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BUP2021-00086 (4) V Site Address: 9 a: l oadc. ■ Building Division T I G A i.D Deferred Submittal Transmittal Letter TO: 'VW qOarAlittic DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: cvi. �ic�i� '\lnertn FEB 9 2024 COMPANY: CITY OF TIGARD �2a� Co 'ai`yes BUILDING DIVISION PHONE: C2j�j1)( —�j6-l 9 I By::..)3> RE: cA9A4 SW oo--stvec-t- PU2702"1— 000)(D (Site Address) (Permit/Case Number) cLn\� 1.c\d 5en�o( Lv (Project na or subdivision name and lot number) Valuation of Deferred Submittal: $ ` j2) 7222. 00 ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: Description: Remarks: NOTE:Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building.The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specially Code Section 106.3.4.2 FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: ❑ Yes ❑ No Fee Description: Amount Due: Deferred Submittal Fee: $ Additional fee based on valuation: $ 71 6 • €.5- Other: a3sc x o.5 $ 1 1 7 . 5 O Total Fees Due: $ $3 ci , a S Special Instructions: Reprint Permit (per PE): ❑ Yes . No ❑ Done Applicant Notified: z,r Date: (213jb-+f Initials: /3 •?, The fee for processing ar4reviewing deferred plan submittal shall be an amount equal to 65%of the building based on the valuation of the particular portion or portions of the project with a minimum$200.00 fee.This fee is in addition to the project plan review fee based on the total project value. t:Building\Forms\Transmittalt.etter-DefrdSubmtl.doc 04/04/07 Faaricatlon I'roaucts, Inc 4201 NE Minnehaha St Vancouver, WA 98661 RECEIVED (360) 696-1324 Fax: (360) 695-4198 FEB g 2024 APPRO Ff' CITY OFTIGARD WILDING DIVISION To: Sowles Co. Transmittal #: [8366]-014 957 NE Harlow Rd OFFICE COPY Troutdale,OR 97060 REVISION Transmittal Date: 12/27/2023 lr r Bu p a© a 1 — o a o 8 6 Job#: 8366 Attention: J , Transmittal Reason: ISSUED FOR APPROVAL Brian Kaufhold*(Sowles Co.) } "1 _ �-2 ]D. Transmittal Instruction: See attached Drawings for your approval G_ J Please Respond By: 01/12/2024 Note: The Team Leader is denoted by an * Transmittal Copies: 1 Notes: Misc Steel-Revised for Approval Document Name Description Revision Status Type Date Detailed/ Revised B1057 Beam B Issued For Approval Fabrication Details 12/26/2023 B1068 Beam B Issued For Approval Fabrication Details 12/26/2023 B1079 Channel C Issued For Approval Fabrication Details 12/26/2023 B1080 Channel C Issued For Approval Fabrication Details 12/26/2023 B1081 Beam C Issued For Approval Fabrication Details 12/26/2023 81083 Channel C Issued For Approval Fabrication Details 12/26/2023 61084 Beam C Issued For Approval Fabrication Details 12/26/2023 81085 Channel C Issued For Approval Fabrication Details 12/26/2023 B1111 Channel C Issued For Approval Fabrication Details 12/26/2023 B1113 Channel C Issued For Approval Fabrication Details 12/26/2023 81134 Beam B Issued For Approval Fabrication Details 12/26/2023 B1135 Beam B Issued For Approval Fabrication Details 12/26/2023 B1137 Beam B Issued For Approval Fabrication Details 12/26/2023 C1041 Column B Issued For Approval Fabrication Details 12/26/2023 C1043 Column B Issued For Approval Fabrication Details 12/26/2023 C1049 Column C Issued For Approval Fabrication Details 12/26/2023 C1050 Column C Issued For Approval Fabrication Details 12/26/2023 C1051 Column C Issued For Approval Fabrication Details 12/26/2023 C1052 Column B Issued For Approval Fabrication Details 12/26/2023 Item(s) whited out here are misc. metals and do not pertain to the deferred design stair submittal. Item(s) whited out here are misc. metals and do not pertain to the deferred design stair submittal. C1059 Column B Issued For Approval Fabrication Details 12/26/2023 C1060 Column B Issued For Approval Fabrication Details 12/26/2023 E3-01 MISCELLANEOUS B Issued For Approval Erection 12/26/2023 STEEL PLAN-WEST WING SOUTH E3-04 MISCELLANEOUS C Issued For Approval Erection 12/26/2023 STEEL DETAIL PLAN VIEWS-WEST WI*** E3-05 MISCELLANEOUS C Issued For Approval Erection 12/26/2023 STEEL ELEVATION VIEWS-EXTERIOR *** E3-06 MISCELLANEOUS C Issued For Approval Erection 12/26/2023 STEEL ELEVATION PLAN VIEWS- EXTE*** E3-07 MISCELLANEOUS B Issued For Approval Erection 12/26/2023 STEEL ELEVATION PLAN VIEWS- GRAN*** Item(s) whited out here are misc. metals and do not pertain to the deferred design stair submittal. M1018 Plate B Issued For Approval Fabrication Details 12/26/2023 M1019 Plate B Issued For Approval Fabrication Details 12/26/2023 M1021 Beam B Issued For Approval Fabrication Details 12/26/2023 M1022 Plate B Issued For Approval Fabrication Details 12/26/2023 M1023 Plate B Issued For Approval Fabrication Details 12/26/2023 M1024 Plate B Issued For Approval Fabrication Details 12/26/2023 M1025 Plate B Issued For Approval Fabrication Details 12/26/2023 M1026 Plate B Issued For Approval Fabrication Details 12/26/2023 M1027 Plate B Issued For Approval Fabrication Details 12/26/2023 R1030 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1031 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1032 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1033 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1034 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1035 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1036 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1037 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1038 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1039 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1040 Guardrail C Issued For Approval Fabrication Details 12/26/2023 R1041 Guardrail C Issued For Approval Fabrication Details 12/26/2023 X1001 Anchor Bolt c Issued For Approval Fabrication Details 12/26/2023 X1005 Anchor Bolt c Issued For Approval Fabrication Details 12/26/2023 X1006 Anchor Bolt B Issued For Approval Fabrication Details 12/26/2023 X1010 Anchor Bolt B Issued For Approval Fabrication Details 12/26/2023 Item(s) whited out here are misc. metals and do not pertain to the deferred design stair submittal. ST1001 Stair C Issued For Approval Fabrication Details 12/26/2023 ST1002 Stair C Issued For Approval Fabrication Details 12/26/2023 ST1003 Stair C Issued For Approval Fabrication Details 12/26/2023 ST1004 Stair B Issued For Approval Fabrication Details 12/26/2023 ST1005 Stair B Issued For Approval Fabrication Details 12/26/2023 ST1006 Stair B Issued For Approval Fabrication Details 12/26/2023 ST1007 Stair B Issued For Approval Fabrication Details 12/26/2023 ST1008 Stair B Issued For Approval Fabrication Details 12/26/2023 ST1009 Stair B Issued For Approval Fabrication Details 12/26/2023 ST1010 Stair B Issued For Approval Fabrication Details 12/26/2023 ST1011 Stair B Issued For Approval Fabrication Details 12/26/2023 ST1012 Stair C Issued For Approval Fabrication Details 12/26/2023 VB1001 Angle B Issued For Approval Fabrication Details 12/26/2023 VB1002 Angle B Issued For Approval Fabrication Details 12/26/2023 VB1003 Angle B Issued For Approval Fabrication Details 12/26/2023 VB1004 Angle B Issued For Approval Fabrication Details 12/26/2023 VB1005 Angle B Issued For Approval Fabrication Details 12/26/2023 VB1006 Angle B Issued For Approval Fabrication Details 12/26/2023 ADDITIONAL DOCUMENTS - STAIR CALCULATIONS . . 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HILYI NB TZ2OR E4 '.Embed;2.125in.. .I 'fjnbed=2.125in.. . ill r 1 ri J E_a•_ 1 0 ( MainLevel12'-01' )- - - - - — - - APPROVER: / 4'-3 / (il) ,,,,..A5 PLEASE PROVIDE GATE Fl-+ti-*', II MFGR/PRODUCT 1'-0 xSsti NUMBER DESIRED HERE y// . / / :1 Imalmr --- � P EEEMTEOERETE LowerLevel_0'-0" ) ,,n • .. ...,4r s• • • • P SECTION E3-04 REF: D.2/A5.21 1/8\ 2"@ 12 / 1/8 2"@12 TOP VIEW HSS4X4X.250 x 4'-95/8 1057 FRONT VIEW FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUDS =A ®I12/22/2023 FOR APPROVAL QI08/14/2023 FOR APPROVAL THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. A TOP VIEW 4'-91/2(W6X25 x 4'-87/8) 118 2"Al2 1/8 2"@12 B1068 11/1600 FRONT VIEW FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUDS =A ®I12/22/2023 I FOR APPROVAL Q 108/14/2023 I FOR APPROVAL THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS, A A W/ IN END. —I --"I\ : a41 a39 \ 3/16> 2"@12 a40 3/16> 2" 12 16/ 2"@12 3/16 2"@ 12 3'-0 2'-113/8/ / TOP VIEW 10.-7(C12X20.7 x 10'-7") 3.-0 3'-0 , 4-7 co .r ....ei _ _ cst in L V y. — 1I � Co ///// 'A N 3'-0 �, 8 NEARNISH SIIDE 5'-113/� 8 NO FINISH NEAR SIDE 1 ^^^ FRONT VIEW FOR APPROVAL ONLY - NOT FOI t(tU CT URA PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al ���D PROFESS WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD ��n=A c�� �G N F4. / ®I12/22/2023 I FOR APPROVAL ®I10/11/2023 FOR APPROVAL — 56635PE\\\ &I08/14/2023 I FOR APPROVAL �-,n ,1 THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. Remarks I IKtetlal I E_ Y-[L \M A A N N NO FINISH ALL AROUND WI IN IN 2"OF EA. END. 3 s i a42 3/16 2"@12 3 31/2 3/16 2 2"@ 12 / TOP VIEW C12X20.7 x 4'-10 B1080 FRONT VIEW FOR APPROVAL ONLY - NOT FOE PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al 142 �� D PROFF WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD1=A ��CO `G 1 N F� / ©I12/22/2023 FOR APPROVAL G/j .' 1.11 ®I10111/202 3 I FOR APPROVAL 56635PEA , ,I08/14/2023 I FOR APPROVAL Y� ,/` \ TIPS DRAWING 15 THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS.- II\A\M A A 4'-4(HSS4X4X.250 x 4'-4") B1081 41) 7/7 //z/ /7; NO FINISH ALL AROUND W/IN 2'OF EACH END FRONT VIEW FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al p PROFEss WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUDS =A \.4G i N Fc„ ©I12/22/2023 I FOR APPROVAL 4, Apt ZL110/11/2023 I FOR APPROVAL 56635PE &IOB/14/2023 1 FOR APPROVAL 1— ,n k,1/4\ THIDRAWING AIS THE OETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. 1 iH ALL )W/IN I. END. 0 311s 2"(a�12 a37 \ 3/16 2"@12 3/16> 2"@12 3/16 2"@12 5'-2 TOP VIEW c12x20.7 x 10'-21/16 • \ r m \ j � I co I I \ . //\\_1 NO FINISH 4'-11 8 NEAR SIDE -►s FRONT VIEW FOR APPROVAL ONLY - NOT FOI Ft,U CT UR PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al ,.4.0 PRopA. WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI ` ts, --. =REVISION CLOUD "• =A \GJ `G I N , / ,AI12/22/2023 I FOR APPROVAL •if-• .p ®I10/11/2023 I FOR APPROVAL - 56635PE &I08/14/2023 I FOR APPROVAL ,^ THIS DRAWING IS THE DETAILERS REST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS . -- . Y�fL,PPN\ _/+ A A 3'-105/8(HSS4X4X.250 x 3'-105/8) / B1084 eie 71 f 7/: //— \—NO FINISH ALL AROUND W/IN 2"OF EACH END FRONT VIEW ucru FOR APPROVAL ONLY - NOT FOI S'(R RA< ION FOR ALL AREAS. Al WILL BE ASSUMED TO BEEASE VERIFY OR I CORRDE ECT T ASTDETAILED. PLEASE REVI KD PROFESS =REVISION CLOUDS =A \� G,N F� �i12/22/2023 FOR APPROVAL �[A,‘ ®110/11/2023 FOR APPROVAL • ,.• - • 5w663JPE &I08/14/2023 ( FOR APPROVAL �\ • THIS DRAWING IS THE RETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS.- \7► A A I I- 7 ;l r - I TOP VIEW 6'-43/16(C12X20.7 x 1'-41/16) N r 12 \ \ M♦ _,- I NO FINISH ALL m �J <CJP "AROUND W/IN 0 2 / OF EA. END. m 10 \ cnZ / - - - - _ _ _ 3 12 a40 a41 N 3'-213/1 FRONT VIEW r M s126 ♦ tl w ") /- - - - .01 NO FINISH 3/16 2"@12 Ola-A- "am N F ENTIRE H COPE OPPE FINITN " 213/16 NEARSIDE 3/16/ 2"@12 O -D 2'-83/1 g." 8 3/16> 2"(a12 3/16 2"@12 BOTTOM VIEW FOR APPROVAL ONLY - NOT FOI 8I RU CT U/�q,4 WILL BE ASSUMED TO BESE VERIFY OR IDECORRECCTT ASTDETAI ED.ALL PLEASE EVI D PRo =REVISION CLOUD / 1 =A a �G N�c p112/22/2023 I FOR APPROVAL (V (` 11 A110/11/2023 I FOR APPROVAL - 5663 PE\ A108/14/2023 I FOR APPROVAL �'4.\ .l` THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. C7X14.75 x 8'-7 / / 13/1612 > I 13/1613 B1111• __ \ \ N N N \ • \ \ N N N 13/16"Q1 5<)11111 -MM _ 1 I 2"(a)12 RD 3/16/ 2"@12 /11/Z/ 4'-113/1k, 315/16 / 8'-51 FRONT VIEW 'D 11: 8'-57/g a10 III Mt r I 13/16"0 13/16"0 BOTTOM VIEW ��RUCTURq FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al $ PROS Ss WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI f(j_ lC n =REVISION CLOUD /N/1/'' =A ��5 `G N F� &I12/22/2023 I FOR APPROVAL 1'j !