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&CONSIDERED TO BE SLIP-CRITICAL BOLTS SHALL BE TIGHTENED BY
<br /> 1. GENERAL THE TURN-OF-NUT METHOD OR SHALL UTILIZE LOAD INDICATOR TYPE
<br /> 1.1. ALL CONSTRUCTION SHALL CONFORM TO THE 2015 INTERNATIONAL BOLTS INSTALLED IN ACCORDANCE WITH THE RECOMMENDATIONS OF
<br /> THE MANUFACTURER.SUCH CONNECTION BOLTS SHALL HAVE A
<br /> BUILDING CODE.REFERENCE TO OTHER STANDARDS OR CODES HARDENED WASHER PLACED UNDER THE ELEMENT TO BE
<br /> SHALL MEAN THE LATEST STANDARD OR CODE ADOPTED& TIGHTENED.
<br /> PUBLISHED. w
<br /> 2.8. CONNECTIONS MADE WITH H.S.BOLTS SHALL COMPLY WITH RCSC Z
<br /> 1.2. DRAWINGS SHOW TYPICAL&CERTAIN SPECIFIC CONDITIONS ONLY. "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR 0 �
<br /> FOR DETAILS NOT SPECIFICALLY SHOWN,PROVIDE DETAILS SIMILAR A490 BOLTS."IN BEARING TYPE CONNECTIONS,TIGHTEN BOLTS TO SI --,j 'yam,
<br /> TO THOSE SHOWN.
<br /> DEVELOP AT LEAST A SNUG-TIGHT CONDITION.ALL OTHER PM`1
<br /> 1.3. EXISTING STRUCTURES&UNDERGROUND UTILITIES/STRUCTURES CONNECTIONS SHALL BE TIGHTENED TO DEVELOP MINIMUM BOLT y� z
<br /> ARE ON DRAWINGS FOR CLARITY ONLY.VERIFY ALL EXISTING TENSIONS REQUIRED FOR SLIP CRITICAL OR DIRECT TENSION 1 s
<br /> CONDITIONS,DIMENSIONS&ELEVATIONS BEFORE STARTING WORK. CONNECTIONS. •••••IJ
<br /> NOTIFY STRUCTURAL ENGINEER IN WRITING OF ANY INTERFERENCE 2.9. U-BOLTS SHALL BE ASTM A307 UNLESS NOTED OTHERWISE.
<br /> AND/OR DISCREPANCIES THAT MIGHT EXIST. 2.10. ANCHOR RODS TO BE F1554 U.N.O.FURNISH WITH HEAVY HEX NUTS, r906,
<br /> 1.4. THE DESIGN,ADEQUACY,AND SAFETY OF ERECTION BRACING, WASHERS&ONE BOLT DIAMETER OF THREAD PROJECTION ABOVE
<br /> SHORING TEMPORARY SUPPORTS,ETC.,IS THE SOLE RESPONSIBILITY NUT.
<br /> OF THE CONTRACTOR. 2.11. USE PRE-QUALIFIED WELDED JOINTS AS PER AISC&AWS D1.1
<br /> 1.5. COORDINATE STRUCTURAL CONTRACT DOCUMENTS WITH "STRUCTURAL WELDING CODE."USE ONLY CERTIFIED WELDERS,
<br /> ARCHITECTURAL,MECHANICAL,ELECTRICAL,PLUMBING&CIVIL. MINIMUM E70XX ELECTRODES UNLESS NOTED OTHERWISE. S Z LU
<br /> NOTIFY STRUCTURAL ENGINEER OF ANY CONFLICT AND/OR OMISSION.
<br /> 2.12. PROOF OF WELDER CERTIFICATE SHALL BE AVAILABLE AT THE JOB Sy'r
<br /> 1.6. COORDINATE&VERIFY FLOOR,ROOF AND WALL OPENING SIZES& SITE DURING TIMES OF INSPECTION. S
<br /> LOCATIONS WITH ARCHITECTURAL,MECHANICAL,PLUMBING& V 0
<br /> ELECTRICAL DRAWINGS.FOR ADDITIONAL OPENINGS NOT SHOWN ON 2.13. DO NOT USE GAS CUTTING TORCHES FOR CORRECTING FABRICATION ( Q
<br /> THE STRUCTURAL DRAWINGS,SEE ARCHITECTURAL&MECHANICAL ERRORS IN THE STRUCTURAL FRAMING. (,)(,)
<br /> DRAWINGS. 2.14. HOT-DIP GALVANIZE ALL STEEL IN ACCORDANCE WITH ASTM A123, ETIN
<br /> 8
<br /> 1.7. FOR DIMENSIONS NOT SHOWN,SEE ARCHITECTURAL DRAWINGS. ASTM A153,ASTM A767,AND ASTM F2329 AS APPLICABLE.
