10418 13TH AVE W 2016-01-01 MF Import

JRR Engineering, Inc. j3p�� G - G� �( 18609 76th Ave. W., Suite B Lynnwood, WA 98037-4149 � � � � �� s� PaSe c�� lr, (425) 697-5108 Client. Ting Fa &Ah Mei Hui � PfOJeCt LoCBtion: _ Same as address � _�_ �10418 13th Avenue W Design calculations are for 85 mph (3-sec. gust)_wind exposure B, __ Everett, WA 98204 _topographic factor, Kzt oi 1.0 and 25 psf snow load. Do not use or Alt. Contact: Andy The depend upon these calcula6ons for more severe wind exposure - - -- _ (425)771-1192 Phone or snow loading. _ ___ - � - -- - --- -- � - -1- - --- -- Scope. Lateral and Vertical Design ___ Code: 2006 IBC/ASCE 7-05 _ - - -- --- .i_ - �_--- ------- - -- Lat. Des. Parameters: SDC 8 Site Class, D; (SS): 1.29 Dead Loads:! Roof 8 Ceiling load 17 psf __ Wind Exposure:___ B Floorload 10 psf _ Windspeed (mph): ___ 85 Interior wall load 10 psf(floor area)�______ Live Loads: Snow Load (ps�__ _ 25 Exterior wall load 8 psf(surface area) _ _ -. - _ - - - - - ' Floor Load (ps� _ I_ 4� � - - - -- - - - --•- - _ - --- ---- ) Attic Lim. Sto. (Ps� _ � 20 ' _ �_ Assumed Soil Vaiues per IBC 2006 �Soil Beanng 2000 psf(Contractor shall nohfy Engineer if _ _ -- - -- --- Itesting muicates bearing capacity is lower than 2000 ps� � - - -- _ _._ -- - - ' � - �- � - � - Wind Design: Fs=�`I„,'P,,o•� (Simplified Wind Load Method, Sec. 6.4, Eq. 6-1) __ . __ ---- -___.. --- ------- ----r-- __ Where-1� ,Adjustment Factor varies over height&exposure(Fig_6-2) __ _ _ Iw- � 1_�Importance Factor for Wind (Table 6-1) ___ P�,o,Varies with roof pitch and building zone (Figure 6-2) -- - -_ _ �--- -- _ - - - -- - - �Kzt= 1 Topog_Factor(6.5.7, Fig. 6-4), equal to 1.0 for flat terrain - -- - - _ _ _- -f- - - - ---�- - _ _ -� --- 1 -� Roof nse in 12" :� 6 �" Roo rise in 12" :� 0 Horizontal Pressures (Kzt not yet included) Horizontal Pressures �icz�noi yet incwded� _ ---- A B C D A B C D Ps30 14.4 � 2.3 I 10.4 2 4 P530 11.5 -5.9 7.6 -3.5 - - _ , __ - _ - _--- -- -- --- 0-15' Ps= 14.4 2.3 10.4 2 4 0-15' Ps 11.5 -5.9 7.6 -3.5 -_ -- -- - -- -- ---- 15'-20' P5= 14.4 � 2.3 10.4 2 4 15' 20 Ps 11.5 -5.9 7.6 -3.5 - -- - - --- - - -- ----- 20'-25' Pz 14.4 2.3 10.4 2 4 20' 25 Ps 11.5 -5.9 7.6 -3.5 25'-30' Ps= 14.4 2.3 -- -- 10.4 2.4 25'-30' Ps= 11.5 -5.9 7.6 -3.5 - --- --- -- ---- --__ - ---- - ---- - - 30'-35' Ps 15.1 2.4 10.9 2.5 30'-35' Ps 12•1 -S.2 8 -3.7 -- - -- ------ . _- _ _------ -- --- -- - ---- ( 35'-40' Ps 15.7 2.5 11.3 2.6 35'-40' Ps 12.5 -6.4 8.3 -3.8 ; I � . - � ___. _ I � - _ . �- ---�-� ' Seismic Design: �V= Cs'W � __ (Equiv. Lat. Force Des. per ASCE 7-05, Section 12.8)__ _ --- - F�= 1 �(Table 11.4-1) Sps = Des Spectral Resp. Accel. Parameters (Sec. Sos = 0.860 �(Eq 11 4-3) � _ ID = Site Classification (Section 11.42) ��.� � IE=i 1 (Table 11.5-1) Fa 8 Fv Site Coeff. (Table 11.4-1 811.4-2) Q��;�F �f� - 9 ' - ----- -- _- - -- --- � �-- ; - � ,,'y- - R = '� 6.5 i(Table 12.2-1) V= Seismic Base Shear(Eq._12.8-1) _ _ � _ � ✓ _ Cs=1 Ir'Sos IR i(Eq 12 8-2) I W= Effective Se�smic Weight(Sec. 12.7.2 , ' � � . < < 1.3 Sec 12.3 4.2 - -;- - � - �=_ ancy Factor[1.0 p --- � ( . -- � -- 1-- - ----- � - _ � - - Redund -- � _ . ._ -- -- - --- j . '89 � � _ -� Therefore;�- - V un=� 0.132� W - ��'`;� ' r 0. � A " Prepared by: JCM � ��/�(�, CheckEd by: RKR Project Name: Hui Addition ^�PIRF..$; ID�t5� Project No.: 09-62 9I23I2009 Page 1 of 5