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` JRR Engineeri�g, Inc. <br />18609 76th Ave. W., Suite B C07 �( �GUI <br />� Lynnwood, WA 98037-4149 <br />(425) 697-5108 <br />Cllent: �Kenmar, LLC j Pfo eCt LOCetlO�: iPlan 1256 Dup: with Gar., City oi Everett <br />�Ken CYiildress Design caicufations are for 8E mph wind exposure B <br />13604 2c:4th Street NE and 25 psf snow load. Do not use or depend upon these <br />-- A ngton, WA 98223 these caiculations for more severe wind exposure or snow Icading. <br />(360) 4033107 Ph. <br />� <br />Scope: Lateral Design Only � <br />Code: ASCE 7-05 / IBC 2006 . <br />Lat. Des. Parameters�Site Cla�s. D, (SS): I 1.25 �Dead Loads: Roof & Ceiling ioad 15 psf <br />I Exposure: B Fioor load 10 psf <br />� Windspeed (mph): 85 Exterior wall load 8 psf (surface area) <br />Live Loads: I Snow Load (ps�: � 25 Interior wall load 1 G psf (floor area) <br />Floor Load (ps�: 40 <br />� Lim. Attic Sto. (ps�: 20 <br />Assumed Soil Values per 2006 IBC: Soil Bearing: 2000 psf (Contractor shall notify Engineer if <br />;testing indicates be2ring capacity is lower than 2000 psfl <br />Wind Design: Ps=KzYT'Iw P,�p (Simplified Wind Load Method, Sec. 6.4, Eq. 6-1) <br />I iWh�,�re; �, Adjustment Factor varies over height 8 exposure (Fig. 6-2) <br />Iw = 1 (Table 6-1) � <br />Ps�a, Varies with roof pitch and building zone (Figure 6-2) � �� <br />Kzt = 1 Topog. Factor (6.5.7, Fig. 6-4), equal to 1.0 for flat terrain <br />Roof rise in 12": � 6 I" Roof rise in 12": � 0 I" I <br />Horizontal Pressures Horizontai Pressures <br />A B C D A I B I C I � <br />Ps30 14.4 2.3 I 10.4 � 2•4 Ps30 11.5 -5.9 � 7-6 � -3.5 <br />0-15' Ps 14.4 2.3 10.4 2.4 0-15' P� 11.5 -5.9 � 7.6 -3.5 <br />15`-20' Ps 14.4 2.3 10.4 2.4 15'-20' Ps 11.5 -5.9 7.6 � -3.5 <br />20'-25' Ps 14.4 2.3 10.4 2.4 20'-25' Ps 11.5 -5.9 7.6 -3.5 <br />25'-30' Ps 14.4 2.3 10.4 2.4 25'-30' Ps 11.5 0 � 7.6 � -3.5 <br />Roof rise in 12": 6 Roof rise in 12": � 0 I" I <br />Horizontat Pressures Horizontal Pressures <br />A B C D A B C D <br />Ps30 14.4 � 2.3 10.4 2.4 Ps30 11.5 -5.9 � 7.6 3.5 <br />0-15' Ps 14.4 2.3 10.4 2.4 0-15' Ps 11.5 -5.9 7.6 � -3.5 <br />15'-20' Ps 14.4 i 2.3 10.4 2.4 15'-20' Ps 11.5 -5.9 7.6 -3.5 <br />20'-25' P,= 14.4 2.3 10.4 2.4 20'-25' Ps 11.5 -5.9 I 7.6 -3.5 <br />25'-30' P,= 14.4 2.3 10.4 2.4 25'-30' Ps 11.5 -5.9 7.6 -3.5 I <br />Seismic Design: iV = Cs'W �(Eq�iv. Lat Force Des. perASCE 7-05, Sec 12.8) � <br />_e� 1 �(Table 11.4-1) Sps = Des. Spectral Resp. Accel. Param. (Sec. 11.4 �r� K. ,� ��� <br />Sos = 0.833 (Eq. 11.4-3) D= Site Classification (Section 11.4.2) pe , � H� 9 i <br />IE� �(Table 11.5-1) Fa 8 Fv = Site Coeff. (Table 11.4-1 811.4-2) Q,, ,, �„'. ''�� <br />/� <br />_ R= 6.5 ( i able 12.2-1) V= Seismic Base Shear (Eq. 12.8-1) ' �'" '� <br />Cs=l IE'Sps IR (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) �- � , '��Z��Eo �. � <br />�- -� Therefore; � V = I 0.128i�W /��„ '�'F . ' ��' <br />Prepared by: JCM J� A � <br />� �v,�_�� ��i l <br />Checked by: RKR Project Name: Plan 1256 Duplex With Garaqe / EXPIRES 16 �ZS / 2q�( , <br />Project No.: 07-68C 10/24I2005 Page 1 oF t3 <br />