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Specifications (61) .mac. S . _0 /?- 003 iy L /L< st - set H' HORN CONSULTING ENGINEERS LLC Revised Structural Calculations: Project: MHNW-17-24 RECEIVED Date: 7/05/17 Project: New House: OCT 9 2017 MM Lot#8 3145B Garage Right CITY OF'TIGARD BUILDING DIVISION Subject Sheet#'s Lateral Loads L1 —L5 Framing Fl — F4 Footings FTG-1 D PRO 1319P: v r f Oq�DJ. NO 12, 19 � � 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 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. CAPn i1 Pi 1/1 St ri r 115 932u 050 B yKOUS; Pi 51.) • rus ri,t,n, os • 07219 PnON1; 5(0.892.0782 • t-:5i m, n .;r(in ie'+t i-_Cu>1 L1 E HORN CONSULTING ENGINEERS LLC New House: MHNW-17-24 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. y�� %llp. C MFRS Direction iiidEnd Zones isp. .IIIIIIIII�III►\ --'22.8,....--------Ok, 0111 4 RS X10 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 PLAZA SUITE 135 9320 SUS B.ARBUR BLVD. • PORTLAND, OR • 97219 PI{ONE: 503.892.5782 • EMAIL: DAVE@IIORNCE.COM L2 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< 307plf therefore, wind governs. Seismic in Side to Side: Wr= [.095(40')(15+6+4)] = 95p1f < 159.9pIf 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 CApIrAL PLAZA SUITE 135 9320 Ste' BARBUR BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVF@HORNCF.COM L3 .u , C_ 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)' =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 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)' = 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)' = 125p1f 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/(10.75)' = 595p1f Type C Wall Mot= 8.3kft Mr= 1.4kft T = 3.5k+ 1.6k= 5.1k Type 3 HD Check Sill Plate P = (0.095)(28.25')+(0.1216)(13.25') =4.3k/ 10.75' =400plf 3x Sill Req'd CAPITAL PI ALA SuIFE 135 9320 SW BARBUR BLPD. • PORII.AND, OR • 97219 PHONI : 503.892.5782 • EMAIL: DOVE(I]IORNCE.COM _ ,i .s'$Z .Lt 4w. 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S 4. ,k W 1..• g,i Lae y ;� 41 "ZMll �'r b It . 4 1.3 "Z r \ r s IV-(13�. -t t.'761).t• .tZ-(4)t� f.3k & ¢.4 z re k r, �o3y•,r ,C Six 1r �` • �A i.148$�i.� 20.3 l . • 1302 SW BERTHA BLVD. • PORTLAND, OR•97219 PHONE: 503.892.5782 • EMAIL: DAVE(EZHORNCE.COM C HORN PROJECT' riV/VW- /7-1C3 CONSULTING DATE row, ENGINEERS LLC SUBJECT VD-Pr/ANS DATE 2+y-• BY �' C'Pp lz p, I2.l' . T fa ._ 3if 0.,one 3-4415 6,4 LA . .'.13, 415 OASe•AY ! I'inr157- ` 5c6.3* ls1"' 4.Z f{ aZ � , � gd u.A y. 1302 SW BERTHA BLVD. • PORTLAND,OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM