AutoCAD SHX Text
STRUCTURAL STEEL NOTES A. CODES / STANDARDS CODES / STANDARDS 1. DESIGN, FABRICATION, AND ERECTION SHALL OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH "THE STEEL CONSTRUCTION MANUAL", 14TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. B. SHOP DRAWINGS / SUBMITTALS 1. SUBMIT SHOP DRAWINGS SHOWING COMPLETE DETAILS FOR FABRICATION, ASSEMBLY AND ERECTION. BEAMS AND TRUSSES WITHOUT SPECIFIED CAMBER SHALL BE FABRICATED SO THAT AFTER ERECTION ANY CAMBER DUE TO ROLLING OR SHOP ASSEMBLY SHALL BE UPWARD. A FIELD SURVEY OF THE ANCHOR BOLT PLACEMENT SHALL BE PERFORMED PRIOR TO COLUMN/ BASE PLATE SHOP DRAWING PREPARATION/ SUBMITTAL. SHOP DRAWINGS SHALL REFLECT ALL EXISTING ANCHOR BOLT CONDITIONS. SHOP DRAWINGS ARE TO BE ORIGINAL DRAWINGS NOT REPRODUCTIONS OF CONTRACT DOCUMENTS. 1. SUBMIT ALL GRADE CERTIFICATIONS FOR RECORD. SUBMIT ALL GRADE CERTIFICATIONS FOR RECORD. 2. NO FABRICATION OF STEEL SHALL COMMENCE WITHOUT APPROVED SHOP NO FABRICATION OF STEEL SHALL COMMENCE WITHOUT APPROVED SHOP DRAWINGS. 3. THE STRUCTURAL STEEL CONTRACTOR SHALL VERIFY AND COORDINATE THE THE STRUCTURAL STEEL CONTRACTOR SHALL VERIFY AND COORDINATE THE LOCATIONS OF BEAMS AND GIRDERS AROUND ARCHITECTURAL AND MECHANICAL EQUIPMENT AND/OR TRANSPORTATION SYSTEMS WITH ALL OTHER TRADE DRAWINGS. 5. THE CONTRACTOR SHALL SUBMIT A STEEL ERECTION PROCEDURE, PREPARED UNDER THE SUPERVISION OF A LICENSED PROFESSIONAL ENGINEER IN THE STATE OF CONSTRUCTION FOR REVIEW BY THE STRUCTURAL ENGINEER OF RECORD. THIS PROCEDURE MUST INCLUDE THE PROPOSED SURVEY REQUIRED BY THE STEEL SPECIFICATIONS. 6. THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED CALCULATIONS BY A THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED CALCULATIONS BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED SHOWING DESIGNS OF METAL STAIRS, METAL RAILINGS AND CONNECTIONS TO STRUCTURE TAKING INTO ACCOUNT THE VERTICAL AND LATERAL LOADS STATED IN THE GOVERNING CODES. WHERE HEADERS OR OTHER TYPES OF STRUCTURAL MEMBERS HAVE BEEN DESIGNATED ON THE STRUCTURAL CONTRACT DOCUMENTS TO SUPPORT THE STAIRS, THE CONNECTIONS FROM THE STAIRS SHALL BE DESIGNED SO THAT NO ECCENTRIC OR TORSIONAL FORCES ARE IMPOSED ON THESE STRUCTURAL MEMBERS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING AND INSTALLING ALL EMBEDDED ITEMS AND HARDWARE AS REQUIRED PER THE STAIR DESIGN. C. MATERIAL INFORMATION 1. ALL WIDE FLANGE STRUCTURAL SHAPES SHALL BE ASTM A992. FY=50 KSI 2. ALL CHANNELS, ANGLES, PLATES, BARS, AND RODS SHALL BE ASTM A36 UNLESS OTHERWISE NOTED. FY=36 KSI. 3. ALL STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B OR ASTM A501. FY=35 KSI. 4. ALL RECTANGULAR HOLLOW STRUCTURAL STEEL (TUBING) SHALL CONFORM ALL RECTANGULAR HOLLOW STRUCTURAL STEEL (TUBING) SHALL CONFORM TO ASTM A500, GRADE B. FY=46 KSI. 5. ALL ROUND HOLLOW STRUCTURAL STEEL (TUBING) SHALL CONFORM TO ASTM A500, GRADE B. FY=42 KSI. 6. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM F1554. GRADES AS NOTED. 7. BOLTS FOR CONNECTIONS OF BEAMS, GIRDERS, AND/OR COLUMNS SHALL BOLTS FOR CONNECTIONS OF BEAMS, GIRDERS, AND/OR COLUMNS SHALL CONFORM TO ASTM A325. 8. WASHERS SHALL CONFORM TO ASTM F436. WASHERS SHALL CONFORM TO ASTM F436. 9. NUTS SHALL CONFORM TO ASTM A563. NUTS SHALL CONFORM TO ASTM A563. 10. SHEAR STUD CONNECTORS SHALL CONFORM TO THE REQUIREMENTS OF SHEAR STUD CONNECTORS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A108 (FU=65KSI) AS WELL AS ARTICLES 429 AND 430 IN THE LATEST EDITION OF THE CODE FOR WELDING IN BUILDING CONSTRUCTION AWS D.1-1 OF THE AMERICAN WELDING SOCIETY. SEE METAL DECK NOTES FOR ADDITIONAL STEEL STUD INFORMATION. 11. ALL STEEL TO RECEIVE ONE COAT OF APPROVED PRIMER. ABRASIONS AND ALL STEEL TO RECEIVE ONE COAT OF APPROVED PRIMER. ABRASIONS AND WELDS TO BE TOUCHED UP WITH APPROVED PRIMER. SHOP PAINT SHALL CONFORM TO SSPC-PS 1.10, PAINT 25, RED IRON OXIDE; SURFACE PREPARATIONS SHALL CONFORM TO SSPC-SP-3. SURFACES TO RECEIVE SPRAY ON FIRE PROOFING, SURFACES TO BE ENCASED IN CONCRETE AND SURFACES OF CONNECTING ELEMENTS IN SLIP-CRITICAL CONNECTIONS SHALL NOT BE PAINTED. PAINT SHOULD BE MODIFIED AS REQUIRED WITH NO ADDITIONAL COST TO THE OWNER. FIELD PAINT PER ARCHITECTURAL DRAWINGS AND SPECIFICATIONS. 12. SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS THAT ARE SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS THAT ARE CERTIFIED (AWS "STANDARD QUALIFICATION PROCEDURE") TO PERFORM THE TYPE OF WORK REQUIRED. WELDS SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS) D1.1 "STRUCTURAL WELDING CODE- STEEL". ALL WELDED CONNECTIONS SHALL BE E70XX ELECTRODES. UNLESS NOTED OTHERWISE NO WELD TO BE LESS THAN 1/4". 13. GALVANIZED STEEL AND ITS CONNECTORS SHALL CONFORM TO ASTM A123, GALVANIZED STEEL AND ITS CONNECTORS SHALL CONFORM TO ASTM A123, ASTM A153, ASTM A384 AND THE RECOMMENDATIONS OF THE "AMERICAN HOT DIP GALVANIZERS ASSOCIATION STANDARD SPECIFICATIONS". FINISH PIECES SHALL CONFORM TO AISC "MANUAL OF STEEL CONSTRUCTION". ABRADED, SCRAPED AND FIELD WELDED AREAS SHALL BE TOUCHED UP WITH A SUITABLE ZINC-RICH PAINT. D. ERECTION ERECTION 1. ALL STEEL CANTILEVER BEAMS MUST BE PLUMB PRIOR TO COMPLETING ALL STEEL CANTILEVER BEAMS MUST BE PLUMB PRIOR TO COMPLETING MOMENT CONNECTIONS. 2. ALL BEAMS SHALL BE FABRICATED/INSTALLED WITH THE NATURAL CAMBER ALL BEAMS SHALL BE FABRICATED/INSTALLED WITH THE NATURAL CAMBER UP. PROVIDED ADDITIONAL CAMBERS AS INDICATED PER PLANS. 3. STEEL SUPPLIER SHALL SUPPLY RIGID STEEL TEMPLATES FOR ANCHOR ROD STEEL SUPPLIER SHALL SUPPLY RIGID STEEL TEMPLATES FOR ANCHOR ROD INSTALLATION. 4. STEEL SURFACES THAT ARE EXPECTED TO CONTACT ALUMINUM SHALL BE STEEL SURFACES THAT ARE EXPECTED TO CONTACT ALUMINUM SHALL BE PROPERLY SEPARATED OR TREATED. 5. STEEL LINTELS AND SHELF ANGLES SHALL BE GALVANIZED IN ACCORDANCE STEEL LINTELS AND SHELF ANGLES SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123 AND ASTM A384. 6. STEEL LINTELS AND SHELF ANGLES WITH EXTERIOR WALLS AND SECTIONS STEEL LINTELS AND SHELF ANGLES WITH EXTERIOR WALLS AND SECTIONS PERMANENTLY EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED G-90. BOLTS, NUTS, AND WASHERS FOR STEEL PERMANENTLY EXPOSED TO WEATHER SHALL BE GALVANIZED. 7. ALL BUTT AND FULL PENETRATION WELDS SHALL BE MADE USING RUN OFF ALL BUTT AND FULL PENETRATION WELDS SHALL BE MADE USING RUN OFF TABS WHICH SHALL BE REMOVED AND GROUND SMOOTH AFTER WELD IS COMPLETE. 8. ALL WELD BACK-UP BARS SHALL BE REMOVED AND GROUND SMOOTH ALL WELD BACK-UP BARS SHALL BE REMOVED AND GROUND SMOOTH AFTER WELD IS COMPLETED. 9. PROVIDE HOLES IN ALL STEEL AS REQUIRED TO PREVENT ANY PROVIDE HOLES IN ALL STEEL AS REQUIRED TO PREVENT ANY ACCUMULATION OF WATER DURING ERECTION. ALL PENETRATIONS THROUGH MAIN MEMBERS SHALL NOT EXCEED 1" DIAMETER AND SHALL BE GROUND SMOOTH. THESE DRAWINGS MUST BE KEPT CLEAN AND OPEN. 10. ALL COLUMNS SHALL BE MILLED TO BEAR AT BASEPLATE & CAP PLATES. ALL COLUMNS SHALL BE MILLED TO BEAR AT BASEPLATE & CAP PLATES. 11. THE CONTRACTOR SHALL COORDINATE THE SIZE AND LOCATION OF ALL THE CONTRACTOR SHALL COORDINATE THE SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS SHOWN ON THE STRUCTURAL, ARCHITECTURAL AND/ OR MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. ANY STEEL WHICH IS NOT SHOWN ON THE CONTRACT DRAWINGS AS FURNISHED BY THE STRUCTURAL STEEL CONTRACTOR AND WHICH IS REQUIRED BY THE MECHANICAL, PLUMBING AND ELECTRICAL TRADES FOR OPENINGS AND/OR TO SUPPORT THEIR WORK SHALL BE SUPPLIED AND INSTALLED BY THE CONTRACTOR REQUIRING SUCH STEEL, UNLESS OTHERWISE NOTED. 12. CUTS, HOLES, COPING, ETC. REQUIRED IN STRUCTURAL STEEL MEMBERS CUTS, HOLES, COPING, ETC. REQUIRED IN STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES SHALL BE SHOWN ON THE STRUCTURAL STEEL SHOP DRAWINGS AND BE MADE IN THE SHOP. HOLES SHALL BE REINFORCED AND APPROVED BY THE STRUCTURAL ENGINEER. 13. AT COLUMNS, IF EDGES OF STEEL DECK WOULD NOT OTHERWISE BE AT COLUMNS, IF EDGES OF STEEL DECK WOULD NOT OTHERWISE BE SUPPORTED, PROVIDE 1/4" MINIMUM PLATE OR ANGLE FOR DECK SUPPORT. (MAY BE FIELD WELDED). 14. BURNING OF HOLES, CUTS, ETC. IN STRUCTURAL STEEL FOR OTHER TRADES BURNING OF HOLES, CUTS, ETC. IN STRUCTURAL STEEL FOR OTHER TRADES IN THE FIELD WILL NOT BE PERMITTED WITHOUT APPROVAL OF ENGINEER. ALL HOLES AND CUTS SHALL BE SHOWN IN THE SHOP DRAWINGS AND MADE IN THE SHOP. 15. SPANDREL ANGLE AT PERIMETER EDGE OF FLOOR SLAB/ROOF SHALL BE SPANDREL ANGLE AT PERIMETER EDGE OF FLOOR SLAB/ROOF SHALL BE ADJUSTABLE. SHIP ANGLE LOOSE AND SET WITH STRING LINE IN FIELD FOR VERTICAL AND HORIZONTAL ALIGNMENT AFTER STEEL IS FULLY ERECTED TO A MAXIMUM TOLERANCE OF 1/4" HORIZONTAL PER PAY/PER FLOOR AND MUST BE SET PLUMB BY STEEL ERECTOR PRIOR TO STUD ERECTION. ANGLE MUST BE INSTALLED IN ONE LENGTH PER BAY. SEE TYPICAL SPANDREL ANGLE DETAIL. 