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Specifications (166) a,5T2O [1 - O0 '16 132ft et 6w yJf�- L`' vE® HCE OCT 242017 CITY Cr TICARD BUILDING DIVISION Digitally signed by Dave Horn DN:cn=Dave Horn,o=Horn Consulting Engineers LLC,ou, Structural Calculations email=dave@horm,c=US 09:27: Date:2017.10.20 09:27:33-07'00' HCE Project#: LEN_17_03 Date: 10/20/17 Project Description: New House: MADELINE HEIGHTS LOT 2 Tigard, Oregon Marquam American 2892A GL Subject Sheet#'s Lateral Loads L1 — L7 Framing F1 — F2 Deck Framing DF1 Guardrail GR— 1 Footing FTG — 1 4, �c FF �o N' 5131 PE 'p y Ar.. r— o L o ,N p4/ 12, '01. /D J. NO 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. 9320 SW Barbur Blvd,Ste 135 Portland, OR 97219 Phone:5o3.892.5782 Email:dave@hornce.com 4 HC LI HORN CONSULTING ONSULTING ENGINEERS LLC New House: LEN-17-03 MARQUAM 2892A GL 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. r• �# _41i1101111° 4 Case A Case B 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. • • CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219 PHONE: 5 03.892.5782• E MAIL: DAVE@HORNCE.COM LIIC Z E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per I.R.C. Sps= .83, R = 6.5, W=weight of structure VS= [1.2Sps/(Rx1.4)]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)] = 152.6plf @ 26' Depth Wr= [.109 (26')(15+6+4)] = 70.9plf @52' Depth W2 = [.109 (52')(12+12+8)] = 181.4pIf 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)] = 54.5plf @ 40' Depth W2 = [.109 (40')(12+12+8)] = 139.5plf W1 = [.109 (40')(12+12+8)] = 139.5plf Redundancy Factor= 1.0 per ASCE7 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 �3 E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: • Left Wall Line Back Wall Line Pw= (0.1331) klf x 10.25' = 1.4k P,,,,= (0.1152) klf x 13' = 1.5k Ps = (0.0709) klf x 10.25' = 0.7k PS = (0.109) klf x 13' = 1.4k V = Pw/(15)' = 91pIf Type A Wall V= Pw/(13.5)' = 111pif Type A Wall Mot = 10.9kft Mot =4.4kft • Mr= 15.0kft No HD Req'd Mr= 3.7kft Center Wall Line T = 0.2k No HD Req'd Pw= (0.1331) klf x 20'=2.7k Center Wall Line Ps = (0.0709)(10.25)+(0.1526)(9.75') = 2.2k Pw = (0.1152) klf x 28' =3.2k V= Pw/(18.75)' = 142pif Type A Wall Ps = (0.109)(13')+(0.0545)(15') =2.2k Mot = 6.2kft V = Pw/(20)' = 161 plf Type A Wall Mr= 3.9kft Mot = 25.8kft T= 0.4k No HD Req'd Mr=40.9kft No HD Req'd Right Wall Line Front Wall Line Pw = (0.1331) klf x 9.75' = 1.3k Ps = (0.1526) klf x 9.75' = 1.5k Pw = (0.1152) klf x 15' = 1.7k V= Ps/(37.25)' =40 If Type A Wall Ps = (0.0545) klf x 15' = 0.8k p ypV= Pw/(8)' = 216p1f Type A Wall Mot=2.9kft Mot = 6.9kft Mr= 8.7kft No HD Req'd Mr=2.0kft T= 1.2k Type7HD • CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. • PORTLAND, OR • 97219 PHONE: 5 03.892.5782- E MAIL: DAVE@HORNCE.COM 1 E IC 14/ HORN CONSULTING ENGINEERS LLC 2nd Floor Diaphragm: Left Wall Line Back Wall Line Pw= (0.1683)(10.25')+1.4k = 3.1k Pw= (0.1625) klf x 4.5' + 1.5k= 2.2k Ps = (0.1814)(10.25')+0.7k =2.6k PS = (0.1395) klf x 4.5' + 1.4k= 2.0k V = Pw/(40)' = 78p1f Type A Wall V = Pw/(9)' = 248p1f Type A Wall Mot = 28.1 kft Mot = 7.8kft Mr=86.9kft No HD Req'd Mr= 1.7kft T= 1.8k Type 8 HD Above Interior Wall Line Type 1 HD Below Pw= (0.1683) klf x 20' +2.7k = 6.1k Ps = (0.1814) klf x 20' +2.2k= 5.8k Interior Wall Line V= Pw/(18)' = 337pIf Type A Wall Pw= (0.1625) klf x 13' =2.1k Mot = 54.6kft PS = (0.1395) klf x 13' = 1.8k Mr=29.3kft V= P,,/(10.25)' =206p1f Type A Wall T= 1.4k Type 1 HD Mot = 7.4kft Mr= 2.2kft Right Wall Line T= 1.3k Type 8 HD Above Pw= (0.1683) klf x 9.75'+ 1.3k= 2.9k Type 1 HD Below PS = (0.1814) klf x 9.75'+ 1.5k = 3.3k V= Ps/(45)' = 73p1f Type A Wall Wall Line @ Back of Garage Mot =29.4kft Pw= (0.1625)(20.5') + 3.2k=6.5k Mr= 108.3kft No HD Req'd PS = (0.1395)(20.5)+2.2k= 5.1k V= Pw/(20)' = 327p1f Type A Wall Mot =58.8kft Mr=37.7kft T= 1.1k Type 1 HD Front Wall Line Pw= (0.1625) klf x 18.25' + 1.7k =4.7k Ps = (0.1395) klfx 18.25' + 0.8k= 3.4k V= Pw/ (12)' = 389pIf Type B Wall Mot = 14.0kft Mr=2.0kft T= 3.0k + 1.2k =4.2k Type2HD Check Sill Plate P = 3.4k/ 12' =283p1f 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 . ICLS" E HORN CONSULTING ENGINEERS LLC Main Floor Diaphragm: Left Wall Line Back Wall Line PW= (0.1328)(20')+3.1k= 5.8k P,= (0.1183) klf x 4.5' + 2.2k= 2.7k PS = (0.0907)(20')+2.6k= 4.4k PS = (0.1395) klf x 4.5' +2.0k=2.6k V= PW/(40)' = 144p1f Type A Wall V= P, / (19.5)' = 140plf Type A Wall Mot = 6.9kft Mot = 10.9kft Mr= 11.3kft Mr= 16.8kft Right Wall Line Interior Wall Line PW= (0.1328) klf x 20'+2.9k = 5.6k Pw= (0.1183) klf x 13' + 2.1k= 3.6k Ps = (0.0907) klf x 20' + 3.3k= 5.1k Ps = (0.1395) klf x 13' + 1.8k= 3.6k V= Ps/(56)' = 99p1f Type A Wall V= PW/(20.5)' = 176pff Type A Wall Mot= 16.7kft Mot= 14.5kft Mr= 95.8kft Mr= 18.3kft CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. 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