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� STEEL JOISTS: STEEL ROOF DECK: MISCELLANEOUS STEEL-CONT'D: PRECAST CONCRETE PANELS: �'
<br /> 1. ALL STEEL JOISTS WILL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE STEEL 1. STEEL ROOF DECK SHALL BE 3" DEEP, 16 GAGE, 18 GAGE OR 20 GAGE (SEE SHEET S2a FOR ~
<br /> 3. SUBMITTALS: THE FABRICATOR SHALL SUBMIT DESIGN CALCULATIONS FOR STAIR 1. ALL PRECAST CONCRETE CONSTRUCTION SHALL COMPLY WITH REQUIREMENTS ~
<br /> JOIST INSTITUTE SPECIFICATIONS. LOCATION), 80KS1, WIDE RIB G-60 GALVANIZED TYPE "N" METAL DECK WITH THE FOLLOWING MEMBERS, HANDRAILS, GUARDRAILS AND CONNECTIONS. THESE CALCULATIONS SHALL BE
<br /> PROPERTIES: ' AND RECOMMENDATIONS OF LATEST ACI 318 PCI MNL 120 AND PCI MNL 116.
<br /> 2. JOISTS DESIGNATED "SP"SHALL BE DESIGNED BY THE J41ST MANU�ACTURER FOR 16 GAGE STEEL ROOF DECK ; SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE JURISDICTION WHERE THE 2, PRECAST WALL PANEL FINISHES SHALL BE SHOWN ON THE ARCHITECTURAL
<br /> NON-UNIFORM LOADS AS SPECIFIED ON THE CONTRACT DOCUMENTS. ' MOMENT OF INERTIA, I = 1.683 IN4/FT '� ' PROJECT IS LOCATED. THEY SHALL BE SUBMITTED AND APPROVED BY CMC CE, PRIOR TO DRAWINGS.
<br /> 3. BRIDGING INDICATED ON QRAWINGS IS ILLUSTRATNE ONLY. THE JOIST MANUFACTURER IS SECTION MODULUS, Sp= 0.893 II� /FT THE SUBMITTAL OF ANY AFFECTED SHOP DRAWINGS. 3. CONTRACTOR SHALL COORDINATE LOCATIONS OF EMBED PLATES FOR �
<br /> TO DETERMINE THE QUANTITY, SIZE, CONFIGURATION, PLACEMENT AND DETAILING OF 18 GAGE STEEL ROOF DECK � 4. STEEL STAIRS: DESIGN, FABRICATE AND INSTALL STEEL STAIRS TO WITHSTAND THE CONNECTIONS WITH THE STRUCTURAL DRAWINGS AND APPROVED STRUCTURAL .�o
<br /> BRIDGING TO COMPLY WITH THE STANDARDS OF THE STEEL JOISTi INSTITUTE AND MOMENT OF INERTIA, I - 1.238 IN4/FT , FOLLOWING STRUCTURAL LOADS WITHOUT EXCEEDING THE ALLOWABLE DESIGN WORKING STEEL SHOP DRAWINGS. C'
<br /> CRITERIA INDICATED ON THE CONTRACT DOCUMENTS. SECTION MODULUS, Sp-0.68$ If� /FT . STRESS OF THE MATERIALS INVOLVED, INCLUDING ANCNORS AND CONNECTIONS.APPLY 4. CONTRACTOR SHALL DESIGN LIFT INSER7S AND ANY ADDITIONAL STEEL �
<br /> 4. ALL LINES OF HORIZONTAL BRIDGING MUST BE TERMINATED ON A WIDE FLANGE BEAM, EACH LOAD TO PRODUCE THE MAXIMUM STRESS IN EACH COMPONENT OF STEEL STAIRS. REQUI�RED FOR LIFTING OPERATIONS. � '
<br /> WALL OR DIAGONALLY GONFIGURED TO RESIST 700 POUNDS OF TENSION/COMPRESSION 20 GAGE STEEL R(?OF DECK 4
<br /> BRIDGING FORCES.ALL BRIDGING AND BRIDGING ANCHORS TO BE COMPLETELY MOMENT OF INERTIA, I = 0.848 IN /FT a. TREADS OF STEEL STAIRS: CAPABLE OF WITHSTANDING A UNIFORM LOAD OF 100 Ibf PER 5. CONTRACTOR SHALL COORDINATE WITH STRUCTURAL DRAWINGS AND
