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Specifications -v \-- CCL.{N * t \ ‘c-0- Sou SAA c-%\r\%.\;----- HC' E HORN CONSULTING ENGINEERS LLC Structural Calculations: Project: MHNW-17-28 Date: 9/28/17 RECEIVED Project: New House: MISSION MEADOWS, Lot 1 OCT 2 201 2892 Garage Left CITY OF TIGARD Subiect Sheet#'s BUILDING DIVISION Lateral Loads L1 —L5 Framing F1 —F4 Footings FTG-1 .EO ROF�c Digitally signed by Ne c50 Dave Horn II 19PE 43 - DN:cn=Dave Horn,o=Horn AE( Consulting 9 Po, Engineers LLC.,ou, Oq�1D 12 N�(� email=dave@horn ce.com,c=US Expires: 6-30-19 Date:2017.09.28 13:42:23-07'00' The following calculations are fbr 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 HARBOR BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVEQHORVCE.COM „ LI HC E HORN CONSULTING ENGINEERS LLC New House: MHNW-17-28 Code Basis of Design: 2014 O.S.S.C. and 2014 O.R.S.C. Wind Loading: Per ASCE 7 Fig 28.6-1 See attached elevations for wind loading breakdown per level. 125mph 3-sec gust Exp B. The mean roof height of the house h = 25' approximately. 1 �✓ ✓ O p i r '1(�Vj'J.,j��j' 1101 ,- 3 • Case A p Case B a = .10"40' =4.0' or for h=25' a =.4(h)= .4(25')= 10' a must be larger than .04(40')= 1.6' or 3' a =4' controls Therefore: 2a =8' see Fig 6-2 ASCE 7, and Figure above. 1302 SA 12 111.3 13i.vo. • !MR II.AND, uk • 97219 ,00t, : 503 892 5782 • 1,m Nil. DAVE@HORN( L.COM .r • G2. HE:_ 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(45')(15+6+4)] = 106.9plf < 208.3plf therefore, wind governs in both directions. W2 =[.095(45')(12+12+8)] + 106.90=243.7pIf<424.5plf therefore,wind governs in both directions. Seismic in Side to Side: Wr= [.095(40')(15+6+4)] =95plf @ 18' Depth Wr= [.095(18')(15+6+4)] =42.8plf W2 = [.095(40')(12+12+8)] = 121.6plf @ 18' Depth W2 = [.095(18')(12+12+8)] =54.7plf Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 1302 SA BLCD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL' DAVE@UORN ;E COM A k 3 HC E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Grid Line A Grid Line 1 P = (0.2083) klf x 20' =4.2k P = (0.2048) klf x 21' =4.3k V= P/(42.5)' =98plf Type A Wall V = P/(20.5)' = 210plf Type A Wall Mot = 12.4kft Mot= 7.6kft Mr= 14.1 kft No HD Req'd Mr= 3.1 kft T= 1.1k Type7HD Grid Line B P = (0.2083) klf x 20' =4.2k Grid Line 3/4 V= P/(37)' = 113plf Type A Wall P = (0.2048) klf x 28' = 5.7k Mot = 16.2kft V= P/(16.5)' = 348p1f Type B Wall Mr= 17.7kft No HD Req'd Mot= 11.7kft Mr= 1.8kft T=2.7k Type 8 HD 2"d Floor Diaphragm: Grid Line A Grid Line 1 P = (0.2162) klf x 20' +4.2k= 8.5k P = (0.2113) klf x 9' +4.3k =6.2k V= P/(26)' = 328p1f Type B Wall V= P/(20.25)' = 306p1f Type B Wall Mot= 32.8kft Mot= 12.3kft Mr=8.0kft Mr= 2.3kft T= 2.5k Type 1 HD T=2.5k+ 1.6k=4.1k Type 2 HD Grid Line B Grid Line 2 P = (0.2162) klf x 20' +4.2k= 8.5k P = (0.2113) klf x 22.25' =4.7k V= P/(41)'= 207plf Type A Wall V= P/(18.75)' = 251 plf Type A Wall Mot= 85.0kft Mot= 15.7kft Mr= 113.2kft No HD Req'd Mr= 6.7kft T= 1.4k Type 1 HD Grid Line 3/4 P = (0.2113)(16.25)+(0.0452)(2') + 5.7k = 9.2k V= P/(12)' = 769plf Type D Wall Mot = 23.1 kft Mr= 1.4kft T= 7.2k Type 4 HD Check Sill Plate P = (0.095)(24)+(0.0428)(7)+(0.1216)(10.25') + (0.0547)(12') =4.5k/ 12' = 374p1f 3x Sill Req'd 1302 SW $R12I11A $LVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • 1.70,111: DAPE@HORNCE.f,Ul •3 ,hi ,8 'L'°Il Z =(gi4•�/j �Z 4.9f%'6411 h+ Lj V 21£ S:a7s t 6•tif .fa JAZ .$ 'A '3Q2= (�1)(�S•i�z-Ls?a• i'v 5 22 t 4a :.tri} „,.. !r'x30 336 r li ` .:....._ — _ _ '1 III I i - - I . ba3*ta,3N01C I ii; 1 =.Oil — 4ig- ii. - 1 1::, -...... . . 1,7),./N n - ,L. 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