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� JRR Engineering, Inc. <br /> ' 18609 76th Ave. W., Suite B C o�'�'-�] <br /> Lynnwood, WA98037-4149 ( •(� ,1», lz� �Sc c„ly , <br /> (425) 697-5108 <br /> Client: ITim and Laura Keliy Pro'ect Location: a8�� View orive I <br /> '4811 View Drive I �Evere[t, WA 98203 1 � <br /> Everett, WA 98203 I � I <br /> (425) 252-1082 Design calculations are fur 85 mph wind exposure B <br /> and 25 psf snow load. Do not use or depend upon these <br /> Scope: Lateral Design Oniy calcuiations for more severe wind exposure or snow loading. <br /> -T- - <br /> Code: ;ASCE 7-05/2005 IBC ! <br /> � � <br /> Lat. Des. Parameters: Seis. Ciass. D, (SS): 1.25 Dead Loads:�Roof 8 Ceiling load 15 psf <br /> j Exposure: B Floor load 10 psf I <br /> __� jWindspeed (mph): 85 IExt. wall load 46 psf(brick surface area) <br /> j Live Loads:ISnow Load (ps�: � 25 Interior wall load 10 psf(floor area) <br /> IFloor Load (ps�: 40 � _� _ I <br /> �Allow Attic Sto. (psf�^I 20 I I � <br /> Assumed Soil Values per 2006 IBC: Soil Bearing: 2000 psi(Contractor shall notify Engineer if <br /> _� � ,testing indicales bearing capacity is lower than 2000 ps� <br /> Wind Design: Ps=�'Iw P,�o•� i(Simplified Wind Load Method, Sec. 6.4, Eq. 6-1) <br /> I Where; I�, Adjustment Factor varies over height&exposure(Fig. 6-2) <br /> � Iw= 1 (Table 6-1) <br /> � P,�o,Varies wilh roof pitch and building zone (Figure 6-2) I <br /> -_�_ Kzt= 1 Topog. Factor(6.57, fig. 6�), equal to 1 A for flat terrain <br /> PkssEiNn" 0„ - SEtsH 3 � <br /> 0o nse m 12" :I 6 �" � oo rise in 12" :I 8 i" I <br /> Horizonlal Pressures Hnrizontal Pressures <br /> A B C D A B C D <br /> Ps3p 14.4� 2.3 10.4 I 2.4 Ps30 12.9 � 8.8 � 10.2 7 <br /> 0-15' P� 14.4 � 2.3 I 10.4 � 2.4 0-15' P,= 12.9 � 8.8 10.2 7 <br /> 15'-20' P; � 14.4 i 2.3 10.4 _ 2.4 _ 15'-20' P� _ 12.9 8.8 10.2 7 <br /> 20'-25' P,= 14.4 � 2.3 10.4 2.4 20'-25' P� 12.9 8.8 10.2 7 <br /> 25'-30' Pa 14.4 � 2.3 10.4 I 2.4 25'-30' P,= 12.9 8.8 � 10.2 7 <br /> 30'-35' Ps 15.1 2.4 10.9 j 2.5 30'-35' P� 13.5 9.2� 10.7 7.4 <br /> 35'-40' P� 15.7 2.5 11.'s i 2.6 35'-40' P� 14.1 � 9.6 11.1 7.6 <br /> 1-- � <br /> Saismic Design: V= Cs'W I(Equiv. Lat. rorce Des. per ASCE 7-05, Sec 12.8) � <br /> F,_� 1 (Table 11.4-1) Sps = Des. Spectral Resp. Accel. Parameters (Sec. 11.4.4) � <br /> �I Sos=j__0.833 (Eq. 11.43)� Site Classification (Section 11.4.2) � / <br /> IE =I 1 (Table 11.5-7) Fa & Fv = Site Coeff. (Table 11.4-1 &11.4-2) ' �Dj K ! � , <br /> R - 6.5 (Table 12.2-1) �V= Seismic Base Shear(Eq. 12.8-1) _' �C�� �4� <br /> _Cs= IE SoSIR �(Eq. 12.8-2) �W = Effective Seismic Weight(Sec. 12.7.2) Q- <br /> p = Redundancy Factor(1.0<p<1.3) (Sec. 12.3.4.2) I i I ! <br /> 4 � J � <br /> �-�-r-- j --�- I ��t- - <br /> Therefore;' V= 0.128 W ` 'w ; <br /> I/1 f" ��'lpNA1.FS��� . ' i� <br /> Prepared by: RAF <br /> � �i��;,.�_ ' <br /> Checked by: RKR Projecl Name: Kellv Remodel EXPIRES �0 ZS z0f?� <br /> �ATf. L ONLY <br /> Project No.: OS-30_ 4/7/2008 Page 1 of L <br />