<br /> SECTION MODULUS, Sp= 0.501 II� /FT SQ. FT. OR A CONCENTRATED LOAD OF 300 Ibf ON AN AREA OF 4SQ INCHES LOCATED IN DRAWINGS OF ALL OTHER DISCIPLINES FOR PANEL DIMENSIONS, PLATE
<br /> INSTALLED BEFORE CONSTRUCTION LOADS ARE PLACED ON THE JOISTS. BRIDGING SHALL 2o DECK SPAN IS PERPENDICULAR TO SUPPORT FRAMING UNO. THE CENTER OF THE TREAD, WHICHEVER PRODUCES THE GREATER STRESS. LOCATIONS AND ALL REQUIRED OPENINGS. �,
<br /> BE BOLTED OR WELDED TO JOIST CHORDS TO RESIST AN UNFACTORED FORCE NOT LESS b. PLATFORMS OF STEEL STAIRS: CAPABLE OF WiTHSTANDING A UNIFORM LOAD OF 100 Ibf �• MISCELLANEOUS OPENINGS MAY BE REQUIRED FOR FIRE LINES, PLUMBING, U
<br /> THAN 700 POUNDS. 3. WHERE DECK SPAN CHANGES DIRECTION, PROVIDE CONTINUOUS FLAT PLATE TO SANITARY LINES, ELECTRICAL CONDUITS, ETC. CORE DRILLING AFTER ERECTION
<br /> MATCH DECK GAGE. ATTACH USING (2)#10 TEK SCREWS SPACED @ 12"OC (1 EA SIDE) PER SQ. FT. OF PANELS MUST HAVE THE APPROVAL OF THE PRECAST PANEL DESIGNER AND ENGINEER OF �
<br /> 5. THE CONTRACTOR IS RESPONSIBLE FOR COORDINA7ING THE LOCATIONS OF ALL BRIDGING c. STEEL FRAMING: CAPABLE OF WITHSTANDING STRESSES RESULTING FROM LOADS
<br /> WITH UTILITY LOCATIONS PRIOR TO JOIST ERECTION. 4. DECK ATTACHMENT SHALL BE AS SHOWN ON DIAGRAM AND SCHEDULE ON SHEET S2a. RECORD PRIOR TO PERFORMANCE OF THE WORK, UNO ON DRAWINGS. PROVIDE I.-
<br /> SPECIFIED ABOVE AS WELL AS STRESSES RESULTING FROM RAILING SYSTEM LOADS. REINFORCEMENT AROUND EACH FACE OF OPENINGS AS REQUIRED. (j)
<br /> 6. INSTALL BOTTOM CHORD JOIST EXTENSIONS (INDICATED ON CMC CE PLANS AS BCX'S)AND 5. METAL DECK SHALL NOT BE USED TO hANG PIPES, CONDUITS, ELECTRICAL AND
<br /> BOTTOM CHORD BRACES AS CALLED FOR ON JOIST SHOP DRAWINGS. BCX'S ARE TO BE MECHANICAL EQUIPMENT, ETC. 5. HANDRAILS AND RAILING SYSTEM: DESIGN, FABRICATE AND INSTALL HANDRAILS AND 7. CONTRACTOR SHALL SUBMIT CALCULATIONS AND DRAWINGS FOR ALL PANELS,
<br /> ATTACHED AFTER ALL DEAD LOADS ARE APPLIED. RAILING SYSTEMS TO WITHSTAND THE FOLLOWING STRUCTURAL LOADS WITHOUT CALCULATIONS AND DRAWINGS SHALL INDICATE ALL APPLICABLE LOADS AND O
<br /> EXCEEDING THE ALLOWABLE DESIGN WORKING STRESS OF THE MATERIALS INVOLVED, SHALL BE SiGNED AND SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE
<br /> 7. CAMBER STEEL JOISTS PER THE STANDARDS OF THE STEEL JOIST INSTITUTE, UNLESS INCLUDING ANCHORS AND CONNECTIONS.APPLY EACH LOAD TO PRODUCE THE MAXIMUM STATE OF WASHINGTON. �
<br /> NOTEo oTHERW�SE. D E L EGATE D CO N N ECTI 0 N D ES I G N. STRESS IN EACH OF THE RESPECTIVE COMPONENTS OF EACH METAL FABRICATION.
