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HomeMy WebLinkAbout(08) S2-002u I 3 lil 5 I 7 ii f: 2 EL STRUCTURAL MASONRY SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION NOT PROVIDED IN THE SECTIONS BELOW. MATERIALS: a. ALL CONCRETE MASONRY UNIT (CMU) WALLASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (P„ J OF 2000 PSI, UNLESS OTHERWISE NOTED. b. REINFORCING SHALL BE GRADE 60 STEEL CONFORMING TO ASTM A615, UNLESS OTHERWISE NOTED. CONSTRUCTION: a. ALL MASONRY WALLS SHOWN ON STRUCTURAL PLANS ARE LOAD -BEARING, UNLESS NOTED OTHERWISE. b. SEE ARCHITECTURAL DRAWINGS FOR ALL OPENING DIMENSIONS AND LOCATIONS. C. ALL CELLS WITH VERTICAL REINFORCING AND ALL BOND BEAMS SHALL BE SOLID GROUTED PER THE FULL HEIGHT AND WIDTH OF WALL IN WHICH THEY ARE LOCATED. J. COMPRESSIVE STRENGTH OF CMU ASSEMBLIES SHALL BE VERIFIED BY PRISM TESTING BEFORE AND DURING CONSTRUCTION. e. RUNNING BOND SHALL BE USED FOR ALL MASONRY WORK UNLESS OTHERWISE NOTED. I. SEE ARCHITECTURAL DRAWINGS FOR MASONRY VENEER JOINT LOCATIONS. g. HOLLOW MASONRY UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HORIZONTALAND VERTICAL EDGES OF FACE SHELLS. WEBS SHALL ALSO BE BEDDED IN MORTAR AT ALL UNITS. h. GROUTING OPERATIONS FOR ANY SECTION WALL SHALL BE COMPLETED OVER I -DAY DURATION WITH NO INTERRUPTIONS IN GROUTING PLACEMENT GREATER THAN I -HOUR. GROUT PLACEMENT SHALL BE STOPPED 1 %" BELOW THE TOP COURSE OF BLOCK OR %" BELOW THE TOP OF BOND BEAMS TO BE COMPLETED DURING THE OPERATIONS THAT DAY TO FORM A KEY. REINFORCING: TYPICAL REINFORCING: 8" CMU: VERTICALBARS: #5AT24"0.C.ATCENTERLINE HORIZONTAL BARS: (2) #4 x CONT. AT 8'-0" O.C. IN BOND BEAMS 12" CMU: VERTICAL BARS: #6 AT 24" O.C. AT EACH FACE HORIZONTAL BARS: (2) #4 x CONT. AT 4'-0" O.C. IN BOND BEAMS a. MINIMUM WALL REINFORCING NOTED IN THIS SECTION SHALL BE PROVIDED TYPICALLY, UNLESS OTHERWISE NOTED ON PLANS, DETAILS AND WALL ELEVATIONS: b. PROVIDE JOINT REINFORCING ATALL WALLS PER SPECIFICATIONS IN ADDITION TO HORIZONTAL REINFORCING REQUIREMENTS. C. WHERE SINGLE BAR HORIZONTAL REINFORCING IS PROVIDED, STAGGER THE PLACEMENT OF THE BARS EITHER SIDE OF THE VERTICAL BARS OVER THE HEIGHT OF THE WALL. d. PROVIDE ADDITIONAL REINFORCING AT WALL ENDS, OPENING JAMBS AND INTERSECTIONS e. ADDITIONAL VERTICAL REINFORCING EACH SIDE OF OPENINGS SHALL RUN CONTINUOUS BETWEEN FOUNDATION AND FLOOR/ROOF AND FLOOR-TO-FLOOR/ROOF UNLESS SPECIFICALLY NOTED OTHERWISE. I. WHEN EACH FACE VERTICAL REINFORCING IS REQUIRED PLACE BAR CENTERLINES 25IB" FROM EACH FACE OF MASONRY, UNLESS OTHERWISE NOTED. 