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Specifications (152) mST20I1 - 00355 �, cisu - 1 IT___TE_ CE COPY , - REV yyJs 0� +' Digitally signed by Dave Horn DN:cn=Dave Horn,o=Horn Consulting Engineers,ou, email=clave@hornce.com,c=US HORN CONSULTING ENGINEERS LLC Date:2017.12.141418:55-08'00' Structural Calculations: Project: MHNW-17-23 Date: 12/14/17 Project: New House: RECEIVED Mission Meadows Lot 6 3145A Garage Right DEC Z 8 2017 Subject Sheet#'s B ! D V SiQN Lateral Loads L1 — L5 Framing Fl — F2 Deck D1 — D2 Guard Rail GR-1 Footings FTG-1 ► PRO .. CI,iNF, tS • ft( i' 513 PE y r OR ON J 012' qV 19��� 10 . NO Expires: 6-30-19 The following calculations arc 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. CAPITAL PLAZA SUITE 135 9320 SW BARBER BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVEHORNCE.COM . Ll H(:, E HORN CONSULTING ENGINEERS LLC New House: MHNW-17-23 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. - ...o.N. 111. -'o--- ‘c-",..,, Direction End Zones ‘ C 44# lit .....,..---7 N.....„..„A Direction 281 "cg-- 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 PLAZA St TF. 135 9320 SW 13AR BLVD. . 1E,V11 1NU, (JR • 97219 PHONE: 503.892.5782 • EMAIL: DAvE@HORNCE.CONI L2 E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per O.R.S.0 Sos= .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= 263.6plf< 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)] + 95p1f= 216.6plf< 302.6pif therefore, wind governs. Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 CAPIT:\I. PLAZA 5LITE. 133 9320 SW BARPIR BLVD. • PORTLAND, VR • 97219 PHONE: 503.892.5782 • EMALT.: DAVECL,HORp CE.COM • L3 Hc- 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)' = 2260 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 = P1 (36)' = 89plf 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 2"d 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)' = 3010 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 Type2HD 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)' = 2190 Type A Wall V = P/(25.5)' = 125pIf 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 HD CAPITAL PLAZA SI ITE 135 9320 SW BARBER BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL. 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