<br /> 8. THE CONTRACTOR SHALL PROVIDE REINFORCING SHOP DRAWINGS INDICATING
<br /> 8. U N L E S S O T H E R W I S E N O T E D, P R O V I D E J O I S T S E A T S O F T H E S A M E D E P T H A T B E A R I N G a. TOP RAIL OF GUARDRAIL SYSTEMS: CONCENTRATED LOAD OF 200 Ibf APPLlED AT ANY BAR SIZE, SPACING, DIMENSIONS AND ALL NECESSARY INFORMATION REQUIRED �
<br /> LOCATIONS COMMON TO JOISTS FROM DIFFERENT SERiES (K, LH, DLH, ETC.). �. UNLESS SPECIFICALLY DETAILED ON DRAWINGS,ALL STEEL CONNECTIONS SHALL POINT AND IN ANY DIRECTION. UNIFORM LOAD OF 50 Ibf PER LINEAR FOOT APPLIED IN ANY TO ACCURATELY POSITION THE REBAR AS INDICATED. ENSURE CHAIRS
<br /> 9. STAGGER STEEL JOISTS AS REQUIRED TO OBTAIN MINIMUM BEARING REQUIRED SY THE gE DESIGNED BY THE CONTRACTOR'S DELEGATED CONNECTION DESIGN DIRECTION ON THE TOP RAIL. CONCENTRATED AND UNIFORM LOADS ABOVE NEED NOT BE BOLSTERS, OR OTHER MEANS OF SUPPORTING REBAR ARE PROVIDED AND ~
<br /> ENGINEER. SHOP DRAWINGS AND CALCULATIONS FOR GOMPLETE STEEL
<br /> STEEL JOIST INSTITUTE. ASSUMED TO ACT SIMULTANEOUSLY. ACCURATELY DETAILED. PANEL CONSTRUCTION SHALL NOT START UNTIL �
<br /> FABRICATION AND CONNECTIONS SHALL BE PREPAREQ AND SUBMITTED TOGETHER b. HANDRAILS NOT 5ERVING AS TOP RAILS: CONCENTRATED LOAD OF 200 Ibf APPLIED AT ANY REINFORCING SHOP DRAWINGS ARE REVIEWED, APPROVED & RETURNED.
<br /> 10. UTILITY HANGERS MUST BE ATTACHED TO THE JOISTS WITHIN 6"OF A PANEL POINT. FOR REVIEW BY THE ENGINEER OF RECORD AND BY THE OWNER. CALCULATIONS p01NT AND IN ANY DIRECTION. UNIFORM LOAD OF 50 Ibf PER LINEAR FOOT APPLIED IN ANY PANEL FORMING AND REINFORCING SHOP DRAWINGS SHALL BE CHECKED &
<br /> WHERE HANGERS MUST BE ATTACHED BEYOND 6" OF A PANEL POINT A JOIST STIFFENER AND DETAILS SHALL BE SIGNED AND SEALED BY A STRUCTURAL ENGINEER REVIEWED BY THE CONTRACTOR FOR COMPLIANCE WiTH THE CONTRACT
<br /> SHALL BE INSTALLED. DO NOT APPLY MORE THAN 200 POUNDS OF TOTAL HANGING LOADS REGISTERED IN THE STATE OF WASHINGTON. BEFORE SUBMITTING TO THE DIRECTION. CONCENTRATED AND UNIFORM LOADS ABOVE NEED NOT BE ASSUMED TO ACT DOCUMENTS PRIOR TO SENDING THEM FOR REVIEW BY THE STRUCTURAL
<br /> TO ANY SINGLE JOIST, UNLESS NOTED OTHERWISE ON CMC CE DRAWINGS, ENGINEER OF RECORD, SHOP DRAWINGS SHALL BE REVIEWED BY THE SIMULTANEOUSLY. ENGINEER OF RECORD.
<br /> 11. UNLESS NOTED OTHERWISE, THE JOIST FABRICATOR SHALL DESIGN ROOF JOISTS FOR A CONTRACTOR FOR COMPLETENESS AND COMPLIANCE TO THE CONTRACT c. INFILL AREA OF GUARDRAIL SYSTEMS: CAPABLE OF WITHSTANDING A HORIZONTAL g GROUT USED UNDER WALLS SHALL BE NON SHRINK WITH A MINIMUM 28 DAY
<br /> NET UPLIFT OF 15 PSF. ADDITIONAL BRIDGING, IF REQUIRED, TO B� CLEARLY NOTED ON DOCUMENTS. SHOP DRAWINGS NOT REVIEWED BY THE CONTRACTOR WILL BE CONCENTRATED LOAD OF 50 Ibf TO ONE SQ. FT.AT ANY POINT IN THE SYSTEM INCLUDING COMPRESSIVE STRENGTH OF 5,000 PSI. SUBMIT GROUT MIX FOR APPROVAL.