16. MEMBERS MAY BE SPLICED ONLY WHERE SPECIFICALLY DETAILED ON MEMBERS MAY BE SPLICED ONLY WHERE SPECIFICALLY DETAILED ON APPROVED SHOP DRAWINGS, SUBMIT PROFESSIONAL ENGINEER'S SIGNED AND SEALED CALCULATIONS WITH THE SPLICE DETAILS. WHERE STEEL MEMBERS ARE REQUIRED TO BE SPLICED, THE SPLICE SHALL DEVELOP THE FULL STRENGTH OF THE SECTION. SUCH SPLICES SHOULD NOT INTERFERE WITH ANY ARCHITECTURAL OR MECHANICAL DESIGN OR CLEARANCES. 17. THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE DECK SUPPORT THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE DECK SUPPORT ANGLES AS REQUIRED. 18. PROVIDE WEB STIFFENER PLATES ON BOTH SIDES OF THE WEB FOR BEAMS PROVIDE WEB STIFFENER PLATES ON BOTH SIDES OF THE WEB FOR BEAMS AT POINTS OF CONCENTRATED LOADS INCLUDING BEAMS SUPPORTING COLUMNS OR RUNNING OVER THE TOPS OF COLUMNS, OR OTHER BEAMS. MINIMUM STIFFENER PLATE THICKNESS SHALL BE 3/8 INCH OR FLANGE THICKNESS OF COLUMN ABOVE OR BELOW OR BEAM WEB THICKNESS ABOVE OR BELOW, WHICHEVER IS GREATER. 19. THE CONTRACTOR SHALL PROVIDE, AT NO ADDITIONAL COST, ALL ADDITIONAL THE CONTRACTOR SHALL PROVIDE, AT NO ADDITIONAL COST, ALL ADDITIONAL STEEL, GUYING, CONNECTIONS, BRACING, ETC. REQUIRED FOR ERECTION. 20. FILLER BEAMS SHALL BE SPACED EQUALLY BETWEEN SUPPORTS UNLESS FILLER BEAMS SHALL BE SPACED EQUALLY BETWEEN SUPPORTS UNLESS OTHERWISE NOTED ON DRAWINGS. 21. STEEL MEMBERS IN ON THE DRAWINGS TO BE ENCASED IN CONCRETE STEEL MEMBERS IN ON THE DRAWINGS TO BE ENCASED IN CONCRETE SHALL BE UNPAINTED ON THE CONTACT SURFACES AND SHALL BE WRAPPED WITH A MINIMUM WWF 6X6-W2.9XW2.9 REINFORCING U.O.N. E. FIELD TESTING: FIELD TESTING: 1. BOLTED CONNECTIONS: 100% OF COMPONENTS AND FASTENERS IN SLIP BOLTED CONNECTIONS: 100% OF COMPONENTS AND FASTENERS IN SLIP CRITICAL CONNECTIONS, AS IDENTIFIED IN THE PROJECT CONTRACT DOCUMENTS SHALL BE VISUALLY INSPECTED AND TESTED FOR TIGHTNESS IN ACCORDANCE WITH AISC SPECIFICATIONS FOR STRUCTURAL JOINTS, PARTS 8 AND 9. 2. CHECK BY CALIBRATED TORQUE WRENCH 25% OF BOLTS IN EACH NON-SC CHECK BY CALIBRATED TORQUE WRENCH 25% OF BOLTS IN EACH NON-SC SHEAR CONNECTION BUT NOT LESS THAN (2) PER CONNECTION. 3. FIELD WELDED CONNECTIONS: PERFORM TESTING IN ACCORDANCE WITH ANSI FIELD WELDED CONNECTIONS: PERFORM TESTING IN ACCORDANCE WITH ANSI / AWS D1.1, CHAPTER 6. 4. CONDUCT TESTING OF 10% OF WELDS ON STRUCTURAL STEEL BY DYE CONDUCT TESTING OF 10% OF WELDS ON STRUCTURAL STEEL BY DYE PENETRANT OR MAGNETIC PARTICLE TESTING. 5. CONDUCT TESTING OF 100% OF GROOVE, PLUG, OR SLOT WELDS IN CONDUCT TESTING OF 100% OF GROOVE, PLUG, OR SLOT WELDS IN STRUCTURAL STEEL BY ULTRASONIC TESTING OR OTHER NON-DESTRUCTIVE TESTING APPROVED BY PROJECT ARCHITECT/ ENGINEER. 6. RADIOGRAPHICALLY TEST 5% OF ALL FULL PENETRATION WELDS. RADIOGRAPHICALLY TEST 5% OF ALL FULL PENETRATION WELDS. 7. WELDED SHEAR STUDS: 10% OF STUDS SHALL BE TESTED BY BENDING OR WELDED SHEAR STUDS: 10% OF STUDS SHALL BE TESTED BY BENDING OR TORQUING IN ACCORDANCE WITH ANSI / AWS D1.1 SECTION 7.8. 8. THE STRUCTURAL STEEL FABRICATOR AND ERECTOR SHALL SCHEDULE ALL THE STRUCTURAL STEEL FABRICATOR AND ERECTOR SHALL SCHEDULE ALL WORK TO ALLOW THE ABOVE INSPECTION AND TESTING REQUIREMENTS TO BE COMPLETED. F. STEEL CONNECTIONS STEEL CONNECTIONS 1. DETAILS ARE CONCEPTUAL ONLY AND DO NOT INDICATE THE REQUIRED DETAILS ARE CONCEPTUAL ONLY AND DO NOT INDICATE THE REQUIRED NUMBER OF BOLTS OR WELD SIZES, UNLESS SPECIFICALLY NOTED. 2. ALL SLIP CRITICAL (S.C.) BOLTED CONNECTIONS SHALL BE CHECKED AND ALL SLIP CRITICAL (S.C.) BOLTED CONNECTIONS SHALL BE CHECKED AND INSPECTED USING ONE OF THE FOLLOWING: 2.1. TURN OF THE NUT TURN OF THE NUT 2.2. CALIBRATED WRENCH CALIBRATED WRENCH 2.3. ALTERNATE DESIGN FASTENER ALTERNATE DESIGN FASTENER 2.4. DIRECT TENSION INDICATOR DIRECT TENSION INDICATOR 2.5. ALL OTHER BOLTED CONNECTIONS SHALL BE TIGHTENED TO ALL OTHER BOLTED CONNECTIONS SHALL BE TIGHTENED TO "SNUG TIGHT" CONDITION UNLESS NOTED OTHERWISE. 3. UNLESS NOTED OTHERWISE, CONNECTIONS SHALL BE WELDED OR BOLTED UNLESS NOTED OTHERWISE, CONNECTIONS SHALL BE WELDED OR BOLTED WITH 3/4"Ø BOLTS (BEARING TYPE, DESIGNATION N, THREADS IN SHEAR PLANE) BEAM TO COLUMN CONNECTIONS SHALL BE FULL DEPTH (BOLT SPACING 3" ON CENTERS). 4. PIPE AND TUBE COLUMN CONNECTIONS SHALL EMPLOY A MINIMUM 3/8" PIPE AND TUBE COLUMN CONNECTIONS SHALL EMPLOY A MINIMUM 3/8" THICK, FULL DEPTH, THROUGH PLATE. 5. OVERSIZED OR SLOTTED HOLES SHALL NOT BE USED FOR ANY OVERSIZED OR SLOTTED HOLES SHALL NOT BE USED FOR ANY CONNECTIONS UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS OR APPROVED IN WRITING BY THE ENGINEER OF RECORD. 6. FOR ALL TRUSS DETAILS USE A MINIMUM BOLT SPACING OF 3 TIMES THE FOR ALL TRUSS DETAILS USE A MINIMUM BOLT SPACING OF 3 TIMES THE BOLT DIAMETER FOR ALL BOLTS AND MINIMUM EDGE DISTANCE OF 2" FOR ALL BOLTS, REFER TO TYPICAL DETAILS. 7. THE MINIMUM NUMBER OF BOLTS PER CONNECTION SHALL BE 2. THE MINIMUM NUMBER OF BOLTS PER CONNECTION SHALL BE 2. OVERSIZED OR SLOTTED HOLES SHALL NOT BE USED UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS OR APPROVED IN WRITING BY THE ENGINEER PRIOR TO SHOP DRAWING SUBMITTALS. 8. ALTERNATE CONNECTIONS WILL BE ACCEPTED ONLY WITH THE WRITTEN ALTERNATE CONNECTIONS WILL BE ACCEPTED ONLY WITH THE WRITTEN APPROVAL OF THE ENGINEER. HOWEVER, THE ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTABILITY AND THE CONTRACTOR'S BID SHALL ANTICIPATE THE USE OF THOSE SPECIFIC DETAILS SHOWN ON THE DRAWINGS. IN ANY EVENT THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF SUCH ALTERNATE DETAILS THEY PROPOSE. 9. ALL WELDS INDICATED SHALL MEET THE MINIMUM WELD SIZE SPECIFIED BY ALL WELDS INDICATED SHALL MEET THE MINIMUM WELD SIZE SPECIFIED BY THE AISC MANUAL OF STEEL DESIGN. (SINGLE PASS AS REQUIRED). ALL BUTT AND FULL PENETRATION WELDS SHALL BE MADE USING RUN OFF TABS THAT SHALL BE REMOVED AND GROUND SMOOTH AFTER WELD IS COMPLETED. ALL WELD BACK UP BARS SHALL BE REMOVED AND GROUND SMOOTH AFTER WELD IS COMPLETED. 10. SHOP CONNECTIONS, UNLESS NOTED OTHERWISE, SHALL BE WELDED. SHOP CONNECTIONS, UNLESS NOTED OTHERWISE, SHALL BE WELDED. UNLESS OTHERWISE NOTED, BEAM CONNECTION CAPACITIES SHALL BE CALCULATED IN ACCORDANCE WITH THE AISC'S "THE STEEL CONSTRUCTION MANUAL," 14TH EDITION. FOR EACH SHEAR CONNECTION PROVIDE THE GREATER OF THE FOLLOWING SHEAR CAPACITIES: 10.1 BEAMS: SUPPORT A REACTION (R) EQUAL TO HALF TOTAL LOAD BEAMS: SUPPORT A REACTION (R) EQUAL TO HALF TOTAL LOAD CAPACITY OF BEAM FOR GIVEN SHAPE, SPAN AND UNIFORM STEEL SPECIFICATION (AISC) WITH EFFECT OF CONCENTRATED LOADS ACCOUNTED FOR OR THE (UNFACTORED) REACTIONS SHOWN ON PLAN, WHICHEVER IS GREATER. 10.2 COMPOSITE BEAMS: NOTED [#] - STEEL SECTION DEPTH = COMPOSITE BEAMS: NOTED [#] - STEEL SECTION DEPTH = D(INCHES); (RC) = REQUIRED REACTION CAPACITY FOR COMPOSITE BEAMS WITH EFFECT OF CONCENTRATED LOADS ACCOUNTED FOR OR THE (UNFACTORED) REACTIONS SHOWN ON PLAN, WHICHEVER IS GREATER. 10.2.1-FOR D GREATER THAN OR EQUAL TO 24"; (RC) = 1.5X(R) 10.2.2-FOR D GREATER THAN OR EQUAL TO 21" BUT LESS THAN 24"; (RC) = 1.75X(R) 10.2.3-FOR D GREATER THAN OR EQUAL TO 14" BUT LESS THAN 21"; (RC) = 2.0X(R) 10.2.4-FOR D LESS THAN 14"; (RC) = 2.25X(R) STEEL DECK NOTES A. CODES / STANDARDS 1. THE DESIGN, FABRICATION, AND ERECTION OF STEEL DECK SHALL COMPLY THE DESIGN, FABRICATION, AND ERECTION OF STEEL DECK SHALL COMPLY WITH THE FOLLOWING CODES AND STANDARDS: AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS". AMERICAN WELDING SOCIETY (AWS), D1.3 "STRUCTURAL WELDING CODE - SHEET STEEL".STEEL DECK INSTITUTE (SDI), "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS. B. SHOP DRAWINGS / SUBMITTALS 1. SUBMIT PRODUCT DATA WITH SHOP DRAWINGS, SHOP DRAWINGS SHALL SHOW LAYOUT, TYPE OF DECK, ANCHORAGE DETAILS, SUPPLEMENTAL FRAMING, CUT OPENINGS AND ACCESSORIES. 2. DRAWINGS SHALL SHOW LOCATIONS AND MAGNITUDES OF ALL DRAWINGS SHALL SHOW LOCATIONS AND MAGNITUDES OF ALL CONCENTRATED LOADS ON THE METAL DECK. DECKING CONTRACTOR SHALL SHOW AND PROVIDE HEADER MEMBERS OR REINFORCEMENT AS REQUIRED BY TYPICAL DETAILS, EVEN IF NOT SHOWN ON PLANS. 