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Specifications • 3 - RECEIVED HCE SAN 82013 iT r OF. IG R Digitally signed by Dave Horn 's . _ } �; "7 --_. r A' DN:cn=Dave Horn,o=Horn DING "�"�", l ' 1 Consulting Engineers LLC,ou, email=dave@hornce.com,c=US Date:2017.11.13 10:29:22-08'00' Structural Calculations HCE Project#: LEN_16_39 Date: 11/13/17 Project Description: New House: MADELINE HEIGHTS LOT 6 Tigard, Oregon Sellwood American 3376A GL Subject Sheet#'s Lateral Loads L1 — L6 Framing Fl — F9 Guard Rail GR— 1 Footing FTG-1 — FTG-2 D PR FFs GIN 1319 E4 ICON a 400 J.12, Nog" 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:503.892.5782 Email:dave®hornce.com v C LI E HORN CONSULTING ENGINEERS LLC New House: LEN-16-39 SELLWOOD 3376A GL Code Basis of Design: 2015 I.B.C. and 2015 I.R.C. with State Amendments Wind Loading: Per ASCE 7-10 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 = 24' approximately. f ,,'-<:' ,...'''''' ../' _,4410' i tti,r,----i,,,,,ow , „.,-- q, „II-0 *,---.:-44 .;:(1>- "'-'-',. ,,400P- ..,":„....,_ „...),,,, , ,....„ .,„:„ Case A __ „,k,...„... �z '--"* r 1 ., k.0.4,> .moi !! Case B a = .10*40' =4.0' or for h =24' a = .4(h) = .4(24')= 9.6' a must be larger than .04(40') = 1.6' or 3' a =4' controls Therefore: 2a = 8' see Fig 28.6-1 ASCE 7-10, and Figure above. CAN rAI. PLAZA SUITE 135 9 320 S\V BARBUR BLVD. • 1 ORTI.AND, OR • 97219 PHONE' 5 03 892.5782• 1-. N.1 All: DAVE@BORNCF-COM HC LZ E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per I.R.C. Sos= .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: Wr= [.109 (56')(15+6+4)] = 152.6plf W2 = [.109 (56')(12+12+8)] = 195.3plf W1 = [.109 (37')(12+10+6)] = 112.9pIf Seismic in side to side: Wr= [.109 (40')(15+6+4)] = 109plf < 145.2pIf therefore, wind governs. W2 = [.109 (40')(12+12+8)] + 109 = 248.5plf < 321.1 plf therefore, wind governs. W1 = [.109 (40')(12+10+6)] + 248.5 = 370.6plf < 446.1 plf therefore, wind governs. Redundancy Factor= 1.0 per ASCE? section 12.3.4.2 CAPITAL PLAZA SLITP. 135 9 320 S W BARBUR BLVD. • PORT LAND, OR • 97219 PHOvE 503-892.5782• EMAIL: DAVE@HoRXCECOyf L3 E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Left Wall Line Back Wall Line Pw = (0.1536) klf x 20' = 3.1k P = (0.1452) klf x 18.75' = 2.7k Ps = (0.1526) klf x 20' = 3.1k V= P/(12)' = 227p1f Type A Wall V= P /(21)' = 146p1f Type A Wall Mot = 10.0kft Mot=24.6kft Mr= 5.Okft Mr=26.9kft No HD Req'd T= 0.9k Type 7 HD Right Wall Line Front Wall Line @ Bedroom 2 Pw= (0.1536) klf x 20' =3.1k P = (0.1452) klf x 29' =4.2k PS = (0.1526) klf x 20' = 3.1k V= P/(8.5)' =495p1f Type B Wall V= Pw/(31.5)' = 98p1f Type A Wall Mot = 16.8kft Mot= 5.5kft Mr= 3.3kft Mr=4.4kft T= 3.2k T= 0.2k No HD Req'd Type 8 HD Front Wall Line @ Bedroom 3/4 P = (0.1452) klf x 11.5' = 1.7k V= P/(9)' = 186plf Type A Wall Mot =4.5kft Mr= 1.3kft T= 1.1k Type 7 HD CAPITAL PLAZA SUITE 1359320SBARBUR BLVD. • E ORTL.AND, OR • 97219 PFR NE: 5 03.892.5782• EMAIL: DAVE@p HORNCE.CODI Lt/Hc • E HORN CONSULTING ENGINEERS LLC 2nd Floor Diaphragm: Left Wall Line Back Wall Line Pw= (0.1683)(20') + 3.1k = 6.5k P = (0.1759) klf x 18.75' + 2.7k = 6.0k PS = (0.1953)(20') + 3.1k= 7.0k V= P/(14)' = 428p1f Type H Wall V= Ps/(55)' = 127plf Type A Wall Mot = 11.6kft Mot = 21.8kft Mr= 1.5kft Mr=22.6kft No HD Req'd T= 3.4k Type 8 HD Above Right Wall Line Type 2 HD Below Check Sill Plate Pw= (0.1683) ktf x 20' + 3.1k = 6.5k PS = (0.1953) klf x 20' + 3.1k= 7.0k P = (0.109)(18.75'}+(0.1668)(1$.75') = 5.2k/ 14' = 369p1f Note: No 3x Sill Req'd V= Ps/(33.5)' = 209plf Type A Wall w/DBL A.B.'s 9'Wall Wall Line @ Back of Garage Mot= 16.9kft P = (0.1759) klf x 29' +4.2k = 9.3k Mr=6.5kft Type 7 HD Above V= P/(10.75)' = 865p1f Type D Wall T= 1.2k Type 1 HD Below Mot =83.7kft 24.5'Wall Mr= 11.1kft Mot =46.1kft T=6.8k Type 4 HD Mr= 35.4kft Check Sill Plate T= 0.4k No HD Req'd P = (0.109)(29')+(0.1395)(29') = 7.2k/ 10.75' = 670p1f Note: No 3x Sill Req'd w/DBL A.B.'s Front Wall Line P = (0.1759)(10.25)+(0.0418)(6) + 1.7k = 3.8k V= P/(10.75)' = 349plf Type B Wall Mot =4.9kft Mr= 0.7kft T= 0.8k Type 1 HD Main Floor Diaphragm: Left Wall Line Back Wall Line Pw= (0.1328)(20') + 6.5k=9.2k P = (0.125) klf x 18.75' + 6.0k= 8.3k PS = (0.1129)(20') + 7.0k= 9.3k V= P/(40)' = 209plf Type A Wall V= Ps/(58)' = 160plf Type A Wall Mot =6.3kft Mot = 11.5kft Mr= 6.2kft Mr= 21.7kft T= 0.0k Right Wall Line Pw= (0.1328) klf x 20' + 6.5k = 9.2k Ps = (0.1129) klf x 20' +7.0k = 9.3k V= Ps/(58)' = 160plf Type A Wall Mot = 8.1kft Mr= 14.5kft CAPITAL PLAZA SUITE 135 9 320 S 1V BARBUR BI . • P ORTLAND, OR • 97219 503 13-892.5782• EMAIL DAti'E@HORNCE.COM 1 1v) o 4 .bL .9. 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