<br /> ERECTION DRAWINGS. THE GENERAL CONTRACTOR SHALL COORDINATE THE LOCATION OF REJECTED AND RETURNED. NO STRUCTURAL MEMBERS SHALL BE FABRICATED PANELS, INTERMEDIATE RAILS, BALUSTERS OR OTHER ELEMENTS COMPOSING THE INFILL
<br /> ALL BRIDGING WITH FIRE PROTECTION SYSTEM AND TOTHER TRADES PRiOR TO JOIST UNTIL THE REVIEW PROCESS OF THE SHOP DRAWINGS BY THE ENGINEER OF AREA.
<br /> ERECTION. RECORD IS COMPLETED, APPROVED AND RETURNED TO THE CONTRACTOR. 6. FABRICATE LADDERS FOR THE LOCATIONS SH4WN, WITH THE DIMENSIONS, SPACING� ADH ESIVE ANCHORS.
<br /> 12. ABSOLUTELY NO HOLES WILL BE BURNED OR DRILLEQ tNTO JOIST CHORDS WITHOUT 2• DELEGATED CONNECTION DESIGN ENGINEER SHALL COMPLETELY DESIGN AND SHOW DETAILS AND ANCHORAGES AS INDICAl'ED OR REQUIRED. COMPlY WITH THE
<br /> APPROVAL FROM THE ENGINEER. CONNECTION DETAILS FOR THE REQUIRED GUSSET PLATES,ANGLES, STIFFENERS, CAP REQUIREMENTS OF ANSI A14.3. SIDE RAILS: CONTINUOUS, STEEL, 2"x21/2" FLAT BARS, �. FOR POST-INSTALLED ADHESIVE ANCHORS INTO CONCRETE, PRODUCTS SHALL HAVE
<br /> 13. STEEL JOISTS BEARING ON COLUMNS WILL BE BOLTED. STEEL JOISTS BEARING ON BEAMS PLATES AND FILLER PLATES, BOLTS, WELDS, TOLERANCES, ETC. TO SAFELY SUPPORT THE WITH EASED EDGES, SPACED 18"APART. BAR RUNGS: 3l4" DIAMETER STEEL BARS WITH BEEN TESTED AND QUALIFIED FOR USE !N ACCORDANCE WITH ACI355.4 AND ICC-ES
<br /> WILL BE WELDED TO STEEL WITH A 2" LONG FILLET WELQ ON EACH SIDE OF THE BEARING. APPLICABLE LOADS/FORCES IN THE CONNECTED MEMBERS. GRIP SURFACE, SPACED 12" o.c. GALVANIZE IF EXTERIOR EXPOSURE. AC308. PRE-APPROVED ADHESIVES INCLUDE:
<br /> EXTEND BOTTOM CHORDS OF JOISTS AT COLUMNS TO A STABIUZER PLATE (DO NOT WELD 3. CONNECTION DESIGN SHALL COMPLY WITH THE LATEST APPLICABLE CODES AIVD 7. FABRICATE LADDER SAFETY CAGES TO COMPLY WITH ANSI A14.3. PRIMARY HOOPS: 5/16"x4" A. SIMPSON STRONG-TIE "SET XP" (ICC-ES ESR-2508)
<br /> THE BOTTOM CHORQ EXTENSiON TO THE PLATE). IF NO JOIST OCCURS AT COLUMNS, SPECIFICALLY TO THE 14TH EDITION AISC DESIGN MANUAL AND AISC 341-10 REQUIREMENTS. STEEL BARS FOR TOP AND BOTTOM HOOPS; AND FOR CAGES LONGER THAN 20'-0", B. HILTI HIT-RE 500SD (ICC-ES ESR-2322)
<br /> INTERMEDIATE HOOPS SPACED NOT MORE THAN 20'-0" o.c. SECONDARY INTERMEDIATE
<br /> EXTEND THE BOTTOM CH�RDS OF EACH ADJACENT JOIST TO BEAMS. 2. FOR POST-INSTALLED ADHESIVE ANCHORS INTO MASONRY PRODUCTS SHALL
<br /> 4. UNLESS CONNECTION DETAILS ARE SPECIFiCALLY DESIGNED BY THE ENGINEER OF HOOPS: 5/16"x2"STEEL BAR HOOPS SPACED NOT MORE THAN 4'-0" o.c. BETWEEN PRIMARY HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58.