3. SHOP DRAWINGS SHALL SHOW EXACT STUD NUMBER, LAYOUT, AND SHOP DRAWINGS SHALL SHOW EXACT STUD NUMBER, LAYOUT, AND LOCATIONS FOR EACH BEAM. 4. DECKING CONTRACTOR SHALL COORDINATE ARCHITECTURAL AND MECHANICAL DECKING CONTRACTOR SHALL COORDINATE ARCHITECTURAL AND MECHANICAL DRAWINGS PRIOR TO PRODUCING SHOP DRAWINGS. C. MATERIAL INFORMATION MATERIAL INFORMATION 1. STEEL DECK UNITS AND ACCESSORIES SHALL BE FABRICATED FROM STEEL STEEL DECK UNITS AND ACCESSORIES SHALL BE FABRICATED FROM STEEL SHEET WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI, CONFORMING TO ASTM A611 (GRADE C, D OR E) FOR PAINTED DECK OR CONFORMING TO ASTM A446 (GRADE A, B, C, D, E, OR F) FOR GALVANIZED DECK. ALL METAL DECKS THAT DO NOT RECEIVE FIREPROOFING SHALL BE GALVANIZED. 2. ALL STEEL FLOOR DECK SHALL BE G60 GALVANIZED IN ACCORDANCE WITH ALL STEEL FLOOR DECK SHALL BE G60 GALVANIZED IN ACCORDANCE WITH ASTM A653. 3. ALL STEEL ROOF DECK SHALL BE G90 GALVANIZED IN ACCORDANCE WITH ALL STEEL ROOF DECK SHALL BE G90 GALVANIZED IN ACCORDANCE WITH ASTM A653. 4. METAL DECK TO BE MANUFACTURED BY 'VULCRAFT' STEEL DECK OR METAL DECK TO BE MANUFACTURED BY 'VULCRAFT' STEEL DECK OR ENGINEER-APPROVED EQUAL (SHALL BE A MEMBER OF SDI). 5. SEE ARCHITECTURAL DRAWINGS FOR FIRE-RATING REQUIREMENTS. SEE ARCHITECTURAL DRAWINGS FOR FIRE-RATING REQUIREMENTS. D. PLACEMENT PLACEMENT 1. SEE INDIVIDUAL STRUCTURAL PLANS FOR DEPTH, TYPE, AND GAUGE OF SEE INDIVIDUAL STRUCTURAL PLANS FOR DEPTH, TYPE, AND GAUGE OF DECK FOR EACH SPECIFIC AREA. PROVIDE A HEAVIER GAGE AS REQUIRED FOR CONSTRUCTION LOADING. 2. STEEL DECK GAUGE SELECTIONS AS NOTED ARE BASED ON A 3-SPAN STEEL DECK GAUGE SELECTIONS AS NOTED ARE BASED ON A 3-SPAN CONDITION. PROVIDE HEAVIER GAUGE AT DOUBLE SPAN LOCATIONS. INSTALLATION SHALL CONFORM TO SDI AND MANUFACTURER'S REQUIREMENTS. ONE SPAN CONDITIONS ARE NOT PERMITTED WITHOUT THE EXPRESS WRITTEN APPROVAL OF ENGINEER PRIOR TO SHOP DRAWING SUBMITTAL. 3. DECK SPANS ARE DESIGNED TO MINIMIZE SHORING REQUIREMENTS. THE DECK SPANS ARE DESIGNED TO MINIMIZE SHORING REQUIREMENTS. THE CONTRACTOR IS RESPONSIBLE FOR ACCOMPLISHING ANY SHORING REQUIRED TO RESIST CONSTRUCTION LOADS ON THE STEEL DECK. 4. USE QUALIFIED WELDING PROCESSES AND OPERATORS IN ACCORDANCE WITH USE QUALIFIED WELDING PROCESSES AND OPERATORS IN ACCORDANCE WITH "WELDER QUALIFICATION" PROCEDURES OF ANS. 5. USE WELDING WASHERS ON ALL CONNECTIONS OF STEEL DECK WITH METAL USE WELDING WASHERS ON ALL CONNECTIONS OF STEEL DECK WITH METAL THICKNESS LESS THAN 22 GAUGE TO STRUCTURAL STEEL SUPPORTS. 6. PROVIDE CONTINUOUS CLOSURES AT ALL SLAB EDGES AND CONTINUOUS PROVIDE CONTINUOUS CLOSURES AT ALL SLAB EDGES AND CONTINUOUS DECK CLOSURE AT ALL DECK ENDS. MINIMUM CLOSURE THICKNESS TO BE 12 GAUGE. 7. PROVIDE COLUMN CLOSURES, AND ALL SUPPLEMENTAL FRAMING AT PROVIDE COLUMN CLOSURES, AND ALL SUPPLEMENTAL FRAMING AT OPENING, ETC. COORDINATE OPENINGS WITH ALL TRADES. 8. NO LOADS EXCEEDING 50 POUNDS SHALL BE HUNG FROM ANY METAL NO LOADS EXCEEDING 50 POUNDS SHALL BE HUNG FROM ANY METAL DECKING. HANGERS FOR MECHANICAL EQUIPMENT, DUCTWORK, PIPING, ETC SHALL BE HUNG DIRECTLY FROM STRUCTURAL STEEL OR SUPPLEMENTARY MEMBERS, OR FROM ANCHORS EMBEDDED IN THE CONCRETE. TOTAL LOAD HUNG FROM STRUCTURAL STEEL AND SLAB SHALL NOT EXCEED 5 PSF. THE HANGING OF ANY LOADS FROM A ROOF DECK IS STRICTLY PROHIBITED. 9. OPENINGS IN DECK UP TO 12"x12" SHALL BE REINFORCED WITH 24"x24" OPENINGS IN DECK UP TO 12"x12" SHALL BE REINFORCED WITH 24"x24" 10 GA. PLATE WELDED TO DECK. OPENINGS GREATER THAN 12" ARE TO BE FRAMED AS PER DETAILS. E. ROOF DECK ROOF DECK 1. METAL ROOF DECK TO BE 1 1/2" 20 GAUGE, TYPE B, STEEL DECK, BY METAL ROOF DECK TO BE 1 1/2" 20 GAUGE, TYPE B, STEEL DECK, BY 'VULCRAFT' STEEL DECK OR ENGINEER APPROVED EQUAL. 2. ROOF DECK SHALL BE ATTACHED TO STRUCTURAL STEEL MEMBERS WITH ROOF DECK SHALL BE ATTACHED TO STRUCTURAL STEEL MEMBERS WITH 5/8" DIA. ARC PUDDLE WELDS A MINIMUM OF FOUR (4) WELDS PER SHEET WIDTH (36/4 PATTERN) FOR EACH STRUCTURAL MEMBER IS REQUIRED. SIDE LAPS SHALL BE FASTENED TOGETHER WITH #10 MINIMUM SELF-TAPPING CADMIUM PLATED OR GALVANIZED STEEL SCREWS. SIDE LAP CONNECTIONS SPACING SHALL BE AT MID-SPAN, NOT EXCEEDING 36" ON CENTER. WELDED OR BUTTON PUNCHED SIDE LAPS ARE NOT PERMISSIBLE. AT CORNERS UP TO 34'-0" FROM PERIMETER, WELDED CONNECTIONS SHOULD BE INCREASED TO (7) WELDS PER SHEET WIDTH (36/7 PATTERN). REFER TO ROOF UPLIFT DIAGRAM FOR ADDITIONAL INFORMATION. 2. AT WARPED AREAS OF ROOF DECK SELF-TAPPING SCREWS SHALL BE USED AT WARPED AREAS OF ROOF DECK SELF-TAPPING SCREWS SHALL BE USED IN LIEU OF PUDDLE WELDS (AT SAME SPACING). SCREW SIZE SHALL CONFORM TO SDI, FACTORY MANUAL, AND MANUFACTURER'S REQUIREMENTS. 4. PROVIDE 24" SQUARE 12 GAUGE REINFORCING PLATES AT ALL ROOF PROVIDE 24" SQUARE 12 GAUGE REINFORCING PLATES AT ALL ROOF DRAINS. F. COMPOSITE FLOOR DECK COMPOSITE FLOOR DECK 1. STEEL FLOOR DECK SHALL BE 1 1/2" 20 GAUGE COMPOSITE METAL DECK STEEL FLOOR DECK SHALL BE 1 1/2" 20 GAUGE COMPOSITE METAL DECK AS MANUFACTURED BY 'VULCRAFT STEEL DECK, OR APPROVED EQUAL (SHALL BE A MEMBER OF SDI). FLOOR DECK GAUGE SELECTION WAS BASED ON THREE SPAN CONDITION. PROVIDE HEAVIER GAUGE AT SINGLE OR DOUBLE SPAN LOCATIONS. INSTALLATION SHALL CONFORM TO SDI AND MANUFACTURER'S REQUIREMENTS. 2. METAL COMPOSITE FLOOR DECKS SHALL BE FASTENED TO THE STEEL METAL COMPOSITE FLOOR DECKS SHALL BE FASTENED TO THE STEEL FRAMEWORK AT ENDS OF UNITS AND AT ALL INTERMEDIATE SUPPORTS BY WELDS NOT LESS THAN 3/4" DIAMETER SPACED AT 12" ON CENTER MAX. SIDE LAPS OF ADJACENT UNITS MAY BE FASTENED BETWEEN SUPPORTS BY SIDE BEAM WELDING (MINIMUM 1-1/2" BY 1/2") OR BUTTON PUNCHING AT INTERVALS NOT EXCEEDING 24" ON CENTER. 2. COMPOSITE SHEAR STUDS SHALL BE WELDED THROUGH STEEL DECK. COMPOSITE SHEAR STUDS SHALL BE WELDED THROUGH STEEL DECK. SHEAR STUDS SHALL BE HEADED STUDS MADE FROM LOW CARBON STEEL, Fu=65 KSI, CONFORMING TO ASTM A108 AND SHALL BE INSTALLED IN ACCORDANCE WITH AWS D1.1. 3. ALL STUDS SHALL BE 3/4" DIAMETER BY LENGTH NOTED ON PLAN, ALL STUDS SHALL BE 3/4" DIAMETER BY LENGTH NOTED ON PLAN, INSTALLED IN THE FIELD. 5. THE NUMBER OF SHEAR CONNECTORS REQUIRED PER BEAM IS INDICATED THE NUMBER OF SHEAR CONNECTORS REQUIRED PER BEAM IS INDICATED ON THE DRAWINGS. WHERE NO SHEAR CONNECTORS ARE INDICATED FOR A BEAM WHICH SUPPORTS A CONCRETE SLAB, PROVIDE SHEAR CONNECTORS AT 18" OC. 6. SHEAR CONNECTORS SHALL BE EVENLY SPACED OVER THE LENGTH OF THE SHEAR CONNECTORS SHALL BE EVENLY SPACED OVER THE LENGTH OF THE BEAM. WHERE THE NUMBER OF STEEL DECK CORRUGATIONS AVAILABLE IS LESS THAN THE NUMBER OF SHEAR CONNECTORS, USE PAIRS OF SHEAR CONNECTORS STARTING FROM EACH END OF BEAM AND CONTINUING TOWARD THE CENTER UNTIL IT IS POSSIBLE TO RETURN TO A SINGLE SHEAR CONNECTOR IN EACH CORRUGATION. (AT CANTILEVERED SLAB LOCATION WORK FROM SUPPORTED END) SHEAR CONNECTORS SHALL BE SPACED NOT CLOSER THAN 3" TRANSVERSELY AND 4 1/2" LONGITUDINALLY 7. HORIZONTAL CLEARANCE SHALL BE A MINIMUM OF 1" FROM THE EDGE OF HORIZONTAL CLEARANCE SHALL BE A MINIMUM OF 1" FROM THE EDGE OF ANY SHEAR CONNECTOR TO THE FACE OF CONCRETE, STEEL DECK RIB, OR SIMILAR ADJACENCY. 8. EDGE DISTANCE FROM THE CENTER OF A SHEAR CONNECTOR TO THE EDGE EDGE DISTANCE FROM THE CENTER OF A SHEAR CONNECTOR TO THE EDGE OF A STRUCTURAL STEEL BEAM SHALL PREFERABLY BE 2" BUT IN NO CASE LESS THAN 1/2". 9. MAXIMUM SPACING OF COMPOSITE SHEAR STUDS SHALL NOT EXCEED 24 MAXIMUM SPACING OF COMPOSITE SHEAR STUDS SHALL NOT EXCEED 24 INCHES ON CENTER FOR ALL BEAMS WHICH SUPPORT CONCRETE SLAB OR SLAB ON METAL DECK. STUDS SHALL BE UNIFORMLY DISTRIBUTED OVER BEAM'S SPAN U.O.N. (WHEN CONCENTRATED LOADS OCCUR). 10. CONCRETE SHALL ATTAIN ITS 28-DAY STRENGTH BEFORE POURING ANY CONCRETE SHALL ATTAIN ITS 28-DAY STRENGTH BEFORE POURING ANY TOPPING SLAB, OR BEFORE ERECTING ANY MASONRY OR CONCRETE WALL ON IT. 11. COMPOSITE SHEAR STUDS SHALL BE PLACED AT BEAM CENTERLINE, UNLESS COMPOSITE SHEAR STUDS SHALL BE PLACED AT BEAM CENTERLINE, UNLESS NOTED OTHERWISE. 12. CONDUIT SHALL NOT BE PLACED IN COMPOSITE DECK SLABS, UNLESS CONDUIT SHALL NOT BE PLACED IN COMPOSITE DECK SLABS, UNLESS NOTED OTHERWISE. COLD FORMED STEEL NOTES A. CODES / STANDARDS CODES / STANDARDS 1. DESIGN, DETAIL, FABRICATION, AND ERECTION OF COLD-FORMED STEEL DESIGN, DETAIL, FABRICATION, AND ERECTION OF COLD-FORMED STEEL STRUCTURAL MEMBERS SHALL CONFORM WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE'S NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS. 2. ALL COLD-FORM METAL FRAMING TO BE DESIGNED BY A PROFESSIONAL ALL COLD-FORM METAL FRAMING TO BE DESIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF CONSTRUCTION. DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD FOR REVIEW. 