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� <br /> JRR Engineering, Inc. <br /> 18609 76th Ave. W., Suite B <br /> Lynnwood, WA 98037-414�J <br /> (425) 697-5108 <br /> Client: 'i'rracy oidenturq I �Pro'ect Location: ;z��s Coiumbia Ave. I I <br /> �2119 Columbia Ave. ! � �Everett, WA 98203 I <br /> Everett, WA 98203 � I � <br /> (425) 710-2151 IDesign calculations are for 35 mph wind exposure B <br /> � and 25 psf snow load. Do not use or depend upon these i <br /> Scope: ILateral Design Onl calculations for more severe wind exposure or snow luading. <br /> - � I <br /> Code: ASCE 7-05/2006 IBC I <br /> � I I <br /> Lat. Des. Parameters:�Seis. Class. D, (SS): 1.25 �Dead loads: Roof& Ceiling load 15 psf <br /> Exposure: B Floor load 10 psf <br /> Windspeed (mph): 85 � IFxt. wall load 8 psf(surface area) <br /> Live Loads: Snow Load (ps�: I ZS I _ Interior wall load 10 sf(floor area) <br /> Floor Load (ps�: 40 I <br /> Ailow Attic Sto. (ps�: 20 � I <br /> Assumed Soil Values per 2006 IBC: Soii Bearing� 2000 psf(Contractor shall notify Engineer if <br /> testing in�icates bearing capacity is lower than 2000 psfl <br /> Wind Design: �Ps=�'Iw P,3o•Kzt (:,implified Wind Load Method, Sec. 6.4, Eq. 6-1) <br /> Where; � , Adjustment Factor varies over height 8 exposure (Fig. 6-2) <br /> Iw= 1 (Table 6-1) I <br /> P:ao,Varies with roof pitch and building zone (Figure 6-2) <br /> �p 1 Topog. Factor(6.5.7, Fig. 6-4), equal to 1.0 for flat terrain <br /> � I I <br /> 0o nse in 12' :� 9 �" � oo rise in 12" :� 0 I" I <br /> Horizontal Pressures Horizontal Pressures <br /> - A B C D A B C D <br /> Ps30 12.9 8.8 10.2 7 P530 11.5 -5.9 i.6 -3.5 <br /> 0-15' Pa 12.9 8.8 10.2 7 0-15' F,= 11.5 -5.9 7.6 -3.5 <br /> 15'-20' Pa 12.9 I 8.8 10.2 7 15'-20' Ps 11.5 -5.9 7.6 3.5 <br /> 20'-25' P,= 12.9 8.8 10.2 7 20'-25' Pa 11.5 -5.9 7.6 -3.5 <br /> 25'-30' Pa 12.9 8.8 10.2 7 25'-30' Pa 11.5 � -5.9 7.6 -3.5 <br /> 30'-35' P,= 13.5 9.2 10.7 7.4 30'-35' Pa 12.1 -6.2 8 -3.7 <br /> 35'-40' Pa= 14.1 9.6 11.1 7.6 35'-40' Pa= 12.5 I -6.4 I 8.3 3.8 <br /> Seismic Design� V= Cs'W (Equiv. Lat. Force Des. per ASCE 7-05, Sec 12.8) <br /> F.= 1 �(Table 11.4-1) Sos= Des. Spectral Resp. Accel. Parameters (Sec. 11.4.4) <br /> Sps = 0.833 (Eq. 11.4-3) D= Site Classification (Section 11.4.2) <br /> IE= 1 (Table 11.5-1) Fa 8 Fv = Site Coeff. (Table 11.4-1 811.4-2 � * ' / <br /> R = 6.5 (Table 12.2-1) 'V= Seismic Base Shear(Eq. 12.8-1) � <br /> Cs= le"So5 IR �(Eq. 12.8-2) W = Effective Seismic Weight(Sec. 12.7. ,. <br /> p= Redundancy Factor(1.0<p<1.3) (Sec. 12.3.4.2) � <br /> I ' <br /> � � Therefore;� V= � 0•128� V� !� � <br /> � �',�,bNAI'�o <br /> �- �L/LCC�� <br /> Prepared by: RAF IRE9 Ip 25 200'1 <br /> Checked by: RKR Project Name: Oldenbura Detached Garaqe �ATERAL nN�Y <br /> Project No.: 08-43 SI812008 Pa9e � °f 3 <br />