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SEISMIC LOADS: <br />Lat itude <br />Longt itude <br />Occupancy Category <br />Important Factor (I) <br />= <br />= <br />= <br />= <br />33.7430598 North <br />-117.88982 West <br />SEIS•te DATA: <br />1-1--1-.1~-o--li(Table 1.5-2) <br />S s = <br />5 1 = <br />Site Class = <br />1.299 g 1---.....,....----l <br />0.463 g <br />1---=---l D <br />1.20 <br />= 1.80 <br />R <br />Shear Pane ls T imber Frames r-----------::--,----.-----,-----+--S=-D=C--1 <br />6.50 1.50 Sms = 1.559 g <br />3.00 1.50 Sm1 = 0.833 g <br />4.00 1.50 Sds = 1.039 g <br />1.30 1.oo s d1 = 0.556 g <br />Use Simplified Alternative Structural Design <br />F = I 1.00 I <br />= (F*Sos)/R V <br />F :_ ._I -:=:-':::'1 • .::.:00':-:=-_.1 <br />(F*S05)/R v <br />v 0.21 Shear Panels V = 0.69 Timber Frames <br />WIND DATA: <br />WIND LOADS: <br />DESIGN WIND VELOCITY (V35 ) = 110.0 MPH Roof Height = 4.5 FT <br />Vtm = 110.0 MPH Wall Height (2ndt floor) = 0.0 FT <br />Occupancy Category = II Wall Height (1st floor) = 9.0 FT <br />Important Factor (I) = 1.00 (Table 1.5-2) Total Height = 13.5 FT <br />Exposu re Category = c Mean Roof Height = 11.3 FT <br />Adjustment Coefficien t (A.) = 1.29 (Figure 28.6-1) Roof Angle = 18.4 0 <br />Kzt = 1.00 <br />Edge (a) <br />Ps = A.KztPs3o Building W idth = 23.50 3.0 FT <br />Building Length = 33.00 FT <br />Eave Height = 9.0 FT <br />Mean Roof Height = 11.3 4.5 FT <br />a= 3.0 FT <br />2a = 6.0 FT <br />MWFRS Design Wind Pressure p.30 (psf) <br />Horizontal Loads <br />Roof End Zone Int. Zone <br />Load Direction Angle A B c D #ofSW Lines <br />Transverse (Case B) 0.0 19 .2 0.0 12.7 0.0 2 <br />Longitud inal (Case A\ 18 .4 26.6 -7 .0 17.7 -3 .9 2 <br />2a -6 .0 FT <br />Roof Horizontal Load = 1.431 LBS (Transverse ) <br />Roof Horizontal Load -1,766 LBS (Longitudinal ) <br />D <br />D <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024