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Specifications (149) I,5•T2L7t7r 353 sw 511- tAtA. O flA-kil Digitally signed by Dave Horn <n=Dave Horn, o=Ho rn Consulting Engineers,or,, email ave c=-US CONSULTING ENGINEERS LLC W?01]07.0513:5739 Revised Structural Calculations: Project: MHNW-17-21 R ECF WED Date: 7/05/17 Project: New House: SEP 14 2017 MM Lot#2 3145C Garage Left CITY OF TIGARD BUILDING DIVISION Subject Sheet#'s Lateral Loads L1 — L5 Framing Fl — F4 Footings FTG-1 5131 -a '0 'Z OR G p9� 1 2, 1°-°' �� 917D J Nps Expires: 6-30-19 The follow ing 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 construction. 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. C,VvrrHI P1.1/,j SI.urV. 135 93211 SV\ BARItL-N nI VD. • 1,0511.vND, [314 • 97219 PIIo ,. 5113.892.5742 • [11111.: Dnci-.@ii,,Nscr....ON1 ' L1 F HORN CONSULTING ENGINEERS LLC New House: MHNW-17-21 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. 0 c MFRS Direction IMO End Zones 4111, 41111111 Npo Y, J kR ►V►Jt11'f S 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. CAPITAL. PI AZ SUVIE 135 9320 SW BvRL1UR BL.vn. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • I?r<[,\IL: DAVI,@JIORNCE.COM • L2 HCE HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per O.R.S.0 SIDS= .72, R = 6.5, W = weight of structure V = [1.2 Sos/(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= 263.6pIf< 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)] + 95p1f= 216.6plf< 302.6plf therefore, wind governs. Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 c PI 1" PLA/9 SullE 135 9320 SW BAR13ER BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EM, ::.: DAVE ClHORN(:E.COM L3 I JC 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)' = 112plf Type A Wall V= P/(15.75)' = 226p1f 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)' = 226p1f 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 rd 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)' = 204p1f 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)' = 219plf 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)' = 983p1f Type E Wall 3x Sill Req'd Mot = 29.5kft Mr = 1.4kft T = 9.4k + 1.6k = 11.0k Type 6 HD C3PrryL PLAZA SUIT/ 135 9320 SW B111131 R BLVD. • POR]LAND, OR • 97219 PHONE: 503 892 5782 • EMAII.: DAVE@HORNCE.COAM .0 ,s12 .i'1 d- /• 4,•2h) = (,9V1...12. 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