9. LINTELS SHALL BE REINFORCED WITH(2)#5 X CONTINUOUS HORIZONTAL BARS IN LINTEL BLOCKS, UNLESS OTHERWISE NOTED (SEE ELEVATIONS). EXTEND THE REINFORCING 3'4-PAST THE EDGE OF OPENING BELOW, EACH SIDE, WITH STANDARD ACI 90 DEGREE DOWNWARD HOOKS. WHERE LESS THAN 3'4' IS NOT AVAILABLE BEFORE AN ADJACENT WALL END OR OPENING, EXTEND REINFORCING TO 3" CLEAR FROM ADJACENT WALL END OR OPENING EDGE AND PROVIDE STANDARD 90-DEGREE DOWNWARD HOOK. THIS MINIMUM LINTEL REINFORCING IS REQUIRED ATALL NON -LOAD BEARING WALL AND INTERIOR PARTITION LINTEL CONDITIONS AS WELL. ALL LINTEL BEAMS SHALL HAVE A MINIMUM DEPTH OF 24 INCHES AND SHALL BE GROUTED SOLID FOR THEIR FULL LENGTH INCLUDING 3'4" PAST EACH OPENING EDGE, FOR BOTH LOAD AND NON -LOAD BEARING WALLS APPLICATIONS. h. LINTELS SHALL HAVE #4 VERTICAL BAR STIRRUPS AT 16" ON CENTER ABOVE THE OPENING, UNLESS NOTED OTHERWISE. THESE BARS SHALL HAVE 180 DEGREE HOOKS AT THEIR ENDS ABOVE THE OPENING; 3 INCHES CLEAR, WITH HOOK DIRECTIONS ALTERNATING WITH EVERY OTHER BAR. THESE BAR EXTEND 48 INCHES MINIMUM ABOVE THE OPENING; WHERE 48 INCHES IS NOT AVAILABLE, PROVIDE 135 DEGREE HOOKS AROUND TOP COURSE BOND BEAM REINFORCING. FOR LINTEL SECTIONS ABOVE OPENINGS THAT ARE GREATER THAN 48 INCHES TALL, PROVIDE TYPICAL VERTICAL AND HORIZONTAL REINFORCING IN ADDITION TO THE #4 VERTICAL BAR STIRRUPS DESCRIBED ABOVE. LINTEL STIRRUP REINFORCING SHALL BE PROVIDED AT BOTH LOAD AND NON -LOAD BEARING WALL APPLICATIONS. I. SILLS SHALL BE REINFORCED WITH (2) #5 X CONTINUOUS HORIZONTAL BARS IN BOND BEAMS AND EXTENDED T45 PAST THE EDGE OF OPENING ABOVE, EACH SIDE. WHERE LESS THAN T45 IS NOT AVAILABLE BEFORE AN ADJACENT WALL END OR OPENING, EXTEND REINFORCING TO T CLEAR FROM ADJACENT WALL END OR OPENING EDGE AND PROVIDE STANDARD 90-DEGREE DOWNWARD HOOK. j. PROVIDE TWO COURSES OF BOND BEAMS WITH(2)#4 X CONTINUOUS HORIZONTAL REINFORCING BARS EACH (4 TOTAL) MINIMUM AT EACH FLOOR AND ROOF LINE SUCH THAT ONE FULL MASONRY COURSE OCCURS BELOW THE BOTTOM OF DECK ELEVATION, UNLESS NOTED OTHERWISE. k. PROVIDE ONE BOND BEAM WITH(2)#4 X CONTINUOUS HORIZONTAL REINFORCING BARS AT TOPS OF WALLS. I. AT CORNERS, PROVIDE ADDITIONAL CORNER BARS TO MATCH THE SIZE AND SPACING HORIZONTAL WALL REINFORCING, UNLESS OTHERWISE NOTED. THE LEGS OF THE CORNER BARS SHALL BE MINIMUM OF ONE LAP LENGTH EACH WAY FROM A STANDARD ACI REINFORCING BEND AT THE CORNER AND MATCH THE CONFIGURATION OF THE WALL CORNER PLAN LAYOUT. M. SEE DRAWING DETAIL SHEETS FOR ADDITIONAL REINFORCING REQUIREMENTS; ESPECIALLYAT JOIST, BEAM AND GIRDER CONNECTION LOCATIONS. n. DOWELS PERPENDICULAR TO MASONRY WALLS FOR SLABS OR OTHER CONCRETE CONSTRUCTION SHALL HAVE STANDARD ACI 318 90-DEGREE DOWNWARD HOOKS AROUND HORIZONTAL REINFORCING AND SHALL EXTEND A LAP LENGTH INDICATED IN THE SCHEDULE BELOW FROM THE FACE OF MASONRY WALL, UNLESS OTHERWISE NOTED. DOWELS SHALL BE SPACED TO MATCH THE VERTICAL WALL REINFORCING BELOW THE SLAB BEING CONNECTED, UNLESS OTHERWISE NOTED. o. ALL CELLS OF ALL LOAD -BEARING WALLS SHALL BE FILLED SOLID WITH CONCRETE GROUT FOR THE FULL LENGTH AND HEIGHT OF THE WALLS. p. ALL VERTICAL AND HORIZONTAL REINFORCING IS CONTINUOUS. PROVIDE LAP SPLICES AS REQUIRED FOR THE LENGTHS INDICATED IN THE SCHEDULE BELOW. COORDINATE LAP SPLICE LOCATIONS WITH FLOOR ELEVATIONS, TOPS OF WALLS AND LINTEL HORIZONTAL REINFORCING AS REQUIRED; SEE WALL ELEVATIONS FOR ANY SPECIFIC LOCATIONS AS INDICATED. q. ALL REINFORCING STEEL SHALL BE SECU RED