<br /> 14. UNLESS NOTED OTHERWISE, DESIGN STEEL JOISTS LIMITING SIMPLE SPAN DEFLECTIONS RECORD AND SHOWN ON THESE DRAWINGS,ALL OTHER DETAILS SHOWN ARE DESIGN HOOPS. VERTICAL BARS: 5/16"x2" STEEL BARS SECUREQ TO EACH HOOP SPACED PRE-APPROVED ADHESIVES INCLUDE: (ALL MASONRY CELLS TO RECEIVE
<br /> TO THE FOLLOWING CRITERIA: INTENT. HOWEVER, DELEGATED CONNECTION DESIGN ENGINEER MAY DESIGN AND APPROXIMATELY 9"o.c. GALVANIZE IF EXTERIOR EXPOSURE. ANCHORS SHALL BE GROUTED SOLID)
<br /> a. LIVE LOAD DEFLECTION = L/240 OF SPAN PROVIDE ALTERNATE C4NNECTION DETAILS FOR REVIEW AND APPROVAL BY THE g, GALVANIZING REPAIR PAINT: HIGH ZINC DUST CONTENT PAINT FOR RE-GALVANIZING A. SIMPSON STRONG-TIE "SET" ICC-ES ESR-1772
<br /> b. TOTAL LOAD DEFLECTION = L/180 OF SPAN ENGINEER OF RECORD. CONNECTION DESIGNER MY INTERCHANGE WELDS AND BOLTS � )
<br /> SHOWN IN DESIGN INTENT DETAILS, SUBJECT TO APPROVAL BY THE ENGINEER OF RECORD. �NELDS IN GALVANIZED STEEL, WITH DRY FILM CONTAINING NOT LESS THAN 94% ZINC DUST B. HILTI HIT-HY 150 MAX(ICC-ES ESR-1917)
<br /> 15. STEEL JOIST PLACEMENT PLANS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BY WEIGHT, AND COMPLYING WITH DOD P21035 OR SSPC PAINT 20. C. HILTI HIT-RE 500SD
<br /> PRIOR TO FABRICATION. THE PLANS SHALL INCLUDE: 5. BEAM TO COLUMN AND BEAM TO BEAM CONNECTIONS MAY BE DESIGNED USING DOUBLE 3. SUBSTITUTION REQUESTS F4R PRODUCTS OTHER THAN THOSE LISTED ABOVE
<br /> a. LISTING OF ALL APPLICABLE LOADS USED TO DESIGN THE JOISTS/JOIST GIRDERS. ANGLES OR SHEAR PLATE, UNO. SINGLE ANGLE CONNECTIONS ARE NOT PERMITTED. MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR)
<br /> b. PROFILES FOR NONSTANDARD JOIST/JOIST GIRDER CONFIGURATIONS. 6. CONNECTION OF MEMBERS SHALL BE DESIGNED FOR THE FORCES INDICATED ON DELEGATED BUCKLI NG RESTRAI N ED FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS
<br /> c. CONNECTION REQUIREMENTS FORJOIST SUPPORTS, JOIST GIRDER BE DES GNED ASiFOo OWS:ARE NOT INDICATED ON DRAWINGS, CONNECTIONS SHALL gRACE SYSTEM DESIGN. APPLICATIOND SUBSOTU TON REQUE TS SHAL�INCLUDOCALCULATIONSRIATE
<br /> SUPPORTS AND FIELD SPLICES DEMONSTRATING THE SUBSTITUTION IS THE EQUIVALENT CAPABLE OF ACHIEVING
<br /> d. DEFLECTION CRITERIA USED FOR LIVE AND TOTAL LOADS FOR NON SJ) TRUSSES, STRUTS & BRACING----AXIAL = 20 KIPS ULTIMATE (COMPRESSION &TENSION)
<br /> STANDARD JOISTS. NON-COMPOSITE BEAMS-------SHEAR- 50% OF TOTAL UNIFORM LOAD 1. UNLESS SPECIFICALLY DETAILED ON DRAWINGS, ALL BUCKLING RESTRAINED PERFORMANCE VALUES OF THE PRE-APPROVED PRODUCTS.
