409 VERALENE WAY SW 2016-01-01 MF Import

JRR Engineering, Inc. � 18609 76th Ave. W., Suite B Lynnwood, WA 98037-4149 (425) 697-5108 Ciie�t: �errick �avis Pro�ect Location: ! Same as address_ �409 Veralene Way SW Design calculations are for enclosed building subject to SS mph �--- Everett, WA 98203 � ! (3-sec. gusq wind exposure B, topographic factor, Kzt of 1.0 for wind -12G6) 351-6404 Ph. f� analysis and snow load of 25 psf. Do not use or depend upon these _ � I caiculations for more severe wind exposure or snow loading. Scope: �Lateral Design of Deck i � � �I Code: 2009 IBC /ASCE 7-05 I I � Lat. Des. Parameters: SDC 8 Site Class., D; (Ss):� 129 I --- ! Wind Exposure : I B -- Windspeed, V (mph) : i 85 � Live Loads: Floor load (ps�: I 40 � Snow load (ps�: I ZS I �� I � - -- Assumed Soil Values per 2009 IBC: I Allowable Soil 8earing of 2000 psf(Contractor shall notify Engineer_ - - ��if testing indicates bearing capacity is lower than 2000 psf) _ Wind Design: �[Alternate All-Heights Method -2009 IBC, Sec. 1609.6; adopted irom ASCE 7 Sec. 6.5.12.2.1]_ _ Pnet= qs'Kz'CneP[Iw'Kzt] • Design Wind Press., P�ee_[per IBC Eq. 16-34] but shall not be less than 10 psf _ qs = 0.00256'(V)^2� Wind Stagnalion_Pressure, qs [per IBC Table 1609.62(1)j � � Where;I Cnet=j varies : Net-Pressure Coefficient[per IBC, Table 1609.6.2(2)J _ �__ � Iw=', 1.00 ' Importance Factor for Wind [ASCE 7 Table 6-1] - - � -' -� or 6.57 Fi . 6-4 I -� �Kzt-� 1.00_ Topog_F, ct [_ , g__]._ - � I Kz=' varies � Velocity Pressure Coeffir,ient, varies over height and wind _ Therefore;� Pne� = Cnet[.�c s'Kz•Iw'Kz�] ___ _ �, exposure (per ASCE 7 Table 6-3, assumed load case#1) _ ----�i ' � iROof fISE In 12: 5 (inpul rarges Irom 122 to 72:9 only] .___._� .'-_. _ . ____._ . --r----- - -9---- -�-- --- 0-15 Kz= 0.7 ! Gs'Kz•Iw Kzi= _ 12.9 psf Actin on Vert. Pro'ected (Flat roof to 12:2 are equal and 15-20 Yz =� 07 qs'Ki Iw'Kzt= 12.9 Ipsf_ Roof SuAace Perp. to Ridge also 12:9 to 12:12 are equal) �0_25 �=i 0.7 qs'Kz•Iw'Kzt= 12.9 Ipst Cne: Roof 0.69 (windward 8 leeward combin.) 25-30 Kz =1 0.7 � qs'K:•Iw'Kz�= 12.9 psf _ Cr,�;Wall 0.94 (windward & leeward combin.) 30-40 Kz = 0.76 -� qs'Kz•Iw'Kzt=1 14.1 psf - Cnet Sidewal� -0.66 --- -- 40-50 Kz = 0.81 � qs'Kz•Iw Kzt=' 15 Psf - -----_-- -- ---- 50-60 Kz = 0.85 I Gs•Kz•Iw'Kzt=.�i 15J psf_ Cnec Parapet 128 _(windward parapet wall) � 60-i0 Kz ='i 0.89 I qs'Kz•Iw Kzt=' 16 5 psf Cne� Parapet -0.85 (leeward parapel walq � - �- .- - - - -- _- _�_ / � Seismic Design: _IV= Cs'W (Equiv Lateral Force Des , ASCE 7 Sec_12.8 Eq. 12 8 1) ��: � Fa =I 1 (Table 11.4-1) I Sos = Des. Spectral Resp_AcceL Param. (Sec. 11.4.4 �P • �Syk, / --- D � Sos = 0.860 '�(Eq. 11.4-3) � D = Site Classification (Section 11.4.2) � _ _ � � S,, IE =I 1.0 I(Table 11.5-1) I Fa& Fv = Site Coeff. (Table 11 4-1 811.4-2) ', _ " t . ' , ( - -- - - R = � 1.5 �(Table 12 2 1) ' V Seismic Base Shear(Equation 12.8-1) _ Cs=1 IE SpSIR (Eq. 12.8 2) W - Efiec Seismic Weight (Seciion 12J.2) ti aa � � __ p = Redundancy Factor[1 0 < �,< 1 3] Section 12 3 42) _ _ _ __ _ �� ti�� - - - v urc = 0.573 W �rs��,n�n:.��1�-- , JrJ Therefore; _>� -c: . --, -:;1 Prepared by: JCM Checked by: RKR Project Name: Davis Custom Deck - 16'x1o' Page 1 ot _ Project No.: 10-43 11/1/2010