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Specifications OFFICE COPY RECEIVED 4e4.1. .:------. AG ROL AUG 22 %' CITY OF tIGAHL N S U L T I L Iti�C DIVISION rr- ut_ rt� I , tc� P.driI . ._ et, LLHI N STRUciumLCALCULATioNs pFtOJECT, Miller Residen ce- Patio strucure ' ADDRESS: Portland, Oregon i CLIENTL Builders Design VALIDITY OF PERMIT THE ISSUANCE OF A PERMIT BASED ON CONSTRUCTION JOB NUMBER: M2206 DOCUMENTS AND OTHER DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM REQUIRING THE CORRECTION OF ERRORS. OSSC 105.4 ATTACHED PLEASE FIND CALCULATIONS, SHEETS 1 THROUGH 3, DATED AUGUST 2022,WHICH VERIFY THE STRUCTURAL ADEQUACY OF THE LATERAL LOAD RESISTING SYSTEM ONLY FOR THE ABOVE REFERENCED PROJECT. DESIGN WAS BASED ON THE REQUIREMENTS OF OREGON cilygettstAWALTYCODE. 5.1Rucru 44 . REV( FOR CODE COMPLIANCE Esep PROFk.s Approved:' 1 1 �o c 122 R OTC: [ 1 /' � i4 e Pcnuk# R p 1c'�a�- �J , ORE ON Address: 4 a.3 0 Sw 1.1 v r h ham m gh Suite its 1 Fp 18, A ®� , By: , 4 .1.}— Date: C)- (.,- 2J q11/ G. 0\ / EXPIRES: 12/31/20'1' 13023 se 172ND Avenue, Suite 166, Box 714, Happy Valley, Or 97086 AGROLINCONSULTING.COM AGROLIN@AOL.COM I "" PROJECT� q--vi P5Y t �^ SKEET# G ROLIN A/ ri L " �j DATE) .v� CCNSULTiti' G ! CLIENT Rev J013 REV ►4 2-2,0 if V\! filJ ti : E ,0 0 1.1c- /j s-.2)()Es=y,) ,6(1S, 7j ,-.7-5 :.--:: Z,(L5 r-- g,1.3 (is.)0/ 3.) :: 1 , g 7 rsc r 121.-)& -; 1151-- 2UU f ' 0 .)7:1 s ' t,-(li t T 5Y _ St1EET4 ,i PROJEC �6i 40". AG ROLIN �� I tU FA T` 0 DATE1 �J� 3 � G:` SULTi !`dt_, LLB CLIENT REV Job S REV 2.e _ 49 O l3 ' rgg' 125, a- lob g 7 64. gg ,9-2 g 5� s)11�; /17A (0 5 (e ) j ''_- ,t.4)- gg .1 _ /F\ p 432- 2� �-2-4 i� 4P 4 A ) ff 1 -1.5'S O, --/- tf,_ pp- / --- 7/i H-y 1 w 1 e (f 4 2_,2,I 7 x 4 (.s. w ',4v + `�`►`1 N & /-d- 2� / Ems �,�, 1 1421 *. TL7E0 b , 5\41-361) 4:- . -'r'} SHPD 9230 SW Burnham St, Tigard, OR 97223, USA Latitude, Longitude: 45.4295296, -122.7719204 ////' -N) Shawn Gardner Dancin9g e The Jax P, and TC WESC �r ssw � - George Morlan ;, 5 Plumbing Supply Curiositi 9 es 9 St. Anthony Catholic/ �`/ Henderson Auto Church and School✓ r-r Ash Avenue Dog Park 9 Apex Industries (7O sgIe ;r Map data©2022 Date 8/19/2022,11:45:34AM Design Code Reference Document ASCE7-18 Risk Category t Site Class D-Default(See Section 11A.3) Type Value Description Ss 0.859 MCER ground motion.(for 0.2 second period) Si 0.394 hCER ground motion.(for 1.0s period) SMS 1.031 Sitemod[fied spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value Sias 0.687 Numeric seismic design value at 0.2 second SA Siai nut-See Section 11.4.8 Numeic seismic design value at 1.0 second SA Type Value Description SDC nut-See Section 11.4.8 Seismic design category Fe 1.2 Site amplification factor at 0.2 second Fv nut-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.391 MCEG Peak ground acceleration FPGA 1.209 Site amplification factor at PGA PGAM 0.473 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.859 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.97 Factored uniform-hazard(2%probaGTAy of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.394 Probabilistic risk-targeted ground motion.(1.0 second) S 1 UH 0.455 Factored uniform-hazard(2%probabifity of exceedance in 50 years)spectral acceleration. SID 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) PGA H 0.391 Uniform-hazard(2%probabilty of exceedance in 50 years)Peak Ground Acceleration CRs 0.886 Mapped value of the risk coefficient at short periods CR1 0.887 Mapped value of the risk coefficient at a period of 1 s