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Home My WebLink AboutR-4332268N C'7 co It 0 W 0 N 0 N > d� 0 N m w (D �I z �I n ry I m 0 I 0 00 Q -q 00 0 rn QI o N 000 0 m EXPANSION ANCHORS 1. EXPANSION ANCHORS SHALL HAVE A CURRENT EVALUATION REPORT ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2. IN SEISMIC DESIGN CATEGORY C AND GREATER, THE EVALUATION REPORT SHALL INDICATE THE ANCHORS ARE QUALIFIED FOR EARTHQUAKE LOADING. ANCHORS SHALL BE HILTI KWIK BOLT TZ (ICC ES REPORTS ESR-1917) OR APPROVED EQUAL. 2. ANCHORS SHALL BE ZINC PLATED UNLESS SPECIFICALLY NOTED AS STAINLESS STEEL ON THE PLAN DETAILS. USE STAINLESS STEEL FOR ANCHORS EXPOSED TO WEATHER. 3. WHEN DETAILS OF SECTIONS INDICATE EXPANSION ANCHORS BUT NO SIZE, PROVIDE ANCHORS WITH 3/4" DIAMETER. 4. INSTALL ANCHORS IN ACCORDANCE WITH THE EVALUATION REPORT AND MANUFACTURER'S RECOMMENDATIONS. PROVIDE THE MINIMUM EMBEDMENT DEPTHS, SPACING, AND EDGE DISTANCE INDICATED IN THE SCHEDULE BELOW UNLESS NOTED OTHERWISE IN DOCUMENTS. CONSULT STRUCTURAL ENGINEER FOR DIRECTION WHEN SCHEDULE CANNOT BE MET. 5. WHEN INSTALLING DRILLED -IN -ANCHORS, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS. WHEN INSTALLING THEM INTO CONCRETE WITH STRESSING TENDONS (POST -TENSIONED OR PRE - TENSIONED), LOCATE THE TENDONS BY USING A NOW DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE AND CAUTION AND MAINTAIN AT LEAST 1 INCH CLEAR BETWEEN THE TENDON AND THE ANCHOR. CUTTING A TENDON CAN CAUSE COLLAPSE. 6. TEST INSTALLED ANCHORS IN ACCORDANCE WITH THE ANCHOR SCHEDULE AND AS FOLLOWS: A. EXPANSION ANCHORS SHALL BE TESTED WITH A CALIBRATED TORQUE WRENCH THE TORQUE LISTED BELOW SHALL BE OBTAINED WITHIN HALF TURN OF THE NUT. B. TESTING SHALL BE DONE IN THE PRESENCE OF THE SPECIAL INSPECTOR. ANCHORS TESTED SHALL BE SELECTED AT RANDOM BY THE SPECIAL INSPECTOR. THE TESTING FREQUENCY SHALL BE AS FOLLOWS: a. 100% OF ALL ANCHORS USED FOR STRUCTURAL APPLICATIONS. b. 50% OF ANCHORS OR ALTERNATE BOLTS IN A GROUP USED FOR NON-STRUCTURAL APPLICATIONS SUCH AS EQUIPMENT ANCHORAGE. INCLUDE AT LEAST ONE-HALF THE ANCHORS IN EACH GROUP. c. 10% OF ANCHORS USED FOR SILL PLATE ANCHORING. d. 10% OF ANCHORS WHERE THE FACTORED DESIGN TENSION LOAD IS LESS THAN 100 LBS AND IS CLEARLY IDENTIFIED ON THE PLANS OR DETAIL C. TEST EQUIPMENT SHALL BE CALIBRATED BY AN APPROVED TESTING LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES. EXPANSION ANCHOR SCHEDULE KWIK BOLT TZ ANCHOR SCHEDULE ANCHORS INSTALLED IN CONCRETE