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Page: 24 <br />PAGE No. <br />IE z Ode 2 Engineering <br />QR Structural & Bridge Engineers <br />JOB #: 302.270-18 <br />DATE: 01/24/19 <br />PROJECT: Pleasanton Century House <br />9750 Miramar Road, Ste. 310 <br />Phone #: (858) 335-7643 <br />DESCRIPTION : 2storysnearwall Designs DESIGNED: ESY <br />San Diego, CA 92126 <br />FAX # : (858) 451-6142 <br />c:/xls/av_shearwall-2story <br />"* Two -Story Shearwall Analysis <br />INPUT <br />OUTPUT <br />(2nd Floor) SW -A <br />Description: SW -A, SW -C <br />Actual Shear -Wall (lb/ft.) <br />Use Plywood Type:. <br />O <br />2nd Level 106.36 <br />Capacity (lbs.ft.): <br />260.0 <br />Wall Width (ft.) : <br />13.20 Roof DL (psf) <br />11.00 <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 />. 4.80 <br />Ht. of Roof to Floor (ft.): <br />3.42 Wall DL (psf) <br />15.00 <br />Total Resisting Mom. [ 0.60 • DLI] (k -ft) <br />15.27 <br />Ht. of Floor to Ground (ft.) <br />10.50 <br />(Roof) Add. DL (lb./ft.): <br />0.00 <br />Uplift @ End of Wall (kip) 0.00 <br />Use Holdown Type: <br />N/A <br />Roof Trib. ft): <br />15.00 (Roof) Add. DL@End (kip): <br />0.50 <br />(Includes 1.0 S.F. for wind) <br />Capacity (lbs.): <br />930 <br />Floor Trib. (ft.) <br />2.60 (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 />1.276 <br />(1st Floor) SW -C <br />O <br />Wall (Self -Wt.) @ ROOF <br />0.128 Total Lat. Load @ ROOF <br />1.40 <br />Actual Shear -Wall (Ib/ft.) <br />Use Plywood Type: <br />A <br />Lat. Load @ FLOOR (Kip: <br />1.079. <br />1st Level 217.87 <br />Capacity (lbs.ft.): <br />260:0 <br />Wall (Self -Wt.) @ FLOOF <br />0.393 Total Lat. Load FLOOF <br />1.47 <br />.@ <br />Overturning on Shearwall (Roof+ Floor+ Wall DL Resisting): <br />Allow. Soil Bearing (psf): <br />1000.0 <br />Total Overturning Mom. (k -ft): <br />35.00 <br />Total Resisting Mom. [ 0.6DL ] (k -ft) <br />31.48 <br />Ftg. Width ft): <br />2.00 Conc. WL (pcf): <br />150.00 ' <br />Ext. Beyond (ft.): <br />2.00 <br />Uplift @ End of Wall (kip) 0.27 <br />Use Holdown Type: <br />NA <br />Fig. Depth (ft.) : <br />0.67 <br />(Includes 1.0 S.F. for Wind) <br />Capacity (lbs.): <br />NA <br />WIND (1-Yes/2-No) <br />2.0 <br />Mom. OT at Base (k -ft.): 30.67 <br />Mom. Resist at Base (k -ft.): 93.79 <br />Mom. @ Ftg. Ext. - M (k -fl <br />3.90 <br />Mu =1.7'M (k -ft) <br />6.63 <br />Vu =1.7'V (kip) <br />4.02 <br />Overturning S.F. 3.06 <br />> 1.5 <br />a'= (MR-MOT)/F (ft.) = 5.788 <br />U6 (ft.) = 2.87 <br />e = U2 - e' (ft.) = 2.81 <br />U (ft.) = 0.00 <br />Trap. <br />Note: SW -A has <br />been divided to match the Wall Widths of <br />the Shear Walls <br />on the 1st Floor (SW -C , SW -D) in the analysis <br />Min. Soil Bearing Press. (ksf) _ 0.006 <br />Max Soil Bearing Press. (ksf) = 0.628 <br />< 1330.0 <br />