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STRUCTURAL DESIGN CRITERIA: A , „ L
<br /> 1250 -0
<br /> 1. DESIGN IS BASED ON THE INTERNATIONAL BUILDING CODE 2012 AND BOEING REQUIREMENTS. ��-���� 200'-0" , 852'-0" , 200'-0" 1'-0° .
<br /> 15. DESIGN EARTHQUAKE: REFERENCE-ASCE 7-10 FR M INSIDE FACE OF PARAPET FROM INSIDE FACE OF PA PET
<br /> 2, ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAWINGS AND SPECIFICATIONS RISK CATEGORY _ _ - - T - - - - - - - - - - _ _ II
<br />� IMPORTANCE FACTOR I seismic - - - - - _ - - - - - - 1.25(OWNER REQUESTED VOLUNTARY INCREASE) o
<br /> 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS,CONNECTIONS, EMBED PLATE AND ANCHOR BOLT LOCATIONS 0.2 SECOND MAPPED ACCELERATION Ss 1.450 � a
<br /> FROM EQUIPMENT MANUFACTURER'S APPROVED DRAWINGS AND STEEL FABRICATOR'S ANCHOR BOLT AND ' - - - - - - - - - � �
<br /> EMBED PLATE SETTING PLANS,WHICH HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER. 1.0 SECOND MAPPED ACCELERATION,S1 - - - - - - - - - 0.563 �� �
<br /> 4• THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH ARCHITECTURAL, MECHANICAL, 0.2 SECOND DESIGN ACCELERATION, Sds_ _ _ _ _ _ _ _ _ 0.967 _ p � �
<br /> �L/ �
<br /> PLUMBING, ELECTRICAL AND CIVIL DRAWINGS TO LOCATE DEPRESSED SLABS,SLOPES, DRAINS, REGLETS, BOLT 1.0 SECOND DESIGN ACCELERATIpN, Sd1_ _ _ _ _ _ _ _ _ 0.563 o Q � -
<br /> SETTINGS,GRADES, ETC.ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECTIENGINEER � �
<br /> BEFORE PROCEEDING WITH THE WORK. SITE CLASS - - - - - - - - � - - - - - - - - - D `V wo
<br /> SEISMIC DEStGN CATEGORY_ _ - - - - __ � _ - _ _ _ D Z �
<br /> 5. THE CONTRACTOR SHALL REVIEW THESE DRAWINGS AND V1SIT THE PROJECT SITE BEFORE CONSTRUCTION BEGINS TO - .
<br /> COMPARE ALL EXISTING CONDITIONS AND DIMENSfONS WITH WHAT IS SHOWN ON THESE DRAWINGS. IF THERE ARE LATERAL SEISMIC RESISTING SYSTEM CRITERIA(STEEL BUCKLING RESTRAINED BRACED FRAMES) �
<br /> CONDITIONS WHICH ARE DIFFERENT FROM WHAT IS SHOWN,THE STRUCTURAL ENGINEER OF RECORD SHALL BE SEISMIC DESIGN COEFFICIENT, Cs_ _ _ _ _ _ _ _ _ 0.063 "-
<br /> NOTIFIED. DESIGN BASE SHEAR, Qe - __ - T - _ - - - 5,800 KIPS 99 7 99 7
<br />� RESPONSE MODIFICATION COEFFICIENT, R _ - - - - - _ 8
<br /> 6. THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUCTION MEETING WITH THE ARCH�TECT/ENGINEER TO ENSURE THAT
<br /> THE CONTRACTOR'S UNDERSTANDING OF THESE DRAWINGS AND PLAN FOR THE WORK IS IN ACCORDANCE WITH THE DEFLECTION AMPLIFICATION FACTOR,Cd- - - - -. - - 5
<br /> DESIGN INTENT AND TO CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE. SYSTEM OVERSTRENGTH FACTOR, �20 - - - - - __ - - 2.5