F'c = 2,500 psi MIN ANCHOR MIN EFFECTIVE MIN EDGE MIN TEST DIAMETER EMBEDMENT DISTANCE SPACING TORQUE 3/8" 2" 4 3/8" 6" 25 LB -FT 1 /2" 3 1/4" 7 1 /2" 9 3/4" 40 LB -FT 5/8" 4" 8 3/8" 12" 60 LB -FT 3/4" 4 3/4" 10" 14 1/4" 110 LB -FT NOTE: CONSULT STRUCTURAL ENGINEER OF RECORD FOR DIRECTION WHEN MINIMUM EDGE DISTANCE AND SPACING CANNOT BE OBTAINED ADHESIVE ANCHORS AND DOWELS 1. REINFORCING BAR DOWELS, REINFORCING BARS, THREADED RODS, BOLTS, ETC WHICH ARE INDICATED AS ADHESIVE ANCHOR OR ADHESIVE DOWELS SHALL BE ACCOMPLISHED USING HILTI HIT -RE 500 V3 INTO CONCRETE OR HIT-HY 70 FOR SOLID MASONRY (ICC ESR-4688 OR ESR-4143, RESPECTIVELY) OR APPROVED EQUAL. 2. DRILL, BRUSH, AND CLEAN ALL HOLES, AND INSTALL ALL ANCHORS IN COMPLETE ACCORDANCE WITH MANUFACTURER'S PUBLISHED RECOMMENDATIONS, AS WELL AS ALL APPLICABLE BUILDING CODES OR ENGINEERING REPORTS. 3. ADHESIVE ANCHORS AND DOWELS SHALL BE INSTALLED BY ACI CERTIFIED INSTALLERS. ADHESIVE ANCHORS AND DOWELS (CONT'D 4. ADHESIVE ANCHORS SHALL BE INSTALLED AND TESTED IN ACCORDANCE WITH THE ADHESIVE ANCHOR TEST SCHEDULE AND AS FOLLOWS: A. 25% OF THE FIRST 40 ANCHORS INSTALLED AND 10% OF ALL ANCHORS THEREAFTER. B. FOR OVERHEAD AND HORIZONTAL APPLICATIONS TEST 100% OF ALL ANCHORS. C. IF ANY FAILURES OCCUR, THE PREVIOUS 10 ANCHORS INSTALLED SHALL BE TESTED AS WELL AS THE NEXT 5 ANCHORS INSTALLED. D. ANCHORS SHALL BE ALLOWED TO CURE 48 HRS PRIOR TO TESTING. E. TENSION TEST SHALL BE IN ACCORDANCE WITH ASTM E1512. ADHESIVE ANCHOR TEST SCHEDULE ANCHORS INSTALLED IN HARDROCK CONCRETE F'c = 2,000 psi MIN BOLTS OR THREADED RODS Fy = 36 ksi ANCHOR MIN TENSION TEST DIAMETER EMBEDMENT LOAD 3/8" 5" 3,380 LB 1 /2" 7" 5,400 LB 5/8" 8" 9,390 LB 3/4" 10" 13,500 LB 7/8" 12" 18,400 LB 1" 13" 24,100 LB 1 1/4" 15" 37,600 LB NOTE: ALLOWABLE LOADS EQUAL 1/2 TEST LOAD VALUE. TEST VALUES ONLY VALID WHEN MINIMUM SPACING AND EDGE DISTANCE IS MET. STRUCTURAL STEEL 1. STEEL FRAMING DESIGNATIONS AND SYMBOLS ARE DEFINED IN THE STRUCTURAL LEGEND. 2. UNLESS SPECIFICALLY INDICATED AS SLIP CRITICAL OR PRETENSIONED, ALL JOINTS SHALL BE DESIGNATED AS SNUG TIGHT. ROUTINE OBSERVATION TO VERIFY THE SPLINED ENDS ARE PROPERLY SEVERED DURING INSTALLATION IS REQUIRED FOR ALL BOLTS. 3. CANTILEVER BEAM SIZE MATCHES MAIN SPAN BEAM SIZE UNLESS NOTED OTHERWISE. 4. PLACE NON -SHRINK GROUT UNDER ALL COLUMN BASE PLATES BEFORE PLACING ANY ELEVATED CONCRETE LEVELS. 