�j ®I10/11/2023 I FOR APPROVAL - 5663 PE\ r &08/14/2023 FOR APPROVAL 1-,^ -s THIS DRAWING IS THE RETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. Alatena' I YRS� /� A Remarks 12 7Tr ® T• N\^6 a15 � 3 / TOP VIEW 9'-15/8 (C1 2X20.7 x 9'-15/16) 1/4 1 B1113 A l p53 -.el To } } } \ 3/16 }I 1/4 A J 3/16> 2"@12 13/16 OPP A - A FRONT VIEW FOR APPROVAL ONLY - NOT FOI Al 5' p PLEASE'1( WILL BE ASSUMEDRTO BEICORRECDE ASAS DETAITION L D. PLEAR ALL SE AREAS. �y��G'N���' �Vvv =REVISION CLOUD 0'v-�/1/� =A © 12/22/2023 FOR APPROVAL r" 1) ®I10/11/2023 I FOR APPROVAL - 56635PE ®I 08/14/2023 I FOR APPROVAL '.-O \ `` THIS DRAWING DETNLERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. • TOP VIEW HSS4X4X.250 x 4'-95(8 bp12 A • FRONT VIEW 5 1 2" 12 1/8 2"@12 m M FOR APPROVAL ONLY - NOT FOI PLWILL SE Y EICO INFORMATION RAS FOR ALLP AREASE AI WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD /s4e"Ne •/1 =A ®I12/22/2023 FOR APPROVAL DI08/14/2023 FOR APPROVAL TH.S DRAWING IS THE RETAILERS BEST INTERPRETATION OE THE STRUCTURAL DESIGN DRAWINGS. A A i 3/16 1/6 2"@12 1/7/18 1/6� 2"@12 TOP VIEW ( `'/16)f 4' 9112(W6X25 x 4'-87/8) ,.(-3116) �tD 11/2 3 4-43L, 3 , B1135 bp14 A I � \ _ • 11/1fi"O 11/16"2` > A I. I'Tf A FRONT VIEW • FOR APPROVAL ONLY - NOT FOI III'i PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD =A ®I12/22/2023 FOR APPROVAL ®108/14/2023 FOR APPROVAL THIS DRAWING IS THE RETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. A A 9'-81/16(HSS6X4X.250 x 9'-81/16) B1137 <7 .L 4.-115/16 1'-8 \-NO FINISH ND / ALL AROUND FRONT VIEW 3153 FOR APPROVAL ONLY - NOT FOI ��"'O PR� CCs WILL BEEASE VERIFY ASSUM DR TO BEIDE CORRECT ASMATION FOR ALL AREAS. Al DETAILED. PLEASE REVI �\�� \G N F� s/ � =REVISION CLOUD ' " =A ••(/ 4 ®I12/22/2023 FOR APPROVAL '�.. J603 &11AWIN IS THE FOR APPROVAL •Y/� THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. A Al 3/16 C1041 a 3/16 V L FRONT VIEW 11/4 11/4 II. 5/6"fa WIPE PGdGALV HOLES PLUG AFTER GALVANIZING w_ N > p � rZe �► , LL fl „J J� 3/4"0 GALV HOLES PLUG AFTER GALVANIZING p75 NO PAINT A - A B - B FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD =A ®112/22/2023 I FOR APPROVAL A 08/14/2023 I FOR APPROVAL THIS DRAWING IS THE DETAIL FRS REST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS.' A A 3'-8718(HSS3X3X.250 x 3'-8") o EL3'-87/8 � W D K LL 1s V FRONT VIEW BOTTOM VIEW FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD /-NMI =A ®I12/22/2023 I FOR APPROVAL 2.I08/14/2023 I FOR APPROVAL THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. A B F D O u. • -10 14V FRONT VIEW 3/16 N 6-SIDES G p112 3 3h6V 1(0 K </13/16n0 > 1 o, 3/16N 0 p105 CTR'D NO FINISH <13/16°0 5'-313/ie BOTTOM VIEW �R�OT�Rq FOR PLEASE�A�PPRFY OR OVADELFONLo - NOTLL EFOAS. A �D r. Z WILL BE ASSUMED TO BE CORRECT AS DETAILED. 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PLEASE REVI -, =REVISION CLOUD S =A ®I12/22/2023 I FOR APPROVAL ,I08/14/2023 1 FOR APPROVAL THIS DRAWING 15 THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS.' 1 Remarks 1 MattNal 1 A A r r r . r . . rcsi T 1 /9/16 TOP VIEW 6-41/2 / 315/16 5'-53/ 61 4 / 16 / C 10318 1, 4@11=3'-8 / 113/8 12 37/16 7'37 ST1008 \ \ \ \ 6, °D 4 4 1 P S7 9 F 1. — 1/4 ' — — -1776c s73� 4'37� 76 1" RETURN C? °' EA END TYP> 3/16 V - = yi\> N 7.9 7 co v 4D '-g 13/1 v co ao 0 r \ CJP s105 1 — 1 FOR APPROVAL ONLY - NOT FOI FRONT VIEW PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD ' ,' " =A ®I12/22/2023 I FOR APPROVAL ®I O8/14/2023 I FOR APPROVAL THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. 1 Remarks 1 , 'r'' I FIP. .•Ilk \I 1 01 p64 TOP VIEW 13'-21/16 7'-53/8 / 5'-811/16 1'-1 6@ 11=5'-6 103/8 /53/8/ 12 NW, ST1009 co iCJP 0 5P16 �& —. — 37/16 • 1*16' 1" RETURN A = 3/16V \EA END TYP IJ _� 3/\ 5/16, bp11 — 1"RETURN 1'-4 / 3/16 V EA END FRONT VIEW FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUDY1 =A ®I12/22/2023 I FOR APPROVAL ,uaLe al �I08/14/2023 I FOR APPROVAL Remarks Grade THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS.' A A f-/A/ _ C � N 1I'''. 1/2M t0 \, a25 a24 \ D 3116 2"Al2 2"@12 / ` 3/16 2"(c�12 3/16 3/18 D 2"@ 12 RD 4'-11'18 21/4 , / CV 43/8 TOP VIEW 8'-37/8 / RD 27/8 / 5'-51/1g ST1010 A I s - . - - r F 1 w yn u) u7 1 a 1 1 IIr <11/1E A FRONT VIEW FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. AI WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI ,--, � =REVISION CLOUD 'S =A ®I12/22/2023 I FOR APPROVAL 0I08/14/2023 I FOR APPROVAL THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. A A 11 S ) " 1/4"o > \ \ 3/16 3/16> 2"@ 12 / PAINT ALL /16 p66 114"0 <1/4"fd � �114"P1 � 1/4 DF EA. ND./IN 11/16 0 DF EA. END. p66 TOP VIEW 12'-313116 1'-25/8 5'-53/4 5'-77116 103/8 4@ 11=3'-8 113/8 4t44,‘Iii 107/8 ST1011 11 in - • LnII 4 4 4 14 1/4 76 137/16 CJP r 1"RETURN EA END TYP 3/16 7i6 kiL ... ',El 'tom co 4ii s95 CJP> N 1 1/4V FRONT VIEW FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD =A ®112/22/2023 1 FOR APPROVAL R Material Remarks Grade pPM/14E2023 I FOR APPROVAL FINISH CODE:GLV THR DRAWING 15 THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. A A 12@615/16=6'-111/16 ,2, 7,$5/6 8'-51/16 1 8 / 31/2 f O , n , W I I , 79/16 W , N I fJ . JaPti��... . i / 7 41110). aPIP 40 i TOP VIEW L1-1/2X1-1/2X3/16 x 10'-01/2 i ` FRONT VIEW FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. AI WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD S =A &J12/22/2023 FOR APPROVAL iI08/14/2023 FOR APPROVAL THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. TOP VIEW 1O' 01/2 (L1-1/2X1-1/2X3/16 x 10'-0112) VB1002 A FRONT VIEW FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD /1e-Ne- /1 =A ®�12/22/2023 FOR APPROVAL hIOB/14/2023 FOR APPROVAL THIS DRAWING IS THE DETAIIERS REST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS, A A 4'-01 7'-11 10 FINISH 13/16'0 "FS FACE A END / TOP VIEW L3X3X1/4 x 8'-013/16 • FRON VIEW Sloci.URA4 FOR APPROVAL ONLY - NOT FOf ciao PROF PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al ,� ' �SS WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI U. �G N�C ins/ =REVISION CLOUD Y =A " <" ry ®I12/22/2023 I FOR APPROVAL - 56635PE r &I ion 1/2023 I FOR APPROVAL .%.. 1" . THIS DRAWING IS THE RETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. ' \N A A 4'-031i I 1 I I 1 I 1 I I 13/16'Q NO FINISH 4" FS FACE EA END TOP VIEW L3X3X1/4 x 8'-013/16 ►1 I►1 3/16 p106 J 3/16 FRONT VIEW .1RUCTURg4 FOR APPROVAL ONLY - NOT FOI OD PROFESS WILL BEEASE VERIFY OR ASSUMED TO BEIDE INFORMATION CORRECTT AS DETAIOR ALL AREAS. Al LED.D. PLEASE REV! \5 ,N4 N F'C' �WV� =REVISION CLOUD ' =A �'' .p ®112/22/2023 I FOR APPROVAL - 56635PEi p110/11/2023 I FOR APPROVAL �/� i .�* THIS DRAWING IS THE DEJAILERS BF5T INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS.' Y�{ \N_ Ya1�.l A A NO FINISH 9'-011 4"FS FACE EA END I I I I I 13/16°O 4'-a711g TOP VIEW L3X3X1/4 x 9.-4% ►1 p106 ♦64 3/16 (16 FRONT VIEW y19,ucTU,g � FOR APPROVAL ONLY - NOT FOI �fl PROF PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al Fses WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUDS=A ®I12/22/2023 I FOR APPROVAL 56635PE ®110/l 1/2023 I FOR APPROVAL 4,‘\N- THIS DRAWING IS THE RETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. A A -NO FINISH 9'-0?a 4"FS FACE EA END i / /j 13/16"0 4'-87/1g 9'- TOP VIEW L3X3X1/4 x 91-4718 FRO: VIEW � FOR APPROVAL ONLY - NOT FOI / Q PRvOFFs, PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al t"' WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI U,\� G I N FL`. �� =REVISION CLOUD /N/'Y�N =A lV !` � &I12/22/2023 I FOR APPROVAL 56635PE jj10/11/2023 I FOR APPROVAL 4.‘"1/4\ THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. i 31/2 FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD ' ' =A ©I12/22/2023 I FOR APPROVAL ®M0/11/2023 I FOR APPROVAL jj08/14/2023 I FOR APPROVAL THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS.' A / 33/4 FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD '' =A 0112/22/2023 I FOR APPROVAL p110/11/2023 I FOR APPROVAL ,L108/14/2023 I FOR APPROVAL THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS. A A 51/2 FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI =REVISION CLOUD eN =A ®I12/22/2023 I FOR APPROVAL �I08/14/2023 I FOR APPROVAL THIS DRAWING IS THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS.' A A / 41/2 / FOR APPROVAL ONLY - NOT FOI PLEASE VERIFY OR PROVIDE INFORMATION FOR ALL AREAS. Al WILL BE ASSUMED TO BE CORRECT AS DETAILED. PLEASE REVI ,--"`,"---‘,"--"`"---" =REVISION CLOUD 1 =A ®I12/22/2023 I FOR APPROVAL ®1 10/11/2023 I FOR APPROVAL THIS DRAWING 15 THE DETAILERS BEST INTERPRETATION OF THE STRUCTURAL DESIGN DRAWINGS." A A z RCIPIC STRUCTURAL SOLUTIONS 17 October 2023 Project #S23026 Client: Fabrication Products, Inc. Vancouver, WA ACOYA TIGARD SENIOR LIVING TIGARD, OREGON BIDDER DESIGNED STEEL STAIRS STRUCTURAL CALCULATIONS orgiumitrt 56635PE '9A ': "'CA.W ' RENEWS 6/30/2024 S T PILC T UPAL SOLUTIONS 1400 COLUMBIA ST. PH: 360.200.6608 VANCOUVER, WA 98660 FX: 360.200.6611 RCIP'C `oject Acoya Senior Living Center Tigard Sheet 1 of 75 Stairs Project Na. S23026 STRUCTURAL SO_,J TIC",S 1900 Columbia Street Subject Project Description By STK Vancouver,WA 98660 (360)zoo-660s Da1e 9/6/2023 PROJECT DESCRIPTION These calculations pertain to the design of Stairs E - F,handrails of stair A - C, and elevator pit ladder as part of the Acoya Senior Living Center Project located in Tigard, Oregon. The stairs steel framed and require a concrete footing at the bottom of the stringers and columns. The ladder is steel framed as well A MATERIAL Does not pertain to the deferred design stair submittal. Steel plates, channels and angles: ASTM A36, Fy=36 ks HSS ASTM A500 Gr C, Fy=50 ksi Pipe: ASTM A53, Fy = 35 ksi Bolts: ASTM A325 Welds: FEXX 70 ksi filler metal Screw Anchors:;1/2" diameter Hilti KWIK-X or equal Expansion-Anchors: 1/2" imUm diiameter Hilti Kwik bolt TZ2 or equal --- Concrete footings: f'c=3000 psi DESIGN CRITERIA I I I 2019 Oregon Structural specialty Code(2018 IBC) ASCE 7-16 Minimum Design Loads for Buildings and Other Structures Stair LL=100 psf or 300 lb I I l Guardrail LL=50plf or 200 lb I I Snow = 25 psf I I Wind = 95 mph I I I Seismic SDS=0.73 Ip=1.5 R 2.5k=1 do=2.5 h = 471 ft FP </= 1.6SDsIpWp = 4.38Wp F, >/= 0.3SDs1pWp = 0.82Wp I I I I i Project Acoya Senior Living Center Tigard Sheet Stairs Project No. S23026 2 of 75 STRUCTURAL SOLUTIONS 1400 Columbia Street Subject Design Loads By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 29.5, Design Wind Load on Others Structures F = qZG CfA. (29.5-1) qz= .00256 K Kz,Kd V2 (29.3-1) Ht. z at the centroid of area Af= 10 eft Exp= B Exposure coefficient K2= 0.57 6.5.6.6, T-6-3 for MWFR opography factor Kn= 1.00 6.5.7.2 Directionality factor Kd = 0.85 Table 6-4 Building &Structure Risk Category= II, standard IBC T-1604.5 Wind Speed V= 95 MPH Fig. 26.5-1A, MRI =700 yrs qZ= 11.19 psf Gust Effect factor G = 0.85 26.9 Force coeff Cf= 1.6 Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 15.22 psf I I I L I I I. 1 I I I I i I I I I I 1 I PRCIPIC P'ui"t Acoya Senior Living Center Tigard Sheet Stairs A-C Handrail Project No. S23026 3of75 STRUCTURAL SO_U T;GrV`J 1400 Columbia Street Subject Design Loads By STK Vancouver.WA 98660 (360)200-6608 Date 9/6/2023 STAIR A, B , AND C , HANDRAIL I I I. I I 1 I L f I I 1 I I I I I I I I I I I I I I I I �1 __ 1_ I__ I 1 I I I I I , , , , , , , , , , , , , , ,, , , ,I 4- STRUCTURAL SOLUTIONS ACIFI Acoya Senior Living Center Tigard sheet Stairs A-C Handrail Pt°Jet S23026 4 of 75 1400 Columbia Street Subject Design Loads By STK Vancouver,WA 98660 Date (360)zoo-ssos 9/6/2023 Handrail Loading Max diagonal distance betweell brackets = .66' PIPE1-1/4 STD = 3 plf DLha.drall = 3 plf LLha,dra;I = 50 plf any direction O. 200 lbs Mmax,p;pe = 3plf x 4.66ft2/ 8 + 20i b x 4.66ft/ 4 �= 241 lb-ft < - .3 kip-ft OK - Vmex,p -_3p1f_x._4.66ftL2_+ 2041b_=20Z1b-<_3.9_kip OK _ ___ Load at bracket to handrail connection PDL 3plf x (4.66ft/ 2) x 2 = 14 lbs PLL = 50p1f x (4.66 / 2) x 2 = 233 lbs (any direction) Load at bracket (Wagner RB14025) to wall connection Mme,1 = (14lbs + 2331bs) x 2.5" = 618 in-lbs Tmax;lagscrew = 618 in-lbs / 3" / 2 = 103 lbs Vmax lag screw = (14lbs + 233Ibs) / 31= 85 lbs I I j I I_ I f 1 I I REVISIONS REV1 DESCR PRIM i DATE I APPROVED ` -2,50 .OEy , LUG WELD - 1 �- I -- 25bP I —RB14025B 1- ._ I. =I '..... 