAST IN PLACE PILE DP DRILLED PIER IF INSIDE FACE INDOT INDIANA DEPARTMENT OF TRANSPORTATION CRSI CONCRETE REINFORCING STEEL INSTITUTE SER STRUCTURAL ENGINEER OF RECORD NDS NATIONAL DESIGN SPEC'N. FOR WOOD ADDM ADDENDUM ANCH ANCHORAGE APPROX APPROXIMATE ASSY ASSEMBLY AVG AVERAGE BLKG BLOCKING CAIS CAISSON CAPY CAPACITY DEG DEGREE ECC ECCENTRIC EXC EXCAVATE (EXCAVATION) FABR FABRICATE (FABRICATOR) GWB GYPSUM WALL BOARD INCR INCREASE INSUL INSULATE (INSULATION) LNTL LINTEL MATL MATERIAL MEZZ MEZZANINE NOM NOMINAL NRC NOISE REDUCTION COEFFICIENT PARTN PARTITION PERIM PERIMETER PLBG PLUMBING PREFAB PREFABRICATED PSC PRESTRESSED CONCRETE PVMT PAVEMENT QTR QUARTER SCT STRUCTURAL CLAY TILE STIFF STIFFENER T&G TONGUE & GROOVE TD TRENCH DRAIN UNO UNLESS NOTED OTHERWISE TF TRENCH FOOTING GLULAM GLUE LAMINATED WOOD TB TIE BEAM DT DOUBLE TEE LBS POUNDS IT INVERTED TEE BEAM RB RECTANGULAR BEAM (PRECAST) APA AMERICAN PLYWOOD ASSOCIATION O/O OUT TO OUT SBCA STRUCTURAL BUILDING COMPONENTS ASSN. TPI TRUSS PLATE INSTITUTE ANSI AMERICAN NATIONAL STANDARDS INSTITUTE WTCA WOOD TRUSS COUNCIL OF AMERICA DEFINITION DEFINITION WRDA WATER REDUCING ADMIXTURE AESS ARCHITECTURALLY EXPOSED STRUCT. STL. WPS WELD PROCEDURE SPECIFICATION Engineer: By: Developer:WINDSOR BUILDING800 West Monon Green Blvd.Carmel, IN 46032COPYRIGHT & OWNERSHIP DOCUMENTS THIS DOCUMENT IS AN INSTRUMENT OF SERVICES AND IS THE SOLE PROPERTY OF THE ARCHITECT AND PEDCOR DESIGN GROUP, LLC. ALL INFORMATION CONTAINED HEREIN IS CONFIDENTIAL. ITS SUBMISSION AND DISTRIBUTION TO OTHER PARTIES IS NOT TO BE CONSTRUED AS PUBLICATION IN DEROGATION OF COMMON LAW COPYRIGHT, INTELLECTUAL PROPERTY RIGHTS OR OTHER RESERVED RIGHTS. ALL INFORMATION CONTAINED HEREIN CONSTITUTES THE ORIGINAL AND PUBLISHED WORK OF THE ARCHITECT, JAMES R. STUTZMAN, AND PEDCOR DESIGN GROUP, LLC. NO PART OR WHOLE OF THIS DESIGN, THESE DRAWINGS, OR THE RESULTING BUILDING OR BUILDINGS, OR PORTIONS OF THE RESULTING BUILDING OR BUILDINGS MAY BE DUPLICATED, COPIED, EXHIBITED, PHOTOGRAPHED, PUBLISHED, MODIFIED OR OTHERWISE DISTRIBUTED IN ANY WAY WITHOUT THE SPECIFIC AND PRIOR WRITTEN CONSENT OF THE ARCHITECT, JAMES R. STUTZMAN AND PEDCOR DESIGN GROUP, LLC. © COPY RIGHT 2018 JAMES R. STUTZMAN, AIA, Carmel, Indiana. Set Issue Date Sheet Issue Date Drawn By Checked By Sheet Title: Sheet Number: Revision ID Issue Date Issue Name S002 BID PACKAGE 1- FOUNDATIONS GARAGE AND PODIUM STRUCTURE GENERAL STRUCTURAL NOTES & SCHEDULES 7/28/217/28/21 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 MAINTAINS DETAILED 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 SPECIAL INSPECTOR 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 APPLICABLE ASTM 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. SPECIAL INSPECTIONS 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 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. 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