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STRUCTURAL CALCULATIONS <br />LATERAL ASSUMPTIONS: <br />WIND DESIGN (See Printout) <br />Basic Wind Speed:≔W 96 mph ≔Pw 11.1 psf ≔Pparapet =⋅Pw ⎛⎝+1 1.5⎞⎠27.75 psf <br />Exposure C ≔Pwind25 27.75 psf <br />Wind Pressure:≔PW Pwind25 <br />First Floor Wall Height:≔PLHT 12.5 <br />Parapet Height:≔ParaHT 5 <br />Tower Height:≔Paratower 9 <br />Roof Wall Pressure:≔Wroof =⋅Pwind25 ――――― <br />⎛⎝+PLHT ParaHT⎞⎠ <br />2 <br />⋅2 PLHT <br />340 plf <br />SEISMIC DESIGN <br />Risk Category:II <br />Site Class:D <br />Response Modificaon Coefficient:≔R 6.5 ASD Load Cases Used (Worse Cases) <br />(ASCE7-16 2.4 & 2.45)Seismic Design Value:≔SDS 1.19 <br />Redundancy:≔ρ 1.3 1. DL <br />2. DL + LL <br />3. DL+ 0.6W (Wind) <br />4. DL+0.7Eh (Seismic) <br />Seismic Response Coefficient:≔CS =――SDS <br />R <br />0.183 <br />Design Base Shear:≔Vbs =⋅0.7 CS ρ 0.167 ≔Ev =−0.6 ⋅⋅0.7 0.2 SDS 0.43 <br />BASE SHEAR <br />≔wallext 10 psf ≔DL DLroofflat ≔LL LLroofflat ≔TL +DL LL <br />≔wallint 5 psf <br />≔ws =+DLroofflat wallext wallint 31 psf <br />≔VB =⋅Vbs ws 5.16 psf <br />Lateral & Overturning Analysis (New wall line at overhang, exisng wall not to be modified) <br />Line 1 <br />≔V1EQ ⋅VB <br />⎛ <br />⎝ <br />⎛ <br />⎝⋅43 ――5 <br />2 <br />⎞ <br />⎠ <br />⎞ <br />⎠ <br />=V1EQ 555.19 lbf <br />≔P1W ⋅Pwind25 <br />⎛ <br />⎝⋅ <br />⎛ <br />⎝ <br />PLHT <br />2 <br />⎞ <br />⎠ <br />⎛ <br />⎝ <br />5 <br />2 <br />⎞ <br />⎠ <br />⎞ <br />⎠=P1W 433.59 lbf <br />≔F1 max ⎛⎝,V1EQ P1W⎞⎠ <br />=F1 555.19 lbf <br />Wall Length <br />≔L11 12.8 ≔L12 0 <br />≔M1OT ―――⋅F1 PLHT <br />2 <br />=M1OT 3469.97 ⋅lbf <br />cont. on next page... <br />San Diego -14288 Danielson Street, Suite # 200, Poway, CA 92064, (858) 679-8989, Fax (858) 679-8959 <br />2300 N Tustin Ave - <br />101117751-52 & 301467158/22/2024