2.49-COG 21314011,ie.? PLUG WELD�'. _... 03.00 I 0.26 "." IIAN➢R4ib-BRACkET;-BAR liENa-,SAIRIEp �° STEEL I I I I iw I I 03/0E/09 THE WAGNER ()MPANIES mask I ( MILL 7 -- I- rurce RB141025 17 ��'�' Project Acoya Senior Living Center Tigard Sheet 5 of 75 STRUCTURAL SOLUTIONS Stairs E Project No. S23026 1400 Columbia Street Subject Pipe1-1/4STD properties By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Wide Flange Shape Area OD ID tnom tdes J D/t I Z S r Pipel-1/4S70- 0.625.. 1.66 1.38 0.14 0.13 0.368 12.8 0.184 0.305 0.222 0.543 ASTM A_'3 Gr.B Fy= 35 I,si Fu= 60 ksi Flexure 0.45E D/t< = 373 OK Lb= 4 ft F y E E dp=0 07—= 58 A,.=0.31—= 57! DA= 12.80 compact Fy Fy Flexure,compact M„=Mp=FyZ= 15.25 k-in 1.3 k-ft Flexure,noncompact M„=(0.021E (D` +FyIS= NA k-in NA k-ft t/1 Flexure,slender Fc.= .33E= 748 Iasi M„=F,,S= �JA kin PA k-ft -_...I k h =0.90(LRFD) tlp=1.67i(ASD) OM„= 1 l ft i M,,1— lc-ft Shear 1.60E 1 0.78E L„= 144 in Fe.,. = s= 206 ksi F, 9 = 494 ksi Ft(RVI Fm<0.6Fy= 21 ksi .:Fm-= 21 ksi V,,=Fci Ag/2= 7 lL VNip ¢„=0.90(LRFD) 11„=1.67(ASG,,/ (6„Vn= 5.9 ip ( = 3.9 Icip I fillaRCIFI Project Acoya Senior Living Center Tigard Sheet 6 of 75 STRUCTURAL SOW TIONS Stairs E P`0jectNo S23026 1400 Columbia Street Subject Design Loads BY STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 STAIR E 1 1_ I 1 1 1 1 1 1 1 1 L I 1 I II I 1 I 1 1 l 1 ff_ 1 I 1 1 1 1 .1 1 1 Il 1__ 1 1 1 1 1 I 1____ l I I I 1 i I I PRCI �p.ICP`oiPc Acoya Senior Living Center Tigardsl'eot7of75UCTURAL 5 __,TCJ�S Stairs E Piolect S23026 1400 Columbia Street Subject Design Loads By STK Vancouver,WA 98660 (360)200 6608 Date 9/6/2023 Design Loads: DEAD LOAD: C12x20.7 = 21 plf C7x12.25 = 13 Of --- HSS 4x4x0.25 = 13 plf HSS 3x3x0.25 = 9 plf HSS 6x4x0.25 = 28p1f Metal Grate Tread = 13 psf Concrete Landings —_33-psf._ Guardrail = 15 plf EARTHQUAKE LOAD: h = 47', z = 12' Fp=0.4SnsaP (1+2* = 0,171WVP < 0.82W(RP/I,) FP = 0.82WP SNOW: II I r 25 PSF I I LIVE LOAD: Stairs = 100 psf OR 300Ibs I ASDlive-loading equations fr (2) 100psf <- controls (3) 25 psf I (4) 0.75 x 25psf x 0.75 x 100 psf = 94 psf ---WIND: 29.5, Design Wind Load on Others Structures F = qz G Cf Af (29.5-1) f I qz .00256 KZ Kat Kd V2 (29.3-1) Ht.z at the centroid of area Af= 10 ft Exp= B Exposure coefficient Kz= 0.57 6.5.6.6,T-6-3 for MWFR Topography factor Kr= 1.00 6.5.7.2 Directionality factor Kd= 0.85 J Table 6-4 Building &Structure Risk Category= II, standard I IBC T-1604.5 Wind Speed V= 95 MFjH Fig. 26.5-1A, MRI =700 yrs I I qz= 11.19 psf Gust-€ffect--#actor-G —0-65--- 26,9 I I Force coeff Cf= 1.6 I Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 15.22 psf ACIFIC Project Acoya Senior Living Center Tigard Sheet! STRUCTURAL SOLUTIONS Stairs E Project No S23026 8of75 1400 Columbia Street Subject Decking/Framing configuration By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 (B treat top ® ax gravity load ,1 decking/frame as rigid 11'.6 } t body for lateral Wi 1411 _ 1ATTAGNMtNT FRAM , MU � EMeeo1S!TO LANDING. u I EA-END> tigie _ KGJP > � P QA max gravity load I 81,o„85 m ,� ENo a mot heavily loaded_ ®gym • MI stri ger to be �I'ut ��� ch:cked for cap--- cit i h Iii' ita Im l IJ I j 5 r 6,o d of ti lI -- -- --IIII i- I RfI ' I' III I III, i i .m1� il%447 — — ,II, Jilt;; 10, Now 1 EXTERIOR AIR E-PLAN VIEW 1 I E3-01 REF Ea,E1/A282 column, typ I I I I I I I PLBTM-36/B-36 FORMLOK® DECK-SLABS p NORMAL WEIGHT CONCRETE (145 pcf) Q Maximum Unshored Spans Composite Deck-Slab Properties Slab Depth Maximum Unshored Concrete Deflection Moment Shear Deck Construction Clear Span + Deck Id = (I„+I")/2 Mno/f1 Vno/f1 Total Topping Gage 1 2 3 (psf) (in4/ft) (kip-ft/ft) (kip/ft) 22 6'-7" 7'-9" 7'-10" 32.5 2.68 1.89 2.01 31/2" 2" 20 -10 9"-24 9'-4" 32.9 2.88 2.20 2.01 18 9'-0" 10'-9" 11'-2" 33.5 3.22 2.78 2.01 16 9'-8" 11'-11" 11'-9" 34.1 3.53 3.32 2.01 22 5'-9" 6'-9 6'-10" 50.6 7.74 3.36 3.29 5" 31/2" 20 6'-10" 8'-0" 8'-1" 51.0 8.28 3.95 3.29 18 7'-10" 9'-5" 9'-8" 51.6 9.24 5.06 3.29 16 8'-5" 10'-5" 10'-5" 52.2 10.10 6.11 3.29 22 5'-4" 6'-3" 6'-4" 62.7 13.32 4.43 4.27 6" 41/2" 20 6'-4" 7'-5" 7'-6" 63.1 14.20 5.22 4.27 18 7'-4" 8'-8" 9'-0" 63.7 15.79 6.72 4.27 16 7'-11" 9'-8" 9'-9" _ 64.3 17.22 8.16 4.27 Note: 1. Maximum unshored spans do not consider web-crippling. Required bearing should be determined based on specific span conditions. Superimposed Allowable Load, W"/II, Limited by U360 (psf) NWC (145 pcf),V.= 3000 psi Total Span (ft-in.) Slab Deck Depth Gage 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" 22 911 571 387 275 203 154 117 88 67 3'/z" 20 974 67f -° '' 456 '" "'= " - "" 172 125 94 " '72 .," 18 973 772 584 410 275 193 140 105 81 16 973 771 637 450 301 211 154 115 89 22 1593 1023 695 497 369 281 218 171 135 " 5� 20 1592 1212 826 593 442 338 264 209 168 18 1592 1263 1044 774 580 448 353 282 229 _ _ 1- ;) ,®. .... _. . , .a ... 2: .-,- 887 711 551 436 331 255 _ a • 659 490 374 291 229 183 a z _-.tea 6" 20 2073 1606 1096 788 589 452 354 281 226 18 2073 1645 1360 1034 776 600 474 380 309 16 2072 1645 1360 1156 956 742 588 475 389 Notes: 1. For high loads long term concrete creep should be considered. 2. See Composite Deck-Slab Strength Web Based Solutions for alternate slabs or LRFD design. IN\ B FORMLOK ASD AUGUST 2021 co K�INC. WWW.VERCODECK.COM rucoa7a7/,.,..a.a. BAR GRATING MCNICHOLS6 GRATING PRODUCTS WELDED BAR GRATING ' McNICHOLS® Welded Bar Grating is a suitable flooring application e 1 choice because of its strength, safety and overall value. Welded Bar o Grating has arectangular-shaped bearing bar that is available in a variety of ' thicknesses, heights, spacings and materials. GW, CMW & SGW SERIES GW SERIES CMW SERIES SGW SERIES McNICHOLS®GW Series Grating will handle most moderate loads and light wheel traffic with its standard bearing bar centers of 1-3/16".McNICHOLS® CMW Series CLOSE MESH Grating is suitable for wheelchair traffic and is ADA- compliant.McNICHOLS0SGWSeriesGratingwillhandleheavierloadsthan ..00" Welded Stair Treads GW Series Grating. page 29 PRODUCT OPTIONS BAR SPACING: GW, SGW Material: Carbon Steel,Carbon Steel [Powder Coated Black), OW[19-W-41 OW-2(19-W-21 SGW(15-W-41 SOW-2 115-W-21 Galvanized Steel, Stainless Steel Bar Height: 3/4"to 2-1/2" 4' s• z _ 7-311 6 ' 21 r I 1-316' 1416 15/16' Bar Thickness: 1/8", 3/16" [Rectangular) BAR SPACING I Surface: Smooth, Serrated , t t t Standard Size. 24"x 240", 24"x 288", 36"x 240", 36r'x 288" cf�°"""'�° �ea��' c1 ear off ew Gfxe ea�hrgv 3/ ' 3116• 3/16• 3/16' �, aeamg aar n,i, 9a H Nedng Bar .y Beamq earLOAD TABLE: GW, SGW (STEEL) END VIEW } 1 y'i )' , JJ 0 1 , Jj (118'1HILKNEBS TV pges ex m >: c cmwBEARING BAR SPAN(1-3/16'CENTER TO CENTER 8AR SPACING) ALSO AVAILABLE] .g g r Ea NSIZE 2' 26" 3' 3'6` 4' 4'6" 5' 5'6" 6' 7' E ' _U 355 227 158 116 89 70 '-h' D 099 .155 223 .304 .397 503 To determine load for SAW, SGW-2, 9/4^ 4 1 3/4"x 1/6' multiply value at left by the load factor of C 355 284 237 203 178 158 1.27.Deflection under the factored loads ''-=4RWG BAR SERIES #/SF SERIES #/SF SERIES #/SF SERIES #/SF D .079 124, .179 .243 318 402 wig be same as shown in the load table. SIZE U 533 341 237 174 133 105 3/4"x 1/8" GW-75-A 4.1 GW-75-A-2 5.0 SGW-75-A 5.0 SGW-75-A-2 5.9 D .099 155 .223 .304 .397 503 For Serrated Grating the depth of the 3/4"x 3/16 C 533 426 355 305 266 237 grating will be 1/4"greater than shown 3/4'x 3/16' GW-75 5.8 GW-75-2 6.7 SGW-75 7.2 SGW-75-2 8.1 D .079 .124 .179 .243 .318 402 in table. 1"x 1/8" GW-100-A 5.2 GW-100-A-2 6.1 SGW-100-A 6.4 SGW-100-A-2 7.3 U 632 404 281 206 158 125 101 84 70 1"x 3/16" GW-100 7.5 GW-100-2 8.4 SGW-100 9.3 SGW-100-7 10.2 T'x 1/B" D .074 .116 .168 .228 .298 377 .466 .563 670 1-1/4"x 1/8" GW-125-A 6.3 GW-125-A-2 7.2 SGW-125-A 7.9 SGW-125-A-2 8.8 C 6.0 5 4.1 3.1 3 281 2.3 2.4 211 .5 1-1/4'x 3/16" GW-125 9 6W-125-2 1 SRW-125 11 RMW-125-2 12 P D .060 .093 .134 .182 .238 .302 .372 .451 .536 1 � � u 947 606 421 309 237 187 152 125 105 1-1/2"x 1/8" GW-150-A 7.4 GW-150-4-2 SGW-150-A 9.3 SGW-150-A-2 10.2 1'x 3/16" D .074 .116 .168 .228 .298 .377 .466 .563 .670 1-1/2°x 3/16' GW-150 10.8 GW-150-2 11.7 SOW-150 13.5 SGW-150-2 14.4 c 947 758 632 541 474 421 379 344 316 1-3/4"x 3/16" GW-175 12.5 GW-175-2 13.4 SGW-175 15.6 SGW-175-2 16,5 0 .060 .0193 .134 .182 .238 .302 .372 .451 .536 U 987 632 439 322 247 195 158 130 110 81 2'x 3/16' GW-200 14.1 GW-200-2 15.0 S6W-200 17.7 SGW-200-2 18.6 1-1/4°x 1/8" 0 .060 093, .134 .182 .238, 302 .372 .451 .536 .730 2-1/4"x 3/16" GW-225 15.8 GW-225-2 16.7 SGW-225 19.8 SGW-225-2 20.7 C 987 789 658 564 493 439 395 359 329 282 2-12 x 3/16' GW-250 17.4 GW-250-2 18.3 51W-250 21.9 SGW-250-2 22.8 n n74 1n7 1nr, tot end 2CIR 4R11 .429 584 U 14 947 658 483 370 292 237 196 164 121 1-1/4"x3/16' 0 .060 .093 .134 .182 .238 .302 .372 .451 .536 .730 PANEL WIDTHS: GW, SGW C 1480 1148 QQ84 987 846 740 658 592 538.360 493 423 __..,... U 14d 1 .9U9 b;i'2 74 7464 6a.155 1 .2/51 ''2 98188 158 g 116 489 Bars W-2 SCWWd-2 Bars GW-2 SOW-2 W- Bars GW-2 GW-2 1-1/2"x 1/8" D 050 .078 .112 152 199 .251 310 376 447 .606 794 2 1-3/8' 1-1/8" 17 19-3/16' 15-3/16' 32 - 29-1/4' C 1421 1137 947 812 711 632 568 517 474 406 355 D 040 .062 089 .122 .159 201 .248 .300 .358 .487 .636 3 :2-9/16° 2-1/16' 18 20-2/8" 16-1/8" 33 -- 30-3/16" U 2132 1364 947 698 533 421 341 282 237 174 133 4,'3-3/4" 3' 19 21-9/16" 17-1/16' 34 -- 31-1/8' 1-1/2"x 3/16" D .050 .078 .112 .152 .199 251 .310 376 .447 .608 .794 5'.4-15/16' 3-15/16' 20 22-3/4" --18° 3532-1/16' C 2132 1705 1421 1218 1066 947 853 775 711 609 533 6 . 6.1/8' 4-7/8' 21 23-1516" 18-15M 6' 36 - 33"0 .040 .062 .089 .122 .159 201 .248 300 .358 487 .636 U 2901 1857 1289 947 725 573 464 384 322 237 181 7 '7-5/16' 5-13/16" 22 25-1/8" 19-7/8' 37 -- 33-15/16' 1-3/4"x 3/16" 0 .043, .067 .096 .130 .170 215 .266 .322 .383 521 .681 8 -8-1/2" 6-3/4' 23 26-5/16" 20-13/18' 38 34-7/8" C 2901 2321 1934 1658 1451 1289 1161 1055 967 829 725 9 9-11/16° 7-11/16" 24 27-1/2" 21-3/4" 39 - 35-13/16' o .034 .053. .077 .104 .136 .172 .213 .257 306 .417 545 10 10-7/8' 8-5/8" 25 28-11/16' 22-11/16" PLEASE NOTE Width end U 3789 2425 1684 1237 947 749 606 501 421 309 237 11 12-1/16'" 9-9/16' 26 29-7/8" 23-5/8" length tolerance±1/4'.Max . 2'z 3/16" D .037 056 .084 .114 .149 .189 .233 .282 .335 .456 .596width indicated.Wider areas C 3789 3032 2526 2165 1895 1684 1516 1378 1263 1083 947 12 13-1/4" 10-1/2' 27 31-1/16' 24-9/16° will be made in two or more 0 .033 047 .067 .091 .119 .151 .186 .225 .268 .365 .477 13 14.7/16' 11-7/16' 28 32-1/4" 25-1/2" panels. Panels are available U 4796 3069 2132 1566 1199 947 767 634 533 392 300 14 15-5/8" 12-3/8" 29 33-7/16° 26-7/16' up to 48'by special order.All o .033 .052 .074 .101 .132 .168 .207 .250 .298 .406 .530 other widths are cut-to-size. 2-1/4'x 3/16" C 4796 3837 3197 2741 2398 2132 1 918 1744 1599 1370 1199 15 16-13/16' 13-5/16' 30 34-5/B" 27-3/8" Deduct 1/16'from width for O .026 .041 .060 .081 .106 .134 .166 .200 .230 .324 .424 16 `18' 14-1/4' 31. 