Laserfiche WebLink
� <br /> CI �C�- Gf l� <br /> JRR Engineering, Inc. <br /> 1(3609 76th Ave. W., Suite P, l s�- �qc�t cn ��f <br /> Lynnwood, 1NP. 98037-�1149 � /2P c crr(S <br /> (425) 697-5108 <br /> Client: IJoe� Haack I , 'Project Location: ; varies, Plan#1943 Mid-Entry <br /> IHaack Brothers_Inc. I, I Design calculations are for 85 mph (3-sec. gust)wind exposure B, <br /> 3922 87th Avenue NE I topographic factor, Kzt of 1.0 and 25 psf snow load. Do not use or <br /> jNarysville, WA 98270 i depeiid upon these calculations for more severe wind exposure <br /> (425) 397-7360 Ph. I � or snow loading._ I � __ <br /> I(425) 334-1399 Fax � � � � i � � <br /> - -- � � - <br /> � I II � I <br /> Scope_ II Lateral &Vertical Design � �� -- <br /> - i � <br /> Code: 2009 IBC I ASCE 7-06 ! I � �' <br /> Lat. Des. Parameters: SDC & Site Class, D; (SS):I, 1.25 IDead Loadsl Roof& Ceiling Load 15 psf I <br /> I , Wind Exposure: � B i I Floor Load 10 psf i i <br /> - j Windspeed, V(mph): I 85 I _' Exterior Wall Load 8 psf(surface are-,) <br /> �Live Loads:' Floor Load (ps�: � 40 I Interior Wall Load 10 psf (floor are�} <br /> I I Snow Load (ps�: � 25 I I � �i <br /> !, Attic Lim. Sto. (ps�_ ZO I I � I <br /> I Assumed Soil Values per 20�y IBC: � Allow. Soil Bearing: 2000 psf(Contreclor shall notify Engineer _ <br /> -- � � � if teshng indicates bearing capacity is lower than 2000 psf) � _ <br /> Wind Design: iPs=)."I„,"P53o•Kzt �(Simplified Wind Load Method, Sec. 6.4, Eq. 6-1) I <br /> - �Where; �)., Adjustment Factor varies over height& exposure (Fig. 6-2)i <br /> - Ii � ��w= 1 IWind Importance Factor(Table 6-1) i I <br /> las�o,Varies with roof pitch and building zone (Figure 6-2) <br /> - --- -- -��_ 1 Topog_Facror (6.5.7, Fig. 6-4), equal to 1.0 for fla:terrain_ <br /> Roofl rise in 12' I 6 j' ! _ Roof rise in 12" :, 0 ' ' <br /> Horizontal Pressures (Kztndyetincwded) Horizontal Pressures �Kztnayeiincwdedl <br /> _ A B C D - q g C D <br /> Ps30 14.4 2.3 I 10.4 ! 2.4 P530 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' Ps 14.4 I 2.3 I 10.4 I� 2.4 20'-25' �s 11.5 I -5.9 7.6 i -3.5 <br /> 25'-3C' Ps 14.4 2.3 � 10.4 � 2.4 25'-30' Pz 11.5 I -5.9 7.6 I _3.5 <br /> = 1 � -6.2 8 3.7 <br /> - 10.9 2.5 30'-35' Ps 12 --i <br />� 30'-35' Ps 15.1 2.4 � � � - <br /> 35'-40' Ps 15.7 � 2.5 � 11.3 � 2.6 35'-40' Ps 12.5 i -6.4 I 8.3 3.8 <br /> i � - � , � - -- <br /> ----t � � �� i -- _ <br /> , Seismic Design: IV = Cs"W ' �I(Equivalent Lateral Force Design per ASCE 7-05, Sec 12.8) ____ <br /> pa=i 1 j(Table 11.4-1) �Sps = Des. Spectral Resp. Accel. Parameters (Se ___ <br /> C,-1y� <br /> Sps=� 0.833 ,(E�{, 11.43) I D - Site Classification (Section ` ..4.2) �� w�� �_ _ <br /> --i------- -�- � - o�- '''ti �C. <br /> �E-i � I(1'able 11.5-1) ,Fa 8 Fv = Site Coeff. (Table 11.4-1 811.4-2 � ,��, � _ <br /> � -- y� o� <br /> R =1 6.5 _.�Table i2.2-1) IV = Seismic Base Sh�ar (Eq. 12.8-1 _ . L�_ - <br /> '/R `E <2.8-2 ; - 9 "i.7. i <br /> [ - ]� �• . . <br /> Cs=� IE Sps ( q. )1 �W - Effective Seismic Wei ht( ec. _ _ <br /> p = Redundancy F�ctor 1A p 1.3 Sec. 12.3.4�2) _I I _ - <br /> ... '� � a638 � - - - <br /> --- � -�; --� ---'�� Tiierefore,���-Vuit =�i, 0.1281,W " O FG7S� <br /> �_. vN' 7/lUfl '':Z <br /> Designed by: JCM Prujer,t Name: Haack Bros Inc Plan#1943 Mid-ENrv <br /> =*PI F�s : �f/IS f'-OI? <br /> 6I27I2012 Page 1 of� a�(� <br /> Project No.: 12-148 I <br /> ___ _ _. __ <br /> +- - -- - ... <br /> � =,r:•� F:�x:.:m" ,<.� <br />