<br /> 7, ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED LONGITUDINAL SEISMIC RESISTING SYSTEM CRITERIA(STEEL BUCKLING RESTRAINED BRACED FRAMES) �,
<br /> TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SEISMIC DESIGN COEFFICIENT, Cs- _- .- - - - - - - 0.063 � � C� �� �
<br /> SHOWN. DESIGN BASE SHEAR,Qe_ _ _ _ _ ^ _ _ _ _ _ - 5,800 KIPS �
<br /> 8. ROOF GRAVITY LOADINGS RESPONSE MODIFICATION COEFFICIENT, R_ _ _ _ _ _ _ 8
<br /> LIVE LOAD MINIMUM(NOT REDUCED) _ - _ _ - _ - - - _ 20 PSF DEFLECAT�ON AMPLIFICATION FACTOR,Cd _ - - - - - _ 5 '
<br /> DEAD LOADS: SYSTEM OVERSTRENGTH FACTOR,�lo_ � _ _ - _ 2.5
<br />,� SINGLE PLY ROOFING&INSULATION _ - - - - - _ _ 3.0 PSF SEISMIC LOAD RESISTING SYSTEM
<br /> METAL DECK _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 3.0 PSF THE SYSTEM CONSISTS OF A STEEL FRAMED ROOF, METAL DECK DIAPHRAGM,AND
<br /> HANGING LOADS(MEP-JOISTS&BEAMS) _ _ _ _ _ _ _ 5.0 PSF STEEL BUCKLING RESTRAINED BRACED FRAMES.COLUMNS ARE SUPPORTED BY PILE CAPS AND �
<br /> HANGING LOADS(MEP-TRUSSES) _ _ _ _ _ _ _ _ _ 3.0 PSF DRILLED PIER DEEP FOUNDATIONS. SLABS-ON-GRADE ARE SOIL SUPPORTED. _q�
<br /> FRAMWG WEIGHTS(JOISTS)_ _ _ _ _ _ _ _ _ _ _ _ 3.0 PSF ANALYSIS PROCEDURE n-
<br /> �
<br /> FRAMWG WEIGHTS(SWAY TRUSSES) _ , _ � _ _ _ _ _ 6.0 PSF THE SEISMIC DESIGN STORY SHEAR,Vx,SHALL BE DISTRIBUTED TO THE VARIOUS VERTICAL o
<br /> FRAMING WEIGHTS(MAlN TRUSSES)- _ _ - - - - - - 18.0 PSF ELEMENTS OF THE SEISMIC RESISTING SYSTEM IN THE STORY UNDER CONSIDERATION BASED o � �
<br /> SPECIAL LOADINGS: ON THE RELATIVE LATERAL STIFFNESS OF THE VERTICAL RESISTING ELEMENTS AND THE N w � - �
<br /> TRUSS BOTTOM CHORDS,CONCENTRATED LOAD 5,000 POUNDS DIAPHRAGM.THIS STRUCTURE IS DESIGNED FOR A BASE SHEAR CONSISTENT WITH ITS ABILITY Z ``3J � �� �J/
<br /> ROOF JOISTS,TWO BOTTOM CHORD PANEL POINT LOADS _ _ 2,000 POUNDS EACH TO DISSIPATE ENERGY BY INELASTIC CYCLIC STRAINING,THE MODAL RESPONCE SPECTRUM -
<br /> ANALYSIS PROCEDURE WAS USED. � a � I I
<br />� 9. DESIGN SNOW LOAD: REFERENCE - ASCE 7-10 r
<br /> RISK CATEGORY - - - - - - - - - - - - - - - II 16. ALL ARCHITECTURAL,MECHANICAL,OR ELECTRICAL COMPONENTS AND THEIR ANCHORAGES TO THE
<br /> GROUND SNOW LOAD, Pg - - - - - - - - - - 20.0 PSF STRUCTURE,WHETHER REQUIRED TO BE DESIGNATED SEISMIC SYSTEM OR NOT,SHALL BE DES�GNED
<br /> FLAT ROOF SNOW LOAD, Pf - - - - - - 14.0 PSF IN ACCORDANCE WITH ASCE 7,CHAPTER 13,"SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL C O M P O N E N T & C LA D D I N G W I N D L OA D
