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� <br />Kenmar, I.LC <br />Ken Childres: <br />403-3107 Fh. <br />Lat. Des. Parameter: � Site Class. D, <br />JRR Engir:ezring, Inc. <br />18609 76th Ave. W., Suite B <br />Lynnwood, WA 98037-4149 � L� /(`C� 7 <br />(425)897-5108 <br />Pre'�ect Location: jPlan 1256 Dup.-No Gar., City of Everett <br />-�-�esign calculations are for 85 mph wind exposure B � <br />and 25 psf snow load. Do not use or depend upon these <br />I these �alcufations for more severe wind exposure or snow loadir <br />1.25 Dead Loads:l Roof & Ceiling load 15 <br />3 Floor load 10 psf T <br />85 Exterior wail load 8 psi <br />25 Interiorwall load 10 ps <br />� Floor Load (ps�: 40 � I <br />Lim. Attic Sto. (ps�: 20 � i <br />Assumed Soil Values per 2005 IBC: Soil Bearing: 2000 psf (Contractor shall notify Engineer if <br />; testing indicates bearing capacity is lower than 2Q00 psf) <br />gn: 'Ps=KzY?.'Iw Ps3o (Simpiified Wind Load Method, Sec. 6.4, Eq. 6-1) <br />' Where; �, Adjustment Factor varies over height & exposure (Fig. 6-2) <br />I Iw = 1 (Table 6-1) � <br />�P„o, Varies with roof pitch and building zone (Figure 6-2) I <br />I � Kzt = 1 Topog. Factor (6.5.7, Fig_6�), equr:4 to 1.0 fo <br />A <br />Ps30 14.4 <br />0-15' Ps 14.4 <br />15'-20' Ps 14.4 <br />20'-25' Ps 14,4 <br />25'-30' PS 14.4 <br />2.3 <br />2.3 <br />2.3 <br />2.3 <br />2.3 <br />Ps30 14.4 ; 2.3 � <br />0-15' Ps 14.4 2.3 <br />15'-20' Ps 14.4 2.3� <br />�'l'-25' Ps 14.4 2.3 <br />25'-30' Ps 14.4 2.3 � <br />i <br />Seismic Design: V = Cs'W <br />Fa = 1 (Tabie 11.4-1) <br />Sos = 0.833 (Eq. 11.43) <br />IE= 1 (Table11.5-1) <br />- R= 6.5 (Table 12.2-1) <br />CS- IE`Jps IR (Eq. 12.8-2) <br />� = Rerlunrlanr.v Factor /1 0<n<1_31 /S <br />Prepared by: JCM <br />Checked by: RKR <br />Project No.: 07-68B <br />10.4 <br />10.4 <br />10.4 <br />10.4 <br />C <br />10.4 <br />10.9 <br />10.4 <br />10.4 <br />10.4 <br />12.3.4. <br />D A I B I C <br />2.4 Ps30 11.5 -5.9 I 7.6 <br />2.4 0-15' Ps 11.5 -5.9 7.6 <br />2.4 15'-20' Ps 11.5 -5.9 7.6 <br />2.4 20'-25' Ps 11.5 � -5.9 7.5 <br />2.4 25'_30' Ps --11.5 0 � 7.6 <br />Roof rise in 12": � 0 ;" <br />Horizontal Pressures <br />D A B C <br />2.4 Ps30 11.5 -5.9 � 7.6 <br />2.4 0-15' Ps 11.5 -5.9 � 7.6 <br />2.4 15'-20' Ps 11.5 5.9 7.6 <br />2.4 20'-25' Ps 11.5 -5.9 7.6 <br />2.4 25'-30' Ps 11.5 -5.9 j 7.6 <br />(Equiv. Lat. Force Des. per ASCE 7-05, Sec 12.8) <br />Sos = Des. Spectrai Resp. Accel. Param. (Sec. 11.4.4) <br />D= Site Classification (Section 11.4.2) I P <br />Fa 8 Fv = Site Coeff. (Table 11.4-1 811.4-2) <br />�� � <br />V= Seismic Base Shear (Eq. 12.8-1) / y <br />�V = Effective Seismic Weight (��ac. 12.7.2) %� / <br />!� I I � � <br />Therefore:l V = 0. �28 „W , '�, ` <br />Project Name: Plan 1256 Duolex No Garaqe <br />10/22/2007 <br />D <br />-3.5 <br />-3.5 <br />-3.5 <br />-3.5 <br />3.5 <br />-3.5 <br />-3.5 <br />-3.5 <br />-3.5 <br />-3.5 <br />