3. THE CONTRACTORS CFMF DESIGNER IS REQUIRED TO INSPECT AND CERTIFY THE CONTRACTORS CFMF DESIGNER IS REQUIRED TO INSPECT AND CERTIFY THAT THE CFMF WORK HAS BEEN COMPLETED IN FULL CONFORMANCE WITH THE APPROVED SHOP DRAWINGS. NO INSULATION OR SHEATHING IS TO BE INSTALLED PRIOR TO SUCH CERTIFICATION. B. SHOP DRAWINGS / SUBMITTALS 1. SUBMIT SHOP DRAWINGS SHOWING COMPLETE DETAILS FOR FABRICATION, SUBMIT SHOP DRAWINGS SHOWING COMPLETE DETAILS FOR FABRICATION, ASSEMBLY AND ERECTION. SUBMIT DETAILED SHOP DRAWINGS SHOWING LAYOUT OF COLD-FORMED STEEL MEMBERS. SHOP DRAWINGS ARE TO BE ORIGINAL DRAWINGS NOT REPRODUCTIONS OF CONTRACT DOCUMENTS. 2. JOIST FABRICATOR TO SHOW ON SHOP DRAWINGS DISTANCE FROM JOIST FABRICATOR TO SHOW ON SHOP DRAWINGS DISTANCE FROM CENTERLINE OF SUPPORT TO FIRST PANEL POINT. 3. THE DEFLECTION OF STEEL STUDS USED IN EXTERIOR WALLS AND WINDOW THE DEFLECTION OF STEEL STUDS USED IN EXTERIOR WALLS AND WINDOW WALLS SHALL NOT EXCEED L/360 FOR EIFS SIDING AND L/600 FOR MASONRY VENEERS. THE STUDS ALONE SHALL PROVIDE THIS STIFFNESS AND RESIST WIND LOADS AS CALCULATED FROM I.B.C. SECTION 1609 WIND LOADS. 4. NON-STRUCTURAL STUD WALLS SHALL BE BRACED AT THE TOP IN A SLIP NON-STRUCTURAL STUD WALLS SHALL BE BRACED AT THE TOP IN A SLIP CONNECTION. THIS HEAD SHALL ALLOW FOR ROOF OR FLOOR DEFLECTIONS OF L/360 AND PROVIDE SEISMIC RESTRAINT. 5. 16 GAGE MINIMUM FOR EXTERIOR WALLS AND JOISTS. 16 GAGE MINIMUM FOR EXTERIOR WALLS AND JOISTS. C. MATERIAL INFORMATION MATERIAL INFORMATION 1. ALL COMPONENTS SHALL CONFORM TO AISI "SPECIFICATIONS FOR THE ALL COMPONENTS SHALL CONFORM TO AISI "SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" AND ASTM A446. ALL STUDS, JOISTS AND ACCESSORIES SHALL BE GALVANIZED (MINIMUM G-60) ASTM 525. 2. G60 GALVANIZED STUDS, JOISTS AND ACCESSORIES SHALL BE FORMED G60 GALVANIZED STUDS, JOISTS AND ACCESSORIES SHALL BE FORMED FROM THE FOLLOWING YIELD STRENGTH AND IT'S RESPECTIVE GAGE. 20 GA-33 KSI, 18 GA.-33 KSI, 16 GA. AND HEAVIER - 50 KSI. 3. COLD-FORM METAL FRAMING UNITS INCLUDE C-SHAPED STEEL STUDS FOR COLD-FORM METAL FRAMING UNITS INCLUDE C-SHAPED STEEL STUDS FOR LOAD AND NON LOAD BEARING WALLS AND C-SHAPED JOISTS. 4. MEMBERS SIZES AND GAUGES INDICATED ON DRAWINGS ARE REFERENCED MEMBERS SIZES AND GAUGES INDICATED ON DRAWINGS ARE REFERENCED TO METAL FRAMING MANUFACTURED BY MARINOWARE, S. PLAINFIELD N.J. SIZES ARE INDICATED FOR PRICING ONLY. ACTUAL SIZES SHALL BE DESIGNED BY REGISTERED PROFESSIONAL ENGINEER (P.E.) AND SHALL SUBMIT SEALED CALCULATIONS AND SHOP DRAWINGS FOR REVIEW. FABRICATOR AND ERECTOR SHALL BOTH HAVE A MINIMUM FIVE YEARS EXPERIENCE ON SIMILAR INSTALLATION. D. ERECTION ERECTION 1. CUTTING OF COMPONENTS SHALL BE ACCOMPLISHED WITH SAW OR SHEAR. CUTTING OF COMPONENTS SHALL BE ACCOMPLISHED WITH SAW OR SHEAR. TORCH CUTTING IS NOT PERMITTED. 2. WELDS SHALL CONFORM TO AWS D1.1, AWS D1.3 AND AISI MANUAL WELDS SHALL CONFORM TO AWS D1.1, AWS D1.3 AND AISI MANUAL SECTION E2. WELDS SHALL BE TOUCHED-UP USING A ZINC RICH PAINT. WELDING SHALL BE PERFORMED BY QUALIFIED WELDERS. 3. SELF-TAPPING SCREWS SHALL HAVE A PROTECTIVE COATING AT LEAST SELF-TAPPING SCREWS SHALL HAVE A PROTECTIVE COATING AT LEAST EQUIVALENT TO CADMIUM OR ZINC PLATING (ASTM A165 TYPE NS) FOR USE IN EXTERIOR ASSEMBLIES. 4. FASTENING OF COMPONENTS SHALL BE WITH SELF-TAPPING SCREWS OR FASTENING OF COMPONENTS SHALL BE WITH SELF-TAPPING SCREWS OR WELDING OF SUFFICIENT SIZE TO MEET OR EXCEED THE DESIGN LOADS AND TO ASSURE THE STRENGTH OF THE CONNECTION. USE BOLTS AT JOISTS ON OR NEAR COLUMN LINES. 5. SECURE TRACKS TO STEEL WITH #12 PAN HEADED SELF DRILLING SECURE TRACKS TO STEEL WITH #12 PAN HEADED SELF DRILLING FASTENERS SPACED AT 24" OC MINIMUM. 6. SECURE TRACKS TO CONCRETE WITH POWER-DRIVEN FASTENERS WITH A SECURE TRACKS TO CONCRETE WITH POWER-DRIVEN FASTENERS WITH A SHANK OF 0.177 INCHES, SPACED AT 24 INCHES OC MINIMUM. 7. PROVIDE BRIDGING AND BLOCKING AS INDICATED ON THE DRAWING OR AS PROVIDE BRIDGING AND BLOCKING AS INDICATED ON THE DRAWING OR AS REQUIRED BY AISI. COLD FORMED METAL FRAMING. 8. STUDS, RUNNERS, BRACING AND BRIDGING TO COMPLY WITH ASTM C-955, STUDS, RUNNERS, BRACING AND BRIDGING TO COMPLY WITH ASTM C-955, GALVANIZING FOR STUDS, JOISTS ETC. TO COMPLY WITH ASTM A-448. 9. ALL MATERIALS ARE TO BE STORED FLAT AND PROTECTED, DAMAGED ALL MATERIALS ARE TO BE STORED FLAT AND PROTECTED, DAMAGED MATERIALS TO BE REMOVED FROM SITE IMMEDIATELY. 10. ANY HOLES FIELD CUT INTO STEEL FRAMING MEMBERS TO BE WITHIN ANY HOLES FIELD CUT INTO STEEL FRAMING MEMBERS TO BE WITHIN LIMITATIONS OF THE PRODUCT AND DESIGN. NO HOLES (INCLUDING PREPUNCHED) ARE PERMITTED WITHIN 12" OF BEARING POINTS. 11. ALL JOISTS TO BE CHECKED FOR WEB CRIPPLING. JOISTS TO HAVE MINIMUM ALL JOISTS TO BE CHECKED FOR WEB CRIPPLING. JOISTS TO HAVE MINIMUM 1 1/2" END BEARING. 12. ALL MEMBERS TO BE INSTALLED LEVEL OR PLUMB, AND TRUE. ALL MEMBERS TO BE INSTALLED LEVEL OR PLUMB, AND TRUE. 13. STRUCTURAL FRAMING COMPONENTS MAY BE PREFABRICATED INTO PANELS STRUCTURAL FRAMING COMPONENTS MAY BE PREFABRICATED INTO PANELS PRIOR TO ERECTION. 14. FRAMING COMPONENTS SHALL BE CUT SQUARELY OR AT ANGLE TO FIT FRAMING COMPONENTS SHALL BE CUT SQUARELY OR AT ANGLE TO FIT SQUARELY AGAINST ABUTTING ELEMENTS. MEMBERS SHALL BE SQUARE AND BRACED AGAINST RACKING. ATTACHMENT OF SIMILAR COMPONENTS SHALL BE BY WELDING, SCREW ATTACHMENT OR BOLTING. WIRE TYING OF FRAMING COMPONENTS SHALL NOT BE PERMITTED. 15. TRACK SHALL BE SECURELY ANCHORED TO FLOOR AND OVERHEAD TRACK SHALL BE SECURELY ANCHORED TO FLOOR AND OVERHEAD STRUCTURE OR MEMBER AS SHOWN ON DRAWINGS. STUDS SHALL BE SEATED SQUARELY IN THE TRACK WITH THE STUD WEB AND FLANGE ABUTTING THE TRACK WEB, PLUMBED OR ALIGNED AND SECURELY ATTACHED TO FLANGES OR WEB OF BOTH UPPER AND LOWER TRACKS. SPLICES IN AXIALLY LOADED STUDS ARE NOT PERMITTED. 16. JOIST ENDS SHALL BE REINFORCED WITH MINIMUM 18 GAUGE STUD WEB JOIST ENDS SHALL BE REINFORCED WITH MINIMUM 18 GAUGE STUD WEB 17. STIFFENERS TO ALIGN WITH CONCENTRATED LOADS. STIFFENERS TO ALIGN WITH CONCENTRATED LOADS. 18. EACH JOIST SHALL BE PERMANENTLY RESTRAINED AT SUPPORTS TO EACH JOIST SHALL BE PERMANENTLY RESTRAINED AT SUPPORTS TO PREVENT LATERAL MOVEMENT OF BOTTOM FLANGE. 19. STEEL BRIDGING MUST BE INSTALLED WHERE CALLED FOR AND BE STEEL BRIDGING MUST BE INSTALLED WHERE CALLED FOR AND BE ATTACHED TO EACH STUD OR JOIST. 20. AVOID TEMPORARY CONCENTRATED LOADS. AVOID TEMPORARY CONCENTRATED LOADS. 21. ALL FIELD ABRASIONS AND WELDS SHALL BE TOUCHED UP WITH ZINC RICH ALL FIELD ABRASIONS AND WELDS SHALL BE TOUCHED UP WITH ZINC RICH PAINT. A. CODES / STANDARDS CODES / STANDARDS 1. CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITIONS OF: ACI 301 CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITIONS OF: ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE BUILDINGS"; ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"; AND ACI 315 "ACI DETAIL MANUAL", AND CRSI "MANUAL OF STANDARD PRACTICE". 2. ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 AND DETAILED ACCORDING TO THE ACI MANUAL OF STANDARD PRACTICE (ACE 315 LATEST ED.) EPOXY COATED BARS SHALL BE COATED CONFORMING TO ASTM A775. ALL WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A 185. 3. NON-SHRINK GROUT (NON-METALLIC) CRD-C-621, FACTORY PRE-MIXED NON-SHRINK GROUT (NON-METALLIC) CRD-C-621, FACTORY PRE-MIXED GROUT SHALL BE "MASTERFLOW 713" BY MASTER BUILDERS OR APPROVED EQUAL. INSTALLATION AND CURING SHALL CONFORM TO MANUFACTURER'S REQUIREMENTS. ALL GROUT SHALL EXPERIENCE NO SHRINKAGE AND HAVE A MAXIMUM OF 4.0% EXPANSION WHEN TESTED UNDER ASTM C-827WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL HAVE A MINIMUM INITIAL SET TIME OF 60 MINUTES WHEN TESTED IN ACCORDANCE WITH ASTM C-191. B. SHOP DRAWINGS / SUBMITTALS SHOP DRAWINGS / SUBMITTALS 1. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL REINFORCING STEEL SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL REINFORCING STEEL EXCEPT WELDED WIRE FABRIC. NO CONDUITS MAY BE EMBEDDED IN CONCRETE. CONCRETE COVER TO BE SHOWN CLEARLY ON SHOP DRAWINGS. LOCATIONS OF ALL CONSTRUCTION JOINTS SHALL BE SHOWN ON REBAR SHOP DRAWINGS FOR APPROVAL; ENGINEER MAY REQUIRE ADDITIONAL REINFORCING AT CONSTRUCTION JOINTS. SUBMIT ALL REINFORCING SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO ANY FABRICATION. NO CONCRETE WORK SHALL COMMENCE WITHOUT APPROVED SHOP DRAWINGS. 