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Specifications (168) 3 2o( - 009 ( 7 �40i• X326 I VV4)--el..JLL Lil - ian"! OCT 2 d 2017 Horn r- tnsult= .: CITY OF TIGARD Digitally signed by Dave Horn BUILDING DIVISION DN:cn=Dave Horn,o=Horn Structural Calculations Consulting Engineers LLC,ou, email=dave@hornce.com,c=US Date:2017.10.20 09:28:45-07'00' HCE Project#: LEN_16_39 Date: 10/20/17 Project Description: New House: MADELINE HEIGHTS LOT 4 Tigard, Oregon Sellwood English 3376E GL Subject Sheet#'s Lateral Loads L1 — L6 Framing Fl — F9 Guard Rail GR— 1 Footing FTG-1 — FTG-2 io, 0 PR. 4, \ GIN461(9 Vo w t 5319P v ' OR GO �jp j. \-0 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:503.892.57$2 Email:dave@hornce.com 4. Li I I E HORN CONSULTING ENGINEERS LLC New House: LEN-16-39 SELLWOOD 3376E 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. 1 I I iii'thiti ' 0 00 o ® # # 44 X11 I 0 # • ....' .‘„ei '1., -, 1 4111111104.—(6) .440111M ir Case A K> 114411 / �r. ,/ s / ter' X r b I OP`'ter 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. CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• C ORTLAND, OR • 97219 PHONE:5 03.892.5782• H MAIL: DANE@HORNCE.CONI IC L 2 E 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: Wr= [.109 (56')(15+6+4)] = 152.6plf W2 = [.109 (56')(12+12+8)] = 195.3plf W1 = [.109 (37')(12+10+6)] = 112.9plf Seismic in side to side: Wr= [.109 (40')(15+6+4)] = 109plf < 145.2plf 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 < 446.1plf therefore, wind governs. 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 TC L3 E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Left Wall Line Back Wall Line PW= (0.1316) klf x 20' = 2.6k P = (0.1493) klf x 18.75' = 2.8k Ps = (0.1526) klf x 20' = 3.1k V= P/(12)' = 233p1f Type A Wall V= Ps/(21)' = 146plf Type A Wall Mot = 10.3kft Mot= 24.6kft Mr= 5.0kft Mr= 26.9kft No HD Req'd T = 1.0k Type 7 HD Right Wall Line Front Wall Line @ Bedroom 2 PW= (0.1316) klf x 20' =2.6k P = (0.1493) klf x 29' =4.3k Ps = (0.1526) klf x 20' = 3.1k V= P/ (8.5)' = 509plf Type B Wall V= PS/(31.5)' = 98plf Type A Wall Mot = 17.3kft Mot= 5.5kft Mr= 3.3kft Mr= 4.4kft T = 3.3k Type 8 HD T= 0.2k No HD Req'd Front Wall Line @ Bedroom 3/4 P = (0.1493) klf x 11.5' = 1.7k V= P/(9)' = 191 plf Type A Wall Mot =4.6kft Mr= 1.3kft T= 1.2k Type 7 HD CAPITA[. PLAZA SMTP. 135 9 320 S W BARIICR BLVD. • PORTLAND, OR • 97219 PHONE: 5 93.892.5782• E DAF'E@HORNCE.0O>1 L4 E HORN CONSULTING ENGINEERS LLC 2"d Floor Diaphragm: Left Wall Line Back Wall Line P, = (0.1683)(20') + 2.6k = 6.0k P = (0.1682) klf x 18.75' + 2.8k= 6.0k PS = (0.1953)(20') + 3.1k = 7.0k V = P1 (14)' =425plf Type H Wall V = Ps/(55)' = 127plf Type A Wall Mot = 11.5kft Mot = 21.8kft Mr= 1.5kft Mr=22.6kft No HD Req'd T = 3.3k Type 8 HD Above Type 2 HD Below Right Wall Line Check Sill Plate PW= (0.1683) klf x 20' + 2.6k = 6.0k P = (0.109)(18.75')+(0.1668)(18.75') Ps= (0.1953) klf x 20' +3.1k= 7.0k = 5.2k/ 14' = 369plf Note: No 3x Sill Req'd V= Ps/(33.5)' = 209p1f Type A Wall w/DBL A.B.'s 9' Wall Mot = 16.9kft Wall Line @ Back of Garage Mr= 6.5kft P = (0.1682) klf x 29' +4.3k = 9.2k T= 1.2k Type 7 HD Above V = P/(10.5)' = 874plf Type D Wall Type 1 HD Below Mot = 82.6kft 24.5'Wall Mr= 9.9kft Mot = 46.1kft T = 6.9k 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/ 10.5' = 686plf Note: No 3x Sill Req'd w/DBL A.B.'s Front Wall Line P = (0.1682)(10.25') + 1.7k= 3.4k V= P/(8.75)' = 391 plf Type B Wall Mot = 5.5kft Mr= 0.8kft T= 2.4k Type 1 HD Check Sill Plate P = (0.109)(11.5')+(0.1395)(10.25') = 2.7k/8.75' = 307plf No 3x Sill Req'd Main Floor Diaphragm: Back Wall Line Left Wall Line P = (0.125) klf x 18.75' + 6.0k = 8.3k PW= (0.1328)(20') + 6.5k = 9.2k V = P/ (40)' = 209plf Type A Wall PS = (0.1129)(20') + 7.0k = 9.3k Mot = 6.3kft V= Ps/ (58)' = 160plf Type A Wall Mr= 6.2kft Mot = 11.5kft T = 0.0k Mr= 21.7kft Right Wall Line P„,= (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.lkft Mr= 14.5kft C.API I AL PLAZA SLI11:: 135 9 320S\C' BARBUR BLVD.• PORTLAND, OR • 97219 PRONE:5 03.892.5782• i-:A[AIL: DAV E[7 HORNCE.COM 71) kiN .A ,hz .3 %..) •ii, s:VI/ _ (0)*) 1,17V ' '""V1 2^'1 � 44)--4.'•ott � oy•of£ 1-1::„,,,/' I d1• )7Z �'S72 ��145? _•--7V---. \ l •/� s�'Zt� =�r► 1 !IIII�IIIII IIIII ��,�' �` = • Whin 11111! 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