<br /> 16. AT COMPLETION OF FABRICATION, THE JOIST MANUFACTURER SHALL SUBMIT TO THE CORRESPONDING TO MAXIMUM BRACE SYSTEMS SHALL 8E DESIGNED BY THE CONTRACTOR'S DELEGATED 4. ADHESIVE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S
<br /> ENGINEER OF RECORD A CERTIFICATE OF COMPLIANCE STATING WORK WAS PERFORMED ALLOWABLE MOMENT UNO ON PLAN. BUCKLING RESTRAINED BRACE SYSTEM DESIGN ENGINEER, SHOP DRAWINGS AND INSTRUCTIONS. THE CONTRACTOR SHALL CONTACT THE MANUFACTURER FOR
<br /> IN ACCORDANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND THE SJI STANDARD CALCULATIONS FOR CCJMPLETE BUCKLING RESTRAINED BRACE SYSTEM AND PRODUCT INSTALLATION TRAINING.
<br /> 7. INCREASES IN ALLOWABLE STRESSES ARE NOT PERMITTED. CONNECTIONS SHALL BE PREPARED AND SUBMITTED TOGETHER FOR REVIEW BY
<br /> SPECIFICATIONS. THIS IS REQUIRED TO MEET IBC CHAPTER 17, SPECIAL INSPECTION AND 5. MINIMUM EMBEDMENT FOR ADHESIVE ANCHORS SHALL BE AS FOLLOWS, UNO:
<br /> THE QUALITY ASSURANCE PLAN FOR THIS PROJECT. S E I S M I C LOAD RES I STI N G SYSTE M. SHALL BE SIGN DFAND S�EALED BY A STRU TURAL ENG NEER REGISTERED IN THE 1l2" DIA=41/2" 3/4" DIA=6 3/4"
<br /> STATE OF WASHINGTON. BEFORE SUBMITTING TO THE ENGINEER OF RECORD, 5/8" DIA=5 5/8" 1" DIA=9"
<br /> STEEL FLOOR DECK. 1 ORCE RES STINGISYSTE�M ALL MEMBERS DE IONATEDAS "SFRS'oSHALL gE'SMIC AND CO PLIANC TO THE CONTRACT DOC MENOS S�HOP DRAW NGOS NOT TENESS MECHAN ICAL ANCHORS.
<br /> 1. ELEVATED CONCRETE SLABS SHALL BE 3" NORMAL WEIGHT CONCRETE OVER 2" DEEP, SUBJECT TO THE QUALITY ASSURANCE PLAN IN ACCORDANCE WITH CHAPTER J REVIEWED BY THE CONTRACTOR WILL BE REJECTED AND RETURNED. NO BUCKLING
<br /> TYPE VLI, 20 GAGE, 50KSI DECK(BY VULCRAFT OR APPROVED EQUAL) COMPOSITE PER AISC 341-10 WGLUDING ALL WELDED JOWTS AND ALL BOLTED JOINTS. MT TEST RESTRAINED BRACE SYSTEMS SHALL BE FABRICATED UNTIL THE REVIEW PROCESS 1• FOR POST-INSTALLED MECHANICAL ANCHORS INTO CONCRETE, PRODUCTS SHALL
<br /> GALVANIZED DECK(TOTAL THICKNESS = 5"). REINFORCE SLAB WITH #4 @ 12" OC EA WAY 100% OF ALL PENETRATION WELDS AT COLUMN BASES &COLUMN SPLICES IN THE OF THE SHOP DRAWINGS BY THE ENGINEER OF RECORD IS COMPLETED, HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI355.2 AND ICC-
<br /> "SFRS".AT LARGE PENETRATION WELDS 1" GROOVES AND LARGER UT TEST THE APPROVED AND RETURNED TO THE CONTRACTOR. ES AC193. PRE-APPROVED ANCHORS INCLUDE:
<br /> LOCATED 1" BELOW TOP OF SLAB AND (1)#4xCONT LOCATED AT BOTTOM OF EVERY FLUTE. � )
<br /> BASE &CAP PLATES FOR LAMELLAR TEARING AND LAMINATIONS. UT TEST 100% CJP A. SIMPSON STRONG-TIE"STRONG-BOLT 2" (ICC-ES E5R-3037}
<br /> STRUCTURAL PROPERTIES OF FLOOR DECK(MINIMUM} ` GROOVE WELDS AT BRACWG REINFORCING PLATES. B. HILTI KWIK-BOLT TZ (ICGES ESR-1917)
<br /> MOMENT OF INERTIA, I = 0.406 IN4/ FT 2. DELEGATED BUCKLING RESTRAlNED BRACE SYSTEM DESIGN ENGINEER SHALL