2. PREPARE DESIGN MIXES FOR EACH TYPE AND STRENGTH OF CONCRETE BY PREPARE DESIGN MIXES FOR EACH TYPE AND STRENGTH OF CONCRETE BY EITHER LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS SPECIFIED IN ACI 301. SUBMIT WRITTEN REPORTS TO STRUCTURAL ENGINEER OF EACH PROPOSED MIX DESIGN AT LEAST 15 DAYS PRIOR TO START OF WORK. MIX DESIGNS SHALL BE PREPARED BY AN INDEPENDENT TESTING FACILITY ACCEPTABLE TO THE STRUCTURAL ENGINEER. THAT TESTING FACILITY SHALL NOT BE SAME AS USED FOR FIELD QUALITY CONTROL TESTING. NO CALCIUM CHLORIDE SHALL BE USED IN ANY CONCRETE. C. CONCRETE MIX INFORMATION CONCRETE MIX INFORMATION 1. UNLESS NOTED OTHERWISE BELOW, ALL CONCRETE EXPOSED TO FREEZING UNLESS NOTED OTHERWISE BELOW, ALL CONCRETE EXPOSED TO FREEZING AND THAWING SHALL BE NORMAL WEIGHT (ASTM C33) READY MIX CONCRETE (ASTM C94) HAVING A MINIMUM COMPRESSIVE STRENGTH NOTED BELOW (AT 28 DAYS) WITH 5% AIR ENTRAINMENT AND WITH A MAXIMUM W/C RATIO OF 0.45. ALL OTHER CONCRETE SHALL BE NON-ENTRAINED WITH A MINIMUM STRENGTH AS NOTED BELOW, AND WITH A MAXIMUM W/C OF 0.58. 2. COMPRESSIVE STRENGTH: ALL CAST-IN-PLACE CONCRETE SHALL CONFORM COMPRESSIVE STRENGTH: ALL CAST-IN-PLACE CONCRETE SHALL CONFORM TO THE FOLLOWING (1" MIN. SLUMP: ALL): LOCATION: STRENGTH @ 28 DAYS MAX SLUMP STRENGTH @ 28 DAYS MAX SLUMP MAX SLUMP FOOTINGS 4,000 PSI 3" 4,000 PSI 3" 3" FOUNDATION WALLS 4,000 PSI 3" 4,000 PSI 3" 3" EXTERIOR SLAB 4,000 PSI 3" 4,000 PSI 3" 3" ON GRADE INTERIOR SLAB 3,000 PSI 3" 3,000 PSI 3" 3" ON GRADE GRADE BEAMS/ 4,000 PSI 4" 4,000 PSI 4" 4" PILE CAPS SLABS ON 4,000 PSI 4" 4,000 PSI 4" 4" METAL DECKING 3. PEA GRAVEL FILL CONCRETE FOR STEEL PAN STAIRS SHALL BE 2,500 PSI PEA GRAVEL FILL CONCRETE FOR STEEL PAN STAIRS SHALL BE 2,500 PSI AT 28 DAYS. (DENSITY TO BE 115 LBS PER CUBIC FOOT). 4. NO CALCIUM CHLORIDE SHALL BE USED IN ANY CONCRETE. NO CALCIUM CHLORIDE SHALL BE USED IN ANY CONCRETE. D. PLACEMENT PLACEMENT 1. THE CONTRACTOR SHALL PROVIDE TIES, BARS, AND BRACING WHERE THE CONTRACTOR SHALL PROVIDE TIES, BARS, AND BRACING WHERE NECESSARY TO FURNISH SUPPORT DURING CONSTRUCTION, TO REMAIN IN PLACE UNTIL THE STRUCTURES HAVE ATTAINED THEIR 28-DAY STRENGTH. 2. PROVIDE BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH ACI 315 AND PROVIDE BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH ACI 315 AND CRSI "MANUAL OF STANDARD PRACTICE", CHAPTER 3. ALL BAR SUPPORTS IN AREAS WHERE CONCRETE WILL BE EXPOSED SHALL HAVE PLASTIC TIPPED FEET. THE CONTRACTOR IS CAUTIONED THAT CARE MUST BE EXERCISED TO PREVENT EXPOSURE OF TIE WIRE OR OTHER MATERIALS WHICH MAY CAUSE STAINING OF EXPOSED CONCRETE. PROPER COVER SHALL BE MAINTAINED ON ALL REINFORCEMENT. BAR SUPPORTS IN CONTACT WITH EXPOSED SUBSURFACE SHALL BE PLASTIC TIPPED. 3. REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER UNLESS REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER UNLESS NOTED OTHERWISE: 3.01 3" - CONCRETE CAST AGAINST EARTH 3.02 1 1/2" - FORMED CONCRETE EXPOSED TO EARTH OR WEATHER #5 AND SMALLER SMALLER 3.03 2" - FORMED CONCRETE EXPOSED TO EARTH OR WEATHER #6 AND LARGER 3.04 3/4" - SLABS, WALLS & JOISTS #11 AND SMALLER 3.05 1 1/2" - BEAM STIRRUPS, COLUMN AND PIER TIES 4. ALL REINFORCEMENT SHALL BE SECURELY HELD IN PLACE WHILE PLACING ALL REINFORCEMENT SHALL BE SECURELY HELD IN PLACE WHILE PLACING CONCRETE. 5. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE LOCATION AND THE CONTRACTOR SHALL VERIFY AND COORDINATE THE LOCATION AND DIMENSIONS OF ALL OPENINGS REQUIRED BY ALL TRADES BEFORE THE CONCRETE IS POURED. MINIMUM DISTANCE BETWEEN SLEEVES IS 6 INCHES. OPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS REQUIRE THE APPROVAL OF THE STRUCTURAL ENGINEER. 6. LAP SPLICES FOR REINFORCING BARS SHALL CONFORM TO LATEST ACI LAP SPLICES FOR REINFORCING BARS SHALL CONFORM TO LATEST ACI REQUIREMENTS AND SHALL BE 6" (MINIMUM) FOR WELDED WIRE FABRIC. 7. CHAMFER ALL EXPOSED CONCRETE EDGES 1/2", UNLESS OTHERWISE CHAMFER ALL EXPOSED CONCRETE EDGES 1/2", UNLESS OTHERWISE INDICATED. 8. REINFORCEMENT SHALL NOT BE FIELD CUT, UNLESS OTHERWISE INDICATED. REINFORCEMENT SHALL NOT BE FIELD CUT, UNLESS OTHERWISE INDICATED. REINFORCEMENT SHALL BE COLD BENT. HEATING OF REINFORCEMENT IS PROHIBITED. RE-BENDING REINFORCING IS PROHIBITED. 9. NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN BEAMS, NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN BEAMS, WALLS, AND SLABS UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS OR APPROVED IN WRITING BY THE ENGINEER PRIOR TO CONSTRUCTION. 10. ALL WELDED WIRE FABRIC (WWF) SHALL BE PROVIDED IN FLAT SHEETS. IT ALL WELDED WIRE FABRIC (WWF) SHALL BE PROVIDED IN FLAT SHEETS. IT SHALL BE SUPPORTED ON CONTINUOUS SLAB BOLSTERS AND LAPPED ONE AND ONE-HALF MESH. 11. ALL CONSTRUCTION JOINTS FOR SLABS SHALL BE KEY JOINTED AT ALL CONSTRUCTION JOINTS FOR SLABS SHALL BE KEY JOINTED AT MID-SPAN WITH REINFORCING DISCONTINUOUS AT JOINT. 12. INSTALLATION OF EMBEDDED ITEMS; SET AND BUILD ANCHOR DEVICES AND INSTALLATION OF EMBEDDED ITEMS; SET AND BUILD ANCHOR DEVICES AND OTHER EMBEDDED ITEMS REQUIRED FOR OTHER WORK THAT IS ATTACHED TO OR SUPPORTED BY CAST-IN-PLACE CONCRETE. USE SETTING DIAGRAMS, TEMPLATES, AND INSTRUCTIONS PROVIDED BY OTHERS FOR LOCATING AND SETTING. 13. CURE CONCRETE IMMEDIATELY AFTER FINISHING IN ACCORDANCE WITH ACI CURE CONCRETE IMMEDIATELY AFTER FINISHING IN ACCORDANCE WITH ACI 301, ACI 305R, ACI 306R, AND ACI 308. 14. ALL CONCRETE SHALL BE FLAT AND LEVEL PER CONCRETE SPECIFICATIONS ALL CONCRETE SHALL BE FLAT AND LEVEL PER CONCRETE SPECIFICATIONS FOR STRUCTURAL CONCRETE SLABS ON METAL DECK AND HAVE A MINIMUM THICKNESS AS NOTED ON FLOOR FRAMING PLANS. CONTRACTOR TO PROVIDE ALLOWANCE FOR A MINIMUM OF 1" ADDITIONAL CONCRETE FOR LEVELING OF SLAB - TO "FILL" THE NATURAL DEFLECTIONS OF STEEL DECK AND FRAMING. THE CONCRETE PLACING PROCEDURE SHALL BE CONTROLLED TO MINIMIZE SUPPORT MEMBER DEFLECTION. 15. THE CONTRACTOR SHALL SUPPLY FLOOR LEVELING MATERIAL AND OTHER THE CONTRACTOR SHALL SUPPLY FLOOR LEVELING MATERIAL AND OTHER CORRECTIVE MEASURES IN AREAS WHERE FLOOR FINISH DEFLECTIONS EXCEED THE FLATNESS AND LEVELNESS REQUIREMENTS. 16. CONTRACTOR SHALL COORDINATE DEPRESSIONS FOR FLOOR FINISHES AND CONTRACTOR SHALL COORDINATE DEPRESSIONS FOR FLOOR FINISHES AND THE LOCATIONS OF ALL FLOOR DRAINS, CURBS, CONCRETE PADS, INSERTS, WELDED PLATES, AND OTHER EMBEDDED ITEMS WITH ARCHITECTURAL, MECHANICAL AND ALL OTHER TRADE DRAWINGS/REQUIREMENTS. 17. ALL ADJOINING SURFACES NOT CAST MONOLITHICALLY SHALL BE ROUGHENED ALL ADJOINING SURFACES NOT CAST MONOLITHICALLY SHALL BE ROUGHENED TO AN AMPLITUDE OF 1/4 INCH FOR THE ENTIRE INTERSECTING SURFACE ACCORDING TO ACI RECOMMENDATIONS, APPLY A BONDING AGENT AS REQUIRED. 18. VERTICAL CONSTRUCTION JOINTS IN CONCRETE WALL SHALL BE LOCATED VERTICAL CONSTRUCTION JOINTS IN CONCRETE WALL SHALL BE LOCATED MIDWAY BETWEEN SUPPORT PIERS OR BUTTRESSES (30' O.C. MAXIMUM), AND AT LEAST 4'-0" FROM ANY WALL OPENING. NO HORIZONTAL CONSTRUCTION JOINTS SHALL BE PERMITTED WITHOUT PERMISSION OF ENGINEER. JOINTS SHALL BE LOCATED NO FURTHER THAN 5'-0" FROM CORNERS. 19. WALLS EXCEEDING 90 FEET SHALL CONTAIN EXPANSION JOINTS AT 90 FEET WALLS EXCEEDING 90 FEET SHALL CONTAIN EXPANSION JOINTS AT 90 FEET ON CENTERS. 20. GROUND ALL REINFORCING BARS IN ACCORDANCE WITH N.E.C. 1997 GROUND ALL REINFORCING BARS IN ACCORDANCE WITH N.E.C. 1997 SECTION 250-70. SEE ELECTRICAL DRAWINGS FOR DETAILED INFORMATION. E. CONCRETE FLOOR SLABS CONCRETE FLOOR SLABS 1. UNLESS NOTED OTHERWISE ON DRAWINGS FLOOR SLABS SHALL BE 6" UNLESS NOTED OTHERWISE ON DRAWINGS FLOOR SLABS SHALL BE 6" THICK 4,000 PSI FIBERMESH REINFORCED CONCRETE REINFORCED WITH #4 BARS AT 16" O.C. EACH WAY AT BOTTOM. PROVIDE CONTROL JOINTS TO DETAIL WHERE SHOWN OR REQUIRED. 2. UNLESS NOTED OTHERWISE ON DRAWINGS FLOOR SLABS SHALL BE LAID UNLESS NOTED OTHERWISE ON DRAWINGS FLOOR SLABS SHALL BE LAID OVER MINIMUM 6 MIL. POLYETHYLENE VAPOR BARRIER ON MINIMUM 6" LAYER WELL COMPACTED CLEAN CRUSHED STONE (WITH SAND BLINDING AS REQUIRED) ON COMPACTED FILL OR APPROVED SUB-GRADE. 3. FILL MATERIAL FOR FLOOR SLABS SHALL BE PLACED IN 8" LAYERS AND FILL MATERIAL FOR FLOOR SLABS SHALL BE PLACED IN 8" LAYERS AND COMPACTED TO A MINIMUM FIELD DENSITY OF 95% AS MEASURED BY THE MODIFIED PROCTOR TEST (ASTM D1557B). 4. LOCATE AND COORDINATE ALL INTERNAL DRAIN AND SUPPLY LINES, DUCTS, LOCATE AND COORDINATE ALL INTERNAL DRAIN AND SUPPLY LINES, DUCTS, CHASES AND OTHER OPENINGS SHOWN ON ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND STRUCTURAL DRAWINGS ETC. BEFORE POURING CONCRETE. 5. VIBRATE ALL CONCRETE IN ALL SLABS. VIBRATE ALL CONCRETE IN ALL SLABS. 