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Vanna Bw 8 Thu Ho <br />Z4 113th Street SE <br />E ierett, WA 98208 <br />(425) 344-2207 Ph. <br />JRR Engineering, Inc. <br />186�9 76th Ave. W., Suite B <br />Lynnwood, WA 98037-4149 p C I OU 7- U 17 <br />(425) 697-5108 ( t-� r: �? a4�_c rt I <br />PfOJOCt LOC2t10�: 11316 2nd Avenue S�, Everett, WA 2 8 <br />� . . _ — — ----- — — - — <br />Design calculations are for 85 mph wind exposure B, topographic <br />� factor, Kzl of 1.0 and 25 psf snow load. Do not use or depend upon <br />� these calculations for more severe wind exposure or snow loading. <br />. _ . - - _ _ I I _ _ <br />Scope Lateral 8'Jertical Design � <br />— ---' <br />Code 2006 16C I ASCE 7 05 I__ ;_� <br />Lat Des Parameters S D Categ. D(Ssp� 1.25 -� <br />� Wmd Erposure. B <br />lNindspeed(mph): 85 I <br />Live Loads Snow Load (ps�: i 25 �_ <br />- • - --r ----- <br />- - : ,—_— «� <br />Loads � Roof 8 Ceiling Ioad 17 psf 'i <br />_ Floorload 10 psf_f_ __'� <br />� Extenor wall load 8 psf (surface area) <br />I Interior wall load 10 psf (Iloor area) <br />-- -- -- -- -- <br />Floor Load (ps� . . _40 . - - • . -- � <br />� Atti^. Lim. Sto. (ps�: 20 f_ ___ _ <br />: __ _ - <br />__ - --_. _ _ _ _ , <br />Assumed Soil Values per 2006 IBC Soil Bearing: 2000 psi (Contracror shall nolify Engineer if �_ <br />� ; lesting mdicates bearing capacity i, lower than 2000 psf) <br />• -- • <br />_ _ �--- <br />-- - _ _ . -t-- - <br />md Design Ps=Kzt ? I,; P,�o (Simplitied Wind Load Method, Sec 6.4, Eq. 6•1) <br />�-- -�---_ <br />Where, a, Adjustment Factor varies over height & exposure (Fig 6-2) �_ <br />� �I = 1 Wind Importance Facbr (Table 6-t) � <br />. . -1 "- - - -- -- _ _ - <br />P.�o Varies with roof pitch and building zone (Figure 6-2) —� <br />- • • ___. _ -_ .—__. <br />'Kzt - .__ 1_ _�Topog Factor (6.5J, Fig 6-0), equal to 1.0 tor flat terrain <br />Koot fise in 1 Z": 4 ' <br />Honzontal Pressures <br />A B C D <br />Ps30 15 9 -4 2 10 6 -2 3 <br />0-15' P,= 15 9 -4 : 10 6 -2 3 <br />15'-20' P,= 15 9 -02 � 10 6 . 2 3 <br />20'-25' P,= 15 9 -42 10.6 -2 3 <br />25'-30' P,= 15 9 -4 2 10 6 � _2 3 <br />0o rise in . 6 " <br />Ps30 <br />0-15' P,= <br />15 -20' 1':= <br />70'-25' P,= <br />25'-30' P�= <br />A <br />144 <br />14A <br />14A <br />144 <br />14.4 <br />23 104 <br />23 104 <br />23 104 <br />23 104 <br />2 3 10A <br />0 <br />Horiiontal <br />Ps30 I 14.4 2 3 <br />0-15' P� 14.4 2 3 <br />1�-20' P,= 14.4- 2. 3 <br />20'-25' P.= 14.4 __ _ z 8 . <br />25'-30' P,= 14 4 2.3 -' <br />Roo nse in 1": 0 " <br />C D <br />10 4 2.4 <br />10A 2.4 <br />10 4 2.4 <br />10A 2.4 <br />10 4 . - 2.4 <br />D A B C D <br />2 A Ps30 11.5 •5.9 7.6 -3.5 <br />_ . _ . — --• --- <br />2.4 0-15' P,- 11.5 -` d 7.6 -3 5 <br />2.4 15'-20 F,= 11.5 -5 9 % 6 -3.5 <br />2A 20'-25' P,=I 11 5 -5.9 76 3.5-- <br />2 4 25 -30' P, 11 5 -5.9 7 6 -3.5 <br />;e�sm:c Design V= Cs'W (Equrv Lat Force Des per ASC[ 7 05 Sec 12 8) , <br />F, = 1 (Table 11 A-1) S�5 = Des Spectral Resp Accel Param (Sec 1 <br />O <br />S�;S =. 0 833 (Ec? 11 A-3) D= Site ClassificaLon (Section 11 4 2) Q. <br />I� = 1 (Table 11 5-1) Fa 8 Fv = Site Coeff (Table 11 4-1 811A-2) � <br />R= 6 5 (Table 12.2-1) V= Seismic Base Shear (Eq 12 8-1) <br />Cs= It'S�5 /R (Eq 12 8-2) W= Effective Seismic Weight (Sec 12J 2) ro <br />= Redundancy Factor (1 0<p<1 3) (Sec 12 3 4 2) �' �� a?y <br />Therefore, V = 0 128 ,,W �� <br />--r�.—�mrt�r— <br />Checked by RKR <br />Project Name Bui Residence <br />� <br />�CP� r-R� S i(0 r�r.D? 1 <br />Pro��ct No 09-52 8I1012009 Page 1 of �¢_ <br />