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Specifications (160) ,QST-i,c>/7--a5 3E3 i.» , Ilya. scv ilfri c- A),,- 11,(A H Digitally aged by Dave Horn E. E Consulting ,o=Hun Conwlung Engigi neers,om Date: ee7.0514 wm,c=US Date:201757.05 14 3552 HORN CONSULTING ENGINEERS LLC "''''' , Revised Structural Calculations: RCF!\ED Project: MHNW-17-25 Date: 7/05/17 0 C T 9 2017 Project: New House: MM Lot#9 3145C Garage Left CIT': C i- i -atiiRD BUILDING DIVISION Subject Sheet#'s Lateral Loads L1 — L5 Framing F1 — F4 Footings FTG-1 I , ,.OPRf r GIN ; tSdi i444 151319' c r 1 0. . G 04 N. 12, \ , �j0 j NpQ� Expires: 6-30-19 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. All retaining wall designs should be verified by the geotechnical engineer of record prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Horn Consulting Engineers shall have no liability(expressed,or implied),with respect to the means and methods of construction workmanship or the actual materials used in constructign. Horn Consulting Engineers shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active,passive,or imputed negligence) or otherwise,for loss or use,revenue or profit,or for any other incidental or consequential damage. • CAPITAL PLAZA SUITE 135 93211 SVt B\RHUR BLVD. • PORTLAND, OR • 97219 P11<)NE: 503.892.5782 • I NIHIL: DACE@IIORNCF..ceM o L1 HC E HORN CONSULTING ENGINEERS LLC New House: MHNW-17-25 Code Basis of Design: 2014 O.S.S.C. and 2014 O.R.S.C. Wind Loading: Per ASCE 7 Fig 6-2 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house h = 26' approximately. 1140‘ C hdVbFRS Direction 41:1" End Zones tar .04 je AFRS Direction 2a End Zones Note:End zone may occur at any corner of the building. a = .10*40' =4.0' or for h =26' a = .4(h) = .4(26') = 10.4' a must be larger than .04(40') = 1.6' or 3' a = 4.0' controls Therefore: 2a = 8.0' see Fig 6-2 ASCE 7, and Figure above. CAPII',U. 1'Ldz9 Sorry. 135 9320 SVV13388[8 BLVD. • PDRII AAD, OR • 97219 1'110\F.: 503.892.5782 • F.sl\ll.: D.\V1.[l l{ORN(: L2 HC_ E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per O.R.S.0 SDS= .72, R =6.5, W=weight of structure V= [1.2 SDs/(R x 1.4)]W V= .095W Roof Dead load = 15 psf Exterior Wall Dead load = 12 psf Interior Wall Dead load = 8 psf Floor Dead load = 12 psf Seismic in Front to Back: Wr= [.095(47')(15+6+4)] = 111.6plf < 160.4plf therefore, wind governs. W2 = [.095(50')(12+12+8)] + 111.6plf= 263.6plf< 307p1f therefore, wind governs. Seismic in Side to Side: Wr= [.095(40')(15+6+4)] = 95p1f < 159.9plf therefore, wind governs. W2 = [.095(40')(12+12+8)] + 95plf= 216.6plf< 302.6plf therefore, wind governs. Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 Cei> ri. I'I /a St III i 135 9320 SW 133R81 8 131 31). • P0811.:3v1), OR • 97219 PIIONIS: 503 892 5782 • 1.\1111 D\3i @I108 Ncr:.coni L3 C� E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Left Wall Line Back Wall Line P = (0.1604) klf x 20' = 3.2k P = (0.1599) klf x 22.25' = 3.6k V= P/(28.75)' = 112pIf Type A Wall V= P/ (15.75)' =226plf Type A Wall Mot= 13.8kft Mot= 12.2kft Mr= 13.7kft Mr= 3.9kft T = 0.0k No HD Req'd T = 1.4k Type 8 HD Right Wall Line Front Wall Line P = (0.1604) klf x 20' = 3.2k P = (0.1599) klf x 28.25' = 4.5k V= P/(36)' = 89p1f Type A Wall V= P/ (20)' = 226plf Type A Wall Mot= 8.4kft Mot= 5.6kft Mr= 8.7kft No HD Req'd Mr= 1.2kft T= 1.6k Type 8 HD 2nd Floor Diaphragm: Left Wall Line Back Wall Line P = (0.1466) klf x 20' + 3.2k= 6.1k P = (0.1427)(14.5')+(0.0386)(9')+3.6k = 6.0k V= P/(30)' = 204plf Type A Wall V= P/ (20)' = 301 plf Type A Wall Mot= 28.1 kft Mot= 12.0kft Mr= 13.7kft Mr= 2.4kft T = 1.1k Type 1 HD T= 2.4k+ 1.4k= 3.8k Type 2 HD Right Wall Line Wall Line @ Back of Garage P = (0.1466) klf x 20' + 3.2k= 6.1k P = (0.1427) klf x 22.25' = 3.2k V= P/(28)' = 219p1f Type A Wall V= P/(25.5)' = 125plf Type A Wall Mot= 23.0kft Mot = 31.8kft Mr= 8.7kft Mr= 54.5kft No HD Req'd T = 1.4k Type 1 HD Front Wall Line P = (0.1427) klf x 13.25' + 4.5k= 6.4k V= P/(6.5)' = 983plf Type E Wall 3x Sill Req'd Mot = 29.5kft Mr= 1.4kft T = 9.4k + 1.6k = 11.0k Type6HD ( P1111. 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