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Plans (35) COPY �S n--c/? �GCi3 3� OFFICE7(�� di� HERMAN3161 NES In?BLvD-,Sul 100 - ENGINEERING A __ Peia ,©R 97232 Pi Ili\ NG ra (603)2308876 "�`i;"� 1 --c SHERMa E Gu13EEP.S.CO>yi L MEMORANDUM To: Mr.James Wainwright -r 7660 SW Fir St. to t: � u , -„ Tigard, OR 97223 gg' „ ry'„=r\ Date: February 12, 20181 tet," I ` I '' 4 From: Jeff Leiter t4 j ' Associate «, RE: Wainwright Residence 7660 SW Fir St. Tigard, OR 97223 This Memo is in response to comments from the building inspector for the above mentioned address. It is our understanding that the new beam at the exterior needs to have additional bearing at each end. We have reviewed the limited bearing and recommend adding a Simpson HH4 hanger at each end. We also understand that there is a concern regarding the shear walls where the new windows are being added. We have reviewed the lateral loads and have included our analysis with this memo. If you have any questions please give us a call. REVISION CC: File-Wainwright 2-12-18.doc City of 7 kTjara Approves mans By - Date a7 ° ®) 11111'1111!ERMAN 3151 NE SANDY BLVD.,SurrE 100 SijENGINEERINGPoRTLAND,OR 97232 PHONE(503)230-8876 INC SHM1ANENGINEERS.COM Structural Calculations February 8, 2018 wainwright 7660 SW Fir St IIECTIVER Tigard, OR 97223 1,7 B I SO Project#18-MSFE-05-520 Tf!6AD \ \= Prepared For: James tit Exots17,s, 3fai;fb 7660 SW Fir St Tigard, OR 97223 StAgSt Sheet Na. Lateral Load: Loading LL1-LL2 Diaphragm Shear LL3 Overturning 114 Schedule: LIS V Wainwri,ht Remodel Lateral Load !L 1 I . ltad�ng 2/7/I 8 2012 IBC I . I Wind: Per ASCE 7-1 0 Basic Wind S?eed = 120 Exposure Category = Bt = '.00 Building tis;ght = 8 A = .00 Roof Slope = = 1.00 4 :12 = 18.4° Zone SEE= .ASD LC ASDre p sure IIMIN 30.7 0.6 = 18.4 -8.7 20 5 Use 5 psf at roof for MWFRS 0.6 1111111111111111012. 0.G = -2.9 Use 5 psf at roof for MWFRS End Zone Distance; Eave tit(ft) 8 x 40% Bldg Width (ft) 3! = 3,2 ft Nth) Wen, h f t) 81G x 10% = 3.I ft Width x401 = +.2 ft x 10% = 8.6 ft Len.th x470= 3.4 ft IvIInimum = 3.1 ft Edge Strip = 3.1 ft (End Zone = 2x Edge Strrp) End Zone = MILEM 1.2 SeISmic Per 18C 2012 Use Group = Number of Stones = 2 < 3 Simplified analysts per IBC = 0.727 R= 6,5 Roof W = 15 psf 2408 ft2 Walls VV = 8 psf 8 = 36.; kips 1/2 Parts tions W= ft 228 ftl = 7.3 kips G .sf 8 /2 ft GO ft2 - - ;.4 ksps Total W 44.9 kips V =— 2 .. 6A2 '' = 0.134 VV _ – '.4 2.LL-2012 IBC-Wainwright I , SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: WAINWRIGHT REMODEL Loading: SIDE/SIDE VI V2 V3 V4 Roof Wall End Zone= 5 psf 18.4 psf Interior= 5 psf 12.3 psf End Zone r Interior 1 ♦ End Zone End Zone Length= 6.2 ft Roof Ht. 6 ft Diaph 1 width 31 ft Wall Ht. 8 ft Qn Qn Qn Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psi ft ft ft psf ft ft ft kips 1 End Left 5 6.2 6 31 5 24.8 6 31 0.5 2 End Right 5 24.8 6 31 5 6.2 6 31 0.5 Shear Vi V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q MAIN FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips _ 1 End Left 18.4 6.2 4 31W 12.3 24.8 4 31 0.9 2 End Right 12.3 24.8 4 31 18.4 6.2 4 31 0.9 BASE FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= 0 psf 0 psf Interior= 0 psf 0 psf LINE ROOF UPR FLR TOTAL Wall Ht. 0 1 0.5 0.9 1.4 Diaph 1 width 0 ft 2 0.5 0.9 1.4 17:77.-." frj 4 �i.1 �,,��-��-fig'" I W r'7'13 A `l. , 00F „ � . d 3 � 14:44t4 /4/7410-1 ? •" it4/</(1' /514 /2)-- / / `17; 1;51.7 /Fr (e7 Art P, 7*1/. /1//4.;.° A /. ” •,, . .4, OVERTURNING - FRONT BACK WAINWRIGHT 2/7/2018 , . GRID StlEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH 5NEAR/1T HEIGHT MB LOAD M,restat REDUCTION M,ot ABOVE UPLIFT LINE 2 V-2 0 0.000 0 0 15 0.00 WIND 0.0 0.00 0.00 OK w/ nails V-1 15.3 0.118 8 6 15 18.02 SEISMIC 14.4 0.00 0.24 OK w/A.13.'s V-1 10.3 0.121 8 6 15 8.17 SEISMIC 10.0 0.00 0.49 OK w/A.B.'s .• ,.' : s C:Zf- 1111111111111111MIMMIIIMMEMEMMEMI ,___ , , .--. - 1' -------\\ ..._X.L__.Z.._____ J. 1---- _____ , , II , 1)i �I K.-.... \ I` IIS f I T i ...-D 45' 1.4' 3.4' 23' 3.15' 4.25' 5 5 5 _ 5 0 0 0 `-- 1 0 0 //041AJWX/ r RCN I 4 GRAPHIC LEGEND Ath.. DETAIL REFERENCE 51-IEAR NALL rAo (SEE DETAIL SHTS) A T7777772 (SEE 561-IEDULE) I HD SIMPSON HOLDOINN HALL BELOW (SEE SCHEDULE) FRAMIN6 SHOWN HALL AT FRAMINC, LEVEL ALL PANEL ED6ES MUST S—EAAL R.1/\ L SCHEDJL BE BLOCKED UNLESS NOTED OTHERWISE SOLE PLATE SOLE PLATE 1NTERM. RItsi BoARDI MARK NPANEL ALL COVER FASTENERS CONN (SEE REMARKS CONN. AT EXIST. BLKS EDES NOTE #3/ CONN CONCRETE Adik 1/16"A.P.A.- 0.131-x 2-1/2" IbD b"O.G. A35 COMMON a b" 6"O.G. 12"O.G. 1/2"x10"A5.5 a 24"O.G. SUITABLE SUBST.FOR SIMPSON UFP10 RATED Stir6 F. RH. P-NAIL a 63"O.G. (255#0 32O.G. 0.131"-F.RH.P-NAIL —OLDOIAN SC—EDJL'' MARK HOLDO1AIN FASTENERS NO SPECIAL CONNECT BTM. PL TO O ...1 HOLDOWN FLR 511f3M/BLK'S REMIRED VI/ 16c1 0 1" O.G.