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Specifications Digitally signed by `_ nsul mg Ove !TEE=or s \ Da a:5,0.1003 is:zesa oroo' /►%� HCE REC >k tfv Horn Consulting Engineers LLC NOV 7 2017 Structural Calculations Calculations CITY(v BUILDiNG Di ViL,10N HCE Project#: LEN_17_149 Date: 10/23/17 Project Description: New House: MADELINE HEIGHTS LOT 13 Tigard, Oregon Sellwood American 3376A GR Subiect Sheet#'s Lateral Loads L1 —L6 Framing Fl — F9 Guard Rail GR— 1 Footing FTG-1 — FTG-2 VPROF j l N 4 `S�io 51319' Cc 0 ✓q • 12Nef 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. 932o SW Barbur Blvd,Ste 135 Portland,OR 97219 Phone:503.892.5782 Email:dave@homce.com LI HcE HORN CONSULTING ENGINEERS LLC New House: LEN-17-149 SELLWOOD 3376A GR Madeline Heights LOT 13 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 r! 1J lJr 11W 0000 _j1 Case .�: ¢y fF zso Case 8 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 SI.I'Lk 135 9320 SW BARiUR BLVD. • PORTLAND, OR • 97219 PRONE: 503.892.5782 • EMAIL: D.\VF@IIORNCE.COM 12. HC 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 < 455p1f therefore, wind governs. Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 CAPITAL PLAZA SLt1I'L- 135 9320 SW BARRLR PLVD. • PORT7..AND, OR • 97219 Ph ONE: 503.892.5782 • EMAIL: DAA E@HORNCF.COM HC E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Right 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= Pw/(21)' = 146p1f Type A Wall Mot = 10.0kft Mot= 24.6kft Mr= 5.0kft Mr=26.9kft No HD Req'd T= 0.9k Type 7 HO Left Wall Line Front Wall Line @ Bedroom 2 PW= (0.1536) klf x 20' = 3.1k P = (0.1452) klf x 29' =4.2k P$= (0.1526) klf x 20' = 3.1k V= P/(8.5)' =495p1f Type B Wall V= P,,,,/(31.5)' = 98p1f Type A Wall Mot= 16.8kft Mot= 5.5kft Mr= 3.3kft Mr=4.4kft T= 3.2k Type 8 HD T=0.2k No HD Req'd 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 C.APITAI. PLAZA St:I rk 135 9320 SW BARPUR BLVD. • PORTI AND, OR • 97219 PHONE: 503.892.5782 DAVE@NORNCE.COM Hc �l E HORN CONSULTING ENGINEERS LLC 2"d Floor Diaphragm: Right Wall Line Back Wall Line Pw= (0.1683)(20') + 3.1k=6.5k P = (0.1759) klf x 18.75' + 2.7k= 6.0k Pg= (0.1953)(20')+ 3.1k= 7.0k V= P/(14)' =428plf 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 Type 2 HD Below Left Wall Line Check Sill Plate Pw= (0.1683) klf x 20' + 3.1k=6.5k P = (0.109)(18.75')+(0.1668)(18.75') Pg= (0.1953) klf x 20' + 3.1k= 7.0k = 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)' = 865plf Type D Wall T= 1.2k Type 1 HD Below Mot = 83.7kft 24.5'Wall Mr= 11.1 kft Mot=46.1kft T=6.8k Type4HD Mr=35.4kft Check Sill Plate T=0.4k No HD Req'd P = (0.109)(29')+(0.1395)(29') = 7.2k/10.75' = 670plf 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: Right Wall Line Back Wall Line Pw= (0.1506)(20') +6.5k=9.5k P = (0.1339) klf x 18.75' + 6.0k= 8.5k PS= (0.1129)(20') + 7.0k= 9.3k V= P/(29)' = 294plf Type A Wall V= Pw/(58)' = 164plf Type A Wall Mot= 51.1 kft Mot = 15.7kft Mr= 39.0kft Mr=21.7kft T= 0.4k Left Wall Line Pw= (0.1506) klf x 20' +6.5k = 9.5k Ps= (0.1129) klf x 20' + 7.0k= 9.3k V= Pw/(58)' = 164plf Type A Wall Mot = 11.8kft Mr= 14.5kft CAPITAL P1..4ZA SUITI'. 135 9320 SW BARRUR 1I.VD. • PORTLAND, OR • 97219 PHONE: 503.592.5782 • EMAIL: DACE@HORNCE.COM 295"-t•r—i22/ ZtS-$ (A)i_ F---1AVG.=?so.9 (4.) . 150-10 -/, �ksc,0 �} rss MPH F.n►. 3 s-sEc r- A./. 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SHEET ECONSULTING DATE t -I ENGINEERS LLC SUBJECT yRar+,nkn BY (151 • o°ti-5(yii+4)+0°u.054-140t4(a) -2.1.4 024) S,tradt i`£l �f� -�. 4tt•15� ' �3 ids Let f scuts) M ,.4 G 4'.5'f J _1./. 4 k•�E l 4L 3x *— x w a o.o55C3_'-t 1) = o.6.& 1( t J' JA,a 6-63+ a.ou.C..g5 =o,74 y{. 7 qd D.4' P--0.65 Com'3 = ©• 1! n n. 4 Cay')(K)}0,0 4 a- 4*(1+ 3)c«» - 0'. Q� ac,, )00+43.$) t•o.t(C&S)i- 00)(5) 4,7 M =(64S+ 6.1-)( (Z8)(6. ) _ -2• S kit. 16.7 a'Sn ‘13L 6/%0` t�� 3 RFS -�-- 41 •112- i RL6i - 1440 t Y1 'x46 L. X631x13X 1302 SW BERTHA BLVD. • PORTLAND, OR - 97219 fin.. OA, [...TO, . HC HORN PROJECT LIn-11-- -5 14t4p0.04 SHEET— F� ECONSULTING DATE ENGINEERS LLC SUBJECT PRO0N/v10 BY X 113 L ` 10` x ea = 0.e ta-C8' ) +v.°44-'S() +o.a E ( ) I = a3.zk• = «.if. k$ aso a 11th iYii M %) ' o K- 'f. --2. 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