35-13/16° 28-5/16' 1/8'bearing bars. U 5921 3789 2632 1933 148D 1170 947 783 658 463 370 Serrated Surface-, �Rectangular Bar Grating Diagram 2-1/2'x 3/16' D 030 .047 .067 001 .119 .151 .186 .225 266 365, 477. 5921 4737 3947 3383 2961 2632 2368 2153 1974 1692 1483 Z, SPAN tit .024 .037 .054 .073 .095 .121 .149 .180 .215 .292_ .381 1, p'` �. '�,ti Y Uniform Load LbsJGquare Foot g Gellee or-`Irche. C r,.ice trstzc Load-LbsJSqua-e coo ofn atr at Mid Span l -4-- Spans shaded in blue produce a oetlectien of 1 4 o r less under a warm m load of 1001ba.per square foot.This deflection is recommendnu as the 4. _`' 1� maximum to preside pedesrnan comfort It can be exceeded at the discretion of the engineer. �4 , , ' The carryng capacity of a piece of Grating sublectedto a concentrated load aver only a porton of its widths determined by the stiffness of both the bearing _�`'� �Q,`� bars and the cross bars,and therefore vanes with the type of Grating used.Please call us to determine carrying capacity of Gratings subject to such loadings. Q i 0 ?at R V Tins technical infprmation trended is as a reference for evaluebon by technically skilled persons only.with any use thereof of be at thew iMonomertt discretion Sc 85 5 / 0b'QQ and risk.McNICMOL6 shall have no responsibility or kability for results obtained or damages resulting from in-proper evaluation or use of Grating. 4(,'//g 4' do \ S J © 800.237.3820 mcnichols.com ©2018 t STRUCTURAL Project Acoya Senior Living Center Tigard Sheet 11 of 75 b TRUCTURAL SOLUTIONS Stairs E Project No. S23026 1400 Columbia Street Subject C12x20.7 properties BY STK Vancouver,WA 98660 Date (360)200-6608 9/6/2023 Wide Flange Shape Area d bf tw tf Ix Zx Sx rx J Cw C12X20.7 6.08 12 2.94 0.282 0.501. 129 25.6 21.5 4.61. 0.369 112 ly Zy Sy ry 3.86 3.47 1.72 0.797 Material] ---- ASTMA36i Fy= 36 ksi Fu= 58 ksi Flexure about Major Axis .._... - Mp=FyZx= 921.6 k-in 76.8 k-ft Braced lengta Lb= 14 it 168 in --- VE 1C ,p=1.76ry A = 40 in ru= y '"= 0.97 its= 0.98 it,= 11.50 in Y Sx Lr=1.9irts0.7F Sh +J Sh 1 +6.76 E I = 143 in c=hO lY 1.17 x ° x °/ \\\ / 2 C,„ Mn=Cb I Mp (Mp—0.7FFSx)(L°I—Lp)15 Mp= j 450 k-in 37 k-ft L 1 h=0.90(LRFD) R„ =1.6 (ASD) I --- I 1 OM„= 34 If-ft M"/n= 22 k-ft Flexure about Minor Axis Djp =FyZy 5 1.6F,,Sy. Mp = j 99 k-in 8.3 k-ft Shear 1 J I Av dt„,= 3.32 q.in. V,=46FyA„= 73.11 kip b„=0.90(LRFD) i nu=1.67(AS4) 1 0rVn= 65'lip Yn/= — a31i kip -- I I I � � I JI L i I P��I�� Project Acoya Senior Living Center Tigard Sheet 12of75 STRUCTURAL SOLUTIONS Stairs E Project No. 523026 1400 Columbia Street Subject C12x20.7 properties By STK Vancouver,WA 98660(360)200-6608 Date 9/6/2023 Axial KL j 1.; F When r<_4.71 r (or F < 2.25 Fcr = [0.65£'F F y e y KL 1 E ( e \ --- When r>4.71 F for F >2.25) Fcr = 0.877r'e Braced Length Lx = 14 ft Kx = 1 KL, = m2E --- 36 FES = 2 = 216 EY = 0.17 rx (KLx\ Fe,x rx l Fcra = 45.4 ksi Braced Length Ly = 14 ft Ky = 1- --- KLy - 11 Fey = KL 2 6 Py = 5.59 y I Y) Fe,y i I ry .__ Feral _ 6 ksi — I P„ =FcrAg = 34 kip the 0.90(LRFD) I Sic = 1.67(AS ) Ocgt= 31 kip Pn/R = I 21 kip Tension Ae = 2.3 sq.in 1 I PttI=FyAg = 21 .88 kip ¢r = 0.90(LRFD) fit = 1.67(ASD) I I Pi =FuAe = 1213.4 kip Ot*0.75(LRFD) At =2.00(AST +_ �tPn = 196.1392 kip Paint = 131.1 kip I I L I I I PIC'pIC Project Acoya Senior Living Center Tigard Sheet 13 of 75 STRUCTURAL SOLUTIONS Stairs E Project No 523026 1400 Columbia Street Subject Stringer Loading By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Stair Loading: Width tread = 4' max stair pitch 12/7.5 = 1.6 Landing to main level TOF: Stair horizontal length 13.5' + 4' on deck Load on stringers = DL = 1.6 x (21 plf + 15 plf) + 4' / 2 x 13psf= 84 plf LL = 4ft / 2x100 psf + 50 If = 250plf Capacity Check: LT T Tr, TTT Same channel as used in most heavily loaded stringed I -- Gravity point loads at ends of stringers t —.1i • DL = 84p1f x 13.5ft 2 = 5671bs rt — — a LL = 250p1f x 13.5f1/ 2 =1700 lbs _, ® 1 i® _ l ,_ included in lateral Calc for I --- deck IT ` II T Landing to main level TOF Iatera�l: IN l Seismic load �11 _;. R --- PE = 0.82 x 1bs 567 4 = 1.9 kipi j ��fri i R 0.93kip /4 = 47 51bs I _ — R2 = 9501bs I I I 1 �w I I . I PEW Area-stairs + uardraii er endiCular= 63ft2 PW = 16 psf x 63ft2 = 1 kip <- less than seismic 1_ . ' _ R 1 Immo.I—a --' R i Area stairs + guardrailg�longitudinal = 43ft2 IIHllIlltj2 - R2. _ PW = 16 psf x 43ft2 = 688 lbs <- less than seismic '� � P`°1eCt Acoya Senior Living Center Tigard Sheet 14 of 75 STRUCTURAL SOLUTIONS Stairs E Project No. S23026 1400 Columbia Street Subject Header Loading By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 HSS 16x6x0.375 Header Loading: 1 --9'-8"-10 � Load'from inner stair stringer = DL = 567 lbs Ltr TM cc, _L = 1700 lbs '- Load from deck = DL = 33 psf +RI1' I LL = 100 psf R2 Load from guardrail = DL = 15 p f • ` ' zi LL = 200 lbs Winbeam Output 4-6' Mm 10.8k ft ; 1 --- Vmax = 3.4 kip I ® i Jo" 4' -11- , ®--- Om. = 0.06" c c R1 =TLt= 3.427 kio --- DL = 0.95 kip R2 = LL = 3.285 ki I DL = 0.91 kip I I _ I ' I I I_ I I I 1 I I I I I . I P ��'��� P`oject Acoya Senior Living Center Tigardsheet 15of75UCTURAL SOLUTIONS Stairs E Project No. S23026 1400 Columbia Street subject HSS6x4x0.250 properties By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 HSS Rectangular �. Shape Area h b Mom tdes 1 bit h/t ix Zx Sx rx HSS6X4X3/ 6.18 4.95 2.9S 0.375 0.34 32.8 8.45 14.2 28.3 11.9 9.43 2.14 ly I Zy Sy ry Material _ 14.9 8.94 7.47 155 AS-FM A500 Cr.B-Aect Fy- 46 ksi Fu- 58 ksi Flexure Lb= 10 ft E Ap=1.12 = 28 d,=1.40 A = 35 bit= 8.45 compact 1 y E ,ly=2.42 = 61 1,=5.70 = 143 hit= 14.20 compact Y Flexure,compact .... _. M„=Mp=FyZ= 547.4 k-in 49.6 k-ft Flexure,no ncompact - - - Flange Local Buckling ( l\ - M„=Mp-(Mp-F,$)I3.57b -4.0J= NA k-in NA k-ft I I Vteb Local Buckling Mn=Mp-(M -FA J 3.05 h I Fy f 0.738`= NA k-in NA k-ft tw E Flexure,slender Flange Local Buckling be=1.92L! r�1-b�t8fl = �36 nSeb�r36dbr'1i -1.44 ins Mn=FY Se= NA k-in NA k-ft I 44 1-0.90(LPFD) n,-167(ASDl _ 0 „= 41 k-ft M„i°I 27 k-ft Tension --7 �9g= 6.18 in2 I Ae= 6118 in- ,. . �_... Pp=P = 284.3 kip =0.90 LRFD R =1.67 A D y�}a 45r ( � t ( � ) � -- P,=F,4e= 358.4 kip rfit=0.75(LRFD1 itt=2.00(MD) I I 1 ¢iP„= 255.85 kip I P„inq= 170.2 kip I Rap I'raiect Acoya Senior Living Center Tigard Sheet 16 of 75 STRUCTURAL SOLUTIONS Stairs E Project No. S23026 1400 Columbia Street subject HSS6x4x0.250 properties By STK Vancouver.WA 98660 Date (360)200-6608 9/6/2023 Shear ! I Ay=2at= 2.49 in2 I lc,= 5 h/tw,= 11.2 I.10 A,=61= 61.76 1.37 I k„E/Fy= 76.92 Whr'n h/cH,a I.10 I kv8/Py V Cy— 1 V 1.10, k„E/Fy When 1.10 Ik,E/Fy<h/ta, 5 1.37 I k,,E/Fy Ctl= h/tx, 5.07 V Y 1.51keE Whe-t h/tw>1.37 JkvE/F� Cy_(.h/t,,,)2I, 32.C7 n- +•Cv= 1 V 06FyAwCv= 685 kip rpo=0.90(LRFD) Q„=1.67(ASD) 0,Vn= 61.6 kip VVn = 41.0 kip v Axial b/t= 8.45 A, =1.40 I-= 35 nonslender � Y Axial,nons ender KL _. .. ... i a .. i...... . When r<4.71 F.;E (or FF <2.25) Fes._ .658p Fy }I --- When r>4.711Fy IorFe>2.25) Fe,=d.877Fe Braced Length LI— \\\\ - 10.ft K +sc' j = 77 Fe= rKL ,, I 48 I == 01 F _. r 1 e F,_ 0.7 ksi Axial,slenc er .. u= 1 When KL<4171,QF I or QeY<F.25J FR= 7 10.655 Fe Fy Y 111 When —>4XL 71 I QFy (or QQY>k.25) Ft.,.=61.877Fe j ... Fir- 0.7 ksi Pn=Fcr,4g= 190 kip ctic=0.90(LRFD Q,=1.67(AiD) krn= 171 kip Pnin = 114 kip i t RC'P'C P"jeC Acoya Senior Living Center Tigard sheet 17of75 STRUCTURAL SOLUTIONS Stairs E Project No. S23026 1400 Columbia Street subject Header Loading By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Beam length = 9.666 £eet, E = 29000Iksi, I = 28.3 inches^4 XL.';a 015137 [i s ££ kips. . .. 8.b; iiii3 , 0Ot n°r king/ 000t Beam ./ ii"/- j47- I T 3.427 3.285 kips ___ -kips DL'= 0.95 kip DL = 0.91 kip 3.4266 kips i Shear I 1 1 I 1L I I I I I I I -3.28281 kips....... 1 I. I _ J-10.8353 kip-£dot I Moment: i I..` ' -_ L I i... 0 kip- o t I I I I I 1 I d j i © I 1 I I I Defle ion 1 300399463 inchep I II I I I I I I I -� CL- 0.2055144 inches I... I 1 1 1 I 1 1 1 STRUCTURAL Project Acoya Senior Living Center Tigard Sheet Stairs E Project No. S2302618of75 STRUCTURAL SOLUTIONS 1400 Columbia Street Subject Stringer Loading 8y STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Input: Beam Element: Lergth = 9.666 feet; E = 2900 ksi; I = 28.3 inches^4; Pin Support: X = 0 feet; Pin Support: X = 9.66 feet; pni=or _d: X 0, 9.666 feeE -0.2, -0.2 kips/fool Uni--orm "'ad: X = 0, 4.5 feet, U -0.150, 0.150 kips/fco ; Uniform Load: X = 0, 9.666 feet; U = -0.087, -0.087 kips/foot; Uniform Load: X d 0, 4.5 feet; U = -0.05, -0.05 kips/foot; Point Load: X = 1.5 feet; P = -0.11 kips; Point Load: X = 4.5 feet; P = -0.2 kips; Point Load: X = 1.5 feet; P = -0.120 kips; I Point Load: X = 1.5 feet; P = 70.340 kips; PuihL Load. X - 5.66 -feet; P -i -1.7 kips, --- Poipt Load: X = 1.66 feet; P =1 -0.567 kips; Analysis Data: Bean Length = 9.666 feet 504 Nodes, 503 Beam Elements, 1008 Degrees of Freedom Reac ions: X Vert Rot feet kips kip-foot 0 LL 9.660 Z .285 Equi ibrium: DL Force Reaction Errorl Vert -q.711 6.711 -0.000 kips Rot 311.729 -31.729 0.000 kip-foot Min Max values: I MinlShear = 1 -3.283 ki s at .660000 feet Max' Shear = 3.427 ki s at 0 feet MiniMoment = 1-5.166e-06 ki -foot at .660000 feet Max Moment = 10.835 ki -foot at .660000 feet Min Rotation = -0.005548 ra ians at .660000 feet Max RuLaLiuu 0.005489 co iaus al. 0 feet — " Min Deflection = -0.205944 inches at .877000 feet Max Deflection = ( 0.0003995 inches at .666000 feet I I I I I I I PACIFIC N ole Acoya Senior Living Center Tigard Stairs E sneer Project No52302619of75UCTURAL SO__T�OtiS 1400 Columbia Street Subject Stringer Loading By STK Vancouver,WA 98660(360)200-6608 Date 9/6/2023 Stair Loading: Width tread = 4' max stair pitch 12/7.5 = 1.6 Landingto main Ieyel TO_F_(iong :st stair stringer section': Stair horizontal length 13.5' + 4' on deck - Load on stringers = DL = 1 .6 x (21 plf + 15 plf) + 4' /2 x 13psf = 84 plf LL = 4ft /2 x 100 psf + 50plf = 250 Of k Vertical load from header = DL =4.6 kips VV LL = I�q� T llLi = — Capacity Check Mmax T 17 k ft < 22k-ft OK Imow Vmax = 4.31 kip < 4 kip OK - mon 5n,ax = 0.25 in nom mon immi :uioiiiiiii■!III!! I_ II I I I j I I I I I I _ ____ P��'�� P"eet Acoya Senior Living Center Tigard Sheet 20 of 75 STRUCTURAL SOLUTIONS Stairs E P1OleCtNo S23026 1400 Columbia Street subject Landing to main level stringer By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 pf k5 0 _ �0�J4k)`cips/g°et�t tp..QI#14diFt�S4jtR..att Beam I ._. .... . . T 3.145 4.318 kips kips DL . 0.92 kips DL = 1.27-kips 3.14534 kips Shear ... _ ..... I I i I 1 1 I I I 1 -4.31766 kips 1 1 C—17.4175 kip-foot I I 9 I foment 1 1 1 i I 1 1_ 1 I I 1 I 1 1 I II 1 1 1 I I 1 1 Deflection 0 inche 1 I 1 1f 111 1 Iy 1 I 1 1 I 1 1 I I I-. '-----------------______I _ -0.2551355 1 '� — i I I Inches 1 1 1 1 1 1 P RCIFiC` Prole t Acoya Senior Living Center Tigard sheet 21 of 75 UCTURAL SOLU Ti ON S Stairs E Sheet Project No. S23026 1400 Columbia Street Subject Landing to main level stringer By STK Vancouver,WA 98660(360)200-6608 Date 9/6/2023 Input: Beam Element: Length = 17.5 feet; E = 29000 ksi; I = 129 inches^4; Pin Support: X = 0 feet; Pin Support: X = 17.5 feet; Uniform Load: X = 0, 13.5 feet; t1 = -0.084, -b.084 kips/foot; Uniform Load: X= -13.5 feet; jU = -.2, -.2 kips7loot; --- Uniform Load: X = 13.5, 17.5 feet; U = -0.05, -0.05 kips/foot;, Uniform Load: X = 113.5, 17.5 feet; U = -.036, .47 ik;i.p$/ttG Point Load: X = 13.5 feet; P = -0.91 kips; aa: X = l . s feet, hm. 4-315. Loads from header channel Analys_s Data: seismic to be taken in wall Beam :,ength = 17.5 feet 501 Nodes, 500 Beam Elements, 1002 Degrees of Freedom Reacti ns: X V rt Rots feet }Cps kip-foot ft 1 .500 4. 