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JRR Enginees�ing, inc. <br /> 18609 76th Hve. W., Suite B <br /> Lynnwood, WA 98037-4149 C (�1 �'�-U G�C� <br /> (425) 697-510F3 ',1 �,., 1 t 1 �a F cK L <br /> Che�i: BJR Investments �Pro'ect �ocation: �varies, Ptan 1256 Duplex-No arage <br /> IBrad Rizzula Design calculations are for 85 mph wind exposure B ! <br /> 446 Vanderlin Drive and 25 ps(snow load. Do not use or depend upon these <br /> ICamano Island, WA 96282 I these calculations for more severe wind exposure or snow ioading. <br /> �(425) 870-1532 Ph. _ � � i <br /> � � � <br /> Scope: Lateral Design Only � <br /> Code: ASCE 7-05/ IBC 2006 ; , <br /> Lat. Des. Parameters: Site Class. D, (SS): 1.25 Dead Loads: Roof 8 Ceiling load 15 psf <br /> i j Exposure:� I B � Floor Icad 10 psf I <br /> Windspeed (mph): � 85 Exterior wail load 8 psf(surface area) <br /> Live Loads: Snow Load (ps�: � 25 Interior wali load 10 psf(floor area) <br /> Floor Load (ps�: 40 I I <br /> T� Lim. Attic Sto. (ps�: � 20 I I I I I <br /> Assumed Soil Values per 2006 IBC: Soil Bearing: 2000 psf(Contractor shall notify Engineer if � <br /> testing indicates bearing capacity is lower than 2000 psf) <br /> Wind Design: Ps=Kzt'�'I„;Ps3o (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 /> Ps�o,Varies with roof pitch and building zone (Figure 6-2! I <br /> �_�Kzt= 1 Topog. Factor(6.5.7, Fig. 6�), eq:iai to 1.0 for flat terrain <br /> --r- <br /> Roo rise in 12":� 6 I Roo rise in 12".� 0 i" � <br /> Horizontal Pressures Horizontal Pressures <br /> A B C D A ; B I C I � <br /> Ps30 14.4 �, 2.3 � 10.4 _� 2.4 Ps30 11.5 ! -5.9 i 7.6 � -3.5 <br /> 0-15' Pg 14.4 I 2.3 10.4 2.4 0-15' Ps 11.5 i -5.9 ; 7.6 -3.5 <br /> 15'-20' Pa 14.4 ; 2.3 10.4 � 2.4 15'-20' Ps 11.5 � -5.9 I 7.6 � -3.5 <br /> 20'-25' Ps 14.-4 2.3 10.4 2 4 20'-25' Ps 11.5 � -5.9 I 7.6 I -3.5 <br /> 25'30' Ps 14.4 2.3 10.�- 2.4 25'-30' Ps 11.5 � 0 7.6 -3.5 <br /> Roo rise in 12':� 6 I" � Roo rise in 12':� 0 I" I <br /> Horizontal Pressures Horizontal Pressures <br /> A B C D A B C D <br /> Ps30 14.4 � 2.3 j 10.4 � 2.4 Ps30 11.5 � -5.9 7.6 I -3.5 <br /> - 0-15' Ps 14.4 j 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' P� 11S � -5.9 j 7.6 I -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' ?5= 14.4 j 2.3 10.4 2.4 25'-30' Ps 11.5 � -5.9 7.6 � -3.5 <br /> Seismic Design: iV= Cs'W ,(Equiv. Lat. Force Des. per ASCE 7-05, Sec 12.8) I <br /> F-� 1 �(Table 11.4-1) Sps = Des. Spectral Resp. Accel. Param. (Sec. 11.4. i <br /> e � -- '-FC.- <br /> S�0.333 I(Eq. 11.4-3) D = Site Classification (Section 11.4.2) I P� ' A/ ' <br /> IE 1 --� Table 11.5-1) Fa & Fv = Site Coeff. (Table 11.4-1 811.4-2) � O �e , , y vq' <br /> R = i 6.� I(Ta-' ble 12.2-1) V= Seismic Base Shear(Eq. 12.8-1) ���,� ' - i <br /> � Cs-T le'•SD5 IR (Eq. 12.8-2) IW = Effective Seismic Weight(Sec. 12.7.2) � <br /> _I I -' <br /> p = Redundancy Factor(1A<�<1.3) (Sec. 12.3.4.2) I - � <br /> � <br /> --�-��- :Therefore;� V = I 0.128 j W / �P Fc/s • � h�� <br /> Prepared by: JCM � '�/On�pL�� , <br /> Checked by: RKR Project Name: Plan 1256 Duplex No Garaqe � • � Z�f <br /> EXPIRES O Sf Z��I <br /> Project No.: 07-68D 11129/2007 � age o <br />