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Specifications (16) k-)5: ,Sa.-) s' ,k,:i. a,,), - 161/1 Hc. \I A \� �- . Digitally signed by Dave Horn �Ly -C"� DN:cn=Dave Horn,o=Hor Consulting Engineers, mail=dave@hornce.com,c=US HORN CONSULTING ENGINEERS LLC 0700?01]10.23153602 Structural Calculations: Project: LEN_17_150C i'x ,�, x - Date: 10/23/17 x Project: New House: NOV 7 2017 Marquam English 2892E GL Madeline Heights Lot 14 4 BU:Lp s is L I i?3 Subject Sheet#'s Lateral Loads L1 —L7 Framing Fl — F2 Deck Framing DF1 Guardrail GR— 1 Footing FTG— 1 IEDPOPp le5131 '. 'El -1/11. 1 2 19°x, O4�/0 3 HO$� Expires: 6-30-19 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. 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 PLA'L.A SUITE 135 9320 SW BARaUR BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@GHORNCE.COM 1 L ) HC E HORN CONSULTING ENGINEERS LLC New House: LEN-17-150 MARQUAM 2892E GL Madeline Heights Lot 14 Code Basis of Design: 2015 I.B.C. and 2015 I.R.C.with State Amendments Wind Loading: Per ASCE 7 Fig 28.6-1 See attached elevations for wind loading breakdown per level. 135mph 3-sec gust Exp B. The mean roof height of the house h = 23' approximately. 'fir"`, cN� . 0100 J 1 V +`� -.^ INS 10 6�i-® 0 4 11111a -,.. it I hi Ot"°* 1 -- .' -.15 �T,,,---' --_,141® /- ' ./ . 00000 '='''r. A4!I ' Case A it y 14,,,,,--(=-4 4 Case B -4-- a= 10'40' =4.0' �.a= .10*40' =4.0' or for h= 23' a= .4(h)=.4(23')=9.2' a must be larger than .04(40')= 1.6' or 3' a =4.0' controls Therefore: 2a =8' see Fig 28.6-1 ASCE 7, and Figure above. CAPITAI. PLAZA SUITE 135 9320 SW BARBER BLVD. • PORTLAND, OR • 97219 PHONE: 51)3.892.5782 • EMAIL: DAVE@IIORNCE.COM HELZ 1 lE HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per I.R.C. SDS= .83, R=6.5,W=weight of structure V= [1.2 SDS/(R x 1.4)]W V= .109W 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: © 56' Depth Wr= [.109(56')(15+6+4)] = 152.6ptf ©26' Depth Wr=[.109 (26')(15+6+4)] = 70.9plf @52' Depth W2=[.109 (52')(12+12+8)] = 181.4pff W1 =[.109(26')(12+12+8)] = 90.7plf Seismic in side to side: @ 40' Depth Wr=[.109 (40')(15+6+4)] = 109plf @ 20' Depth Wr=[.109 (20')(15+6+4)] = 54.5ptf ©40' Depth W2= [.109(40')(12+12+8)] = 139.5pIf W1 = [.109 (40)(12+12+8)] = 139.5 If Redundancy Factor=1.0 per ASCE?section 12.3.4.2 CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219 PHONE:5 03.892.5782• E MAIL: DAVE@HORNCE.COM } HC L3 E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Left Wall Line Back Wall Line Pw= (0.1249) klf x 10.25' = 1.3k PW= (0.1267) klf x 13' = 1.7k Ps= (0.0709) klf x 10.25' =0.7k Ps= (0.109) klf x 13' = 1.4k V= PJ(15)' = 85p1f Type A Wall V= PJ(13.5)' = 122p1f Type A Wall Mot= 10.2kft Mot=4.9kft Mr=23.7kft No HD Req'd Mr=3.7kft T=0.2k No HD Req'd Center Wall Line PW=(0.1249) klf x 20'=2.5k Center Wall Line Pg= (0.0709)(10.25')+(0.1526)(9.75') =2.2k Pw= (0.1267) klf x 28'= 3.6k V= P,,,,/(18.75)' = 133ptf Type A Wall P$_ (0.109)(13')+(0.0545)(15') =2.2k Mot=5.3kft V= Pd(17)' = 209p1f Type A Wall Mr=3.5kft Mot=28.4kft T=0.4k No HD Req'd Mr= 30.3kft No HD Req'd Right Wall Line Front Wall Line PW= (0.1249) klf x 9.75'= 1.2k P,N= (0.1267) klf x 15'= 1.9k Pg=(0.1526) klf x 9.75'= 1.5k P,= (0.0545) klf x 15' =0.8k , V= Ps/(37.25)'=40ptf Type A Wall V= P,,,,/(8)'= 238p1f Type A Wall Mot=3.0kft Mot=7.6kft Mr=8.7kft No HD Req'd Mr=2.0kft T= 1.4k Type7HD CAPITAL PLAZA SUITE 135 9 320 S W BARBOR BLVD.• P ORTLAND, OR • 97219 PHONE:5 03.892.5782• E MAIL: DAVE c@HORNCE.COM H1,cf HORN CONSULTING ENGINEERS LLC 2nd Floor Diaphragm: Left Wall Line Back Wall Line PW= (0.1683)(10.25')+1.3k=3.0k P,N= (0.1586) klf x 4.5' + 1.7k =2.4k PS= (0.1814)(10.25')+0.7k=2.6k PS= (0.1395) klf x 4.5'+ 1.4k=2.0k V= Pw/(40)' =76p1f Type A Wall V= Pw/(9)' = 268p1f Type A Wall Mot=27.2kft Mot=8.5kft Mr=86.9kft No HD Req'd Mr= 1.7kft T= 1.9k Type 8 HD Above Interior Wall Line Type 1 HD Below PW= (0.1683) klf x 20'+2.5k=5.9k P8= (0.1814) klf x 20' +2.2k= 5.8k Interior Wall Line V= P,,,,/(18)' = 326p1f Type A Wall PW= (0.1586) klf x 13' =2.1k Mot= 52.8kft P8= (0.1395) klf x 13' = 1.8k Mr=29.3kft V= (10.25)' =201 plf Type A Wall T= 1.3k Type 1 HD Mot=6.3kft Mr=2.2kft Right Wall Line T= 1.2k Type 8 HD Above PW= (0.1683) klf x 9.75'+ 1.2k=2.8k Type 1 HD Below P8= (0.1814) klf x 9.75'+ 1.5k= 3.3k V= P$/(45)'=73p1f Type A Wall Wall Line @ Back of Garage Mot=29.4kft Pw= (0.1586)(20.5')+ 3.6k=6.9k Mr= 108.3kft No HD Req'd P8= (0.1395)(20.5')+2.2k= 5.1k V= Pw/(20)' =343p1f Type A Wall Mot=61.7kft Mr=37.7kft T= 1.2k Type 1 HD Front Wall Line Pw= (0.1586) klf x 18.25' + 1.9k=4.8k P$= (0.1395) ktf x 18.25'+0.8k=3.4k V= Pw/(12)' =4000 Type B Wall Mot= 14.4kft Mr= 2.0kft T= 3.1k+ 1.4k=4.5k Type 2 HD Check Sill Plate P = 3.8k/ 12' = 317p1f No 3x Sill Req'd CAPITAL PLAZA SUITE 135 9 320 S W' BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE:5 03.892.5782• E MAIL: DAVE@HORNCE.COM Ls- HORN sHORN CONSULTING ENGINEERS LLC Main Floor Diaphragm: Left Walt Line Back Wall Line Pw= (0.1506)(20')+3.0k= 6.0k Pw= (0.1238) klf x 4.5' +2.4k= 3.0k P5= (0.0907)(20')+2.6k=4.4k PS = (0.1395) ktf x 4.5' +2.0k= 2.6k V= Pw/(40)' = 150plf Type A Wall V= Pw/(19.5)' = 152p1f Type A Wall Mot= 9.6kft Mot= 17.7kft Mr= 11.3kft Mr= 19.5kft Right Wall Line Interior Wall Line Pw= (0.1506) klfx20' + 2.8k= 5.8k Pw= (0.1238) klfx13' + 2.1k= 3.7k PS=(0.0907) klf x 20' + 3.3k = 5.1k P8= (0.1395) klf x 13' + 1.8k= 3.6k V= Pw/(56)' = 104ptf Type A Wall V= Pw/(20.5)' = 181 plf Type A Wall Mot= 23.3kft Mot= 22.3kft Mr= 95.8kft Mr= 21.3kft T=0.1k CAPITAL. 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