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A I B ( C I D I E I F I G I H I J I K <br /> PL 5/8"x 5"z 0'-8"w/ <br /> 1-1/8'0 A307 BOLT <br /> I III 03 12 CLEVIS CONN PER 4/5605,SIM <br /> C10x PER PLAN <br /> PE0.ARCHITECT <br /> / <br /> I I V i HIS PER PLAN <br /> 1.12"0 ROD <br /> 1/4 <br /> 1/4 Helix <br /> I `. <br /> ---FINISH PER <br /> ARCHITECT <br /> -----SPLICE PER PLAN design group <br /> EXTERIOR WALL \ NnTE' SECTION EXTERIOR WALL PER PLAN <br /> 1. SET TOP OF STEEL PER ARCH. - <br /> --�, l FRAMING w/ C10x15.3(SLOPE PER ARCM <br /> SHEATHING PER PLAN --CHANNEL PER PLAN p <br /> \ w/(2)S/8'0 LAG SCREWS @ 2 <br /> 32"OC w/4'PENETRATION <br /> INTO 6x BLKG 11 -. <br /> I I I ER ARCHTER ^ �-FASCIA CHANNEL(BEYOND) .. <br /> I -- SECDON - / -•HIS PER PLAN 1 I TYP M1F.RICAN INSTITUTE OF ARCHITECTS <br /> I � 6"MAX ---13x3x1/4,CONT <br /> I I 1-12 METAL DECK;FASTEN BETWEEN HSS I I <br /> I TO STRUCTURE PER MFR \� 3/16 CHANNEL <br /> I I <br /> SLOPE PER ARCH 114 <br /> 1/4 -CHANNEL I I L3x3x1E OF HIS <br /> PER PLAN 6x10 BLKG w/CONCEILED i I \ EA SIDE OF H55 <br /> FLAGE HANGER EA END \�PL 5/16x4z4 EA SIDE w/3/4" H55 PER PLAN ' I I �TYP 0H55 <br /> A3071N LONG SLOTTED HOLES I I 3/16 <br /> p4" <br /> I IN PLATE-FINGER TIGHT& I I12"MIN `T 1R" SHAKETHREADS <br /> _- ---- __ _ ___ ELysl3/16 2` PER ARCHITER3/16 TYP <br /> 3/G `H55 PER PLAN 3/16 2.8v HELIX DESIGN GROUP,INC <br /> LTHICKNESS PER ARCHITECT0 n+S- <br /> Cano Section 6"MAX Cano at Adjacent Wall Cano Connection at Fascia <br /> z 4 ',pp -" UND <br /> Scale: 1 1/2"=1'-0" Scale: 3/4"=1'-0" Scale. 1 1/2'=1'-0" I /--- ^ i <br /> EL SEISMIC JOINT BY OTHERS ` �1,/ OSOF F N19H& "T " SAHL <br /> 1 �^1 ------- E- 1 _-____- - - - ! ` I PER ARCH 1201 Rust Avenue South,Suite 310 <br /> PER ARCHITECT I PER ARCHITECT - 1 <br /> ` • - I. .. " 98134 <br /> 206-402-SISS lund Washington www. sahl.-. <br /> CANOPY HORIZONTAL- CANOPY HORIZONTAL VARIES oP <br /> REACTION TO REACTION TO FRAME:FRAME: - DL=2'03 KIPS �\ k 8"CLR <br /> DL=0.98 KIPS � � �� � UNBLOCKED <br /> i <br /> SL=2AS KIPS \ SL=5.08 KIPS ._- •.... - ... ,� ......___ __._._.._..-... ROOF SHTG y <br /> WL=t 0.89 KIPS / -• L .- <br /> WL=t 1.72 KIPS \ r--, " PER NOTE 4.1 �00^T P 11JC�O <br /> J \ \ I�� ON NOI/S 02 of a'axyy,� <br /> CANOPY VERTICAL CANOPY VERTICAL \ 1I <br /> REACTION TO FRAME: \ REACTION TO FRAME: 41 <br /> DL=0.6610PS DL=0-66 KIPS \"„ l C a\ <br /> SL=1.6S KIPS V'� i1 J F 'Ialn <br /> SL.1,65 KIPS `\ WL=a MSS KIPS Il PRE-ENGINEERED OVERFRAMING �''. <br /> WL=10.60 KIPS 1tl BUILDING BY OTHERS PER S/5604 <br /> II <br /> CANOPY HORIZONTAL �� <br /> CANOPY HORIZONTAL - <br /> REACTION TO FRAME \ REACTION TO FRAME: PRE-ENGINEERED METAL <br /> \ <br /> -PRF-ENGINEERED METAL �- <br /> DL=0.98 KIPS �\ BUILDING FRAME PER MFR <br /> BUILDING FRAME PER MFR DL a 2.03 KIPS <br /> SL=2.45 KIPS SL=5.6 NIPS <br /> WL=_0.89 KIPS WL=11.72 KIPS <br /> \. b <br /> --- SHEAR WALL---- <br /> ' '-p 1,. II II -- - ---- PER PLAN <br /> CANOPY VERTICAL I I $ -- --- CANOPY VERTICAL- I I I <br /> REACTION TO FRAME: -- - l <br /> REACTION TO FRAME: �- I I DL=0.66 KIPS I I I <br /> DL=0.66KIPS �•.�, II .I EL T II 11 -- ------___ .- _ EL <br /> SL=1.65 KIPS --------- __-_� SL-1.65 KIPS <br /> WL=10.60 KIPS PER ARCHITECT WL=10.56 KIPS PER ARCHITECT ' <br /> PER ARCH PER ARCH <br /> NOTF, <br /> S-6'MAX tiSIIE 5'-6"MAX <br /> 1. REFER TO 1/S6.05 FOR CALLOUTS IN COMMON. 1. REFER TO 1/56.05 FOR CALLOUTS IN COMMON. NOTES: OPEN-WEB WOOD STRUCTURAL <br /> 1. SEE 3/5602 FOR CALLOUTS IN COMMON. JOIST PER PLAN 7 <br /> Cano Section at Pre-Engineered Metal Buildingon Grid 3 Cano Section at Pre-Engineered Metal Buildingon Grid 1 Typical Open-Web Joists Per WOOD DETAILS <br /> 5 Scale: 1 1/2"=1'-0" 6 Scale: 1 1/2"=1'-0" $ Scale: 1 1/2"=1'-0" <br /> 8 <br /> REVISION DATE <br /> 9 <br /> DATE JOB NO. <br /> 10/14/2022 22-133.01 <br /> 0 S605 <br /> DRAWING NO. <br /> A I B I C I D I E I F I G I H I J I K ESIGNGEOUP,INC.utraJEIIE11�1.�l <br /> o[46K11*114ybER baR wpIo+m w.Knn Yan Hsilt ltim Cmub. <br />