6. CONCRETE SLABS TO BE CURED WITH APPROVED HARDENER COMPOUND CONCRETE SLABS TO BE CURED WITH APPROVED HARDENER COMPOUND PLACED IMMEDIATELY AFTER FINAL FINISHING OPERATION, DEPENDENT UPON AMBIENT TEMPERATURES. F. CONCRETE FLOOR SLABS (HEAVY DUTY ALT.) CONCRETE FLOOR SLABS (HEAVY DUTY ALT.) 1. UNLESS OTHERWISE NOTED HEAVY DUTY CONCRETE FLOOR SLAB ON GRADE UNLESS OTHERWISE NOTED HEAVY DUTY CONCRETE FLOOR SLAB ON GRADE WILL BE 5-1/2" THICK CONCRETE REINFORCED WITH ONE LAYER ASTM 185 ROAD MESH, 6"X 12" - D10 EPOXY COATED MESH (FY =75/80 KSI). MESH TO BE SUPPORTED ON CONCRETE BRICK CHAIRS, SET TO GIVE THE CORRECT CONCRETE COVER, MAXIMUM SPACING TO BE 48" O.C., ALL LAPS TO BE ADEQUATELY SUPPORTED. ROAD MESH CAN BE OBTAINED FROM CONNECTICUT STEEL - 800 221 0323 OR INSTEEL - 800 334 9504 2. VIBRATE ALL CONCRETE IN ALL SLABS. VIBRATE ALL CONCRETE IN ALL SLABS. 3. FILL MATERIAL FOR CONCRETE FLOOR SLABS SHALL BE CLEAN SAND OR FILL MATERIAL FOR CONCRETE FLOOR SLABS SHALL BE CLEAN SAND OR CRUSHED STONE AS NOTED, PLACED IN LAYERS NOT EXCEEDING 6" THICK AND COMPACTED TO A MINIMUM FIELD DENSITY OF 95% AS MEASURED BY 'MODIFIED PROCTOR TEST'. (ASTM D1557B) LOCATE AND COORDINATE ALL INTERNAL DRAINPIPES, SUPPLY LINES. 4. DUCTS, CHASES AND OTHER OPENINGS SHOWN ON ARCHITECTURAL, DUCTS, CHASES AND OTHER OPENINGS SHOWN ON ARCHITECTURAL, STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS BEFORE ANY CONCRETE POURS ARE COMMENCED. G. FIELD TESTING FIELD TESTING 1. UNLESS OTHERWISE REQUIRED BY THE CONTRACT DOCUMENTS, CAST ONE UNLESS OTHERWISE REQUIRED BY THE CONTRACT DOCUMENTS, CAST ONE SET FOUR (4) CONCRETE TEST CYLINDERS (6" DIA. X 12" HIGH) FOR EACH 50 CUBIC YARDS OF CONCRETE PLACED. FOR 16 TO 24 HOURS AFTER CASTING, PROTECT TEST SPECIMENS IN ACCORDANCE WITH ASTM C31. PROVIDE AN ON-SITE CURE BOX FOR CYLINDER STORAGE DURING INCLEMENT WEATHER. DO NOT TRANSPORT SPECIMENS TO THE LABORATORY UNTIL AFTER THE INITIAL PROTECTION PERIOD. 2. AT THE TIME OF CASTING EACH SET OF TEST CYLINDERS, SAMPLE AT THE TIME OF CASTING EACH SET OF TEST CYLINDERS, SAMPLE CONCRETE IN ACCORDANCE WITH ASTM C172 AND PERFORM THE FOLLOWING MEASUREMENTS AT THE POINT OF CONCRETE PLACEMENT: 2.01 AMBIENT TEMPERATURE AMBIENT TEMPERATURE 2.02 CONCRETE TEMPERATURE CONCRETE TEMPERATURE 2.03 UNIT WEIGHT IN ACCORDANCE WITH ASTM C-138 UNIT WEIGHT IN ACCORDANCE WITH ASTM C-138 2.04 SLUMP IN ACCORDANCE WITH ASTM C-143 SLUMP IN ACCORDANCE WITH ASTM C-143 2.05 AIR CONTENT IN ACCORDANCE WITH ASTM C-173 OR ATM C-231 AIR CONTENT IN ACCORDANCE WITH ASTM C-173 OR ATM C-231 3. ALL REINFORCING STEEL SHALL BE INSPECTED FOR PLACEMENT IN ALL REINFORCING STEEL SHALL BE INSPECTED FOR PLACEMENT IN ACCORDANCE WITH CRSI MANUAL OF STANDARD PRACTICE. 4. EVALUATE SLAB FLOOR FLATNESS AND LEVELNESS PER ASTM E1155. EVALUATE SLAB FLOOR FLATNESS AND LEVELNESS PER ASTM E1155. 5. THE CONTRACTOR SHALL SCHEDULE ALL WORK TO ALLOWS FOR THE ABOVE THE CONTRACTOR SHALL SCHEDULE ALL WORK TO ALLOWS FOR THE ABOVE INSPECTION AND TESTING REQUIREMENTS TO BE COMPLETED. TENSION DEVELOPMENT/LAP SPLICE SCHEDULE (FOR UNCOATED BARS) DEVELOPMENT/LAP SPLICE LENGTH IN CONCRETE (FC=4,000 PSI) BAR DEV. LENGTH (IN.) CLASS B LAP SPLICE LENGTH (IN.) DEV. LENGTH (IN.) CLASS B LAP SPLICE LENGTH (IN.) SIZE BAR TYPE 1 BAR TYPE 2 BAR TYPE 1 BAR TYPE 2 BAR TYPE 1 BAR TYPE 2 BAR TYPE 1 BAR TYPE 2 BAR TYPE 2 BAR TYPE 1 BAR TYPE 2 BAR TYPE 1 BAR TYPE 2 BAR TYPE 2 #3 15 22 19 28 15 22 19 28 22 19 28 19 28 28 #4 19 29 25 37 19 29 25 37 29 25 37 25 37 37 #5 24 36 31 47 24 36 31 47 36 31 47 31 47 47 #6 29 43 37 56 29 43 37 56 43 37 56 37 56 56 #7 42 63 54 81 42 63 54 81 63 54 81 54 81 81 #8 48 72 62 93 48 72 62 93 72 62 93 62 93 93 #9 54 81 70 105 54 81 70 105 81 70 105 70 105 105 #10 61 91 79 118 61 91 79 118 91 79 118 79 118 118 #11 74 111 97 145 74 111 97 145 111 97 145 97 145 145 BAR TYPE 1 -- CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN BAR DIA., CLEAR COVER NOT LESS THAN BAR DIA., AND STIRRUPS OR TIES THROUGHOUT DEVELOPMENT LENGTH NOT LESS THAN CODE MINIMUM OR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2XBAR DIA. AND CLEAR COVER NOT LESS THAN BAR DIA. BAR TYPE 2 -- TOP BARS WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW AND OTHER CASES. PEDESTAL & PIER NOTE: CONTRACTOR TO PROVIDE COORDINATION SHOP DRAWINGS TO VERIFY ANCHOR BOLT & REINFORCING STEEL LOCATIONS, IN CASE OF CONFLICTS, PEDESTALS CAN BE MADE LARGER, BUT PIERS MAY NEED TO HAVE BOLT LOCATIONS ADJUSTED. 1. CONSTRUCT FORMWORK WITH MINIMUM PRACTICABLE TOLERANCES TO CONSTRUCT FORMWORK WITH MINIMUM PRACTICABLE TOLERANCES TO PRODUCE CONCRETE WORK TRUE TO LINES, DIMENSIONS, SHAPES, GRADES LOCATIONS AND ELEVATIONS ESTABLISHED ON CONTRACT DOCUMENTS. 2. PROVIDE ALL RECESSES, POCKETS, UTILITY OUTLETS, JOINTS, KEYS, PROVIDE ALL RECESSES, POCKETS, UTILITY OUTLETS, JOINTS, KEYS, PROJECTIONS, NOTCHES AND OPENINGS. 3. PLYWOOD FORMS: CONTRACTORS OPTION AS TO PLYWOOD GRADE FOR PLYWOOD FORMS: CONTRACTORS OPTION AS TO PLYWOOD GRADE FOR SUBGRADE AND UNEXPOSED WORK. 4. BRACING: METAL OR SUITABLE GRADED LUMBER OF SUBSTANTIAL SIZE AND BRACING: METAL OR SUITABLE GRADED LUMBER OF SUBSTANTIAL SIZE AND CONFIGURATION FOR LOADS TO BE SUPPORTED. 5. WORKMANSHIP & INSTALLATION: ALL IN BEST FORMWORK AND CARPENTRY WORKMANSHIP & INSTALLATION: ALL IN BEST FORMWORK AND CARPENTRY PRACTICE. INSTALLED WITH PROPER BRACING, CONNECTIONS, ROUGH HARDWARE, FASTENINGS, AND ANCHORING MATERIALS FOR A RIGID, SECURE, AND COMPLETE JOB. 6. FORMS ARE TO REMAIN IN PLACE UNTIL CONCRETE HAS ACHIEVED FORMS ARE TO REMAIN IN PLACE UNTIL CONCRETE HAS ACHIEVED ADEQUATE STRENGTH. A. STANDARDS STANDARDS 1. ALL FOUNDATION WORK SHALL CONFORM TO THE APPLICABLE CONCRETE ALL FOUNDATION WORK SHALL CONFORM TO THE APPLICABLE CONCRETE WORK NOTES. B. GEOTECHNICAL DATA GEOTECHNICAL DATA 1. SITE PREPARATION AND EXCAVATION WORK SHALL BE PERFORMED IN SITE PREPARATION AND EXCAVATION WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT GEOTECHNICAL REPORT. 2. FOUNDATIONS HAVE BEEN DESIGNED WITH CONFORMANCE TO THE FOUNDATIONS HAVE BEEN DESIGNED WITH CONFORMANCE TO THE GEOTECHNICAL ENGINEERING REPORT. C. SHALLOW FOUNDATION (PAVEMENT) SHALLOW FOUNDATION (PAVEMENT) 1. PREPARE SUBSURFACE LAYERS IN CONCRETE PAVEMENT LOCATIONS PER PREPARE SUBSURFACE LAYERS IN CONCRETE PAVEMENT LOCATIONS PER GEOTECHNICAL RECOMMENDATIONS FOR EARTHWORK - PAVED AREAS. D. FOUNDATION PLACEMENT FOUNDATION PLACEMENT 1. FOUNDATION SUBGRADE SHALL BE PREPARED ACCORDING TO THE FOUNDATION SUBGRADE SHALL BE PREPARED ACCORDING TO THE GEOTECHNICAL REPORT RECOMMENDATIONS. 2. CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATELY SHORE ALL CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATELY SHORE ALL EXCAVATION SLOPES. METHODS EMPLOYED IN ALL SHEETING, TIEBACKS, AND BRACINGS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER, LICENSED IN THE STATE OF NEW JERSEY AND HIRED BY THE CONTRACTOR, WHO SHALL SUBMIT CALCULATIONS AND SHOP DRAWINGS FOR THE OWNER'S REVIEW FOR INFORMATION. 3. ALL EXTERIOR FOOTINGS SHALL BE LOCATED AT A MINIMUM DEPTH OF ALL EXTERIOR FOOTINGS SHALL BE LOCATED AT A MINIMUM DEPTH OF 3'-6" BELOW FINISHED GRADE. 4. ALL FOOTINGS ARE TO BE CENTERED ON COLUMNS OR WALLS UNLESS ALL FOOTINGS ARE TO BE CENTERED ON COLUMNS OR WALLS UNLESS OTHERWISE NOTED. 5. THE CONCRETE FOR EACH FOOTING SHALL BE PLACED IN ONE CONTINUOUS THE CONCRETE FOR EACH FOOTING SHALL BE PLACED IN ONE CONTINUOUS PLACEMENT. 6. ALL FOOTING BOTTOMS SHALL BE INSPECTED AND APPROVED, IN WRITING, ALL FOOTING BOTTOMS SHALL BE INSPECTED AND APPROVED, IN WRITING, BY A REGISTERED GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE. WRITTEN APPROVAL SHALL SPECIFY THAT THE SOIL HAS THE CAPACITY TO SUPPORT THE DESIGNED BEARING PRESSURE. 7. ALL FILL AND BACKFILL IN BUILDING AND WITHIN 5'-0" OF THE BUILDING ALL FILL AND BACKFILL IN BUILDING AND WITHIN 5'-0" OF THE BUILDING SHALL BE WELL GRADED GRANULAR MATERIAL CONTAINING NO MORE THAN 12% NOR LESS THAN 5% BY WEIGHT OF THE MATERIAL PASSING THE #200 SIEVE. COMPACT FILL AND BACKFILL IN 12"LAYERS (LOOSE) WITH A HEAVY VIBRATORY COMPACTOR TO AT LEAST 95% OF THE MAXIMUM MODIFIED PROCTOR DENSITY AS PER ASTM D-1557-70 UNDER THE SUPERVISION OF A LICENSED GEOTECHNICAL ENGINEER. 8. ALL FILL AND BACKFILL SHALL BE PLACED ON VIRGIN SOIL THAT DOES NOT ALL FILL AND BACKFILL SHALL BE PLACED ON VIRGIN SOIL THAT DOES NOT CONTAIN ANY ORGANIC MATERIAL. STRIP ALL TOP SOIL AS REQUIRED AND PROOF COMPACT SUBGRADE TO 95% OF MAXIMUM MODIFIED PROCTOR DENSITY AS PER ASTM D-1557-70 WITH A HEAVY VIBRATORY COMPACTOR UNDER THE SUPERVISION OF A LICENSED GEOTECHNICAL ENGINEER PRIOR TO INSTALLING FILL OR BACKFILL. 9. NO FOOTINGS SHALL BE PLACED ABOVE 1 VERTICAL ON 2 HORIZONTAL NO FOOTINGS SHALL BE PLACED ABOVE 1 VERTICAL ON 2 HORIZONTAL SLOPE EXTENDED FROM THE CLOSEST EDGE OF ANY UNDISTURBED SOIL OR OTHER FOUNDATION STRUCTURE. BOTTOM OF FOOTINGS SHALL NOT BE LESS THAN 3'-6" BELOW FINISHED GRADE. 