5. WHERE THE WORK OF OTHER TRADES REQUIRES CUTS OR OPENINGS TO BE MADE IN STRUCTURAL STEEL MEMBERS, APPROVAL SHALL BE OBTAINED FROM THE ENGINEER. SUCH OPENINGS SHALL BE MADE IN THE SHOP AND CLEARLY INDICATED ON THE SHOP DRAWING. 6. ALL HSS AND PIPE WITH OPEN ENDS SHALL BE CAPPED WITH A 1/4" THICK PLATE OF THE SAME CROSS SECTION WHICH COMPLETELY COVERS THE OPEN END, FULLY WELDED AND GROUND SMOOTH, UNLESS NOTED OTHERWISE. 7. ALL WELDERS MUST BE QUALIFIED IN THE PROCESS USED AND AWS CERTIFIED. 8. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED BY AISC OR 3/16", WHICH EVER IS GREATER. 9. ALL GROOVE WELDS INDICATED ON PLANS AND SECTIONS SHALL BE COMPLETE JOINT PENETRATION (CJP) WELDS UNLESS SPECIFICALLY INDICATED TO BE PARTIAL JOINT PENETRATION (PJP) WELDS. 10. ALL COMPLETE JOINT PENETRATION GROOVE WELDS AND FILLET WELDS AT BRACING CONNECTIONS SHALL HAVE A FILLER METAL WITH A MINIMUM NOTCH TOUGHNESS OF 20 FOOT-POUNDS AVERAGE AT MINUS 20 DEGREES FAHRENHEIT. 11. E70XX ELECTRODES SHALL BE USED FOR ALL WELDING. THE WELDING OF E7018 OVER E70TG-K2 IS NOT ALLOWED. THE MIXING OF ANY OTHER PROCESSES AND WIRES MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR APPROVAL. THE USE OF E70-T4 IS NOT ALLOWED. IN GROOVE WELDS, FCAW FILLER METAL WIRE SHALL BE LIMITED TO 5/64" DIAMETER. SMAW WELDING ELECTRODES SHALL BE LIMITED TO 5/32" DIAMETER. 12.ALL SHOP AND FIELD WELDS SHALL BE PREQUALIFIED WELDS. ANY WELDS BEYOND THE RANGE OR TOLERANCE OR REQUIREMENTS FOR PREQUALIFICATION SHALL BE QUALIFIED BY TEST PER AWS D1.1 CLAUSE 4 PART B. WELDS AT BASE METALS OVER 2" IN THICKNESS ARE NOT ALLOWED AS PREQUALIFIED WELD JOINTS WITHOUT TESTING. STRUCTURAL STEEL (CONT'D) 13. A WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 SHALL BE DEVELOPED BY THE FABRICATOR/ERECTOR AND APPROVED BY THE STRUCTURAL ENGINEER OR HIS DESIGNEE. THE WPS SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY THE ELECTRODE MANUFACTURER. THE WPS MUST BE SUBMITTED AND APPROVED BEFORE ANY WELDING MAY BEGIN. ALLOW A MINIMUM OF FOUR WEEKS FOR THE REVIEW PROCESS 14. A PRE -CONSTRUCTION MEETING BETWEEN THE STRUCTURAL ENGINEER, THE FABRICATOR, THE ERECTOR, THE CONTRACTOR, AND THE INSPECTORS SHALL TAKE PLACE TO DISCUSS THE WELDING PROCEDURE SPECIFICATIONS (WPS) TO INSURE THE QUALITY OF WORK THAT THE DESIGNER OF RECORD HAS SPECIFIED. THE WELDING ELECTRODE MANUFACTURER'S SPECIFICATIONS SHOULD BE ATTACHED TO THE WPS ON ALL JOBS. ALL WELDERS AND INSPECTORS SHALL BE INSTRUCTED IN THE PROPER USE OF THE WPS AND SHALL ALSO BE INSTRUCTED TO RETAIN A COPY OF THE WPS. 15. TO ASSURE THE PROPER AMPERAGE AND VOLTAGE OF THE WELDING PROCESS, THE USE OF A HAND HELD CALIBRATED AMP AND VOLT METER SHALL BE USED. THIS EQUIPMENT SHALL BE USED BY THE FABRICATOR, ERECTOR AND THE INSPECTORS. AMPERAGE AND VOLTAGE SHALL BE MEASURED NEAR THE ARC. TRAVEL SPEED AND ELECTRODE STICK OUT SHALL BE VERIFIED TO BE IN COMPLIANCE WITH THE APPROVED WPS. 16. PREHEAT AND INTERPASS TEMPERATURES FOR THE SEISMIC FORCE -RESISTING SYSTEM: A. THE PREHEAT TEMPERATURES AND CONDITIONS GIVEN IN AWS D1.1-6, ANNEX I, TABLE 1.2, SHOULD BE STRICTLY OBSERVED USING A MEDIUM RESTRAINT LEVEL AND A MINIMUM SUSCEPTIBILITY INDEX OF "D". EXCEPTION: PLATES 2" AND THICKER AND GROUP 4 AND 5 SHAPES SHALL BE PREHEATED TO 300 DEG F. B. PREHEAT TEMPERATURES SHOULD BE MEASURED AT A DISTANCE FROM THE WELD EQUAL TO THE THICKNESS OF THE PART BEING WELDED, BUT NOT LESS THAN THREE INCHES, IN ANY DIRECTION INCLUDING THE THROUGH THICKNESS OF THE PIECE UNO IN THE CONTRACT DOCUMENTS. WHERE PLATES ARE OF DIFFERENT THICKNESS, THE PRE -HEAT REQUIREMENT FOR THE THICKER PLATE SHALL GOVERN. MAINTENANCE OF THESE TEMPERATURES THROUGH THE EXECUTION OF THE WELD (I.E. THE INTERPASS TEMPERATURE) IS ESSENTIAL. MAXIMUM INTERPASS TEMPERATURES SHOULD BE LIMITED TO 550 DEGREES F FOR PRE -QUALIFIED WPS, FOR FRACTURE -CRITICAL APPLICATIONS. HIGHER INTERPASS TEMPERATURES COULD BE EMPLOYED IF THOSE HIGHER TEMPERATURE LIMITS ARE QUALIFIED BY TEST. 17. A WELDING SEQUENCE SHALL BE DEVELOPED BY THE FABRICATOR/ERECTOR AND APPROVED BY THE STRUCTURAL ENGINEER OR HIS DESIGNEE FOR ALL WELDING TO BE DONE FOR THE SEISMIC FORCE -RESISTING SYSTEM. 18. NON-DESTRUCTIVE TESTING OF WELDED CONNECTIONS SHALL BE PERFORMED AT BRACING CONNECTION FILLET WELDS AND AT ALL COMPLETE OR PARTIAL JOINT PENETRATION GROOVE WELDS DESIGNATED TO BE A PART OF THE SEISMIC FORCE -RESISTING SYSTEM: A. WELDED CONNECTIONS SHALL BE TESTED BY NON-DESTRUCTIVE METHODS FOR COMPLIANCE WITH AISC 341, CHAPTER J. ULTRASONIC TESTING SHALL BE IN ACCORDANCE WITH AWS D1.1 AND D1.8. THIS TESTING SHALL BE PERFORMED BY AN APPROVED TESTING LABORATORY. B. ANY MATERIAL DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE BASIS OF DEFECTIVE RATING IN ACCORDANCE WITH THE (LARGER REFLECTOR) CRITERIA OF AWS D1.1, CLAUSE 6.13. C. INSPECTORS SHALL BE QUALIFIED IN ACCORDANCE WITH AWS D1.1 CHAPTER 6. D. IN ADDITION TO THE REGULAR INSPECTIONS, A RE -INSPECTION SHALL BE DONE A MINIMUM OF 48 HOURS AFTER COMPLETE JOINT PENETRATION WELDING ON COLUMN FLANGES WITH A THICKNESS OF 