18 .,., LL Equilibrium: I I Force Reaction Error I 1 DL Vert -7.463 7.463 0.000 lops -- — Rot 75.559 -75.559 0.000 k p-foot i i I I I Min & 11ax values: I Min Shear 1 -4.318 kips at i.7.500 feet Max Shear 3.145 kips at 0 feet Min Moment �.195e 13 kip-foot at 0 feet --- Max Moment = I 17.418 kip foot at 11.091847 feet Min Rotation = J0.004178 radians at t7.500 feet Max Rotation = 0.003666 radians at I 0 feet Min Deflection = -0.255355 inches at 9.123074 feet I Max Deflection = 0 inchls at 0 feet I L . I ( I I I _ L ��' Project Acoya Senior Living Center Tigard Sheet 22 of 75 STRUCTURAL SOLUTIONS PIC Stairs E Project No. S23026 1400 Columbia Street Subject Upper Landing Seismic By STK Vancou ,WA 98660 Date (a6ver0)zoo-660s 9/6/2023 Seismic Deck Load nq: Areal PE = 0.82 x (9.66' x 4' x 33psf + 9.8' x 2 x 21plf + 4' x 2 x 21 plf) = 1.5kip Area 2PE = 0.82x (4.5' x6.33' x33psf + 6.33'x2x21plf + 4.5x2x21pf + 4.5x13pf + 15plfx (4.5' + 6.33')) = 1.33kip Total Seismic Loads above are less than axial capacity of individual C12x 0.7, HSS 4x4x0.250, and HSS 6x6x0.375 used in deck framing EMI = -1.5k x 2' - 0.95k x 4' - 1.33k x 7.165' + R2x 10.33' = 0 -> R2 = 2.2k EF = -1.5k - 0.95k - 1.33k + R1 = 0 -> R1 = 1 .58k EM3 = -1.33kx2.5' - 1.5kx4.83' + R4x9.66' = 0 > R4 = 1.1k + 475Ib = 1.6k EF = -1.33k - 1.5k 4 R4 = 0 -> R3 = 1 .73k 9' - 8" R3 K2 rJT T T T T� [14 f — - -- - Area 1 � 475t HSS 6x6x0.3T5 PE r ,____1 ' t o 475 s- Liz �'7 Area 2 J HSS 4x4x0.25 PE R1 � e I - 1 le-4' - 6"� - 1 I 1 . - i 1 ' I Ii Ii I 1 j1 11 I ; 1 I 11 I 11 1 ,1 ill 11 I I 1 I II 1 1 l l !� ' 1 I — 11 I l I 1 u,- iIn Jam' _ ..ti. j A .-j , i .4 V i. . . , . . !. 1 1 I / RCIPIC P10f"1 Acoya Senior Living Center Tigard airs Sheet ��/ 23 of 75 STRUCTURAL SOLUTIONS St E Project No. 523026 1400 Columbia Street Subject Stringer next to doorway By STK Vancou ,WA 98600 (ssojver zoo-slog Date 9/6/2023 C12x20.7 Stringer Loading_ Load from header = DL = 950 lips R2 km, rr tn. LL = 24771bs — Winbeam Outpu Mm = 10.1 k-ft (122kip-in) Vme = 3.6 kip -- R1- "--^o _ -__6 = 0.04"- — R1 = DL = 0.75 kip LL = 1 .9kip R2 = DL = 1.1kip t II , c11 LL = 2.9kip 5/16th fillet weld notch in channel Use L4x4x1/2" I Angle for doorway cutout V > _emu' Depth of channetto remove = __----4" - — — Ix = 61.8665 in4 14__ " min Y = 4.76" ( I I L S= Ix / Y = 13in3 1 36ksi x 13in3/ 1.67 = 280in-kip OK I L4x4x1/ " Transfer shear between flanges I 1 1 C = 122k-in / 8" = 15.25kip 4" for shear lag R"/ 2 = 0.6x70ksix0.707x5/16" / 2 = 4.6 kip / in \-- 5/16th fillet weld 15. 5kip / 4.6kipfin = 3.3in extend angles 8" beyond notched section j .\ i 1 I j C12x20.7 6 = < 0.1,. I I l Area: I 7.3377 I I Perimeter: 29.8800 Centroid: 1 X: 0.0000 Y: 0.0000 1 Moments of inertia: _X:61_.8665_( _ I Y: 14.58131 I i 1 pRc'p1� Project Acoya Senior Living Center Tigard Sheet 24 of 75 STRUCTURAL SOLUTIONS Stairs E Project No. S23026 1400 Columbia Street Subject Stringer next to doorway By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Beam length = 10.333 feet, E = 29000 ksi, I = 129 inches^4 m.i CC.2225 21.. OL..31k4 ki s kips ki s ki s �. ] D4if OOt ..__.. Beam N.., \V' 11 i i T�1 I T 2.733 3.980 kips kips --2.16026 kips T r -- Shear I I - I 14 I I I I I I I I I I I I —3.65638 kip I1 I 10.1432 kip— oot ---1 1 I 1 1 . MomentI I I I... . 1 1 kip—foo -„"S3. I I I I I I I _ 1 Deflec I I . 0 iochol 1 I .....I I 1 i Ir I TOO451429mncF I ��'� � Project Acoya Senior Living Center Tigard Sheet 25 of 75 STRUCTURAL SOLUTIONS Stairs E Project No. S23026 1400 Columbia Street Subject Stringer next to doorway 8y STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Input : Beam Element: Length = 10.333 feet; E = 29000 ksi; I = 129 inches'4; Pin Support: X = 0 feet; Pin Support: X = 10.333 feet; Point Load: X = 01 feet; P = -0.123 kips; 1 Point Load: X - 01fcct; P - 0 450 kips; --Uniform Load:Load: X 0, 10.333 feet; U = -0.0207, -0.0207 kips/foot Uniform Load: X 2.75, 6.1 feet; U = -0.02q, -0.020 kips/foot; Uni orm Load: X J, 2.75, 6.1 feet; U = -0.02 , -0.025 kips/foot; Point Load: X = 3.333 feet; P = -0.225 kips; Point Load: X = 3.333 feet; P _ -0.72 kips; Point Load: X = 6.333 feet; P = -0.95 kips; Point Load: X = 6'j.333 feet; P -2.477 kips; f --- Poi�t Load: X = 10.33 feet; P -1.08 kips; Poi t Load: X = 110.333 feet; P1 = -0.324 kips; Analysis Data: 1 Beam Length = 10.333 feet 509 Nodes, 508 Beam Elements, 1018 Degrees ofFreedom 111/1 Reactions: LL X Vert Rot 1 feetkips kip-foot 1 0 2.733 110.333 31.980 1 1 DL 1 — Equilibrium;.. I rce Reacti n Errorl J I Vert - .714 6.7 4 -0.000 kips 1 Rot 4 .129 -41.1 9 0.000 kip-foot Min & Max values: I I I I Min Shear = -3.656 kips at 1¢.333000 feet ( I Maxi Shear = 2.160 kips at 0 feet I 1 Min Moment 1.751e-11 kip-foot at 1q.333000 feet Max Moment = 1 10.143 kip-foot at 6.333000 feet Min Rotation = -0.001157 radians at 10.333000 feet L...... Max ;Rotation = 0.001085 radians at 0 feet Min Deflection = -0.045143 inches at .325649 feet Max ,Deflection = 0 inches at 0 feet I I I j�AC�FIC' Project Acoya Senior Living Center Tigard Sheet 26 of 75 STRUCTURAL SOLUTIONS Stairs E Project No. 523026 1900 Columbia Street Subject Connection Vertical Loading By STK Vancouver,WA 98660(360)zoo-ssoa Date9/6/2023 From Previous Ca e DLR, = 0.79k LLR, = 1.9k R1 Total = 2.7k 1 DLR2 1.1 k LLR2 =2.9k R2 Total = 4k DLR3 = 9.8' /2 x 4' / 2 x 33psf + .27k + 9.8' / . x20.7plf = 17k LLR3 = 9.8' / 2 x 4' / 2 x 100psf + 3.05k = 4k R3 Total = 5.Rk DLR4= 3.166' x 4.-' / 2 x 33psf 14 lbs + (3.1 .'+2.25') x (21.7p1f + 15plf) 0.43k LLR, =3.166' x 4.5 / 2 x 100psf (3.16'+2.25) x 50p1f = 1 k n ' 8 4iL 1- , iiiik i II E I ' ibi m ' . 7k— L I i LL = 3.05k It 1 I I;III-_ III 1 — ! - Lizi l I „I — I iIV liq I _ ", "ill _ (: I 11il II. I I1 '��4.5'—� NI — — - )i�l f �--- n — @I' lit 11' ,i � I II! 1111 I L JiIiiII!IIIu I PRC'P'C Project Acoya Senior Living Center Tigard tairs E Sheet Pr°JeC�° S23026 27 of 75 STRUCTURAL SO_ ;TIO^vS S 1400 Columbia Street subject Knife Plate Connection BY STK Vancouv ,WA98 ssero)zoo-6606608 Date 9/6/2023 r81 Maximum loads frpm deck —Axial — 1,7— kip --- Vertical shear = 5.7 kip Weak Axis Shear = 1.1 kip Welds: Eccentric weld Use 2" overlap P = 5.7 kip k1=2" xl = 0.3" 1 al = 9" - 0.3" = 8.7`' a = 8.7 / 9 =0.966 k= 2/9 = 0.22 L CI = 1.17 C = 1 Dm,n = 2 x 5.7k/ 1 x1 .17x9" = 1.1/16" -> use 5/16" _FiirerWetd Strength RA/ = 0.6x70ksix0.707x5/16" / 2 = 4.6kip / in Use 36ksi PL3/8x9x0'-10" Sx = 0.375" x 9"2 / 6 = 5in3 I Strong Axis Bending Mmax - 5.7kip x 10" = 57 kip-in M"„awj= 36ksi x 5in3 / 1.67= 107 kip-in OK —Weld atstringer Total Moment = (51.32 + 9.92)1/2 = 52 kip-in I M/Sv, + V/LW + P/L,w = 52kip-in/(9 /3) + 5.7kip/9" + 1.73kip/9"1= 2.75 kip/in < 4.6kip/in OI� i I L I PACIFIC Project Acoya Senior Living Center Tigard Sheet Stairs E Project No 523026 28 of 75 STRUCTURAL SOLUTIONS 1400CotumbiaStreet Subject Design Loads By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Stair Loading: Width tread = 4' max,stair pitch 12/7.5 = 1.6 --Landing to lower level!-service-{TQF: --- Stair horizontal length 12' and 55' Load on stringers 1= DL = 1.6 x (21 plf + 15 plf) + 4' /2 x 13psf = 84 plf LL = 4ft/2x100 psf + 50p1f = 200plf Capacity check:_ _ Same channel as Used in most heavily loaded stringer Gravity Point loads at ends of stringers Long Section Short Section DL , 84plfx 12' / 2 = 5041bs DL = 84plfx5.5' / 2 = 2311bs LL =f 250p11x 12' /2 = 1500 lbs LL= 250 plf x 5.5'/2 # 690 lbs Seismic load PE long;= 0.82 x504lbsx4 = 1.7 kip .-- PEst,o4 = 0.82 x 231 Ibs x 4 = 0.8 kip I 1 I R1,ong =t.7kip t2 -840lbs talJe earthquake R15h� = 0.8kip / 2 = 380 lbs < iods in footings R210n1 = 1.7kip /4 = 420 lbs R2„oFt = 0.8kip /4 = 190 lbs I I L I _ Wind Area long stairs + guardrail perpendicular = 56ft2 Pw = 16 psf x 56ftf!= 896 lbs <- less than seismic _Area_short stairs_+_guardrail perpendicular 27ft2 i Pw =' psf sf x 27ft2; '= 432 lbs <- less than seismic kTrr rTr TTTl � Area long stairs + guardrail longitudinal = 40ftz Pw =!16 psf x 40ft21= 640 lbs <- less than seismic _ j Area 1 2 guardraillongitudinal = 20ft2 w6 psf x 0ft2 = 320 lbs less than seismic - I i R2yhYYYY'R2 R2 .—*R2 R '-;13I ► iiT I� _j . I I j I L. ._ '^APE R2 R2 R2�X_R2 MILT'I Hilti PROFIS Engineering 3.0.88 29 of 75 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023(1) Date: 9/11/2023 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2-CS 3/8(2)hnom2 ,. itt " ate: Item number: 2210237 KB-TZ2 3/8x3 1/2 Effective embedment depth: hetae=2.000 in.,h„om=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 112/1/2023 Proof: Design Method ACI 318-19/Mech Stand-off installation: eb=0.000 in. (no stand-off);t=0.250 in. Anchor platen: Ix x I,x t=3.000 in.x 6.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: uncracked concrete,2500, =2,500 psi;h=12.000 in. Installation: hammer drilled hole,Installation condition: Dry Reinforcement: tension:not present,shear:not present;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] toy` /f� e Z Y X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hiki AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan 1 Hilti PROFIS Engineering 3.0.88 30 of 75 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023(1) Date: 9/11/2023 Fastening point: 1.1 Design results Case Description Forces[Ib]I Moments[in.ib] Seismic Max. Util.Anchor(%] 1 Combination 1 N=-2,000;Vx=672;Vy=1,350; no 69 Mx=0;My=0;Mz=0; 2 Load case/Resulting anchor forces y Anchor reactions[Ib] 2 Tension force:(+Tension,-Compression) ' Anchor Tension force Shear force Shear force x Shear force y 1 238 1,216 1,011 675 Compression 2 238 755 -339 675 •, 0,.x Tension max.concrete compressive strain: 0.22[%o] max.concrete compressive stress: 954[psi] resulting tension force in(x/y)=(0.000/-0.000): 476[Ib] ,T 1 resulting compression force in(x/y)=(1.212/-0.000):2,476[Pb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nan[Ib] Capacity$ Nn(Pb] Utilization ON=N J$ Nn Status Steel Strength* 238 4,869 5 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 476 3,309 15 OK *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 NII :11"11 Hilti PROFIS Engineering 3.0.88 31 of 75 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11, 2023(1) Date: 9/11/2023 Fastening point: 3.1 Steel Strength N. =ESR value refer to ICC-ES ESR-4266 $ Nga >N a ACI 318-19 Table 17.5.2 Variables Ase,N[in.2] t�a Ipsi] 0.05 126,204 Calculations Nsa[lb] 6,493 Results Nsa[lb] steel 4, N.[lb] N.[lb] 6,493 0.750 4,869 238 Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan 3 1■■11`TI Hilti PROFIS Engineering 3.0.88 32 of 75 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023(1) Date: 9/11/2023 Fastening point: 3.2 Concrete Breakout Failure Ncb9 = (ANC) W ec,N Wed.N Wc,N Wcp,N Nb ACI 318-19 Eq.(17.6.2.1b) Ncbg >_Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19,Section 17.6.2.1, Fig. R 17.6.2.1(b) A =9 hz NC et ACI 318-19 Eq.(17.6.2.1.4) 1 4 ec,N = (1 +2 eN I <1.0 ACI 318-19 Eq.(17.6.2.3.1) 3 he WAN =0.7+0.3 (15hi) <1.0 ACI 318-19 Eq.(17.6.2.4.fb) W cp,N =MAX(Ca15 1.5het` `1.0 ACI 318-19 Eq.(17.6.2.6.1 b) �c��ec Cac / Nb =kc X a Vfc he45 ACI 318-19 Eq.(17.6.2.2.1) Variables he[in.] ec N[in.] eo2,N[in.] ca.min[in.] W c.N 2.000 0.000 0.000 7.500 1.000 cac[in.] 'Cc X a tc[psi] 4.375 24 1.000 2,500 Calculations ANc[in.z 1 AN [in.z] W ect,N Wec2,N Wec.N Wcp,N Nb[Ib] 54.00 36.00 1.000 1.000 1.000 1.000 3,394 Results N„ [Ib] concrete Ncbg[Ib] N.[Ib] 5,091 0.650 3,309 476 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 1■■III .Ti Hilti PROFIS Engineering 3.0.88 33 of 75 www.hiltl.com Company: Page: 5 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Sep 11,2023(1) Date: 9/11/2023 Fastening point: 4 Shear load Load V.[Ib] Capacity$ V,[Ib] Utilization I3v=V„e/+ V„ Status Steel Strength* 1,216 2,201 56 OK Steel failure(with lever arm)* N/A N/A N/A N/A PryoutStrength* 1,216 1,782 69 OK Concrete edge failure in direction x+** 1,687 4,113 42 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength Vsa =ESR value refer to ICC-ES ESR-4266 >V„a ACI 318-19 Table 17.5.2 Variables A50 [in.2] fie[psi] 0.05 126,204 Calculations V,„[Ib] 3,386 Results V.[Ib] steel + V50[Ib] Niue[Ib] 3,386 0.650 2,201 1,216 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 5 I■■III.:1111I Hilti PROFIS Engineering 3.0.88 34 of 75 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Sep 11,2023(1) Date: 9/11/2023 Fastening point: 4.2 Pryout Strength Vcp =kw [(ANo'4Nco) W ed.N Wc,N Nb l ACI 318-19 Eq.(17.7.3.1a) Vcp ?V. ACI 318-19 Table 17.5.2 AN, see ACI 318-19,Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcO =9 hzer ACI 318-19 Eq.(17.6.2.1.4) 1 Wec.N = (1 + e ) <1.0 ACI 318-19Eq. (17.6.2.3.1) 3 h, WedN =0.7+0.3 (c�-n) <1.0 ACI 318-19 Eq.(17.6.2.4.1b) 5he W N =MAX(C '"In 1.5he) <1.0 ACI 318-19 Eq.(17.6.2.6.1 b cac cac ) Nb =kc ff.het7.5 ACI 318-19 Eq.(17.6.2.2.1) Variables kcp her[in.] ec1,N[in.] ecz N[in.] ca,mn[in.] 1 2.000 0.000 0.000 7.500 W c,N ce.[in.] kc ?.a tc[psi] 1.000 4.375 24 1.000 2,500 Calculations AN.[in.z] ANcO[In.z] W ecl,N Woc2,N Wed,N VgtN Nb[Ib] 27.00 36.00 1.000 1.000 1.000 1.000 3,394 Results Vcp[Ib] _ 4)concrete Vcp[Ib] V.[lb] 2,546 0.700 1,782 1,216 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan 6 F■IIL.TI Hilti PROFIS Engineering 3.0.88 35 of 75 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023(1) Date: 9/11/2023 Fastening point: 4.3 Concrete edge failure in direction x+ Vcbg = (AV/`) Illec,v Wed,v Wc,v Wh,v kVparallel,V Vb ACI 318-19 Eq.(17.7.2.1b) 0> Vcbg >V„a ACI 318-19 Table 17.5.2 Avc see ACI 318-19,Section 17.7.2.1, Fig.R 17.7.2.1(b) Avco =4.5 ca1 ACI 318-19 Eq.(17.7.2.1.3) 1 W,c,v = \1 + ey ) <1.0 ACI 318-19 Eq. (17.7.2.3.1) 1.5ca1 Wedv =0.7+0.3(15ea1) <1.0 ACI 318-19 Eq.(17.7.2.4.1b) 1.5ca1 W h,V = V h >_1.0 ACI 318-19 Eq.(17.7.2.6.1) a Vb = (7(I 0.2 ,) A � ca1 15 d Ja -VT, ACI 318-19 Eq.(17.7.2.2.1a) a Variables cal[in.] ca2 Fin.] ecv[in.] 4'c,v ha[in.] 8.000 7.500 0.899 1.400 12.000 le[in.] k a de[in.] fc[psi] W parallel,V 2.000 1.000 0.375 2,500 1.000 Calculations Avo[in.2] Avco[in.21 W ec,v Wed,v Wh,V Vb[Ib] 216.00 288.00 0.930 0.887 1.000 6,778 Results Vcbg[Ib] 0 concrete 4, Vcbg[Ib] Vua[lb] 5,876 0.700 4,113 1,687 5 Combined tension and shear loads, per ACI 318-19 section 17.8 RN Rv c Utilization N V[%] Status r� 0.144 0.682 5/3 57 OK RNv= ry+I3V<' 1 • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Scheer Hilti is a registered Trademark of Hilti AG,Schaan 7 I■■III`TI Hilti PROFIS Engineering 3.0.88 36 of 75 www.hllti.com Company: Page: 8 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023(1) Date: 9/11/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-19,Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 8 I■111ILTI Hilti PROFIS Engineering 3.0.88 37 of 75 www.hilti.com Company: Page: 9 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023(1) Date: 9/11/2023 Fastening point: 7 Installation data Anchor type and diameter: Kwik Bolt TZ2-CS 3/8(2) hnom2 Profile:no profile Item number:2210237 KB-TZ2 3/8x3 1/2 Hole diameter in the fixture:df=0.438 in. Maximum installation torque:361 in.lb Plate thickness(input):0.250 in. Hole diameter in the base material:0.375 in. Recommended plate thickness: not calculated Hole depth in the base material:2.750 in. Drilling method:Hammer drilled Minimum thickness of the base material:4.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 2.5 in embedment,3/8(2)hnom2,Carbon steel,installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool • Properly sized drill bit • Torque wrench • Hammer 1.500 1.500 1.500 0 0 N M ' x O • of 0 0 1.500 1.500 Coordinates Anchor[in.] Anchor x c_y C. 1 0.000 -1.500 9.000 9.000 7.500 10.500 2 0.000 1.500 9.000 9.000 10.500 7.500 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 9 I�IIL�T� Hilti PROFIS Engineering 3.0.88 38 of 75 www.hilti.com Company: Page: 10 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Sep 11,2023(1) Date: 9/11/2023 Fastening point: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product.The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software.In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilt will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hulk is a registered Trademark of Hilti AG,Schaan 10 j'-�ACIF I C P OleCt Acoya Senior Living Center Tigard Sheet Stairs E Project No 52302639 of 75 STRUCTURAL SOLUTIONS 1400 Columbia Street Subject Landing COlurnns By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 4' x 4' Landing Column Loading: Size I= 4' x 4' deck DL = 33 psf x 4' x 4' = 528 lbs LL = 100 psf x 4',x 4' = 1600 lbs LL from-guardrail-a=20(11bs_(greater_effect-than_50plf-x_.4')_ Gravity point loads on columns R1 ={ (7671b + 17001b) + (5281b + 16001b)/4 + (5041b + 150glb) = 5kip R2 = (920Ib + 22251b) + (5281b + 16001b)/4 + (231 lb + 6901b) = 4.6kip R3 = (5281b + 16001b)/4 + (5041b + 15001b) + 200►b + 2'x15 If =2.8 kip _ R4 = (528Ib + 16001b)/4 + (231 lb + 6901b) + 2001b + 2'x15ptf =1.7 kip Seismic Load R1+R3 = 0.82x528 /4 + 4201bs + 9501bs = 1.5kip R2+R4 = 0.82 x 528 / 4 + 1901bs + 4751bs = 0.78 kip I i I II — b P �� - I- i R1 ','li 'R2 11 ' III Mill I11 3 R4 '-' — I I I I 1 I 1 1 I j i I � ' PrnJect Acoya Senior Living Center Tigard Sheet 40 of 75 STRUCTURAL SOLUTIONS Stairs E Project No. S23026 1400 Columbia Street Subject Landing By STK Vancouver,WA 98660 (sso)200-6608 Date 9/6/2023 4' x 4' Landing Connections: , To t rn T° Fillet Weld Strength - RrJ = 0.6x70ksix0.707x3/16 / 2 = 2.8kip/in -F I Lateral Load = 9501b + 420 lbs + 2161bs = 1.6k - — i I 1M, = 1.6kx7' - ft2x4' = 0 R2 = 2.8K, R1= - .8K Trrrax 2.8k / (30 _ im 3.2 ki TIl race -- co � - ID Pmex, race = cos(60) 3.2k - 1 .6 k p Required brace area 3.2kip x 1 .6 / 36ksi = 0.15in2 Use L2x2x1/4" brace with min 2" 3/16 fillet weld to plate Use PL4x4x1/4" at brace connection with 4" 3/16 fillet welc, i I Required connection plate weld strength I I V/Lw++ P/Lw — 2.81�/4 + 1.6k/4 9 1.1 kip/in O1C I 1 050lb 1 i 5kip 1475Ib 4' 1.6k--; 11114201b R=4751b + 1081b _i 13p1f I r 1 2161b I l I. 13p1f i 4 I ► 2161 I I Z- I t R=10 3lb+301b 4201b 20.7 + 15pif fti1 R2 —•I I 1 i P � '��� Project Acoya Senior Living CenterTigard Sheet 41 of 75 Stabs E Project No, S23026 UCTURAL SOLUTIONS 1400 Columbia Street Subject Column Footings By STK Vancouver,WA 98660(360)200-6608 Date 9/6/2023 1,- Ilrall%16, 1.4 11119i 1 ,, 1 ! , , ! , , 1, .. _ .. 1 1 J il !,,„ _,, pp, .z. „ 1 : . „.., ,.., ,, ., : p1 q i : , . ,,, %%t.. I . . . Guardrail R1036 I I ( I Pam.=O 2 = kip Mora.= d.2kx39" =8k-n M;7S2=16 ksi x 0.641 in / 1.67=17 k-in OK ( l I 3/16 Filet Weld M/Sw+ N/Lw= 17ki In/p-' (72/3) +0.2kip/7"� 1.1 kip/in Rn/S2= .6 x 70 ksi x 0.707 x 3/16/2 =2.8 k/in L I L I I I I 1 _I l I ) I I I I j I ' Acoya Senior Living Center Tigard Sheet Stairs E Project No. S2302642 of 75 STRUCTURAL SOLUTIONS 1400 Columbia Street Subject Column Footings By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Post Footings P.=5kip V,ra,= 1.6kip/2=8C0Ibs Vertical Foundation Pressure = 250Q psf Lateral Bearing Pressure=250 pcf Coefficient of friction =0.35 - Footing Area=5000 lb/2500 lb=2 sf Try 1.5'x 1.5'x 1'ftg self wt=325 I Lateral resistance = (325 lb+5006 lb) x 0.35 + 25C pcf x (1)2/2 x 1.5'=2051 lb Reinf. Amegd =0.0018x18" x18" =0.59in2 Use(3) #4 bars each way AS =0.6 in2 I I j I I I I I j l I I I I L I I I I I I I I I I I I I I M1L.T1 Hilti PROFIS Engineering 3.0.88 43 of 75 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Sep 11,2023 Date: 9/11/2023 Fastening point: Specifiers comments: 1 Input data ,0 Anchor type and diameter: KWIK-X 3/8(2 1/2)hnomlt = Item number 418057 KH-EZ 3/8"x3"(element)/2346658 KHC 3/8" SMALL(capsule) Effective embedment depth: hefact=2.500 in.(heflimit=-in.),knob,=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-5065 Issued I Valid: 1/1/2023 12/1/2023 Proof: Design Method ACI 318-19/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=8.000 in.x 8.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC), HSS4X4X.25;(L x W x T)=4.000 in.x 4.000 in.x 0.250 in. Base material: uncracked concrete,2500,fb'=2,500 psi;h=12.000 in.,Temp. short/long:32/32°F Installation: hammer drilled hole,Installation condition: Dry Reinforcement: tension:not present, shear:not present;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] 4 Litkeignbads Sustained bads 0 #i.,, ex‘ 1 � p Z .J 0 Y l� 0 i* Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 1■■11L.T1 Hilti PROFIS Engineering 3.0.88 44 of 75 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/11/2023 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max. Util.Anchor[%] 1 Combination 1 N=-5,000;V.= 1,300;V,=0; no 33 Mx=0;My=0;M.=0; 2 Load case/Resulting anchor forces Ay O3 4 Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 325 325 0 2 0 325 325 0 ipx 3 0 325 325 0 Compression 4 0 325 325 0 max.concrete compressive strain: 0.02[%o] max.concrete compressive stress: 78[psi] resulting tension force in(x/y)=(0.000/0.000): 0[lb] O 1 2 resulting compression force in(x/y)=(0.000/0.000):5,000[lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Naa[lb] Capacity 4 Na[lb] Utilization PN=Naa/4 Na Status Steel Strength* N/A N/A N/A N/A Bond Strength** N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure** N/A N/A N/A N/A *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 FIIII�TI Hilti PROFIS Engineering 3.0.88 45 of 75 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/11/2023 Fastening point: 4 Shear load Load V.[lb] Capacity 4' Va[lb] Utilization w=Vial$ Ve Status Steel Strength* 325 3,111 11 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Concrete Breakout 1,300 21,516 7 OK Strength controls)** Concrete edge failure in direction x+** 1,300 4,060 33 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength Vsa =ESR value refer to ICC-ES ESR-5065 $ Vsteel>Vue ACI 318-19 Table 17.5.2 Variables Ase.v[in.2] futa[psi] 0.09 106,225 Calculations V.[lb] 5,185 Results Vsa[lb] $steel $ Vsa[lb] Vua[lb] 5,185 0.600 3,111 325 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 Owl IIITI Hilti PROFIS Engineering 3.0.88 46 of 75 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/11/2023 Fastening point: 4.2 Pryout Strength(Concrete Breakout Strength controls) cp [(AN) W eo,N W y,N Wc.N Wcp,N Nb ] ACI 318-19 Eq.(17.7.3.1b) 4) Vcpg >Vua ACI 318-19 Table 17.5.2 AN, see ACI 318-19,Section 17.6.2.1, Fig. R 17.6.2.1(b) ANoo =9 hzer ACI 318-19 Eq.(17.6.2.1.4) 1 ec,N = \1 +2 eN <1.0 ACI 318-19 Eq.(17.6.2.3.1) ` 3 he W ed,N =0.7+0.3 (cam-m'") <1.0 1.5hef ACI 318-19 Eq.(17.6.2.4.1b) cp,N =MAX(C e`min 1.5h 4) <1.0 ACI 318-19 Eq.(17.6.2.6.16) �O��c Oac Nlr =kc ),a - c hef5 ACI 318-19 Eq.(17.6.2.2.1) Variables kaa he[in.] ed.N[in.] e 2 N[in.] ca,ea[in.] 2 2.500 0.000 0.000 6.000 W c,N Cac[in.] kc X a tc[Psi] 1.000 3.991 24 1.000 2,500 Calculations z ANc[In. ] ANm[in.2] W et1,N Wec2,N Wed,N Wcp,N NI,[Ib] 182.25 56.25 1.000 1.000 1.000 1.000 4,743 Results Vea[lb] concrete 4) V [Ib] Vua[Ib] _ 30,737 0.700 21,516 1,300 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 1■■11`TI Hilti PROFIS Engineering 3.0.88 47 of 75 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/11/2023 Fastening point: 4.3 Concrete edge failure in direction x+ Av` ACI 318-19 E Vcbg = (Avco� W ec,v Wea,v Wc,v Wn,v Wparaoel,v V b q.(17.7.2.1b) Vcbg ?Vua ACI 318-19 Table 17.5.2 Ave see ACI 318-19,Section 17.7.2.1,Fig. R 17.7.2.1(b) Ave° =4.5 cat ACI 318-19 Eq.(17.7.2.1.3) 1 W ec,v = 1 1 + ev ) <1.0 ACI 318-19 Eq. (17.7.2.3.1) ` 1.5c81 WedV =0.7+0.3(15ca1) <1.0 ACI 318-19 Eq.(17.7.2.4.1b) 1.5ca1 W h,v = h >_1.0 ACI 318-19 Eq.(17.7.2.6.1) Ha 0.2 Vb = (7(d ) �) X e A ce�5 ACI 318-19 Eq.