<br /> EXPOSURE FACTOR,Ce - - - T - - - - - - - - - 1.0 COMPONENTS",AND INSPECTED AND TESTED AS REQUIRED IN ACCORDANCE WITH IBC 2012 AND
<br /> IMPORTANCE FACTOR: I snow - - - - - - - - - - - - 1.0(1.1 FOR FACTORY MUTUAL COMPONENTS) ROO F ZO N E D IAG RAM - P LAN
<br /> THERMAL FACTOR,Ct - - - - - - - - - - - - - 1.0 ASCE 7-10 CHAPTER 13.THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE OF THE '
<br /> RAIN ON SNOW(ROS)SURCHARGE - - - - - - - - - - 5.0 PSF DESIGN OF THE PARTICULAR COMPONENTS SHALL INCLUDE ALL DETAILS REQUIRED FOR THE
<br /> DESIGN SNOW LOAD, Pb(PER RECOMMENDATI�NS FROM SEAOIN)- 25.Q PSF
<br /> INSTALLATION ON THEIR DRAWINGS. •
<br /> �o. E�EvaTE�F�ooR�oa�i�v�s - COMPONENT&CLADDING ULTIMATE ROOF WIND PRESSURE (PSF) SCHEDULE
<br />� LIVE LOADS;OFFICE AND MECHANICAL FLOORS; TR�BUTARY ARE,4(sF�
<br /> BASIC UNIFORM(COLUMNS AND FOOTWGS) 90 PSF "
<br /> FRAMING UNIFORM(BEAMS AND GIRDERS) - - - - - - 150 PSF 100'-0" 100'-0" ZONE
<br /> 10 ZO 50 100 200 �00
<br /> NON-CONCURRENT CONCENTRATED - - - - - - - - 3,OQ0 POUNDS
<br /> NON-CONCURRENT FORK TRUCK - - - - - - - - - 10,000 LB AXLE � i �1 -54,7 •52,0 -48.1 -44.9 �42.1 -�.3
<br /> DEAD LOADS:OFFICE AND MECHANICAL FLOORS ,.._ w �2 -85.9 -81.6 -75.6 -70.4 �66.1 �0.1
<br /> CONCRETE ON METAL DECK - - - - - - - - 51 PSF a ¢ � �, `-r ,
<br /> - - - �q � �j) �L�� �� O3 -117.0 •111.2 -103.0 -95.9 -90.1 -81.9
<br /> FRAMING - - - - - - - - - - - - - - 15PSF B4O.D.VARIES a = �
<br /> HANGING(MEP AND SPRINKLERS) - - - - - - - - - 14 PSF -
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<br /> 11. CATWALK LOADINGS �
<br />� LIVE LOADS: �
<br /> UNIFORM - - - - - - - - - - - - - - - - - 50 PSF
<br /> NON-CONCURRENT CONCENTRATED - - - - - - - - - 300 POUNDS
<br /> DEAD LOADS- �
<br /> ,
<br /> - - - - - - - -- - - - - - - - - - 15 PSF \�! �4) ��
<br /> 12. STAIR LOADINGS �
<br /> \ /
<br /> LIVE LOADS: �
<br /> UNIF�RM - - - - - - - - - - - - - - - - - 100 PSF
<br /> NON-CONCURRENT CONCENTRATED - - - - - - - - 300 POUNDS � � _ � � .
<br /> DEADLOADS - - - - - - - - - - - - - - 40PSF � P1 P2 ► P1 � P3 ---
<br /> TOP OF RAILS UNIFORM - - - - - - - - - - - 50 PLF - �
<br /> 1
<br /> TOP OF RAILS CONCENTRATED - - - - - - - - - - - 200 POUNDS � � �
<br /> 13. CRANE LOADING(SEE CRANE FRAMING AND LAYOUT PLANS) � � `
<br /> 14. DESIGN WIND LOAD: REFERENCE - ASCE 7-10 C O M P O N E N T & C LA D D I N G W I N D LOAD � �
<br /> R'SK�ATE�°RY - -- - - - - - -- - - - - - -- - " WALL ZONE DIAGRAM - ELEVATION ' ' I
<br /> NOTE: FOR PARAPET LOADS P1,P2,P3 AT(4)&(5),
<br /> ULTIMATE(LRFD)WIND SPEED V_ _ - - - - _ _ � - - _ 110 MPH SEE WALL WIND PRESSURE SCHEDULE.