<br /> 1.8. REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE 2.34. REPAIR ANY GALVANIZED AREAS THAT ARE DAMAGED BY HEAT AND
<br /> STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF STICK METHOD IN ACCORDANCE WITH ASTM-A780,Al.REPAIR USING
<br /> THE RESPONSIBILITY TO REVIEW&CHECK SHOP DRAWINGS BEFORE ZINC-BASED ALLOYS(HEAT-STICK METHOD).PAINT CONTAINING ZINC
<br /> SUBMITTAL TO THE STRUCTURAL ENGINEER.THE CONTRACTOR DUST SHALL NOT BE USED FOR REPAIRS.
<br /> REMAINS SOLELY RESPONSIBLE FOR ERRORS&OMISSIONS 2.35. THE STRUCTURE IS DESIGNED TO BE STABLE IN ITS COMPLETED
<br /> ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY FORM.THE CONTRACTOR IS RESPONSIBLE FOR THE STRUCTURE'S
<br /> PERTAIN TO MEMBER SIZES,DETAILS,&DIMENSIONS SPECIFIED IN STABILITY DURING CONSTRUCTION.PROVIDE NECESSARY BRACING&
<br /> THE CONTRACT DOCUMENTS.CONTRACTOR IS ALSO RESPONSIBLE SHORING AS REQUIRED.MAINTAIN STRUCTURAL STABILITY DURING ,—th AN N WE 7
<br /> FOR MEANS,METHODS,TECHNIQUES,SEQUENCES,AND ERECTION BY INSTALLATION OF TEMPORARY VERTICAL&
<br /> PROCEDURES OF CONSTRUCTION. HORIZONTAL BRACING.ALL PERMANENT BRACING AND MOMENT D� I
<br /> EngineSuraey ering CONNECTIONS SHALL BE COMPLETELY INSTALLED BEFORE eaglnee,l"g
<br /> 1.9. DO NOT REPRODUCE STRUCTURAL DESIGN DRAWINGS AS SHOP Planning
<br /> DRAWINGS.CONTRACTOR&HIS SUBCONTRACTORS SHALL PREPARE TEMPORARY BRACING OF STRUCTURE IS REMOVED.
<br /> 20210142nd Avenue NE Ph.425.806.1869
<br /> ORIGINAL SHOP DRAWINGS. 2.36. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL MISCELLANEOUS PROJECT SCHEDULE OF SPECIAL INSPECTIONS Woodinville,WA 98072 Fx.425.482.2893
<br /> 1.10. CONTRACTOR SHALL REVIEW&STAMP ALL SHOP DRAWINGS BEFORE STEEL NOT SHOWN ON STRUCTURAL DRAWINGS. APPLICABLE TO THIS PROJECT www.,DC<u,P•°o'"
<br /> SUBMITTAL FOR REVIEW.PROPOSED FABRICATION CHANGES FROM 2.37. MINIMIZE FIELD WELDING. MATERIAUACTIVITY SERVICE
<br /> Y/N EXTENT AGENT DATE COMPLETED
<br /> DESIGN DRAWINGS SHALL BE NOTED IN SHOP DRAWINGS.ANY 2.38. DO NOT WELD THROUGH GALVANIZING OR PAINT. DATE: 8-20-18
<br /> DISCREPANCIES BETWEEN ARCHITECTURAL&STRUCTURAL 1704.2.5 INSPECTION OF FABRICATORS
<br /> DRAWINGS SHALL BE NOTED TO BE VERIFIED ON SHOP DRAWINGS. 2.39. SHOP&FIELD WELDING SHALL BE IN ACCORDANCE WITH 1.VERIFY FABRICATION/QUALITY CONTROL PROCEDURES IN PLANT REVIEW(3) Y PERIODIC DRAWN BY: JAP
<br /> "STRUCTURAL WELDING CODE"BY AMERICAN WELDING SOCIETY CHECKED BY: EAS
<br /> 1.11. COMPLETE SHOP DRAWINGS SHALL BE SEALED&SIGNED BY A (AWS D1.1).WELDING SHALL BE PERFORMED ONLY BE PRE-QUALIFIED 1705.2 STEEL CONSTRUCTION
<br /> PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON OPERATORS.
