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Page: 19 <br />PAGE No. <br />IE <br />Ode 2 Engineering <br />R <br />Structural & Bridge Engineers <br />JOB # : 302.270-18 <br />DATE: 01/24/19 <br />PROJECT: Pleasanton Century House <br />9750 Miramar Road, Ste. 310 Phone # : (656) 335.7643 <br />DESCRIPTION : 2 -story Sliearwall Design DESIGNED: ESY <br />San Diego, CA 92126 <br />FAX # : (858) 451-6142 <br />c:hds/w_shealwall-2story <br />*** Two -Story Shearwall Analysis *** <br />INPUT <br />OUTPUT <br />(2nd Floor) SW -2 <br />Description:- <br />SW -2, SW -10 <br />Actual Shear -Wall (Ib/ft.) <br />Use Plywood Type: <br />A <br />O <br />2nd Level 73.37 <br />Capacity (lbs.ft.): <br />260.0 <br />Wall width (ft.) : <br />7.00 Roof DL (psf) <br />11.06 <br />Overturning on Shearwall (Roof+ Wall DL Resisting): <br />(1.0 S.F. - Wind) <br />Floor DL (psf) <br />15.00 <br />Total Overturning Mom. (k -ft): <br />4.62 <br />Ht. of Roof to Floor (ft.): <br />9.00 Wall DL (psf) <br />15.00 <br />Total Resisting Mom. [ 0.60 • DL ] (k -ft) : <br />4.73 <br />Ht. of Floor to Ground (ft.) <br />10.50 <br />(Roof) Add. DL 0b./ft.): <br />0.00 <br />Uplift @ End of Wall (kip) 0.00 <br />Use Holdown Type: <br />N/A <br />RoofTdb. (ft.): <br />4.00 (Roof). Add. DL@End (kip): <br />0.50 <br />(Includes 1.0 S.F. for Wind) <br />Capacity (lbs.): <br />930 <br />Floor Tdb. (ft.) <br />7.00 (Fir) Add. DL (Ib./ft.): <br />38.00 <br />(Fir) Add. DL@End (kip): <br />0.50 <br />Seismic Coef. = <br />0.189 <br />Lat. Load @ ROOF (Kips) <br />0.335 <br />(1st Floor) SW -10 <br />O <br />Wall (Self -Wt.) @ ROOF <br />0.179 Total Lat. Load @ ROOF <br />0.51 <br />Actual Shear -Wall (lb/ft.) <br />Use Plywood Type: <br />A <br />Lat. Load @ FLOOR (Kip: <br />0.330 <br />1st Level 150.28 <br />Capacity (lbs.ft.): <br />260.0 <br />Wall (Self -Wt.) @ FLOOF <br />0.208 Total Lat. Load @ FLOOF <br />0.54 <br />Overturning on Shearwall (Roof+ Floor+ Wall DL Resisting): <br />Allow. Soil Bearing (pso: <br />1500.0 <br />Total Overturning Mom. (k -ft): <br />15.67 <br />Total Resisting Mom. [ 0.6 ` DL ] (k -ft) <br />11.25 <br />Ftg. Width (ft.) : <br />2.00 Conc. Wt. (pcf): <br />150.00 <br />Ext. Beyond.(ft.): <br />2.00 <br />Uplift @ End of Wall (kip) 0.63 <br />Use Holdown Type: <br />HDU2 <br />Ftg. Depth (ft.) : <br />0.67 <br />(Includes 1.0 S.F. for Wind) <br />Capacity (lbs.): <br />3285 <br />WIND (1-Yes/2-No) <br />2.0 <br />Mom. OT at Base (k -ft.): 10.44 <br />Mom. Resist at Base (k -ft.): 40.16 <br />Mom. @ Ftg. Ext. - M (k -f1 <br />3.56 <br />Mu =1.7`M (k -ft) <br />6.06 <br />Vu = 1.7`V (kip) <br />3.70 <br />Overturning S.F. 3.85 <br />> 1.5 <br />a'= (MR-MOT)/F (ft.) = 4.070 <br />U6 (ft.) = 1.83 <br />e = U2 - e' (ft.) = 1.43 <br />L' (ft.) = 0.00 <br />Trap. <br />Min. Soil Bearing Press. (ksf) = 0.073 <br />Max Soil Bearing Press. (kso = 0.591 <br />< 1995.0 <br />