AGAINST DISPLACEMENT PRIOR TO AND DURING GROUTING OPERATIONS BY WIRE POSITIONERS. POSITIONERS SHALL BE SPACED AT 24" ON CENTER ALONG EACH VERTICAL BAR LOCATION. r. REINFORCING BARS IN MASONRY WALLS SHALL NEVER BE CUT TO ALLOW FOR WORK FROM OTHER TRADES WITHOUT PRIOR APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD. LAP SPLICE SCHEDULE: VERTICAL TENSION AND COMPRESSION BARS: BAR SIZE #4 #5 #6 47 48 49 LENGTH (IN.) 24 40 49 91 108 143 HORIZONTAL TENSION AND COMPRESSION BARS: BAR SIZE #4 #5 LENGTH (IN.) 37 70 a. SPLICES OF VERTICAL BARS SHALL BE PLACED NEXT TO EACH OTHER IN PLAN TO MAINTAIN THE SAME CLEAR DISTANCE TO THE FACE OF THE MASONRY BLOCK UNITS, NOT INSET INTO THE CELL SUCH THAT THE CLEAR SPACING BETWEEN ADJACENT BARS IS REDUCED. F. SPLICES OF HORIZONTAL BARS SHALL BE PLACED ABOVE OR BELOW THE BAR TO BE SPLICED TO MAINTAIN THE SAME CLEAR DISTANCE TO THE FACE OF THE MASONRY BLOCK UNITS, NOT INSET INTO THE CELL SUCH THAT THE CLEAR SPACING BETWEEN ADJACENT BARS IS REDUCED. ANCHORS: a. ALL POST INSTALLED ANCHORS SHALL BE INSTALLED INTO SOLID -GROUTED MASONRY CELLS PER MANUFACTURER'S RECOMMENDATIONS. b. ADHESIVE ANCHORS SHALL BE HILTI HIT-HY 270 ADHESIVE ANCHORING SYSTEM CONFORMING TO THE REQUIREMENTS OF ICC-ES ESR4143 FOR THE MANUFACTURE AND INSTALLATION OF THE ANCHOR SYSTEM. c. CAST ANCHORS AND BOLTS SHALL BE INSERTED INTO WALL FOR THE EMBEDMENT DEPTH SHOWN IN THE DRAWING DETAILS, T MINIMUM, AND SURROUNDING CELLS WITHIN 1.5 TIMES THE EMBEDMENT DEPTH SHALL BE GROUTED SOLID TO ENCAPSULATE THE ANCHOR. SUBMITTALS: SUBMIT SHOP DRAWINGS THAT DEPICT REINFORCING LAYOUT FOR CMU WALLS THAT INDICATE THE TYPICAL REINFORCING AND ADDITIONAL REINFORCING REQUIREMENTS CALLED FOR IN THE STRUCTURAL DRAWINGS AND SPECIFICATIONS. MISCELLANEOUS: a. EMBEDDED PLATES WITH HEADED STUDS, ANCHOR RODS OR DEFORMED BAR ANCHORS SHALL BE WET SET IN BOND BEAMS, AFTER GROUT PLACEMENT WHILE THE GROUT IS STILL PLASTIC. b. PRIOR TO INSTALLING HOLES GREATER THAN 4 INCHES IN DIAMETER IN MASONRY WALLS THAT WERE NOT SPECIFICALLY DESIGNED FOR IN THE STRUCTURAL DRAWINGS, CONTACT STRUCTURAL ENGINEER OF RECORD FOR APPROVAL AND INSTALLATION REQUIREMENTS RELEASED FOR CONSTRUCTION Subject to compliance with all regulations of State and Local Codes City of Carried STATEMENT OF SPECIAL INSPECTIONS - GENERAL NOTES: STRUCTURAL OBSERVATIONS ARE REQUIRED FOR SEISMIC RESISTANCE AND WIND REQUIREMENTS STRUCTURAL OBSERVATIONS ARE THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM BY REGISTERED DESIGN PROFESSIONAL FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRU CTU RAL SYSTEM. SPECIAL INSPECTION AS SPECIFIED IS REQUIRED OF THE MATERIALS, INSTALLATION, FABRICATION, ERECTION OR PLACEMENT OF COMPONENTS AND CONNECTIONS REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. SPECIAL INSPECTORS SHALL MEET THE MINIMUM QUALIFICATIONS OF INTERNATIONAL BUILDING CODE 2015 SECTION 1704.2.1. CERTIFICATION IN ACCORDANCE WITH THE INTERNATIONAL CODE COUNCIL'S NATIONAL CERTIFICATION PROGRAM FOR SPECIAL INSPECTION QUALIFIES AS HAVING MET THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE 2015, SECTION 17M.2.1. