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Specifications (10) AS.7-31,04.--62.?s- HORN CONSULTING ENGINEERS LLC y Digitally signed by Dave Structural Calculations: Horn 04.) DN�cn Dave Horn, c �jIoHorn Consult ng Project: JTS-'16-'12II Emxneers,ou, e ildave@hornce cons Date: 7/11/16 :f DS Date 201607.111410:45 -07'00'Project: New House: Lot 2 Edgewood 2523_EL_A_GR_3 CAR Subiect Sheet#'s Lateral Loads L1 — L5 Framing Fl — F6 Footings FTG-1 PIO c ' FF sem© a; 5131PE '/ 0 • 12, /p Expires: 6-30-17 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. All retaining wall designs should he verified by the geotechnical engineer of record prior to construction. Failure to do so invalidates their design. "Ihe 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. Hc . H E HORN CONSULTING ENGINEERS LLC New House: 2523 Elevation A 3 Car Garage 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 =23' approximately. % .---- ..;,...,----,,,h, .:.,,,, y C D recliS Direction• � End Zones ��1 2ar,,./ � ►` , C rh ,... ••• ll A:„,4, f S Direction 2a . End Zones Note:End zone may occur at any corner of the building. a = .10*38' =3.8' orfor h =23' a = .4(h) = .4(23') = 9.2' a must be larger than .04(38') = 1.5' or 3' a=3.8' controls Therefore: 2a = 8.0' see Fig 6-2 ASCE 7, and Figure above. CAPITAL PLAZA Sum,. 135 9 320 S W BARSUR BLVD. - r ORTLA\D. OR - 97219 PHQNH:5 03.892.5 782• E MAIL: DAVIT@IIORNcE.COM 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 Sps/(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(39')(15+6+4)] = 92.6plf < 104.2pIf therefore, wind governs. W2= [.095(39')(12+12+8)] + 92.6plf= 211.2plf< 237.2pIf therefore, wind governs. Wr2 = [.095(22')(15+6+4)] = 52.3plf < 119.2pIf therefore, wind governs. Seismic in Side to Side: Wr= [.095(38')(15+6+4)] = 90.3plf . W2 = [.095(39')(12+12+8)] + [.095(6')(15+6+4)] = 132.8plf Wr2= [.095(10.5')(15+6+4)] =24.9plf • Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 CAPIT:\1. PLAZA SUITE 135 9 320 S W BARRUR BLVD.• P ORTLAND, OR • 97219 PIIONg;5 03.892.5782• 1- MMI.. DAV II DORN<:1:.COM Hc HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Grid Line.B Grid Line 1 P = (0.1042) klf x 19' = 2.0k Pw= (0.1072) klf x 18.5' = 2.0k V= P/(34)' = 58p1f Type A Wall Pg = (0.0903) klf x 18.5' = 1.7k Mot = 6.5kft V= PJ(22)' = 90plf Type A Wall Mr= 13.4kft No HD Req'd Mot= 2.2kft Mr= 1.3kft Grid Line C T= 0.3k No HD Req'd P = (0.1042) klf x 19' = 2.0k V= P/(37)' =54p1f Type A Wall Grid Line 3 Mot= 15.8kft PW= (0.1072) klf x 21' = 2.3k Mr= 75.2kft No HD Req'd P8 = (0.0903) klf x 21' =1.9k V= PJ(23)' = 98plf Type A Wall Mot= 2.2kft Mr= 1.2kft T= 0.4k No HD Req'd 2"d Floor Diaphragm: Grid Line A Grid Line 1 P = (0.1192) klf x 6' = 0.7k P,= (0.1302)(8.5')+(0.0905)(5') + 2.0k= 3.6k V= P/(22)' = 33p1f Type A Wall PS= (0.1328)(8.5')+(0.0249)(5') + 1.7k= 3.0k Mot= 6.4kft V= PW/(11.25)' = 316plf Type A Wall Mr= 35.4kft No HD Req'd Mot= 9.3kft Mr= 1.6kft Grid Line B T= 2.4k+ 0.3k=2.7k Type 1 HD P = (0.1192)(6)+(0.133)(15.5') +2.0k=4.8k V= P/(17)' =281 plf Type A Wall Grid Line 2 Mot=43.0kft PH,= (0.1302) klf x 18.5' = 2.4k Mr= 18.6kft Ps = (0.1328) klf x 18.5' = 2.5k T= 1.4k Type 1 HD V= Pd(23)' = 109pIf Type A Wall • Mot = 22.5kft Grid Line C Mr= 35.5kft No HD Req'd P = (0.133) klf x22.5' +2.0k= 5.0k V= P/(15.75)' =318plf Type Wall Mot =21.4kft Grid Line 3 Mr= 5.3kft Pw= (0.1302) klf x 11.5' + 2.3k= 3.8k T=2.2k Type 1 HD Ps= (0.1328) klf x 11.5' + 1.9k= 3.4k V= PH,/(7.5)' = 506p1f Type B Wall• Mot=4.6kft Mr= 0.7kft T= 2.6k Type HD Check Sill Plate Ps = (0.0903)(21')+(0.1186)(11.5') = 3.4k/7.5' =435p1f 3x Sill Req'd CAI'ITAI. 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