3" OR GREATER. STRUCTURAL STEEL (CONT'D) 19. THE FOLLOWING SPECIAL REQUIREMENTS SHALL APPLY TO BEAM TO COLUMN CONNECTIONS WITH WELDED BEAM FLANGES DESIGNATED AS A PART OF THE SEISMIC FORCE -RESISTING SYSTEM: A. NO WELD DAMS ARE ALLOWED. B. BEAM FLANGE TO COLUMN WELDS SHALL BE MADE BEFORE BOLTS ARE TENSIONED. C. WELDING SEQUENCE: BOTH FLANGES SHALL BE WELDED PRIOR TO ANY SUPPLEMENTAL WELDING TO THE SHEAR TAB. D. RUN-OFF TABS PER AWS D1.1 ARE REQUIRED FOR THE COMPLETE JOINT PENETRATION (CJP) FLANGE GROVE WELDS. ALL WELDS ARE TO BE STARTED AND COMPLETED ON THE RUN-OFF TABS AS MUCH AS PRACTICABLE. E. RUN-OFF TABS SHALL BE REMOVED AND THE ENDS GROUND SMOOTH (I.E. NO PITS OR GOUGES, SUITABLE FOR MAGNETIC PARTICLE TESTING). BACK-UP BARS, IF USED, SHALL BE REMOVED AT ALL BEAM BOTTOM FLANGES, BACK -GOUGED AND BACK -WELDED. BACK-UP BARS AT TOP FLANGES MAY REMAIN. RUN OFF TABS ARE ALSO REQUIRED TO BE REMOVED ON COLUMN SPLICES IN ACCORDANCE WITH AISC 341. WELD TABS SHALL BE REMOVED AND GROUND FLUSH TO THE BEAM FLANGE. F. THE WELD ROOT SHALL BE INSPECTED AND TESTED PER AWS REQUIREMENTS GIVEN IN CHAPTER 6. IF REJECTABLE INDICATIONS ARE FOUND, REMOVE BY BACK -GOUGING TO SOUND METAL. G. A FILLET WELD SHALL BE APPLIED TO REINFORCE THE JOINT. THE SIZE OF THE REINFORCING WELD SHALL BE EQUAL TO ONE QUARTER OF THE BEAM FLANGE THICKNESS (T), BUT NOT LESS THAN 1/4" NOR MORE THAN 3/8" PER NOTE J OF FIGURE 3.4 OF D1.1. H. ALL WELD TABS (RUNOFF TABS) ON ALL CJP WELDS OF SMRF COLUMNS SHALL BE REMOVED AND GROUND SMOOTH. I. FOR THE WELD OF THE BOTTOM BEAM FLANGE TO THE COLUMN FLANGE, FOLLOW STEPS 1. THROUGH 7 BELOW: a. THE ROOT PASS SHOULD NOT EXCEED A 1/4" IN LAYER THICKNESS. b. THE WELD SHALL BE INITIATED ON THE WELD TAB, WITH TRAVEL PROGRESSING TOWARD THE CENTER OF THE GIRDER FLANGE WIDTH. STOP WELD APPROXIMATELY 1" BEFORE THE BEAM WEB AND MOVE TO THE OTHER SIDE OF THE BEAM WEB TO RESTART WELD. DO NOT LEAVE WELD CRATER DIRECTLY IN THE CENTER OF THE BEAM FLANGE WIDTH. c. THE HALF LENGTH ROOT PASS SHALL BE THOROUGHLY CLEANED OF ALL SLAG. d. THE END OF THE HALF LENGTH ROOT PASS THAT IS NEAR THE CENTER OF THE BEAM FLANGE SHOULD BE VISUALLY INSPECTED TO ENSURE FUSION, SOUNDNESS, FREEDOM FROM SLAG INCLUSIONS AND EXCESSIVE POROSITY. THE RESULTING BEAD PROFILE SHOULD BE SUITABLE FOR OBTAINING FUSION BY THE SUBSEQUENT PASS TO BE INITIATED ON THE OPPOSITE SIDE OF THE GIRDER WEB. IF THE PROFILE IS NOT CONDUCIVE TO GOOD FUSION, THE START OF THE FIRST ROOT PASS SHOULD BE GROUND