(17.7.2.2.1a) a Variables cal [in.] ce2[in.] ecv[in.] W c,v he[in.] 6.000 6.000 0.000 1.400 12.000 le[in.] a de(In.] fc[psi] W pamflel,V 2.500 1.000 0.375 2,500 1.000 Calculations Ave Pn 2] Avco[in.2] W ec,V Wed,v Wn,V Vb[Pb] 162.00 162.00 1.000 0.900 1.000 4,604 Results Vcq obi 4 concrete $ Vm4[lb] Vua[Pb] 5,800 0.700 4,060 1,300 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schean Hilti is a registered Trademark of Hilti AG,Schaan 5 MULTI Hilti PROFIS Engineering 3.0.88 48 of 75 www.hilti.com Company: Page: 6 Address: Phone I Fax: Specifier:I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/11/2023 Fastening point: 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 6 FI1111:11.11I Hilti PROFIS Engineering 3.0.88 49 of 75 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/11/2023 Fastening point: 6 Installation data Anchor type and diameter: KWIK-X 3/8(2 112)hnoml Profile:Square HSS(AISC),HSS4X4X.25;(L x W x T)=4.000 in.x 4.000 in.x Item number:418057 KH-EZ 3/8"x3"(element)/2346658 0.250 in. KHC 3/8"SMALL(capsule) Hole diameter in the fixture:df=0.500 in. Maximum installation torque:- Plate thickness(input):0.500 in. Hole diameter in the base material:0.375 in. Recommended plate thickness:not calculated Hole depth in the base material:3.250 in. Drilling method:Hammer drilled Minimum thickness of the base material:4.500 in. Cleaning: No cleaning of the drilled hole is required 3/8(2 1/2)hnoml Hilti KH-EZ Carbon steel screw anchor with Hilti KHC 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • No accessory required • SIW 6-A22 Impact Screw Driver • Properly sized drill bit • Y 4.000 4.000 • • • o• • 0 3 04 -• 0 0 - o v 0 0 • 10. co x 0 0 O 1 02 0• 0 -• • 1.000 6.000 1.000 • • Coordinates Anchor[in.] Anchor x cry 1 -3.000 -3.000 6.000 12.000 6.000 12.000 2 3.000 -3.000 12.000 6.000 6.000 12.000 3 -3.000 3.000 6.000 12.000 12.000 6.000 4 3.000 3.000 12.000 6.000 12.000 6.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan 7 FII`TI Hilti PROFIS Engineering 3.0.88 50 of 75 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/11/2023 Fastening point: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product.The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and, if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilt!AG,FL-9494 Schaan Hilti is a registered Trademark of Hitt AG,Schwan 8 PRC'PIC Project Acoya Senior Living Center Tigard Sheet 51 of 75 STRUCTURAL SOLUTIONS Stair F Project No. S23026 1400 Columbia street Subject Design Loads By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 STAIR F -3 1 ' i I I I I I 1 1 I 1 I I 1 I I I STRUCTURAL Project Acoya Senior Living Center Tigard Sheet 52 of 75 STRUCTURAL SOLUTIONS Stairs F Project No. S23026 1400 Columbia Street Subject Design Loads By STK Vancouver,WA 98660 Date (360)200-6608 9/6/2023 Design Loads: DEAD LOAD: C12C20.7 = 21 plf CIx12.25 = 13 plt --- HSS 4x4x0.25 = ' 3 plf HSS 3x3x0.25 = 9 plf Metal Grate Tread= 13 psf Concrete Landings = 33 psf Guardrail = 15 plf --- HSS 6x4x0.5 =22plf EARTHQUAKE LOAD: h = 47' z = 12 Fp 0.4SIsa„ (1 2- — 0.17W, > 0.82 W --- ' (RP/l ) h FP = 0.82WP SNOW: I I 1 I I _25 PSF I I 1 LIME LOAD: I Stairs = 100 psf OR 300lbs I ASD live loading equations frorh ASCE (2) 100psf <- controls 1 (3) 25 psf I (4) 0.75 x 25psf x 0.75 x 100 psf = 94 psf I I WIND: 29.5, Design Wind Load on Others Strictures I I I IF= 9zGCrA f I (29.5-1) 1 1 1 q2= .00256 lcK4 Kd V2 (29.3-1) I Ht.z at the centroid of area IN= 10 ft I Exp= Fxnnclfra c r ffiniant K = p B 5 6 a S 6 3�or "b LAlEQ Topography factor KA= 1.00 I 6.5.7.2 ( , Directionality factor d= 0.85 I -able 6-4 Building&Strycture Risk Category= II, standard IBC T-1604.5 1 I Wind Speed V= 95 MPH Fig.26.5-1A, MRI k 700 yrs I 9z= 11.19 psf (just Effect tactorj V=-0`Sb 2ti.9 I I Force coefflCf= 1.6 I Figure 29.5-1 through 29.5-3 1 Designjwind pressure, F'Af = 15.22 psf I I I I I I PRCIPIC Pr°)ecr Acoya Senior Living Center Tigard tairs F Sheet Project No. S23026 53 of 75 STRUCTURAL SOLUTIONS S 1400 Columbia Street Subject Design Loads By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Stair Loading: Width tread = 4' max stair pitch 12/7.5 = 1.6 Typical stair horizontal length 10' --- --- Load'on stringers = DL = 1.6 x (21 plf + 15 plf) + 4' / 2 x 13psf = 84 plf LL = 4ft/ 2x100 psf + 50p1f = 250plf I Gravity point loads at ends of stair stringers DL =84p1fx 10ft/ 2 = 420Ibs LL = 250p1f x 10ft/2 =1250 lbs- Gravity load middy; landing DL = 4' x 9' x 33psf + (9'+4'+4') x (21 plf+l5plf) + 9' x 13.25p1f = 1.9 kip LL = 4' x 9' x 100 psf + (9'+4'+4') x 50 plf = 4.5 kip Gravity Load Top Landing DL = 5' x5' x33 psf = 8251bs Guardrail = 5' x 15 plf = 751bs I 1 . LL = 5' x 5' x 100 psf = 25001bs ° I--1 I q -Guardrail=5' x5f}pt# - 250Ibs 1 - - Landing to main level TOF lateral: fii' li MOW SismECANOING = 0.82x 1.9 kipMi.01110 00 ' - II lih�, 1 PE — Ill l ®m i --1'-g�arR���TtoN--0.82-x-4201b�—=3�OJb eacb-end-stringer � �N�611�r!� __- - 'Il�t0I®i Wind y"91 'v®Ili Area'stairs sections + guardrail perpendicular= 65ft2 I �I I'� ,Mil PW = 16 psf x 65ft2/4 = 2601bs <- less than seismic tap 4'Ip ;` j tl Area,complete stairs + guardrail longitudinal = 62ft2 4 PW = 16 psf x 62ft2= 1000 lbs <-;less than seismic fxa I B1f13 ©® \ - �d I I I11 /rA��'� � P`oje" Acoya Senior Living Center Tigard Sheet 54 of 75 STRUCTURAL SOLUTIONS Stairs F Project No. S23026 1400 Columbia Street Subject Middle Platform C7X14.75 By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 ' 9 J$ Beam length = 9 feet, E - 29000 ksi, I = 27.2 inches^4 i 1.88 9 08 ki s kr s Beam , � 7/P T ? 3.236 3.328 k''p` kip, _-- 3.23589 kips I I I I II r I --- Shear I I I. I I l I 1 I -3,32811 kips--" 11.1844 kip foot Mosul mOkPfOO I 1 I I t- 1 I I I I I De£lecyioni 0 inches i ( 1 1, I 1- J s 0.186053.inches V5.5 S:\20�Ibeam s\52 p� 3 9 gineerIng\wi...\middle pllatform header.Beam I oq3 Jobs\823026 Aco Tigard Senior liiv�n Stairs\En I 19/12/2023 9:37 AM STRU CTURAL SOLUTIONS Project Acoya Senior Living Center Tigard Stairs F Sheet Project No. S23026 55of75 STRUCTURAL SOLUTIONS 1400 Columbia Street Subject Middle Platform C7X14.75 By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Input Beam Element: Length = 9 feet; E = 29000 ksi; I - 27.2 inches^4; Pin Support: X = 0 feet; Pin Support: X = 9 feet; Uniform Load: X = 0, 9 feet; U -0.066, -0.066 kips/foot; Uniftbnn L - , -0-.2.,.._.=$:2 ]dips/fuoL;-. --- Point Load: X = 4 ',feet; P = -0.42 kips; '.. Point Load: X = 4 '1feet; P = -1. 5 kips; ,,,,,, ,,4_,,,,„,„,,,,,,,„ „IA Point Load: X = 5 feet; P - -0.42 kips; Pninik Load: X = 51feet; P = -2.p8 kipsLimil Analysis Data: Beam Length = 9 feet 502 Nodes, 501 Beam Elements, 1004 Degrees o Freedom React_ons: - - X Vert Rot - feet kips kip-foot 1110 0 3.236 ---- 9.000 3.328 LL Equilibrium: . Fdrce Reactioh Error DL. Vert -6.564 6.564 0.000 kips Rot 29.953 -29.953 -0.000 kip-foot Min & IMax values: I __` i .... ... Min -hear = I -3.328 kips at 9 000000 feet Max hear = 3.236 kip at 0 feet Min :Anent = -2.238e-12 kip1foot at 9 000000 feet - --- Max Moment = 1 11.184 kip-foot at 5 000000 feet Min Rotation = I-0.005309 radians at 9 000000 feet f Max Rotation = i 0.005253 radians at 0 feet Min Deflection = -0.186053 inches at 4 526782 feet Max Deflection = 0 inches at 0 feet 1 CTx12.25 Capacity MI/S2 = 11 k-ftNb GOOD I I Inbrease Size tc# C7x14.75 Mri/S2= 13k-ft ONC I I (I f 1 I I I I PACIFIC Project Acoya Senior Living Center TigardSheet 56of75ucTu� i so uriorvs Stairs F Project No. S23026 1400 Columbia Street Subject HSS top landing strigner By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 using I for HSS $' section, deflection will be less than indicated =-.-_f- —`--, l a d 4 { Beam length = 19 feet, E = 29000 ksi, I = 61 inches"4 0.9 ki s 0.036 kips/foot 5 , , 4 //f4,-, f .0 2, 1t,dit®r- I Beam J. —_-- DL = 1.462k 4.51r .5 9 5 zsoo kips DL = 0.65k kips _2.97503 kips — i DL = 1.698k-ft 2.499 7 kips 1 .36173 kip-foo{ I l I _ I =5.88i kip-foot 1 -- 0.00216736 radians T I Rotf tion .. I I I I I J I I I I I. y .00295369 .-acians -- - l I I 1 I I 1 I I 0.0489149 inches 1 l Defection I, J I I J I I -- I I i I Olhes i I PR. I Project Acoya Senior Living Center Tigard Stairs F Sheet Project No. S23026 57of75 STRUCTURAL SOLUTIONS 1900 Columbia Street Subject HSS top landing strigner By STK Vancouver,WA 98660(360)200-6608 Date 9/6/2023 Input: Beam Element: Length = 19 feet; E = 29000 ksi; I = 61 inch s^4; Pin Support: X = 4 feet; Pin Support: X = 19 feet; Uniform Load: X = b, 4 feet; U -0.036, -0.(136 kips/foot;- Point; Load: X = 0 'feet; P = -0.5 kips; Uniform Load: X = 4, 14 feet; U = -0.084, -0084 kips/foot Uniform Load: X = 4, 14 feet; U',= -0.25, -0.25 kips/foot; Uniform Load: X = 14, 19 feet; t = -0.127, -0.127 kips/foot; Uniform Load: X = 114, 19 feet; V = .-0.3, -0,.4 kips/foot; Analysis Data: Beam Length = 19 f=et --- 502 nodes, 501 Beam Elements, 1004 Degrees of Freedom Reactions: X Vart Rot _ feet kips kip-foot 4.000 4.519 --- 19.000 2.500 LL Equilibrium: . .I FoIrce Reaction Error , DL Vert -7.']19 7.019 -0.000 kips Rot 65.575 -65.57$ 0.000 kip-foot I I I ( I Min & 'Max values:. Min hear = -2.500 kips at 19.000 feet I I Max hear = 2.975 kips at 4.1000000 feet ?lin omcnt - 5.000 kip foot at - 4.1000000 feet --- ---- Max oment = I 7.362 kip foot at 12.912 feet Min otation = r0:002954 radians at 19.000 feet Max otation = 0.002167 radians at 61,270946 feet Min Deflection = r0.150204 inches at 112.111 feet Max geflection = 0.048915 inclpes at ( 0 feet I I I I _ I i �RC'P'1p Project Acoya Senior Living Center Tigard Sheet 58of75 STRUCTURAL SOLUTIONS Stairs F ['rojertNo- S23026 1900 Columbia Street Subject Stringer next to deck By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 I C12x20.7 StringerLoading: p Winbeam Output a M a„ = 7.36k-ft_(8Rkip-inl - ® A. —C >,� Smax = 0.15" (using reduced section) 1 s mF of G Use L4x4x1/2" Angle for doorway cutout C7x1 A .75 Depth of channel t• remove = 4" Ix = 61.8665 in4 C12x20.7 Y = 4.76" •.»" MIN 12x20.7 S= Ix/ Y = 13in3 36ksl x 131n3/ 1..67 = 280in-kip OK— Transfer shear between flanges, lib C = 08k-in /8" = 11 kip 4 for shear lag —ftn/f2.$:5 x-70-ksj x 0.707 x 5t1-6'Ll 2= kip / in I I 11 kip /4.6kip/in = .4in 1 extend angles 6.5 beyond notched section j I 1 I� L4x4x1/2" I I I I i , 5/16th fillet weld I I I I I\— 1 Ct2x20.7 _ Massprop output I_ Area: 7.3377 Perimeter: 29.8800 f ( Centroid:i X: 0.0000 I I I I YI: 0.0000 Moments of inertia: Xt 61.8665 YI: 14.5813 CIF' Project Acoya Senior Living Center Tigard sheet 59 of 75 STRUCTURAL. SOLUTIONS Stairs F Pr°jectN°. S23026 1400 Columbia Street Subject Siesmic Loading By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Seismic Loads at connections (not including braced landin columns) R1 = 420Ibs lateral 420Ibs + 16001bs/4 = 8001bs longitudinal R2 = 420Ibs + 0.82 x 5' x (2' x 33psf + 15plf + 20.7p1f) = 8 01bs lateral = 840 + 1600 / 4- 1300Ibs longitudinal R3 = 4201bs + 0.82 x 5' x (3' x 33psf + 28p1f) = 940 lbs late al = 940 + 1600 /4 = 1350 lbs longituinal R3 , -- R2 =1 lfrt Rs _ as I Load at RI less than connections on Stair E. No change to concrete andhors I I i_ I I I PRC'P'C Prole' Acoya Senior Living Center Tigard Sheet 60 of 75 STRUCTURAL SO'. ..i-1ON.;S Stairs E Project No. S23026 1400 Columbia Street Subjeil Knife Plate Connection B` STK Vancou .WA 98660 �360)ver zoo-seas Date 9/6/2023 r6,1 _ t Maximum loads from deck ---Ax+al-=-4:35 kip - - Vertical shear = 2 6 kip Weak Axis Shear = 0.95 kip Welds: Eccentric weld Use 2" overlap P = 2.6kip kl=2" xl = 0.3" L al = 9" - 0.3" = 8.7'1 a = 8.7 / 9 = 0.966 k= 2/9 = 0.22 CI =i1.17 C = 1 Dm, = 2x5.7k/ 1x1.17x9" = 1.1/16" -> use 5/16" Fittet-Weld Strength --- Rn/52 = 0.6x70ksix0.707x5/16" /2 = 4.6kip / in Use 36ksi PL1/2x9x0'-10" Sx = 0.5" x9n2 / 6 = 6.75in3 I I Sy=9'1x0:5"2-/ G;0.375in - --- I Strong Axis Bending Mmax = 2.6kip x 6" = 15.6 kip-in Ma„ow = 36ksi x 6.75in3 / 1.67= 145kip-in OK i l Weak Axis Bending I i Mrnax = 0.95 x 6" = 5.7 kip-in Mallow'= 36ksi x 0.375in3/ 1.67 = 8 kip-in OK I I Weld at stringer Total Moment = (51.32 + 9.92)1J2 = 52 kip-in i M/Sw + V/Lw + P/L, = 52kip-in/(9'/3) + 5.7kip/9" + 1.73kip/9 = 2.75 kip/in < 4.6kip/in OK RC'S.'C ProjectAcoya Senior Living Center Tigard Sheet Stairs F No 52302661 of 75 STRUCTURAL SC'._, ,I TK O"15 14000olumbfastreet subject Landing Bracing 3y STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 I 9' x 4' Landing Connections: Lateral Load = 1 .6kip + 3501bs xI4 = 3k /M, =_3k_x 6'_R2 x8 5' _ R2 =12.1K, R1= -2.1K Tmax,brace = 2.1 k/ cos(55) = 3.7 kip Pmax,brace = cos(35) x 3.7k = 3 kip Required brace area 3.7kip x 1.6 /36ksi = 0.17in2 Fillet Weld Strength R„/WI= 0.6x70ksix0.707x3/16 / 2 = 2.8kip/in Use L2x2x1/4" brace with min 2" 3/16 fillet weld to plate Use PL4x4x1/4" at brace connection with 4" 3/16 fillet weld Required connection plate weld strength =2.8k /4 +16k/4 =i1-.1- kiptirrOK I --- 1.1 . f r 3 I C r_ I 1. lateral braci�ig Iol i. `' •- , -an_c mns 1 ll I �— l i_ t t I 1 -jA- , -L- R1 R2 ��'��� Project Acoya Senior Living Center Tigard Sheet 62 of 75 Stairs F Project No. S23026 STRUCTURAL SOLUTIONS 1400 Columbia Street SubJect Column Footings By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Post Footings P,;,a.