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Specifications (22) t /11 1 l.. 1-1 .„ F TDA l(J !G &7- HORN CONSULTING ENGINEERS LLC Structural Calculations: i az' 'I, Project: MSHD-16-04 Date: 5/31/16 J ( '/ I l i Digitally signed by Project: New House: �� -i �" DAVE ON:rnDAVE,o, Lot 2 Medallion Meadows ' ` CONSULTING S," ',. i CONSULTING - ENGINEERS LLC, t 1 n A s i/T,..,,/ a11'. 1 " .�i Q‘N email=dave@homce. Tye ak,. :las r.I�/.., i; ',..i4- .i1'. corn,c=US Date:2016.0531 Subject Sheet#'s 14:1027-0/00' Lateral Loads L1 — L6 A. . :i PR© e IN , ,SJ/ of 1319PF"P ©�' I r U4kD• '1J. N© Expires: 6-30-17 The following calculations are for lateral wind aid seismic engineering and gravity loading of fie beams and columns. All retaining wall designs should be verified by the geotechnical engineer of record prior to construction- Failure to do so invalidates their design. 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. C;AP:T:1L PL.\Z 1 S irl 135 9 320 5 tt RARBCR BLVD. • I,L)RTL:\D, rpt • 97219 Piic),.1-:: 51)3.892.5782. It '," ‘i, ) ,.\ Egglic2,;:e , ,,,i LI H. C E HORN CONSULTING ENGINEERS LLC New House: MSHD-16-04 Code Basis of Design: 2014 O.S.S.C. and 2014 O.R.S.C. Wind Loading: Per ASCE 7-10 Fig 28.6-1 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house h =24' approximately. -r-' If t 4001.r..... '-- -,1„.! =-0-"`-' i i Case A 1 .—<:- . Y- , 4. C r \.... S , ;f `'. e Case B �i a = .10*40' =4.0' orforh = 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.• P ORTLAND, OR • 97219 PHONE:5 03.892.5 782• E MAIL: DAVE@HORNCE.COM LL E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per O.R.S.0 Sos= .72, R = 6.5, W=weight of structure V= [1.2 SDs/(R x1.41)]W V= .095W • 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= [.095(45')(15+6+4)] = 106.90 < 136.2plf therefore, wind governs. W2= [.095(52')(12+12+8)] + 106.9p!f= 265ptf<271.10 therefore, wind governs. Seismic in Side to Side: Wr= [.095(35')(15+6+4)] = 83.10 < 1350 therefore, wind governs. W2 = [.095(40')(12+12+8)] + 83.1 plf= 204.7pIf<261.6plf therefore, wind governs. 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 03.892.5 782• E MAIL: DAVE@HORNCE.COM L3 HC E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Left Wall Line Back Wall Line P = (0.1362) klf x 17.5' =2.4k P =(0.135) klf x 20.5' = 2.8k V= P1(21.75)' = 110pIf Type A Wall V= P/(22.5)' = 1230 Type A Wall Mot =4.2kft Mot =4.9kft Mr=2.5kft Mr=4.5kft T = 0.4k No HD Req'd T = 0.1k NoHDReq'd Right Wall Line Front Wall Line @ Bedroom 3 P = (0.1362) klf x 17.5' = 2.4k P = (0.135) klf x 24.5' =3.3k V= P/(49)' =49p1f Type A Wall V= P/(15)' =221 plf Type A Wall Mot= 19.2kft Mot=26.5kft Mr= 127.1kft No HD Req'd Mr=31.2kft No HD Req'd Front Wall Line P = (0.135) klfx5' =0.7k V= P/(12)' = 560 Type A Wall Mot= 1.1kft Mr= 1.0kft • T= 0.0k No HD Req'd • CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219 PHONE:5 03.892.5 782• E MAIL: DAVE@HORNCE.COM LV HORN CONSULTING ENGINEERS LLC 2nd Floor Diaphragm: Left Wall Line Back Wall Line P = (0.1349) klf x 20.25' + 2.4k= 5.1k P = (0.1002)(8.5')+(0.1266)(9.5)+2.8k=4.9k V= P/(40)' = 1280 Type A Wall V= P/(13.5)' = 3600 Type A Wall Mot = 20.8kft Mot=9.7kft Mr=21.7kft No HD Req'd Mr= 1.5kft T = 2.7k Type 1 HD Right Wall Line P = (0.1349)(17.5')+(0.1093)(5') +2.4k= 5.3k Interior Wall Line V= P/(17)' = 312p1f Type A Wall P = (0.1266) klf x 13.5' = 1.7k Mot =22.5kft V = P/(9)' = 1900 Type A Wall Mr= 5.4kft Mot = 15.4kft T= 2.1k Type HD • Mr= 9.1kft T= 0.7k Type 1 HD Right Wall Line @ 3`d Bay P = (0.1093) klf x 5' = 0.6k Interior[Back of 3`d Bay Wall Line V= P/(22)' = 250 Type A Wall P = (0.1266)(14')+[(3.3k)(6')/20'] =2.8k Mot=4.9kft V= P/(20)' = 138p1f Type A Wall Mr=31.0kft No HD Req'd Mot= 12.4kft Mr= 8.4kft T= 0.4k No HD Req'd Front Wall Line P = (0.1266)(12)+[(3.3)(14')/20']+0.7k =4.5k V= P/(13)' = 348ptf Type A Wall Mot =4.9kft Mr= 0.8kft T= 2.1k Type HD CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219 PHONE:5 03.892.5 782• E MAIL: DAVE®HORNCE.COM .g .CE. ,g _viva **MA z ,Z ,$ .1E ,y £j e`�-1 sz2 v.iI I 1 :1tr, •s ail orlst2 oroz -/ b — --~4+w ' 7.74 4 fo c.1 lc 9:. ii — 'lam °�'on.l ='cM ,4 0 0•01*-'-, Ai<i fr./4,zA I..,70...1 •-%. c:--1., 1##'')ad( ''. 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