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JRR Engineering, Inc. <br />18609 76th Ave. W., Suite B <br />Lynnwood, WA 98037-4149 <br />(425)697-5108 <br />( 4(1 oc fe C"(y) <br />Client: <br />Robert Christensen <br />Project Location: <br />Duplex Unit - 2131 Hoyt Avenue, Everett 98201 <br />Design calculations are for SS mph (3-sec. gust) wind Exposure B, <br />2030 Grand Avenue - # 7 <br />topographic factor, Kzt of 1.0 and 25 psf snow load. Do not use or <br />Everett, WA 98201 <br />depend upon these calculations for more severe wind exposure <br />(425) 303-8655 Phone <br />or snow loading. <br />Scope: <br />Lateral & Vertical Design <br />Code: <br />2009 IBC / ASCE 7-05 <br />Lat. Des. Parameters: <br />SDC & Site Class., D; (Ss) <br />1.25 <br />Dead Loads: <br />Roof & Ceiling <br />Load 17 psf <br />Wind Exposure: <br />B <br />Floor Load 10 psf L <br />Windspeed (mph): <br />85 <br />Interior Wall Load 10 psf (floor area) <br />Live Loads: <br />Floor Load (psf): <br />40 <br />Exterior Wall Load 8 psf (surface area) <br />Snow Load (psf): <br />25 <br />Attic Lim. Sto. (psf): <br />20 <br />Assumed Soil Values per 2009 IBC: <br />Allow. Soil Bearing: 2000 psf (Contractor shall notify Engineer if <br />testing indicates bearing capacity is lower than 2000 psf) <br />Wind Design: <br />Ps=X%*P13o•Kzt <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= 1 1 Wind Importance Factor (Table 6-1) <br />P530, Varies with roof pitch and building zone (Figure 6-2) <br />Kzt = <br />1 <br />Topog. Factor (6.5.7, Fig. 6-4), equal to 1.0 for flat terrain <br />Roof rise in 12" : <br />6 <br />�" <br />HOOT rise in 12" : 6 <br />Horizontal Pressures (Kzt not yet included) <br />Horizontal Pressures (Kzt not yet included) <br />A <br />B <br />I C <br />I 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 />14.4 <br />2.3 <br />10.4 <br />2.4 <br />0-15' P,= <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />0-16 Ps <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />15'-20' Ps <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />15'-20' Ps <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />20'-25' Pa <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />20'-25' Ps <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />25'-30' P,= <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />25'-30' Ps <br />14.4 <br />2.3 <br />10.4 <br />2.4 <br />30'-35' Pa <br />15.1 <br />2.4 <br />10.9 <br />2.5 <br />30'-35' Ps <br />15.1 <br />2.4 <br />10.9 <br />2.5 <br />35'40' Ps <br />15.7 <br />2.5 <br />11.3 <br />2.6 <br />35'40' P,= <br />15.7 <br />2.5 <br />11.3 <br />2.6 <br />Seismic Design: <br />V = Cs'W <br />(Equivalent Lateral Force Design per ASCE 7-05, Sec 12.8) <br />Fe = <br />1 <br />(Table 11.4-1) <br />Sos = Des. Spectral Resp. Accel. Parameters (Sec. <br />Sos = <br />0.833 <br />(Eq. 11.4-3) <br />D = Site Classification (Section 11.4.2) <br />IE = <br />1 <br />(Table 11.5-1) <br />Fa & Fv = Site Coeff. (Table 11.4-1 &11.4-2) <br />R = <br />6.5 <br />(Table 12.2-1) <br />V =Seismic Base Shear (Eq. 12.8.1) <br />Cs = <br />le'Sos /R <br />(Eq. 12.8-2) <br />W = Effective Seismic Weight (Sec. 12.7.2 <br />p = Redundancy Factor <br />[1.0 < in < 1.3] (Sec. 12.3.4.2) <br />4 <br />Therefore; <br />I V uR =1 <br />0.128 <br />W ISTER <br />Prepared by: JCM <br />Checked by: RKR <br />Project Name: Hoyt Avenue Duplex <br />it <br />( 10�toh� <br />5lGln <br />loll <br />Project No.: 11-16B Revised. 5/16/2011 Page 1 of L <br />