10. SHOULD ROCK BE ENCOUNTERED AT FOOTING BEARING ELEVATION, THE SHOULD ROCK BE ENCOUNTERED AT FOOTING BEARING ELEVATION, THE ROCK SHALL BE OVER EXCAVATED A MINIMUM OF 12" AND REPLACED WITH A CUSHION OF CONTROLLED COMPACTED FILL. 11. CONTRACTOR SHALL CONTROL SURFACE AND SUBSURFACE WATER DURING CONTRACTOR SHALL CONTROL SURFACE AND SUBSURFACE WATER DURING CONSTRUCTION SO THAT THE FOUNDATION WILL BE CONSTRUCTED ON DRY SOIL/ROCK. DEWATERING OF THE SITE, INCLUDING METHODS OF DEWATERING AND CALCULATIONS, DURING CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 12. NO FOUNDATION SHALL BE PLACED IN WATER OR FROZEN GROUND. NO FOUNDATION SHALL BE PLACED IN WATER OR FROZEN GROUND. 13. ALL UNSUITABLE MATERIALS SHALL BE REMOVED FROM SUBGRADE AND ALL UNSUITABLE MATERIALS SHALL BE REMOVED FROM SUBGRADE AND BACKFILL AREAS AND BACKFILLED WITH ACCEPTABLE FILL ACCORDING TO THE SPECIFICATIONS AND COMPACTED TO THE SPECIFIED BEARING CAPACITY. 14. ALL CRUSHED STONE FILL BLANKETS BENEATH SLAB ON GRADE SHALL ALL CRUSHED STONE FILL BLANKETS BENEATH SLAB ON GRADE SHALL COMPLY WITH THE PROJECT'S SOILS ENGINEER AND/OR REPORT. 15. NO BACKFILLING SHALL BE DONE AGAINST FOUNDATION AND RETAINING NO BACKFILLING SHALL BE DONE AGAINST FOUNDATION AND RETAINING WALLS UNTIL CONCRETE HAS ATTAINED 75% OF ITS DESIGN STRENGTH. BEFORE BACKFILLING, PROVIDE BRACING FOR WALL SUSTAINING MORE THAN 3 FEET OF EARTH PRESSURE, BRACING SHALL REMAIN IN PLACE UNTIL ALL SLABS AND BEAMS FRAMING INTO WALL HAVE BEEN PLACED AND SET. 16. IN NO CASE SHALL HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8 FEET IN NO CASE SHALL HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8 FEET FROM ANY FOUNDATION WALL. IF IT IS NECESSARY TO OPERATE SUCH EQUIPMENT CLOSER THAN 8 FEET TO THE WALL, THE CONTRACTOR SHALL BE THE SOLE RESPONSIBLE PARTY AND SHALL PROVIDE ADEQUATE SUPPORTS, OR BRACE THE WALL AT THEIR OWN EXPENSE TO WITHSTAND THE ADDITIONAL LOADS SUPERIMPOSED FROM SUCH EQUIPMENT. PILE GENERAL NOTES 1. THE OWNER WILL RETAIN THE SERVICES OF A GEOTECHNICAL ENGINEER THE OWNER WILL RETAIN THE SERVICES OF A GEOTECHNICAL ENGINEER LICENSED IN THE STATE OF NEW JERSEY TO INSPECT THE PILING OPERATIONS & DETERMINE THE ACCEPTABILITY OF THE PILES. THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER, IN WRITING, 5 DAYS PRIOR TO THE START OF PILE DRIVING OPERATIONS. THE NOTICE WILL STATE; A. TYPE OF PILES TO BE INSTALLED INCLUDING DETAILS OF TIP TYPE OF PILES TO BE INSTALLED INCLUDING DETAILS OF TIP REINFORCEMENT, ETC. B. TYPE, MANUFACTURER, AND MODEL OF THE PROPOSED DRIVING TYPE, MANUFACTURER, AND MODEL OF THE PROPOSED DRIVING EQUIPMENT, INCLUDING HAMMER DATA C. DESCRIPTION AND DETAILS OF LEADS, CUSHIONS, CAP BLOCKS, DESCRIPTION AND DETAILS OF LEADS, CUSHIONS, CAP BLOCKS, CRANE, AND OTHER DRIVING APPURTENANCES D. DESCRIPTION OF THE DRIVING METHODS TO BE USED INCLUDING DESCRIPTION OF THE DRIVING METHODS TO BE USED INCLUDING METHODS FOR PENETRATING OBSTRUCTIONS TO DRIVING AT AND BELOW THE GROUND SURFACE, WHERE REQUIRED. 2. ALL PILES WILL BE DRIVEN IN THE PRESENCE OF THE GEOTECHNICAL ALL PILES WILL BE DRIVEN IN THE PRESENCE OF THE GEOTECHNICAL ENGINEER WHO WILL MAINTAIN AN INDEPENDENT RECORD OF THE HAMMER BLOWS PER FOOT OF DRIVING FOR EACH PILE. THE CONTRACTOR WILL CONDUCT HIS OPERATIONS SO AS NOT TO OBSTRUCT PREPARATION OF RECORDS BY THE ENGINEER. 3. THE CONTRACTOR SHALL KEEP A DRIVING RECORD FOR THE FULL LENGTH THE CONTRACTOR SHALL KEEP A DRIVING RECORD FOR THE FULL LENGTH OF EACH PILE. THE RECORD WILL INCLUDE THE PROJECT NAME & NUMBER, COMPUTED PILE CAPACITY, TYPE AND SIZE OF HAMMER USED, TYPE OF PILE DRIVING CAP USED, RATE OF OPERATION OF PILE DRIVING EQUIPMENT, PILE DIMENSIONS, ELEVATION OF POINT, ELEVATION OF BUTT BEFORE & AFTER CUTOFF, GROUND ELEVATION, CONTINUOUS RECORD OF NUMBER OF BLOWS FOR EACH FOOT OF PENETRATION, PILE DEVIATION, PILE HEAVE, & ANY UNUSUAL OCCURRENCES DURING PILE DRIVING. TWO COPIES OF THE PILE LOG WILL BE SUBMITTED TO THE ENGINEER. 4. TIMBER PILES: TIMBER PILES: A. THE PILES TO BE DRIVEN WILL CONSIST OF TREATED TIMBER PILES THE PILES TO BE DRIVEN WILL CONSIST OF TREATED TIMBER PILES HAVING A MINIMUM TIP DIAMETER OF 8 INCHES AND MEETING THE REQUIREMENTS OF ASTM D25 "STANDARD SPECIFICATION FOR ROUND TIMBER PILES". B. PILES SHALL BE PRESERVATIVE TREATED, CLEAN PEELED SOUTHERN PILES SHALL BE PRESERVATIVE TREATED, CLEAN PEELED SOUTHERN PINE, ASTM D 25, PRESSURE IMPREGNATED IN ACCORDANCE WITH AWPA U1 EXTREME DUTY, GROUND CONTACT AND MARINE USE. C. TIMBER PILES SHALL BE FITTED WITH A STEEL BOOT SIMILAR TO THE TIMBER PILES SHALL BE FITTED WITH A STEEL BOOT SIMILAR TO THE 'RIVAL' BOOT AS MANUFACTURED BY LB FOSTER. 5. PIPE PILES: PIPE PILES: A. PILES SHALL CONSIST OF 10 3/4 INCH (10.75 INCH) DIAMETER PILES SHALL CONSIST OF 10 3/4 INCH (10.75 INCH) DIAMETER STEEL PIPE PILE WITH A 3/8 INCH (0.375 INCH) WALL THICKNESS CONFORMING TO ALL REQUIREMENTS OF ASTM A 252 "STANDARD SPECIFICATION FOR WELDED AND SEAMLESS STEEL PIPE PILES, GRADE 2". B. THE UPPER 20 FEET OF EACH PILE SHOULD BE PROTECTED FROM THE UPPER 20 FEET OF EACH PILE SHOULD BE PROTECTED FROM CORROSION BY A SHOP-APPLIED COATING OF COAL TAR EPOXY SIMILAR TO CARBOLINE BITUMASTIC NO. 300 M (STEEL STRUCTURE PAINTING COUNCIL SPEC. SSPC-PT-16). C. PILE SPLICES SHALL BE MADE BY USING DFP S-1800 SPLICE PILE SPLICES SHALL BE MADE BY USING DFP S-1800 SPLICE MANUFACTURED BY DFP FOUNDATION PRODUCTS, INC. OR AN APPROVED EQUAL. THE UPPER AND LOWER FLANGES OF THE SPLICER SHALL BE CONTINUOUSLY WELDED TO THE OUTSIDE PILE FACE TO PROVIDE A WATERTIGHT JOINT. PILE TIP REINFORCEMENT SHALL CONSIST OF A 3/4 INCH THICK FLAT CLOSURE PLATE. THE BOTTOM EDGE OF THE PIPE SHALL BE CONTINUOUSLY WELDED TO THE PLATE TO PROVIDE A WATERTIGHT JOINT. 6. THE CONTRACTOR WILL PROVIDE PILE DRIVING EQUIPMENT OF A TYPE THE CONTRACTOR WILL PROVIDE PILE DRIVING EQUIPMENT OF A TYPE GENERALLY USED IN STANDARD PILE DRIVING PRACTICE, OPERATED AT MANUFACTURER'S SPECIFIED RATE, TO DEVELOP THE REQUIRED RATED ENERGY PER BLOW. 7. PILES SHALL BE DRIVEN WITH A SINGLE-ACTING STEAM/AIR HAMMER HAVING PILES SHALL BE DRIVEN WITH A SINGLE-ACTING STEAM/AIR HAMMER HAVING A MINIMUM RATED ENERGY OF 15,000 FOOT-POUNDS PER BLOW. THE HAMMER SHALL BE IN GOOD OPERATING CONDITION AND BE CAPABLE OF EFFICIENTLY DELIVERING THE RATED ENERGY TO THE PILE. THE HAMMER SHALL BE OUTFITTED WITH A CAST STEEL OR STRUCTURAL STEEL DRIVING CAP WITH A CUSHION AND BASE CONFORMING TO THE PILE SHAPE. THE BEARING SURFACES OF THE CAP SHALL BE MAINTAINED IN A CLEAN, SMOOTH & TRUE CONDITION AT ALL TIMES. CONSIDERATION WILL BE GIVEN TO ALTERNATIVE EQUIPMENT SHOULD SUCH EQUIPMENT BE DEEMED APPROPRIATE BY THE CONTRACTOR DUE TO SPECIFIC SITE CONDITIONS, PROTECTION OF EXISTING FACILITIES OR OTHER FACTORS. 8. PILES WILL BE DRIVEN WITH RIGID-TYPE PILE DRIVER LEADS OR BY OTHER PILES WILL BE DRIVEN WITH RIGID-TYPE PILE DRIVER LEADS OR BY OTHER MEANS THAT WILL HOLD THE PILE FIRMLY IN POSITION & ALIGNMENT, & IN AXIAL ALIGNMENT WITH THE HAMMER. THE LEADS WILL BE CONSTRUCTED TO PERMIT THE FULL WEIGHT OF THE HAMMER TO FREELY REST ON THE PILE DURING DRIVING. THE USE OF FREE-SWINGING OR FLYING HAMMERS AND FOLLOWERS WILL NOT BE PERMITTED. 9. PILES SHALL BE DRIVEN INTO THE BEARING STRATA UNTIL THE FINAL PILES SHALL BE DRIVEN INTO THE BEARING STRATA UNTIL THE FINAL DRIVING RESISTANCE IS ACHIEVED. THE FINAL DRIVING RESISTANCE SHALL BE AT LEAST THAT RESISTANCE CORRESPONDING TO THE SPECIFIED DESIGN LOAD AS DETERMINED BY THE WAVE EQUATION ANALYSIS AND CONFIRMED BY PDA TESTING & CAPWAP ANALYSIS. TIMBER PILES: 30 TON WORKING, 60 TON ULTIMATE PIPE PILES: 40 TON WORKING; 80 TON ULTIMATE HEADWALL PIPE PILES: 70 TON WORKING; 140 ULTIMATE 10. OBSTRUCTIONS ENCOUNTERED DURING THE COURSE OF DRIVING SHALL BE OBSTRUCTIONS ENCOUNTERED DURING THE COURSE OF DRIVING SHALL BE REMOVED BY EXCAVATION. EXCESSIVE DRIVING TO PENETRATE OBSTRUCTIONS WILL NOT BE PERMITTED IN ORDER TO MINIMIZE PILE DAMAGE. 11. PRE-AUGERING OR OTHER APPROVED METHODS MAY BE USED TO ADVANCE PRE-AUGERING OR OTHER APPROVED METHODS MAY BE USED TO ADVANCE THE PILES BUT FINAL SET SHALL BE ACHIEVED BY STANDARD DRIVING METHODS AS ABOVE. ADJUSTMENT OF THE FINAL DRIVING RESISTANCE WILL BE MADE TO COMPENSATE FOR THE RESISTANCE IN THE OVERBURDEN AS DIRECTED BY THE GEOTECHNICAL ENGINEER. 12. PILE DRIVING SHOULD START AT AND PROGRESS AWAY FROM EXISTING PILE DRIVING SHOULD START AT AND PROGRESS AWAY FROM EXISTING STRUCTURES. 