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND- OR SEISMIC -FORCE -RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND -OR SEISMIC -RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SU BMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING: 1. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS; 2. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE ENGINEER OF RECORD; 3. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS; AND 4. IDENTIFICATION AND QUALIFICATIONS OF THE PERSONS) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION. BEARING WALL SYSTEMS: LIGHT -FRAME (WOOD) WALLS SHEATHED WITH WOOD STRUCTURAL PANELS MOMENT -RESISTING FRAME SYSTEM: STEEL MOMENT FRAMES NOT SPECIFICALLY DETAILED FOR SEISMIC VERIFY THAT ALL DRAG STRUTS, COLLECTORS, HOLD DOWNS, AND OTHER ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEMS AREAS INDICATED ON THE DRAWINGS. REQUIRED VERIFICATION AND INSPECTION OF SOILS: REQUIRED VERIFICATION AND INSPECTION CONTINUOUS PERIODIC YES NO VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO X ACHIEVE THE DESIGN BEARING CAPACITY. X VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. X X PERFORM CLASSIFICATION AND TESTING OF COMPACTED X X FILL MATERIALS. VERIFY USED OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF X X COMPACTED FILL. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT: HAS BEEN PREPARED X X PROPERLY. REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL: REQUIRED VERIFICATION AND INSPECTION CONTINUOUS PERIODIC YES NO MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK: - CONFORMS TO QUALITY ASSURANCE INSPECTION X X REQUIREMENTS OF SDI QA/QC INSPECTION OF WELDING: - COLD -FORMED STEEL DECK: - CONFORMS TO QUALITY ASSURANCE X X INSPECTION REQUIREMENTS OF SDI QA/QC - REINFORCING STEEL: - VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN X X ASTM A706. - INSPECT PER AWS DIA SINGLE -PASS X X FILLET WELDS 5116" MAXIMUM - INSPECT ALL OTHER WELDS PER AWS DI.4 X X - REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY X X ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT. - SHEAR REINFORCEMENT. X X -OTHER REINFORCING STEEL. X X REQUIRED VERIFICATION AND INSPECTION OF WOOD CONSTRUCTION: THE SPECIAL INSPECTOR SHALL INSPECT WOOD STRUCTURAL PANEL SHEATHING TO ASCERTAIN WHETHER IT IS OF THE GRADE AND THICKNESS SHOWN ON THE APPROVED BUILDING PLANS. ADDITIONALLY, THE SPECIAL INSPECTOR MUST VERIFY THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES, THE NAIL DIAMETER AND LENGTH, THE NUMBER OF FASTENER LINES AND THAT THE SPACING BETWEEN FASTENERS IN EACH LINE AND AT EDGE MARGINS AGREES WITH THE APPROVED CONSTRUCTION DOCUMENTS. WHERE METAL -PLATE -CONNECTED WOOD TRUSSES SPAN 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING AND THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING ARE INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING FIELD GLUING OPERATIONS OF ELEMENTS OF THE MAIN WIND OR SEISMIC FORCE -RESISTING SYSTEM. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING COMPONENTS WITHIN THE MAIN WIND OR SEISMIC FORCE -RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS. REQUIRED VERIFICATION AND INSPECTION OF ARCHITECTURAL. MECHANICAL AND ELECTRICAL COMPONENTS: REQUIRED VERIFICATION AND INSPECTION CONTINUOUS PERIODIC YES NO VERIFY THE FASTENING OF EXTERIOR CLADDING. X X VERIFY THE ERECTION AND ATTACHMENT OF INTERIOR AND X X EXTERIOR NONBEARING WALLS. VERIFY THE ERECTION AND FASTENING OF INTERIOR AND X X EXTERIOR VENEER. VERIFY THE ANCHORAGE OF STORAGE RACKS. X X VERIFY THE ANCHORAGE OF ACCESS FLOORS. X X VERIFY THE ANCHORAGE OF ELECTRICAL EQUIPMENT FOR X X EMERGENCY OR STANDBY POWER SYSTEMS. VERIFY THE ANCHORAGE OF OTHER ELECTRICAL EQUIPMENT. X X VERIFY THE INSTALLATION OF PIPING SYSTEMS INTENDED TO CARRY FLAMMABLE, COMBUSTIBLE OR HIGHLY TOXIC X X CONTENTS AND THEIR ASSOCIATED MECHANICAL UNITS. VERIFY THE INSTALLATION OF HVAC DUCTWORK THAT WILL X X CONTAIN HAZARDOUS MATERIALS. VERIFY THE INSTALLATION OF VIBRATION ISOLATION SYSTEMS WHERE THE CONSTRUCTION DOCUMENTS REQUIRE A NOMINAL CLEARANCE OF 1/4 INCHES OR LESS X X BETWEEN THE EQUIPMENT SUPPORT FRAME AND RESTRAINT. VERIFY THE INSTALLATION OF COMPONENTS REQUIRING SPECIAL INSPECTIONS PER OTHER PARTS OF THE STATEMENT OF SPECIAL INSPECTION. X VERIFY THE SEISMIC QUALIFICATION OF MECHANICAL AND ELECTRICAL EQUIPMENT. ALL MECHANICAL AND ELECTRICAL EQUIPMENT MUST HAVE THEIR SEISMIC QUALIFICATION X VERIFIED. REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION: REQUIRED VERIFICATION AND INSPECTION CONTINUOUS PERIODIC VES NO INSPECTION OF REINFORCING STEEL, INCLUDING X X PRESTRESSING TENDONS, AND PLACEMENT. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE "REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL". INSPECTION OF ANCHORS CAST IN CONCRETE. X X INSPECTION OF ADHESIVE ANCHORS INSTALLED IN X X HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS INSPECTIONS OF OTHER MECHANICAL OR ADHESIVE ANCHORS X X VERIFYING USE OF REQUIRED DESIGN MIX X X AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TEST, PERFORM SLUMP AND AIR X CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE X CONCRETE. SAMPLES FOR STRENGTH TESTS OF EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE TAKEN NOTLESSTHAN: - ONCE A DAY. - ONCE FOR EACH 50 CUBIC YARDS. - ONCE FOR EACH 2O00 SQUARE FEET OF SURFACE AREA FOR SLABS AND WALLS. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR X X PROPER APPLICATION TECHNIQUES. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING X X TEMPERATURE AND TECHNIQUES. INSPECTION OF PRESTRESSED CONCRETE: -APPLICATION OF PRESTRESSING FORCES. - GROUTING OF BONDED PRESTRESSING X X TENDONS IN THE SE ISM IG-FORCE-RES ISTING-SYSTEM. ERECTION OF PRECAST CONCRETE MEMBERS. X X VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST TENSIONED X X CONCRETE. VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND X X STRUCTURAL SLABS. INSPECT FORMWORK FOR SHAPE, LOCATION AND X DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. X SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360-10, SECTION N. SPECIAL INSPECTION FOR STRUCTURAL STEEL FOR SEISMIC FORCE -RESISTING SYSTEMS SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE REQUIREMENTS OF AISC 341-10, SECTION J IN ADDITION TO THE REQUIREMENTS OF AISC 360-10, SECTION N. SUMMARY OF AISC 360.10, SECTIONS N5: THIS IS A SUMMARY PROVIDED FOR CONVENIENCE ONLY AND SHALL NOT RELIEVE THE CONTRACTOR OR INSPECTOR OF ANY REQUIREMENTS OF AISC 360-10: OBSERVE (0): THE INSPECTOR SHALL OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS. OPERATIONS NEED NOT BE DELAYED PENDING OBSERVATIONS. PERFORM (P): THESE INSPECTIONS SHALL BE PERFORMED PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM. AISC 360-10, SECTION N5 -MINIMUM REQUIREMENTS FOR INSPECTION OF STRUCTURAL STEEL BUILDINGS: AISC 36040, TABLE N5.4-1: INSPECTION TASKS PRIOR TO WELDING QC QA WELDING PROCEDURE SPECIFICATIONS(WPSs) AVAILABLE P P MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE P P MATERIAL IDENTIFICATION(TYPE/GRADE) O O WELDER IDENTIFICATION SYSTEM O O FIT -UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY): -JOINT PREPARATION - DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) O O -CLEANLINESS (CONDITION OF STEEL SURFACES) -TACKING (TACK WELD QUALITYAND LOCATION) -BACKING TYPE AND FIT (IF APPLICABLE) CONFIGURATION AND FINISH OF ACCESS HOLES O O FIT -UP OF FILLET WELDS -DIMENSIONS(ALIGNMENT, GAPS AT ROOT) - CLEANLINESS (CONDITION OF STEEL SURFACES) O O -TACKING (TACK WELD QUALITY AND LOCATION) CHECK WELDING EQUIPMENT O AISC 360-10, TABLE N5.4-2: INSPECTION TASKS DURING WELDING QC QA USE OF QUALIFIED WELDERS O O CONTROL AND HANDLING OF WELDING CONSUMABLES -PACKAGING O O - EXPOSURE CONTROL NO WELDING OVER CRACKED TACKS O O ENVIRONMENTAL CONDITIONS - WIND SPEED WITHIN LIMITS O O - PRECIPITATION AND TEMPERATURE WPS FOLLOWED - SETTINGS ON WELDING EQUIPMENT -TRAVELSPEED -SELECTED WELDING MATERIALS O O - SHIELDING GAS TYPETLOW RATE - PREHEAT APPLIED - INTERPASS TEMPERATURE MAINTAINED (MIN/MAX) -PROPER POSITION (F, V. H. OH) WELDING TECHNIQUES - INTERPASS AND FINAL CLEANING O O -EACH PASS WITHIN PROFILE LIMITATIONS -EACH PASS MEETS QUALITY REQUIREMENTS AISC 360-10, TABLE N5.4-3: INSPECTION TASKS AFTER WELDING QC QA WELDS CLEANED O O SIZE, LENGTH, AND LOCATION OF WELDS P P WELDS MEET VISUAL ACCEPTANCE CRITERIA - CRACK PROHIBITION - WELD/BASE-METAL FUSION - CRATER CROSS SECTION P P - WELD PROFILES AND SIZE -UNDERCUT - POROSITY ARC STRIKES P P k-AREA (WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAVE BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB P P k-AREA FOR CRACKS WITHIN 3INCHES OF THE WELD). BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) P P REPAIR ACTIVITIES P P DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER P P NDT OF WELDED JOINTS: CJP GROOVE WELD NDT FOR