=4.6k +3.4k=8 kip V,�,=3kip/2= 15001bs Vertical Foundation Pressure=250C psf Lateral Bearing Pressure = 250 pcf Coefficient cif friction =0.35 Footing Area=8000 lb/2500 lb = 3.2sf Try 2'x2' x1'ftg self wt=6001b Lateral resistance= (600 lb + 700 lb) x 0.35+25C pcf x (1')2/2 x 2' =2910 lb Reinf. AI.rega=0.0018 x 24" x 24" = 1.04 in2 Use (4)#5 bars eaci way As= 1.24 in2 I I I I I I _ 0 J_ I I I L I I _ 1 I _ 1 I I --- L I I i 1■■III�TI Hilti PROFIS Engineering 3.0.88 63 of 75 www.hllti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Sep 11,2023 Date: 9/12/2023 Fastening point: Specifier's comments: 1 Input data1"7— Anchor type and diameter: KWIK-X 3/8(2 1/2)hnomlalgiSaig= Item number: 418057 KH-EZ 3/8"x3"(element)/2346658 KHC 3/8" SMALL(capsule) Effective embedment depth: hey act=2.500 in. (he umk=-in.),hnoe=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-5065 Issued I Valid: 1/1/2023 112/1/2023 Proof: Design Method ACI 318-19/Chem Stand-off installation: eb=0.000 in. (no stand-off);t=0.500 in. Anchor plateR: Ix x ly x t=8.000 in.x 5.000 in.x 0.500 in.; (Recommended plate thickness:not calculated) Profile: Square HSS(AISC), HSS3X3X.250;(L x W x T)=3.000 in.x 3.000 in.x 0.250 in. Base material: uncracked concrete,3000,fo'=3,000 psi;h=12.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:not present,shear:not present;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar R-The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.]&Loading[Ib, in.lb] &&Design toads ai Sustained loads $ tb f z _.. v Input dale and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaaf)Hilti is a registered Trademark of Hilti AG,Schwan 1 11■■11`T1 Hilti PROFIS Engineering 3.0.88 64 of 75 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/12/2023 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max. Util.Anchor[%] 1 Combination 1 N=-12,800;V,=3,000;Vy=0; no 41 Mx=0;My=0;M,=0; 2 Load case/Resulting anchor forces Anchor reactions[lb] y Tension force:(+Tension,-Compression) 3 4 Anchor Tension force Shear force Shear force x Shear force y 1 0 750 750 0 2 0 750 750 0 (4)----fix 3 0 750 750 0 Compression 4 0 750 750 0 fl1 2 max.concrete compressive strain: 0.07[%e] max.concrete compressive stress: 320[psi] resulting tension force in(x/y)=(0.000/0.000): 0[lb] resulting compression force in(x/y)=(0.000/0.000): 12,800[lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N,,.(Pb] Capacity• Nn[lb] Utilization PN=N J . Nn Status Steel Strength* N/A N/A N/A N/A Bond Strength** N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure** N/A N/A N/A N/A "highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilt!AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 1111 UT'I Hilti PROFIS Engineering 3.0.88 65 of 75 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/12/2023 Fastening point: 4 Shear load Load V„a[Ib] Capacity$ V„[Ib] Utilization 13v=V„a/$ V„ Status Steel Strength* 750 3,111 25 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Concrete Breakout 3,000 17,653 17 OK Strength controls)** Concrete edge failure in direction x+** 3,000 7,323 41 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength Vsa =ESR value refer to ICC-ES ESR-5065 Vsteei>Vua ACI 318-19 Table 17.5.2 Variables 4=a.v[in.2] fora[psi] 0.09 106,225 Calculations Vaa[Ib] 5,185 Results V.[lb] steel • Vsa[Ib] V.[lb] 5,185 0.600 3,111 750 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan 3 I■■III.TI Hilti PROFIS Engineering 3.0.88 66 of 75 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/12/2023 Fastening point: 4.2 Pryout Strength(Concrete Breakout Strength controls) Vcpg =kcp RANG Nc,A ) W ec,N Wed,N Wc,N Wcp,N Nb ] ACI 318-19 Eq.(17.7.3.1 b) w Vcpg >Vua ACI 318-19 Table 17.5.2 AN, see ACI 318-19,Section 17.6.2.1,Fig.R 17.6.2.1(b) ANco =9 hzet ACI 318-19 Eq.(17.6.2.1.4) r 1 W ec,N = \ 1 +2 eN) <1.0 ACI 318-19 Eq.(17.6.2.3.1) 3h W ed N =0.7+0.3 Oa� rmin) <1.0 ACI 318-19 Eq.(17.6.2.4.1 b) 1.5h W ep.N =MAXrc2in 1.5h <1.0 ACI 318-19 Eq.(17.6.2.6.1b) \` cac cac J Nb =kc X a tc hett5 ACI 318-19 Eq.(17.6.2.2.1) Variables kcp her[in.] en N[in.] ecz N[in.] ce,mn Fn.] 2 2.500 0.000 0.000 9.250 W o,N cac[in.] kc 9`a tc[Psi] 1.000 4.139 24 1.000 3,000 Calculations z ANc[in. ] ANco[in.2] W ec1,N Wec2N Wed N Wcp,N Nb[lb] 136.50 56.25 1.000 1.000 1.000 1.000 5,196 Results VcP0[lb] 4'concrete 41 Vcpg[lb] V,,a[lb] 25,219 0.700 17,653 3,000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 FIIII11.11.1rilI Hilti PROFIS Engineering 3.0.88 67 of 75 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/12/2023 Fastening point: 4.3 Concrete edge failure in direction x+ q v�) V ec,v tV Vcbg = ( ed,v Vc,V Vh,V Vperallel,V Vb ACI 318-19 Eq.(17.7.2.1b) 0 Vcba >V„ ACI 318-19 Table 17.5.2 A. see ACI 318-19,Section 17.7.2.1,Fig. R 17.7.2.1(b) Avc0 =4.5 cat ACI 318-19 Eq.(17.7.2.1.3) 1 V eb,v = e„ ) <1.0 ACI 318-19 Eq. (17.7.2.3.1) 1 +1.5cat V ed,v =0.7+0.3(15cat) <1.0 ACI 318-19 Eq.(17.7.2.4.1b) 1.5cat V h,V = h >1.0 ACI 318-19 Eq.(17.7.2.6.1) la Vb = (7( oz ���-- d ) Yfc) X e catj ACI 318-19 Eq.(17.7.2.2.1a) a Variables cat[in.] cat[in-1 _ ecv[in.] V c,v ha[in.] 8.000 10.500 0.000 1.400 12.000 le[in.] a de[in.] fc[psi] W parallel.V 2.500 1.000 0.375 3,000 1.000 Calculations Avc[in.2] Awe[in.2) V ec,V Wady Vh.v Vb[lb] 288.00 288.00 1.000 0.962 1.000 7,764 Results Vag[lb] concrete $ Vcb4[lb] Vua[lb] _ 10,462 0.700 7,323 3,000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan 5 1■■11I- I Hilti PROFIS Engineering 3.0.88 68 of 75 www.hilti.com Company: Address: Page: 6 Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/12/2023 Fastening point: 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5218:2021,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schaan 6 I141II :11"I Hilti PROFIS Engineering 3.0.88 69 of 75 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: I E-Mail. Design: Concrete-Sep 11,2023 Date: 9/12/2023 Fastening point: 6 Installation data Anchor type and diameter: KWIK-X 3/8(2 1/2)hnoml Profile: Square HSS(AISC),HSS3X3X.250;(L x W x T)=3.000 in.x 3.000 in. Item number:418057 KH-EZ 3/8"x3"(element)/2346658 x 0.250 in. KHC 3/8"SMALL(capsule) Hole diameter in the fixture:dt=0.500 in. Maximum installation torque:- Plate thickness(input):0.500 in. Hole diameter in the base material:0.375 in. Recommended plate thickness: not calculated Hole depth in the base material:3.250 in. Drilling method:Hammer drilled Minimum thickness of the base material:4.500 in. Cleaning: No cleaning of the drilled hole is required 3/8(2 1/2)hnoml Hilti KH-EZ Carbon steel screw anchor with Hilti KHC 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • No accessory required • SIW 6-A22 Impact Screw Driver • Properly sized drill bit A 4.000 4.000 • • • 0 /� 0 3 4 O • O 0 m N 0 �8 S P1 x • 0 • O 01 /02 u' J • N O O 1.250 1 5.500 1.250 • • • Coordinates Anchor[in.] Anchor x y c4, c,x c-y c,y 1 -2.750 -1.500 9.250 14.750 10.500 13.500 2 2.750 -1.500 14.750 9.250 10.500 13.500 3 -2.750 1.500 9.250 14.750 13.500 10.500 4 2.750 1.500 14.750 9.250 13.500 10.500 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7 MULTI Hilti PROFIS Engineering 3.0.88 70 of 75 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Sep 11,2023 Date: 9/12/2023 Fastening point: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product.The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software.In particular,you must arrange for the regular backup of programs and data and, if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data end results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schaan 8 1::ic's'c Project Acoya Senior Living Center Tigard Sheet 71 of 75 STRUCTURAL SOLUTIONS Ladder Project No. S23026 1400 Columbia Street Subject By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 j Ladder I 1 1 I I 1 I I I I I 1 1 ( i I I I I I I I ���'�'� Project Acoya Senior Living Center Tigard Sheet 72 of 75 STRUCTURAL soLurlonis Elevator Pit Ladder Project No. S23026 1400 Columbia Street Subject By STK Vancouver,WA 98660 (360)200-6608 Date 9/6/2023 Desicn Loads: DEAD LOAD: 151 lbs ladder weight LIVE LOAD: 300Ib6 Point Load / eI-0*(PL x2 1@ x T-117 ) bp13-, bp13 , bpi..—LD1001 bp13�� ' 200 LB <1 6•b Tvp� e> 00 I�B i 1 [ � � I VVV I 1( 12 y 1 APPROV DETPLEAIL AND FTACOVIO LADDER DETAIL AND ATTACHME '.gs. SI ( LowerLeveLO'I.0" ) 4 4 I L _.. ..APPROVER PLEASE ROVIDED(SIRED METHOD OF ATTACH WENT l OSECTION: I Acoya Senior Living Center Tigard S23026 STF2UCTURAL SOLUTIONS Ladder LD1001 STK 9/6/2023 73 of 75 Steel Ladder ~Fy= 36 ksi Rung Dia.=i 0.75 in Rung Spacing 12 in Rail Thickness=I 0.375 in Rail Width=4 2.5in Bracket Spacing=! 48 in Ladder Width= 14 in Point Load 0.3 kip Total Ladder Wt.= 0.151 kip #of Supports 6 Rung Check Mu= 0.8 k-in PhiMn= 2.3 k-in OK Vu= 0.48 kip PhiVn= 5.73 kip OK Rail Check Axial P dead= 0.013 kip P live= 0.6 kip Pu= kip Lx= 48 in rx= 0.72 in kx 1 Ly= 12 in ry= 0.11 in ky= _ c= 1.24 Fcr= 18.85 ksi PhiPn= 15.02 kip OK Flexure Mu=L 1k-in Lb= 12 in J= 0.04 inA4 Mp= 21.09 k-in A= 0.9375 inA2 Mr= 14.0625 k-in Lp= 3.74 in Lr= 86.24 in PhiMn= 18.35 k-in OK Interaction Pu/PhiPn= 0.06 Mu/PhiMn= 0.47 Interaction= 0.50 OK P RIFIC "'le" Acoya Senior Living Center Tigard SheetProject No. S23026 74 of 75 U STRUCTURAL SO—U Tt C�°vim 1400 Columbia Street Subject Elevator Pit Ladder By STK Vancouver,W A 98660 (360)200-6608 Date 9/6/2023 l DL = 261 i Ladder Bracket to CMU b Ladder height 8ft tall, one 300 14 loads LL = 75 I" Two brackets per side. V Total DL = 151 lb DL to Bracket = 151 lb / 6 ==26 lb Total LL = 300 lb LL to Bracket = 300 lb / 4 = 75 lb LL acting-18 Tromrtadder. Bracket spacings ft TL -3001bx (18" + 4.5")/ 48" = 141 lb Rt LL 26lbx4.5" / 48" = 3Ib H 45 '031 L= 41 I. cfN coDL 3Ib Check-Bracket-(fB3/8 x 2-1/2) -- Rv V" = 1.2x26lb + 1,6x 150lb = 0.3kip Tu = 1 .6 x 141 lb + 1.2 x 10 lb = 0.25 kip I M" =,0.3 kip x 4.5"'= 1.5 k-in I O" Z0.9x0.6x36ksix0.375" x2.5" = 18kip OK I I OM" TO.9x36ksix .375" x (2.5')2 / 6 = 12k-in OK il)T" z4 0.9 x 36 ksi x .375" x 2.5" = 30 kip OK Bracket OK Weld I I 1 R" = .25k/2 + 0.3k/2 + 1.5 k-in /2.5" = 0.875 kip 4:1)R" t 0.75x0.6x '70ksix0.707x3/16" x2.5" - 10kip OK1 Weld OK I I l 1 I I I 1 I I J I I I I I i I l I 1 I I I I P��'��� Projec Acoya Senior Living Center Tigard Sheet 75 of 75 STRUCTURAL SOLUTIONS Project No. S23026 1400 Columbia Street Subject By Vancouver,WA 98660 Elevator Pit Ladder STK (360)200-6608 Date 9/6/2023 Ladder on,SOG Ptx= 151 lb_ PLL =300lb VIA = 300Ibx 18" /48" = 113 lb Anchor Bolt 1/2" Dia Expansion Anchor u = 1.6x 15 lb = 0.24 k/tolt xpansion A .chor OK 1 I i I L L II I 1 I 1_ { I 1