GOUGED, CHIPPED OR OTHERWISE PREPARED TO ENSURE ADEQUATE FUSION. e. THE SECOND HALF OF THE WELD JOINT SHALL HAVE THE ROOT PASS APPLIED BEFORE ANY OTHER WELD PASSES ARE PERFORMED. THE ARC SHOULD BE INITIATED AT THE END OF THE HALF LENGTH ROOT PASS THAT IS NEAR THE CENTER OF THE BEAM FLANGE, AND TRAVEL SHOULD PROGRESS TO THE OUTBOARD END OF THE JOINT, TERMINATING ON THE WELD TAB. f. EACH WELD LAYER SHALL BE COMPLETED ON BOTH SIDES OF THE JOINT BEFORE A NEW LAYER IS DEPOSITED. g. WELD TABS SHALL BE REMOVED AND GROUND FLUSH TO THE BEAM FLANGE. 20. INSPECTORS ARE TO BE DEPUTY INSPECTORS AND AWS QC-1 CERTIFIED. 21. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED. HEADED STUDS AND DEFORMED BAR ANCHORS 1. HEADED STUDS AND DEFORMED BAR ANCHORS SHALL BE ELECTRIC -ARC STUD WELDED PER MANUFACTURERS RECOMMENDATIONS AND THE AWS CODE. FILLET WELDING SHALL NOT BE ALLOWED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. WELDMENT SHALL BE IN SUCH A MANNER AS TO PROVIDE COMPLETE FUSION BETWEEN THE END OF THE STUD AND THE PLATE. THERE SHOULD NO POROSITY OR EVIDENCE OF LACK OF FUSION BETWEEN THE WELDED END OF THE STUD AND THE PLATE. THE STUD WILL DECREASE IN LENGTH DURING WELDING APPROXIMATELY 1/8" FOR 5/8" DIAMETER STUDS AND SMALLER, 3/16" FOR LARGER THAN 5/8" DIAMETER. HEADED STUDS AND DEFORMED BAR ANCHORS (CONT'D) 2. HEADED STUDS SHALL BE TYPE B PER AWS CODE WITH MINIMUM ULTIMATE STRENGTH OF 65 KSI (450 MPa). NELSON GRANULAR FLUX FILLED OR APPROVED EQUAL. STUDS SHALL BE MANUFACTURED WITH COLD DRAWN BAR STOCK CONFORMING TO ASTM A108. 3. DEFORMED BAR ANCHORS SHALL COMPLY WITH ASTM A970 WITH MINIMUM YIELD STRENGTH OF 70 KSI (485 MPa). 4. DEFORMED BAR ANCHOR LENGTHS SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: BAR DIAMETER EMBEDMENT LENGTH 3/8" 24" 1 /2" 24" 5/8" 30" SEISMIC BRACING OF NON-STRUCTURAL SYSTEMS 1. BRACING AND SUPPORT OF ALL CONDUITS, DUCTS, FIRE SPRINKLERS, PIPES, AND SYSTEMS SHALL MEET THE CURRENT BUILDING CODE. THE DESIGN OF THE SUPPORT AND BRACING SYSTEMS IS THE RESPONSIBILITY OF THE CONTRACTOR WITH THE CONTRACTOR USING ANY PRE -APPROVED SYSTEM. 2. PRE -APPROVED SYSTEMS SUCH AS MASON, TOLCO, UNISTRUT, OR ISAT MAY BE USED. 3. FIRE SPRINKLERS SHALL MEET THE CURRENT VERSION OF NFPA 13. BRACES SHALL BE LOCATED WITHIN 6" OF THE HANGER AND ROD STIFFENERS SHALL BE ADDED AT BRACE LOCATIONS WHEN THE LENGTH OF THE ROD EXCEEDS 50 TIMES ITS DIAMETER. 