<br /> SECTION MODULUS, Sp= 0.346 I�1 /FT 2. PER AISC 341-10, SECTION F4.6a, GROOVE WELDS AT COLUMN SPLICES, WELDS AT COMPLETELY DESIGN AND SHOW BUCKLING RESTRAINED BRACE SYSTEM AND THE 2. FOR POST-INSTALLED MECHANICAL ANCHORS INTO MASONRY, PRODUCTS SHALL
<br /> 2, FLOOR DECK AT CATWALKS SHALL BE 3"x18/18 GA. CELLULAR DECK, VULCRAFT TYPE"3NP" COLUMN TO BASE PLATE CONNECTiONS AND WELDS AT BEAM-TO-COLUMN CONNECTION DETAILS FOR THE REQUIRED GUSSET PLATES, ANGLES, STIFFENERS, FILLER HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01
<br /> OR APPROVED EQUAL. INSTALL W/ FLAT PAN ON TOP SIDE.ATTACH DECK WITH #12 TEK CONNECTIONS CONFORMING TO SECTION F4.6b(b)ARE DEMAND CRITIGAL WELDS PL.�TES, BOLTS, WELDS, TOLERANCES, ETC. TO SAFELY RESTRAIN THE APPLICABLE OR ICC-ES106. PRE-APPROVED ANCHORS INCLUDE: (ALL MASONRY CELLS TO
<br /> SCREWS @ 8"oc AND SHALL SATISFY THE REQUIREMENTS OF SECTION A3.4b AND 12.3. LOADS/FORCES IN THE CONNECTED MEMBERS. RECEIVE ANCHORS SHALL BE GROUTED SOLID)
<br /> STRUCTURAL PROPERTIES OF FLOOR DECK(MINIMUM) 3. BUCKLING RESTRAINED BRACES ARE TO BE TESTED PER THE PROVISIONS OF AISC A. SIMPSON STRONG-TIE "WEDGE-ALL" (ICC-ES ESR-1396}
<br /> MOMENT OF INERTiA, I - 2.152 IN4/FT 3� � & P.Z. DENOTE PROTECTED ZONES. DISCONTINUITIES CREATED BY 341-10. SUPPLIER TO SUBMIT PROOF OF EACH BRACE'S COMPLIANCE WITH THE B. HILTI KWIK-BOLT 3 (ICC-ES ESR-1385)
<br /> SECTION MODULUS, Sp- 1.315 IN /FT FABRICATION OR ERECTION OPERATIONS, SUCH AS TACK WELDS, ERECTION AIDS, QUALIFIED LOAD AND STRAIN RANGES. 3. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED ABOVE
<br /> AIR-ARC GOUGING AND THERMAL CUTTING SHALL BE REPAIRED AS DIRECTED BY 4. Fysc IS THE ACTUAL YIELD STRESS OF THE STEEL CORE AS DETERMINED BY A MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR)
<br /> 3, PROVIDE (1)-#4 REBAR x 4'-0" LONG AT EACH CORNER OF ALL OPENINGS THRU THE ENGINEER OF RECORD. NO WELDED, SCREWED OR SHOT-INFIELD COUPON TEST. 38 ksi < Fysc<46 ksi. CHARPY TESTING REQUIRED WHEN THiCKNESS OF FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS
<br /> STRUCTURAL SLAB AND DECK. ATTACHMENTS FOR FACADES, PARTITIflNS, DUCT WORK, PIPING OR OTHER THE CORE MATERIAL EXCEEDS 2 INGHES. HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE
<br /> 4. DECK SPAN IS PERPENDICULAR TO SUPPORT FRAMING UNO. CONSTRUCTION SHALL BE PERMITTED (N THE PROTECTED ZONES INDICATED. 5. BRACE STIFFNESS Keff TO BE "SM x(AscE/L)" +/- 10%, WHERE THE VALUES FOR APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS
<br /> PROTECTED ZONES SHALL BE INDICATED ON SHOP AND ERECTION DRAWINGS. STIFFNESS MODIFICATION FACTOR SM AND STEEL CORE AREA A
<br /> 5. WHERE DECK SPAN CHANGES DIRECTION, PROVIDE CONTINUOUS FLAT PLATE TO REFER TO AISC 341-10, SECTION D1.3, SECTION F4.5c,AND SECTION 12.1. � ) ( sc)ARE TAKEN DEMONSTRATING THE SUBSTlTUTION IS THE EQUIVALENT CAPABLE OF ACHIEVING
<br /> MATCH DECK GAGE. ATTACH USING (2)#10 TEK SCREWS SPACED @ 12"OC (1 EA FROM THE TABLE AND "L" IS THE WORKPOINT-WORKPOINT LENGTH OF THE BRACE. PERFORMANCE VALUES OF THE PRE-APPROVED PRODUCTS.
