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Plans PWU ENGINEERING INC. — 9900 SW Wilshire St., Suite 200, Portland, OR, 97225 Ph: 503 203 -1490, Fax: 503 203 -1486, Email: pwuengineering ©comcast.net Partial Lateral Structural Calculations: Job #: S7036 Date: 01/10/08 Project: Lateral Fix for Portal Framed garage walls Gage Forest Lot 13, Lot 18, Lot 26 Lot 27 Client: 10 4 12. � PR 9421P ' O tRE ∎ A /LIP fi Expires: 06/30/2008 41- fb9- It To Avtato izr loin . k./ (:)/.-el ti VI NI 7.".0 sole sitaraf The following calculations are for a partial lateral wind and seismic engineering of the garage wing walls. Gravity loading and the design of foundations are outside the scope of this 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. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. PILAU Engineering Inc. 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. • 1 pwu ENGINEERING INC. (0 4 P51- 70-) Email: pwuengineering@comcast.net Lot 13, Lot 26, and Lot 27: Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: Either ASCE 7 or O.SS.0 projected area method allowed. See attached elevations for wind load breakdown per level. 199r tlac Prelected Area hanriOd, 80 =h. Eaposur ® f2 Pe.Ce.xCgxgsx1 Cq- 1.3,ga ®16.4p$f,I•t0 hc19,P•.S2x1.3x1S,6x1.13.2psf h.217,P•.61x1.3x - 14.2epsf h,c2S',PmJ2x1.3x16,4x1- 15.3Spal 11017,Pa .1630.3118,4x1 •15.20111 hc4p ',De,84x1.3.06.6x1617,9101 • h480,P..9$x1.3x16,4x1 *20,25pst Roof Dead load = 15psf Floor Dead load = 12 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load = 12 psf Seismic Loading: DI seismic design category per O.R.S.0 SDS = .72, R= 6.5, W = weight of structure V = [ 1.2 S ps/(R x 1.4)] W V=.095W Seismic Side to Side: Wrf = .095 (50')(15 +5 +3) = 109 plf < 193.6 plf Wind governs Side to Side W2ndflr = .095 (51')(12 +9 +6) +109 plf = 240 plf < 325.6plf Wind governs Side to Side Redundancy factor = 1.0 per ASCE 7 section 12.3.4.2 Garage wall line Line A �- P= 3.46k v = P/3.75' = 923 plf Use G wall • L off Z 1? Mot =12.11kft Mr =.22kft L 4 ?1 T= 6.34k Existing HDQ8 IID okay . , � P iiiieue 0 pet 6800 Pil ATI / °ta-ms n' 710 OCAL - 70 OkAAI Vv6R MAY rt..'" 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See attached elevations for wind load breakdown per level. • 1 981 ueC Propeted Area Mettiod. 30 Ira Extnoste e a P=QaxC Cq•13,gs•16.4pst..1.0 he19,P..B2X1,3x1 19.4X1 •13.2'pei h 247,Pn.8.7x1.3Z10.4X1 +•142Bpsi ha25,P•. 8.4x1 •1$33pst h<3Q,1 ®,4x1 a16.2pst ha40,P•.adx1.3,s16.dx1 .17.91 pet h a&C,P..®6x1,3x1$,4x1 a20.25ps1 Roof Dead load = 15psf Floor Dead load = 12 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load = 12 psf Seismic Loading: DI seismic design category per O.R.S.0 Sps = .72, R = 6.5, W = weight of structure V = [1.2 Sps /(R x 1.4)] W V = .095 W Seismic Side to Side: Wrf = .095 (50')(15 +5 +3) = 109 plf < 193.6 plf Wind governs Side to Side W2ndflr = .095 (51')(12 +9 +6) +109 plf = 240 plf < 325.6plf Wind governs Side to Side Redundancy factor = 1.0 per ASCE 7 section 12.3.4.2 Garage w all line `�� , ine A p = 3.46k 1_.o4 l v = P /4' = 865 plf Use G wall Mot = 27.68 kft Mr =,22kft T= 6.86k Existing HDQB HD okay -c.J Ead7 -Co ( / k _______ I. 40 Mt e000 PO QE 10 ooYAei U'•Vt. 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