4. THE CONTRACTOR IS REQUIRED TO PROVIDE THE ARCHITECT WITH SHOP DRAWINGS AND CALCULATIONS SHOWING ALL BRACING AND SUPPORT LOCATIONS AND DETAILS OF CONNECTION FOR ALL SYSTEMS INCLUDING SMACNA, FIRE SPRINKLERS, AND OTHER PRE -APPROVED SYSTEMS. THE SPECIFIC DETAIL FOR EACH TYPE OF CONNECTION MUST BE REFERENCED ON THE SHOP DRAWING PLANS. SUPPLYING A BOOK OF DETAILS WITHOUT REFERENCING THE PROPER DETAIL TO A SPECIFIC LOCATION ON THE PLANS IS NOT ACCEPTABLE. THIS SUBMITTAL SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER. 5. WHERE PRE -APPROVED SYSTEMS DO NOT ADDRESS THE GIVEN CONDITION, THE CONTRACTOR IS RESPONSIBLE FOR AN INDEPENDENTLY ENGINEERED SYSTEM. THIS SYSTEM SHALL BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CONSTRUCTION WITH CALCULATIONS AND DETAILS PROVIDED FOR REVIEW BY THE STRUCTURAL ENGINEER. DEFERRED STRUCTURAL SUBMITTALS 1. SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR COMPONENTS PER THE STRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL COMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. THE CONTRACTOR WILL BE REQUIRED TO SUBMIT THE STAMPED COMPONENT SYSTEM DOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL. 2. DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT, WHO SHALL REVIEW THEM FOR GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE CONTRACTOR SHALL SUBMIT THESE REVIEWED DEFERRED SUBMITTAL DOCUMENTS TO THE BUILDING OFFICIAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. 3. THE FOLLOWING LIST INCLUDES THE ITEMS THAT ARE DEFINED AS DEFERRED STRUCTURAL SUBMITTAL COMPONENTS. REFER TO THE OTHER DISCIPLINES FOR ADDITIONAL DEFERRED SUBMITTAL COMPONENTS. EXTERIOR CLADDING FENESTRATION / CLERESTORY DESIGN METAL STUD SYSTEM METAL STAIRS AND LANDINGS FUTURE EXPANSION 1. THE STRUCTURES AND FOUNDATIONS IN THIS PROJECT HAVE NOT BEEN DESIGNED FOR FUTURE EXPANSION. DEVELOPMENT ENGINEERING -r R-4332268 msippo 11 /25/2025 DESIGNED BY: SCALE: DRAWING NO.: STRIDE BUS RAPID TRANSIT L. DOWELL 0ESPAR2A Q J NTS BT120-SZN002 DRAWN BY: �� °� wasNJ°G U FILENAME: SOUTH RENTON TRANSIT CENTER R. MUNRO w� �t� a, �z 4Sr.RIDE F)lw co S1-BT120-S-v2020 BT105 FACILITY ID: ::) CHECKED BY: :n N BRT General Engineering Consultant J LL��DrRANS�T CONTRACT No.: STRUCTURAL BT120 D. PRINDLE2 16264�� RTA/cN 0205-24 SHEET No: REV: GENERAL STRUCTURAL NOTES 0 12/10/2024 LPD DJP AE ISSUED FOR BID APPROVED BY:� NAL F,� SUBMITTED BY: DATE: REVIEWED BY: DATE: SUBMITTAL DATE: 346 0 No. I DATE DSN CHK APP REVISION A. ESPARZA 15/Nov/2024 R. PARGAS 12/10/2024 J. ALTCHECH 12/10/2024 12/10/2024