<br /> SIDE) SEE SHEETS 5210-S218 FOR TABLES
<br /> 4. ITEMS INDICATED AS "SFRS" SHALL HAVE CLASS A FAYING SURFACE OR BETTER. �, VALUES OF w AND (3ra LISTED IN THE TABLES ON SHEETS 5210-5218 ARE MAXIMUM 4� MECHANICAL ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S
<br /> 6. DECK ATTACHMENT FOR CONCRETE FLOORS SHALL BE AS FOLLOWS: ALL CONNECTIONS OF MEMBERS INDICATED AS "SFRS" SHALL HAVE VALUES AND SHALL NOT BE EXCEEDED. INSTRUCTIONS. THE CONTRACTOR SHALL CONTACT THE MANUFACTURER FOR PRODUCT
<br /> � A) HILTI X-ENP-19 FRAME FASTENER WITH 36/7 PATTERN AND PRETENSIONED BC?LTS. PRETENSIONED BOLTS SHALL BE NOTED ON ERECTION INSTALLATION TRAINING.
<br /> B H�I TI X ENP-1 FRAME STENER 61' 0 oAT� PERIMETER DRAWINGS. 7 REQURRED BRACE CRITERIA. TIONS AND BUCKLING RESTRAINED BRACE TABLES FOR D E B RI S M ITI GAT I 0 N.
<br /> )EDGES. � M I SC E L LAN EO U S STE E L. 8. WHERE A BRACE OR GUSSET PLATE CONNECTS TO BOTH MEMBERS AT A
<br /> BEAM-TO-COLUMN CONNECTION, THE CONNECTION SHALL BE A SIMPLE GONNECTION �• CONTRACTOR SHALL COORDINATE WITH OWNER FOR DEBRIS MITIGATION AND CLEAN-UP
<br /> 1. DESIGN, FABRICATION AND ERECTION OF ALL MISCELLANEOUS STEEL SHALL BE IN MEETING THE REQUIREMENTS OF AISC STEEL MANUAL SECTION B3.6a WHERE THE REQUIREMENTS FOR ALL CONSTRUCTION ACTIVITIES AFFECTING AREAS WITHIN THE
<br /> ACCORDANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION, ASD; 14TH EDITION, REQUIRED ROTATION IS TAKEN TO BE 0.025 RADIANS. EXISTING OPERA710NAL BUILDING.
<br /> UNLESS OTHERWISE NOTED ON THE DRAWINGS.
<br /> 2. MATERlALS SHALL MEET THE REQUIREMENTS OF THE FOLLOWING SPECIFICATIONS,
<br /> UNLESS NOTED: QPU�- Bq�q
<br /> a. STRUCTURAL STEEL: ASTM A992, 50ksi, MIN (C12 AND LARGER, W8 AND LARGER) �o oF WASy, �qv
<br /> b. HOLLOW STEEL SECTIONS (HSS, aka TUBES):ASTM A500, GRADE B, 46 ksi o��� �,;:; �`'o��
<br /> c. STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B � ;d a, aaa � Z
<br /> 0 � , 09 - )
<br /> d. ALL OTHER STEEL: ASTM A36, UNLESS NOTED
<br /> e. BOLTS: ASTM A325 N T �
<br /> � �
<br /> f. WELDING: ELECTRODES AWS A5.1 E70� ��Q S��` '� �'��1 S'���'E'� �411��.' ��% S��NA L �G\ ¢
<br /> N
<br /> ��`11�Q�'l y �+�$�11C1��:t}Il '�+���1 David P. Balawajder �;
<br /> WA PE 28184 �
<br /> SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE oF WASH� ACCEPTABILITY MEM N 09E04 14 SUBTITLE CURRENT REVISION SYMBOL DATE o
<br /> y�F�� "�roy THIS DESIGN AND/OR AH�KED 09 04 14 GENERAL NOTES W2548317 09/04/14 �
<br /> SPECIFICATION IS APPROVED SHEET �
<br /> BO � BENGINEERSNC.S APPROVED BY DEPT. DATE �PBNEER 09 04 14 TITLE BOEING 777X CWC BUILDING \
<br /> N0.3137 CHECKED S 2 c �
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<br /> P�� o APPROVED B U I L D!N G 40�0�� JOB N0. COMP N0. �
<br /> �icqTF OF AUTH��\�P�\ APPROVED DWG N0. �
<br /> STRUCTURAL MASTER EVERETT, WA 40-058-S2c
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