STRUCTURES IN RISK CATEGORY III OR IV, ULTRASONIC TESTING (UT) SHALL BE PERFORMED BY QA ON ALL CJP GROOVE WELDS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING IN BUTT, T- AND CORNER JOINTS, IN MATERIALS 5116 INCH THICK OR GREATER. FOR STRUCTURES IN RISK CATEGORY II, UT SHALL BE PERFORMED BY QA ON 10% OF CJP GROOVE WELDS IN BUTT, T- AND CORNER JOINTS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING, IN MATERIALS 5/16 INCH THICK OR GREATER. ACCESS HOLE NOT THERMALLY CUT SURFACES OF ACCESS HOLES SHALL BE TESTED BY QA USING MAGNETIC PARTICLE TESTING (MT) OR PENETRANT TESTING (PT), WHEN THE FLANGE THICKNESS EXCEEDS 2INCHES FOR ROLLED SHAPES, OR WHEN THE WEB THICKNESS EXCEEDS 2INCHES FOR BUILT-UP SHAPES. ANY CRACK SHALL BE DEEMED UNACCEPTABLE REGARDLESS OF SIZE OR LOCATION. WELDED JOINTS SUBJECTED TO FATIGUE CJP WELDED JOINTS REQUIRE WELD SOUNDNESS TO BE ESTABLISHED BY RADIOGRAPHIC OR UTAS REQUIRED BY AISC 360-10, APPENDIX 3, TABLE A-3.1. INCREASE IN RATE OF UT WHERE THE INITIAL RATE OF UT IS 10%, THE NDT RATE FOR AN INDIVIDUAL WELDER OR WELDING OPERATOR SHALL BE INCREASED TO 100%SHOULD THE REJECT RATE, EXCEEDS 5%OF THE WELDS TESTED FOR THE WELDER OR WELDING OPERATOR. A SAMPLING OF 20 COMPLETED WELDS FOR A JOB SHALL BE MADE PRIOR TO IMPLEMENTING SUCH AN INCREASE. FOR CONTINUOUS WELDS OVER 3 FEET, EACH 12INCH INCREMENT SHALL BE CONSIDERED AS ONE WELD. AISC 360-10, TABLE N5.6-1: INSPECTION TASKS PRIOR TO BOLTING QC QA MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS O P FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS O O PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH, IF O O THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) PROPER BOLTING PROCEDURE SELECTED FOR THE JOINT DETAIL O O CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND O O HOLE PREPARATION, IF SPECIFIED, MEETAPPLICABLE REQUIREMENTS PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND P O DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, AND OTHER FASTENER O O COMPONENTS AISC 360.10. TABLE N5.64: INSPECTION TASKS DURING BOLTING QC QA FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND O O WASHER (IF REQUIRED) ARE POSITIONED AS REQUIRED JOINT BROUGHT TO THE SNUG -TIGHT CONDITION PRIOR TO THE PRETENSIONING O O OPERATION FASTENER COMPONENT NOT TURNED BYTHE WRENCH PREVENTED FROM ROTATING O O FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS, SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH- O O STRENGTH BOLTS, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES AISC 360-10, TABLE N5.6-3: INSPECTION TASKS AFTER BOLTING QC QA DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P �V W O U L P EPT AN CHIT ERURE IENG i NEER ING IGEOsv AT i AL 7635 Interactive Way Suite 100 C Indianapolis, IN 46278 317.299.7500 FAX: 317.291.5805 F E r Ito ■1 LY N m K c m 0 mM CV E o NV 0 U ME o M C V Q a a— N N Z3 d E m = U Issuances: DUCRI"aN Prom. No.: 074904 Date: 05/01/19 A Sheet Name: SPECIAL INSPECTION DATE: 10/31/19 �+` ZGI ''