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�. JRR Engineering, Inc. <br /> 18609 76th Ave. W., Suite B C�c��� - �G� <br /> Lynnwood, WA 98037-4149 � <br /> (425) 697-5108 � I wt ,ac�e � G��� <br /> Clie�t: �Ronald 8 Jody Riach I Pro eCt LOCatiO�: 2326 Grand Avenue, Everett, WA 98201 <br /> I4708 164th Street SW � <br /> Lynnwood, WA 98087 D�sign calculations are for 85 mph wind exposure B,topographic <br /> I(425) 745-1766 Home Ph. factor, Kzt of 1.0 and 25 paf snow load. Do not use or depend upon <br /> (425) 308-5049 CP these calculations for more severe wi�d exposure or snow loadi�g. <br /> Scope: Lateral 8 Vertical Check on Addition ! <br /> Code: ASCE 7-OS I 2006 SBCIIBC <br /> _ 1 <br /> Lat. Des. Parameters:; Seis. Class. D, �SS)� 1.25 Dead Loads: Roof& Ceiling load 15 psf <br /> � Exposure: B Floorload 10 psF <br /> j Windspeed (mph): 85 Exterior�vall load 8 psf(siding surface area) <br /> Live Loads:� Snow Load (ps�: 25 Interior wall load 10 psf(floor area) <br /> � � Floor Load (ps�: 40 <br /> I � Habit. attics (psi): 30 <br /> Assumed Soil Values per IBC 2006: Soil Bearing: 2000 ps((Contrctor shall notify Engineer if <br /> testing indicates bearing capacity is lower than 2000 psf) <br /> Wind Design: 'Ps=�"Iw P,�o•Kn I(Simplified 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) � <br /> i P„o,Varies with roof pitch and building zone (Figure 6-2) I � <br /> -- ,Kzt= 1 Topog. Factor(6.5.7, Fig. 6-0), equal to 1.0 for flat terrain � <br /> - - i 1 � <br /> Roof rise in 12" :I 12 �" Roof rise in 12" : 0 I" ! <br /> Horizontal Pressures Horizontal Pressures <br /> A B C D A B C D <br /> Ps30 12.9 I 8.8 10.2 7 Ps30 11.5 � -5.9 7.6 -3.5 <br /> 0-15' P6= 12.9 8.8 10.2 7 0-15' P� 11.5 -5.9 7.6 �.5 <br /> 15'-20' P,= 12.9 8.8 10.2 7 15'-20' Pa 11.5 -5.9 7.6 -3.5 <br /> 20'-25' Ps 12.9 8.8 10.2 7 20'-25' Ps 71.5 -5.9 7.6 -3.5 <br /> 25'-30' Ps 12.9_� 8.8 10.2 7 25'-30' P,= 11.5 -5.9 7.6 3.5 <br /> 30'-35' P� 13.5 9.2 1U.7 7.4 30'-35' P,= 12.1 �.2 8 -3.7 <br /> 35'-40' PS 14.1 9.6 11.1 7.6 35'-40' Ps 12.5 �.4 8.3 -3.8 <br /> I I I � I � �__ <br /> Seismic Design: �V= Cs'W I(Equiv. Lat. Force Des. per ASCE 7-05, Sec 12.8) � __ <br /> F,_� 1 '(Tabte 11.4-t) �Sos= Des. Spectrat Resp. Accel. Parameters (Sec. 11.4 i _l /' <br /> Sos= 0.833 �(Eq. 11.4-3) ID = Site Classi`ication (Section 11.4.2) yp: K. :�.. �� <br /> IE= 1 (Table 11.5-1) �Fa R Fv = Site Coeff. (Table 11.4-1 &11.4-2) ��Pp ��r�y� <br /> R = 6.5�(Table 12.2-1) �V = Seismic Base Shear(Eq. 12.8-1) Q' -�/ � � � � <br /> Cs= Ic Sp51R (Eq. 12.8-2) �W= Effective Seismic Weight (Sec. 12.7.2) � <br /> p = Redundancy Factor(1.0<p<1.3) (Sec. 12.3.4.2) ' I ' � i <br /> .-_- � - A � '2 � � <br /> - � - -' -' Therefore V un.= 0.128 W �: s�4�� <br /> ���� � xnt <br /> j/`L3�7l�,�, <br /> IE.�PIWES% iUf7.,5�7Gl�I <br /> Prepared by: JCM <br /> Checked 6y: RKR Project Name: De Grande <br /> Project No.: 07-72D 12/15I2008 Page 1 of 7 <br />