<br /> 1.FABRICATOR AND ERECTOR DOCUMENTS(VERIFY REPORTS AND CERTIFICATES
<br /> &SHALL BE AVAILABLE AT THE JOB SITE AT ALL TIMES. 2.40. SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH AISC AS LISTED IN AISC 360,CHAPTER N,PARAGRAPH 3.2 FOR COMPLIANCE WITH SUBMITTAL REVIEW Y EACH SUBMITTAL SUBMITTALS
<br /> 1.12. RISK CATEGORY=II MANUAL"DETAILING FOR STEEL CONSTRUCTION."DO NOT BEGIN CONSTRUCTION DOCUMENTS) REV DATE DESCRIPTION BY
<br /> oo 1.13. DESIGN GRAVITY LOADS: FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETED&REVIEWED. 2 MATERIAL VERIFICATIONS OF STRUCTURAL STEEL SHOP(3)AND FIELD Y PERIODIC
<br /> 2.41. STRUCTURAL STEEL SHOP DRAWINGS&ERECTION DRAWINGS SHALL INSPECTIONS
<br /> DEAD LOADS: SELF WEIGHT 3.EMBEDMENTS(VERIFY DIAMETER,GRADE,TYPE,LENGTH,EMBEDMENT.SEE
<br /> N 1.14. WIND LOADS: BE ORIGINAL&SHALL BE SUBMITTED FOR APPROVAL PRIOR TO 1705.3 FOR ANCHORS) FIELD INSPECTION Y PERIODIC -
<br /> FABRICATION.REPRODUCIBLE PRINTS MADE FROM CONTRACT
<br /> < ULTIMATE WIND SPEED(3 SEC.GUST),V 1t 115 MPH DRAWINGS ARE NOT PERMITTED. 4.VERIFY MEMBER LOCATIONS,BRACES,STIFFENERS,AND APPLICATION OF JOINT FIELD INSPECTION Y PERIODIC
<br /> NOMINAL DESIGN WIND SPEED,Vas,' 85 MPH DETAILS AT EACH CONNECTION COMPLY WITH CONSTRUCTION DOCUMENTS
<br /> il
<br /> EXPOSURE CATEGORY _C 3. SPECIAL INSPECTIONS 5.STRUCTURAL STEEL WELDING:
<br /> A INSPECTION TASKS PRIOR TO WELDING(OBSERVE OR PERFORM EACH SHOP(3)AND FIELD OBSERVE OR PERFORM AS
<br /> 1.15. SEISMIC LOADS: 3.1. STRUCTURAL TESTS AND INSPECTIONS SHALL COMPLY WITH THE WELDED JOINT,MEMBER,OR THE QA TASKS LISTED IN AISC 360 TABLE N5.4-1) INSPECTION Y NOTED(4)
<br /> SEISMIC IMPORTANCE FACTOR,le 1.00 REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE. 3' `
<br /> o B.INSPECTION TASKS DURING WELDING(OBSERVE OR PERFORM EACH SHOP(3)AND FIEL
<br /> Y OBSERVE(4) 1('
<br /> o MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS: 3.1.a.THE INSPECTOR SHALL BE HIRED AND PAID FOR BY THE OWNER. WELDED JOINT,MEMBER,OR THE QA TASKS LISTED IN AISC 360 TABLE N5.4-3) INSPECTION ��' ,.."IPS''';',',
<br /> N (SHORT SECOND)Ss 1.324 3.1.b.THE INSPECTOR SHALL BE RESPONSIBLE FOR COMPLIANCE C.INSPECTION TASKS AFTER WELDING(OBSERVE OR PERFORM EACH SHOP(3)AND FIELD OBSERVE OR PERFORM AS W It1 ' "4
<br /> (1-SECOND PERIOD)Si 0.503 WITH THE APPROVED STRUCTURAL PLANS AND SHALL SUBMIT WELDED JOINT,MEMBER,OR THE QA TASKS LISTED IN AISC 360 TABLE N5.4-2) INSPECTION Y NOTED(4)
<br /> m SITE CLASS D PROGRESS REPORTS AND INSPECTION REPORTS TO THE D.NON-DESTRUCTIVE TESTING(NDT)OF WELDED JOINTS:SEE COMMENTARY '«,�'.' '
<br /> % BUILDING OFFICIAL AND TO THE STRUCTURAL ENGINEER OF /0„,111,4
<br /> �
<br /> - DESIGN SPECTRAL RESPONSE ACCELERATION COEFFICIENTS: RECORD. 1)COMPLETE PENETRATION GROOVE WELDS 5/16"OR GREATER IN RISK SHOP(3)OR FIELD /OfVAL
<br /> CATEGORY III OR IV ULTRASONIC TESTING- Y PERIODIC
<br /> (SHORT SECOND)SDS 0.883 32. SATISFY MINIMUM INSPECTION AND QUALITY CONTROL 100%
<br /> (1-SECOND PERIOD)SW 0.503 REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE. z)COMPLETE PENETRATION GROOVE WELDS 5/16"OR GREATER IN RISK SHOP(3)OR FIELD APPROVAL STAMP
<br /> °/' CATEGORY II ULTRASONIC TESTING-10% Y PERIODIC
<br /> SEISMIC DESIGN CATEGORY D 3.3. SEE THIS SHEET FOR SCHEDULE OF SPECIAL INSPECTIONS. OF WELDS MIN.