13. ALL PILES WILL BE MARKED BY THE CONTRACTOR BEFORE DRIVING BY ALL PILES WILL BE MARKED BY THE CONTRACTOR BEFORE DRIVING BY PAINTING A HORIZONTAL LINE AT 1 FOOT INTERVALS. DRIVING OPERATIONS WILL BE CONDUCTED SO AS NOT TO OBSCURE THE MARKINGS. 14. PILES SHALL BE DRIVEN SO AS TO CAREFULLY MAINTAIN THE CENTER OF PILES SHALL BE DRIVEN SO AS TO CAREFULLY MAINTAIN THE CENTER OF GRAVITY OF EACH GROUP OR CLUSTER OF PILES TO CONFORM TO THE LOCATIONS SHOWN ON THE DRAWINGS. PILES SHALL BE DRIVEN WITHIN 6 INCHES OF THE LOCATION INDICATED FOR THE CENTER OF GRAVITY OF EACH SINGLE PILE OR PILE GROUP. CONTRACTOR SHALL FURNISH A SURVEY TO DEFINE AS- DRIVEN PILE LOCATIONS. WHERE PILES, AS DRIVEN, EXCEED THE TOLERANCES STATED ABOVE THE ENGINEER SHALL BE CONSULTED FOR REDESIGN OF THE PILE CAP AND/OR DRIVING OF ADDITIONAL PILES. 15. PILES WILL BE DRIVEN SO AS TO MAINTAIN THE VERTICALITY OF 2 INCHES PILES WILL BE DRIVEN SO AS TO MAINTAIN THE VERTICALITY OF 2 INCHES IN 10 FEET FROM THE VERTICAL AS A FINAL CRITERION & A MAXIMUM OF 6 INCHES MEASURED WHEN THE PILE IS ABOVE GROUND, IN THE LEADS. THE LEADS AND THE PILE SHOULD BE CAREFULLY ALIGNED VERTICALLY BEFORE DRIVING. DURING DRIVING, EXERCISE CARE TO PREVENT AND TO CORRECT ANY TENDENCY OF PILES TO TWIST OR ROTATE. 16. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN RECORDS OF LEVEL THE CONTRACTOR SHALL PROVIDE AND MAINTAIN RECORDS OF LEVEL SURVEY OBSERVATIONS MADE DURING PILE DRIVING TO DETERMINE WHETHER A DRIVEN PILE HAS LIFTED FROM ITS ORIGINAL SEAT (HEAVED) DURING THE DRIVING OF ADJACENT PILES. IF UPLIFT OCCURS, CONTRACTOR WILL REDRIVE THE AFFECTED PILES TO A POINT ELEVATION AT LEAST AS DEEP AS THE ORIGINAL POINT ELEVATION WITH A DRIVING RESISTANCE AT LEAST AS GREAT AS THE ORIGINAL DRIVING RESISTANCE. 17. PILES WILL BE DRIVEN SO AS NOT TO SUBJECT THEM TO EXCESSIVE AND PILES WILL BE DRIVEN SO AS NOT TO SUBJECT THEM TO EXCESSIVE AND UNDUE ABUSE. ANY PILE BROKEN, BENT, BUCKLED, ETC., BY REASON OF INTERNAL DEFECTS OR BY IMPROPER DRIVING WILL BE CONSIDERED DAMAGED. DAMAGED PILES AND PILES DRIVEN OUT OF LOCATION WILL BE REJECTED AND NOT INCLUDED IN THE WORK. 18. PILES REJECTED AFTER DRIVING MAY BE ABANDONED & CUT OFF OR PILES REJECTED AFTER DRIVING MAY BE ABANDONED & CUT OFF OR WITHDRAWN AS REQUIRED BY THE GEOTECHNICAL ENGINEER. AS REQUIRED BY THE GEOTECHNICAL ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFE AND PROPER DISPOSAL OF ALL PILES THAT ARE REMOVED OR CUT OFF DUE TO DAMAGE. ADDITIONAL PILES WILL BE DRIVEN TO REPLACE THE REJECTED PILES AT NEW DESIGNATED LOCATIONS. SUCH CORRECTIVE CONSTRUCTION & PROPOSED RELOCATION WILL BE APPROVED BY THE OWNER'S GEOTECHNICAL ENGINEER. 19. CONTRACTOR SHALL CONSULT WITH THE OWNER'S GEOTECHNICAL CONTRACTOR SHALL CONSULT WITH THE OWNER'S GEOTECHNICAL ENGINEER TO DETERMINE MINIMUM REQUIRED DEPTH OF PENETRATION OF PILES IN EACH AREA WHERE PILES ARE BEING DRIVEN. 20. DYNAMIC PILE TESTING (PDA) SHALL BE PERFORMED BY THE DYNAMIC PILE TESTING (PDA) SHALL BE PERFORMED BY THE CONTRACTOR DURING INITIAL DRIVING ON THE FIRST PRODUCTION PILE DRIVEN TO ASSESS PILE INSTALLATION STRESSES & INTEGRITY AS WELL AS TO EVALUATE PILE CAPACITY. CAPWAP ANALYSIS OF THE DYNAMIC PILE TESTING DATA SHALL BE PERFORMED FOR DRIVE SYSTEM PERFORMANCE AND CAPACITY EVALUATION & SUBMITTED TO THE OWNER'S GEOTECHNICAL ENGINEER FOR REVIEW PRIOR TO CONTINUED DRIVING OF PRODUCTION PILES. PERFORM PDA TESTS ON ALL INDICATOR PILES. PERFORM PDAS ON 5%, BUT NOT LESS THAN 2, OF THE PRODUCTION PILES OF EACH TYPE AND LOAD CLASS. HELICAL PILES: 1. ALL PILES SHALL BE HELICAL 1 " ROUND CORNER SQUARE SHAFT ALL PILES SHALL BE HELICAL 1 " ROUND CORNER SQUARE SHAFT 34" ROUND CORNER SQUARE SHAFT PULLDOWN MICROPILES (HPM) AND APPURTENANCES. HPMS ARE ALL APPURTENANCES. HPMS ARE ALL TO BE INSTALLED BY A FACTORY CERTIFIED INSTALLER. CONTRACTOR SHALL SUBMIT COPY OF CERTIFICATION AND CUT SHEETS OF PROPOSED PILES TO ENGINEER FOR REVIEW AND APPROVAL PRIOR TO START OF WORK. PILE MANUFACTURER SHALL HAVE AN ICC-ESR FOR THE PRINCIPAL PILE COMPONENTS. 2. EACH HPM SHALL HAVE A LEAD SECTION WITH 3 HELIXES OF 8 INCH, 10 EACH HPM SHALL HAVE A LEAD SECTION WITH 3 HELIXES OF 8 INCH, 10 INCH AND 12" DIAMETER. LEAD SECTIONS SHALL BE 5 OR 7 FEET LONG. HELICAL PILE EXTENSIONS SHALL BE 5 FEET LONG. LEAD SECTIONS AND EXTENSIONS SHALL HAVE A MINIMUM ASO ALLOWABLE STRENGTH TORQUE CAPACITY OF 10,400 LB-FT. EACH HPM SHALL HAVE A WORKING LOAD CAPACITY OF 20 KIPS AND AN ULTIMATE CAPACITY OF 60 KIPS. 3. HPMS SHALL HAVE A 5 INCH LEAD DISPLACEMENT PLATE AND 5 INCH HPMS SHALL HAVE A 5 INCH LEAD DISPLACEMENT PLATE AND 5 INCH EXTENSION DISPLACEMENT PLATES FOR EVERY DISPLACEMENT PLATE 4. GROUT SHALL BE MIXED WITH EQUIPMENT CAPABLE OF PROVIDING A GROUT SHALL BE MIXED WITH EQUIPMENT CAPABLE OF PROVIDING A STEADY SUPPLY AT THE REQUIRED LEVEL OF PRODUCTION. PREPACKAGED GROUT SHALL HAVE THE WATER-CEMENT RATIO RECOMMENDED BY THE MANUFACTURER. NEAT CEMENT GROUT SHALL HAVE A WATER-CEMENT RATIO BETWEEN 0.4 AND 0.5. 5. HPMS, EXTENSIONS AND APPURTENANCES SHALL BE HOT-DIPPED HPMS, EXTENSIONS AND APPURTENANCES SHALL BE HOT-DIPPED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A123 AND/OR ASTM A153. 6. ALL PILE INSTALLATION OPERATIONS SHALL BE SUPERVISED BY A LICENSED ALL PILE INSTALLATION OPERATIONS SHALL BE SUPERVISED BY A LICENSED PROFESSIONAL ENGINEER. THE INSPECTOR SHALL KEEP A COMPLETE RECORD OF THE PILE INSTALLATION OPERATION. 7. HPMS SHALL ATTAIN A MINIMUM DEPTH OF 20 FEET, WITH AN ANTICIPATED HPMS SHALL ATTAIN A MINIMUM DEPTH OF 20 FEET, WITH AN ANTICIPATED DRIVING DEPTH OF 40 FEET WITH A MINIMUM TORQUE OF 6,000 LB/FT. (OR AS SPECIFIED IN THE MANUFACTURER'S ESR) TO ATTAIN THE REQUIRED LOAD CAPACITY SUBJECT TO THE FOLLOWING PROVISIONS: A. IF THE MINIMUM TORQUE REQUIREMENT HAS NOT BEEN SATISFIED AT IF THE MINIMUM TORQUE REQUIREMENT HAS NOT BEEN SATISFIED AT THE TARGET DEPTH LEVEL, THE CONTRACTOR SHALL INSTALL THE HPM DEEPER USING ADDITIONAL EXTENSIONS UNTIL THE SPECIFIED TORQUE LEVEL IS OBTAINED. IF THE MINIMUM TORQUE IS ACHIEVED BEFORE THE TARGET ELEVATION IS REACHED, THE HPM SHALL EXTEND TO THE TARGET ELEVATION. B. HPMS EXCEEDING THE MAXIMUM RATED TORQUE CAPACITY BUT NOT HPMS EXCEEDING THE MAXIMUM RATED TORQUE CAPACITY BUT NOT ACHIEVING THE REQUIRED TARGET DEPTH SHOULD BE EVALUATED BY THE GEOTECHNICAL ENGINEER TO DETERMINE THEIR ACCEPTABILITY. CONTRACTOR MAYBE REQUIRED TO PREDRILL TO REMOVE OBSTRUCTIONS. ANY PILES LESS THAN THE REQUIRED DEPTH SHALL REQUIRE SPECIFIC ACCEPTANCE BY THE ENGINEER. 8. HPMS SHOULD BE INSTALLED AS SHOWN ON THE ENGINEER'S PLAN. ALL HPMS SHOULD BE INSTALLED AS SHOWN ON THE ENGINEER'S PLAN. ALL CHANGES IN PILE LOCATION MUST BE APPROVED BY THE ENGINEER. 9. IF UNDERGROUND OBSTRUCTIONS ARE ENCOUNTERED DURING INSTALLATION, IF UNDERGROUND OBSTRUCTIONS ARE ENCOUNTERED DURING INSTALLATION, THE CONTRACTOR SHALL HAVE THE OPTION OF REMOVING THE OBSTRUCTION, IF POSSIBLE, OR RELOCATING THE HPM WITH THE ENGINEER'S APPROVAL. THE LATTER OPTION MAY REQUIRE THE RELOCATION OF ADJACENT HPMS. 10. THE HPMS SHALL BE CONNECTED TO THE STRUCTURE USING THE NEW THE HPMS SHALL BE CONNECTED TO THE STRUCTURE USING THE NEW CONSTRUCTION CAPS AS SHOWN ON ENGINEER'S PLAN. THESE CONNECTION DEVICES SHALL BE CAPABLE OF SAFETY TRANSFERRING THE STRUCTURAL LOADS TO THE HPM. 11. WRITTEN INSTALLATION RECORDS SHALL BE OBTAINED FOR EACH HPM. WRITTEN INSTALLATION RECORDS SHALL BE OBTAINED FOR EACH HPM. THESE RECORDS SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING: A. PROJECT NAME AND/OR LOCATION. PROJECT NAME AND/OR LOCATION. B. NAME OF CONTRACTOR'S FOREPERSON OR REPRESENTATIVE WHO NAME OF CONTRACTOR'S FOREPERSON OR REPRESENTATIVE WHO WITNESSED THE INSTALLATION. C. DATE AND TIME OF INSTALLATION. DATE AND TIME OF INSTALLATION. D. LOCATION AND REFERENCE NUMBER OF EACH HPM. LOCATION AND REFERENCE NUMBER OF EACH HPM. E. DESCRIPTION OF LEAD SECTION AND EXTENSIONS INSTALLED. DESCRIPTION OF LEAD SECTION AND EXTENSIONS INSTALLED. F. OVERALL DEPTH OF INSTALLATIONS REFERENCED FROM BOTTOM OF OVERALL DEPTH OF INSTALLATIONS REFERENCED FROM BOTTOM OF SLAB OR FOOTING. G. TORQUE READING FOR THE LAST 3 FEET OF INSTALLATION IF TORQUE READING FOR THE LAST 3 FEET OF INSTALLATION IF PRACTICAL. IN LIEU OF THIS REQUIREMENT, THE TERMINAL TORQUE SHALL BE RECORDED AS A MINIMUM. H. ANY OTHER RELEVANT INFORMATION RELATING TO THE INSTALLATION A ANY OTHER RELEVANT INFORMATION RELATING TO THE INSTALLATION A REPORT OF INSPECTIONS SHALL BE SUBMITTED TO THE CONSTRUCTION OFFICIAL UPON COMPLETION OF THE WORK. 12. ANY VOID AROUND THE UPPER PORTION OF AN HPM SHALL BE BACKFILLED ANY VOID AROUND THE UPPER PORTION OF AN HPM SHALL BE BACKFILLED WITH GROUT.