<br /> I i
<br /> NOMINAL{ASD)WIND SPEED V _ _ - - _ _ _ _ - - - - 85 MPH
<br /> .
<br /> EXPOSURECATEGORY_ _ _ - _ _ _ _ _ _ _ _ _ _ _ C I
<br /> IMPORTANCE FACTOR I wind 1.00(1.15 FOR FACTORY MUTUAL COMPONENTS) � �
<br /> , - - COMPONENT&CLADDING ULTIMATE WALL WIND PRESSURE (PSF) SCHEDULE I
<br /> INTERNAL PRESSURE COEFFICIENT ±0.18
<br /> TRIBUTARY AREA(SF)
<br /> I I
<br /> ZONE �
<br /> 10 20 50 100 200 500 �
<br /> O4 -37.4,+37.4 -36.3,+36,3 -34,4,+34.4 •329,+32,9 -31.8,+31.8 -29.9,+29.9
<br /> O �68.6,+31.4 �3.8,+34.8 -56.9,+31 A -52,8,+28.8 -47.3,+25.8 -412,+22.4 I
<br /> PARAPET ROOF PRESSURES 4' +37.4,-85.9,•37,4 +36,3,-81.6,-36.3 +34.4,•75,6,-34.4 +32.9,-70.4,-32.9 +31.8,�5,1,-31,8 +Zg.g,�0.1,•29.9
<br /> (SEE LEGEND&SECTION) O +37,4,•117.0,�8.6 +34,8,-111.2,�63.8 +31,0,•103.0,-56.9 +2s.a,-95.9,-52.8 +28.8,-90.1,-47,3 +22.4,-81.9,-012 C O M P O N E N T & C LA D D I N G W I N D L OA D �
<br /> I.EGEND:
<br /> +��,4,-81.9,.��,z- PARAPET ZONE DIAGRAM - SECTION
<br /> ; P1,P2,P3
<br /> STRUCTURAL ENGINEER-OF-RECORD
<br /> I , � � ������; CMC CARY ENGINEERING
<br /> � '� P.O. BOX 2525
<br /> I '_ _ � ������ GREENVILLE,SC 29602
<br /> www.brph.com Copyright o 2017 � � PHONE: 864-609-5340 ,
<br /> Architects, Engineers, Constructors FAX:864-609-5344
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<br /> Lynnwood,Washington,9d036 Ce�tificate of Autnorizatioa
<br /> � Engine2ring No.3137
<br /> 425-921-3500 P,rchitecture o.
<br /> CMCCE PROJECT#14-1061 �
<br /> DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE �
<br /> SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED �ATE �PS N i N c r oN . ACCEPTABILITY ��KED 10/09114 DESIGN CRITERIA W2548317 10/09/14 0 �
<br /> 0 Issue For Construction DWD AKR 10109114 �, THIS DESIGN AND/OR RLP 10l09114 SHEET FOR �
<br /> SPECIFICATION IS APPROVED r
<br /> sn+i-oweN stEE� ENGINEER TITLE o
<br /> BOE��� � COMPANY,INC. APPROVED BY DEPT. DATE ,AKR 10/09114 Boeing 777X CWC BUILDING REFERENCE c�
<br /> N0.2szo4-000si27 CHECKED �� �
<br /> I ��F , �o APPROVED B U I L D I N G T O�V V �pg Np, COMP NO. O N LY�O_ - �
<br /> .� - \tiP A rover 58 S2 0 .
<br /> 'TF oF AujH°� APPROVED 1STRUCTURAL MASTER EVERETT, WA DWG NO. L�O'�JO-SZ
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