<br /> 2. STRUCTURAL STEELSHOP(3)OR FIELD
<br /> 3)THERMALLY CUT SURFACES OF ACCESS HOLES WHEN MATERIAL t>2" MAGNETIC PARTICLE OR Y PERIODIC
<br /> PENETRANT TESTING
<br /> 2.1. DETAIL,FABRICATE,AND ERECT STRUCTURAL STEEL ACCORDING TO SHOP(3)OR FIELD
<br /> _ AISC"MANUAL OF STEEL CONSTRUCTION,"FOURTEENTH EDITION,& 4)WELDED JOINTS SUBJECT TO FATIGUE WHEN REQUIRED BY AISC 360, RADIOGRAPHIC OR Y PERIODIC
<br /> AISC 360-10"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS." APPENDIX 3,TABLE A-3.1 ULTRASONIC TESTING
<br /> 2.2. SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH THE 5)FABRICATOR'S NDT REPORTS WHEN FABRICATOR PERFORMS NDT VERIFY REPORTS Y EACH SUBMITTAL(5)
<br /> r. LATEST EDITION OF AISC MANUAL"DETAILING FOR STEEL 6.STRUCTURAL STEEL BOLTING:
<br /> CONSTRUCTION."DO NOT BEGIN FABRICATION UNTIL SHOP SITE
<br /> A INSPECTION TASKS PRIOR TO BOLTING(OBSERVE OR PERFORM TASKS FOR
<br /> DRAWINGS ARE COMPLETED&REVIEWEDBY STRUCTURAL ENGINEER OBSERVE OR PERFORM AS
<br /> I EACH BOLTED CONNECTION IN ACCORDANCE WITH QA TASKS LISTED IN AISC Y NOTED(4) SE01513A
<br /> &ARCHITECT. 360,TABLE N5.6-1
<br /> 2.3. UNLESS NOTED OTHERWISE ON DRAWINGS,ALL STRUCTURAL WIDE B.INSPECTION TASKS DURING BOLTING(OBSERVE THE QA TASKS LISTED INY SHEELER EVERETT
<br /> FLANGE SHAPES SHALL CONFORM TO ASTM A992(Fy=50ksi),ALL AISC 360,TABLE N5.6-2
<br /> OTHER STRUCTURAL STEEL SHAPES,PLATES,&BARS SHALL 1)PRETENSIONED AND SLIP-CRITICAL JOINTS Y OBSERVE(4) J 2408 39TH ST
<br /> o CONFORM TO ASTM A36(Fy=36ksi).
<br /> t.'
<br /> EVERETT,WA 98201
<br /> A)TURN-OF-NUT WITH MATCHING MARKINGS Y PERIODIC
<br /> 2.4. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500,GRADE B,(Fy=
<br /> N 46kB)). B)DIRECT TENSION INDICATOR Y PERIODIC 0 Ei
<br /> SHEET TITLE
<br /> 2.5. STEEL PIPE SHALL CONFORM TO ASTM A53,GRADE BF C)TWIST-OFF TYPE TENSION CONTROL BOLT
<br /> B(Fy=35ksi). Y PERIODIC CO
<br /> w STRUCTURAL
<br /> E 2.6. ALL FIELD BOLTED CONNECTIONS SHALL BE MADE WITH HIGH D)TURN-OF-NUT WITHOUT MATCHING MARKINGS V CONTINUOUS GENERAL NOTES
<br /> oi
<br /> STRENGTH THREADED FASTENER ASSEMBLIES(H.S.BOLTS)THAT E)CALIBRATED WRENCH Y CONTINUOUS
<br /> CONFORM TO ASTM A325 OR A490. oSHEET NUMBER
<br /> 6. 2)SNUG-TIGHT JOINTS Y PERIODIC
<br /> 2.7. BOLTS IN TENSION CONNECTIONS,BRACING CONNECTIONS,MOMENT 1.71 F3 C
<br /> .6 CONNECTIONS,OR OTHER CONNECTIONS NOTED ON THE DRAWINGS C.INSPECTION TASKS AFTER BOLTING(PERFORM TASKS FOR EACH BOLTED 1 •O
<br /> CONNECTION IN ACCORDANCE WITH QA TASKS LISTED IN AISC 360,TABLE Y PERFORM(4)
<br /> 8 N5.6-3 0
<br />
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