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JRR Engineering, Inc. <br />18609 76th Ave. W., Suite B <br />L d WA 98037 4149 <br />CC) -7 (2--0Cd <br />ynnwoo , - <br />(425) 697-5108 CPAK, I,14 gage cw[y <br />Client: <br />BJR Investments <br />J Project LOCatiOn: Varies, Plan 1256 Duplex -with Ga ge <br />Brad Rizzula <br />Design calculations are for 85 mph wind exposure B <br />446 Vanderlin Drive <br />and 25 psf snow load. Do not use or depend upon these <br />Camano Island, WA 98282 <br />these calculations <br />for more severe wind exposure or snow loading. <br />(425) 870-1532 Ph. <br />Scope: <br />Lateral Design <br />Only <br />Code: <br />JASCE 7-05 <br />/ IBC 2006 <br />Lat. Des. Parameters: <br />Site Class. D, (Ss): <br />1.25 <br />Dead Loads: <br />Roof & Ceiling load 15 psf <br />Exposure:1 <br />B <br />Floor load 10 psf <br />Windspeed (mph): <br />85 <br />Exterior wall load 8 psf (surface area <br />Live Loads: <br />Snow Load (psf): <br />25 <br />Interior wall load 10 psf (floor area) <br />Floor Load (psf): <br />40 <br />Lim. Attic Sto. (ps : <br />20 <br />Assumed Soil Values per 2006 IBC: <br />Soil Bearing: 2000 psf (Contractor shall notify Engineer if <br />testing indicates bearing capacity is lower than 2000 psf) <br />Wind Design: <br />Ps=KztL'I, P.,o <br />(Simplified Wind Load Method, Sec. 6.4, Eq. 6-1) <br />Where; <br />X , Adjustment Factor varies over height & exposure (Fig. 6-2) <br />Iw = <br />1 <br />(Table 6-1) <br />POO. Varies with roof pitch and building zone (Figure 6-2) <br />Kzt = 1 <br />Topog. Factor (6.5.7. Fig. 6.4), equal to 1.0 for flat terrain <br />0o <br />nse In 12 : <br />6 <br />Roof rise in 12": 1 0 <br />Horizontal Pressures <br />Horizontal Pressures <br />A <br />B <br />C <br />D <br />A <br />B <br />C <br />! D <br />Ps30 <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />Ps30 <br />11.5 <br />-5.9 <br />7.6 <br />-3.5 <br />0-15' Ps <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />0-15' P'= <br />11.5 <br />-5.9 <br />7.6 <br />-3.5 <br />157-20' Ps <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />15'-20' Ps <br />11.5 <br />-5.9 <br />7.6 <br />-3.5 <br />20725' Pa <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />20'-25' P.= <br />11.5 <br />-5.9 <br />7.6 <br />-3.5 <br />25'-30' P,= <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />25'-30' Pa <br />11.5 <br />0 <br />7.6 <br />-3.5 <br />00 <br />nse m <br />6 <br />Roof rise in 12": <br />0 <br />I <br />Horizontal Pressures <br />Horizontal Pressures <br />A <br />B <br />C <br />D <br />A <br />B <br />1 C <br />D <br />Ps30 <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />Ps30 <br />11.5 <br />-5.9 <br />7.6 <br />-3.5 <br />0-15' P; <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />1 0-15' P.= <br />11.5 <br />-5.9 <br />7.6 <br />-3.5 <br />15'-20' P,= <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />15'-20' P.= <br />11.5 <br />-5.9 <br />7.6 <br />-3.5 <br />20'-25' P.= <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />20'-25' P.= <br />11.5 <br />-5.9 <br />7.6 <br />-3.5 <br />25'-30' P,= <br />14.4 <br />2.3. <br />10.4 <br />2.4 <br />25'-30' Pd <br />11.5 <br />-5.9 <br />7.6 <br />-3.5 <br />Seismic Design: <br />V = Cs'W <br />Equiv. Lat. Force Des. per ASCE 7-05, Sec 12.8) <br />F. = <br />1 <br />(Table 11.4-1) <br />S0s = Des. Spectral Resp. Accel. Param. (Sec. 11. gyp' K. <br />Sos = <br />0.833 <br />(Eq. 11.4-3) <br />D = Site Classification (Section 11.4.2) Poe q y <br />IE = <br />1 <br />(Table 11.5-1) <br />Fa & Fv = Site Coeff. (Table 11.4-1 &11.4-2) es <br />R = <br />6.5 <br />(Table 12.2-1) <br />V = Seismic Base Shear (Eq. 12.8-1) <br />n <br />Cs= <br />IF*S0s /R <br />(Eq. 12.8-2) <br />W = Effective Seismic Weight (Sec. 12.7.2 <br />p = Redundancy <br />Factor (1.0<p<1.3) (Sec. 12.3.4.2) <br />Therefore; <br />V = <br />° 489 <br />0.128 W �k,114 <br />TO- � <br />Prepared by: JCM <br />Checked by: RKR <br />Project Name: Plan 1256 Duplex With Garage <br />Project No.: 07-68E 11/29/2007 <br />EXPIRES <br />Page 1 of <br />