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STRUCTURAL CALCULATIONS <br />≔M1RES ⋅Ev ――――――――――――― <br />⋅⎛ <br />⎝+⎛ <br />⎝DL ――5 <br />2 <br />⎞ <br />⎠16 psf ⎛⎝+PLHT ParaHT⎞⎠ <br />⎞ <br />⎠L11⎞⎠2 <br />2 <br />=M1RES 11361.32 ⋅lbf <br />≔UPLIFT1 ――――−M1OT M1RES <br />L11 <br />=UPLIFT1 −616.51 lbf <br />≔V1S ――F1 <br />L11 <br />=V1S 43.37 ―lbf <br />Use 3/8" min. ply w/ 8d @ 6" <br />o.c. (B.N. & E.N.) <br />Check new tower wind load against MWFRS (parapet <br />heights to match exisng mansard height therefore no new <br />wind loads are present in these areas. <br />≔Pwexisng =⋅Pwind25 <br />⎛ <br />⎝ <br />⋅+PLHT ParaHT⎞⎠ <br />2 <br />⋅2 PLHT <br />55 <br />⎞ <br />⎠ <br />18696.56 lbf <br />≔Pwnew =⋅Pwind25 <br />⎛ <br />⎝ <br />+ <br />⎛ <br />⎝ <br />⋅+PLHT ParaHT⎞⎠ <br />2 <br />⋅2 PLHT <br />45 <br />⎞ <br />⎠ <br />⎛ <br />⎝ <br />⋅ <br />⎛ <br />⎝ <br />⎛ <br />⎝ <br />+PLHT Paratower⎞⎠ <br />2 <br />⋅2 PLHT <br />⎞ <br />⎠ <br />⎞ <br />⎠ <br />10 <br />⎞ <br />⎠ <br />⎞ <br />⎠ <br />20428.16 lbf <br />≔Percentincrease =⋅ <br />⎛ <br />⎝ <br />−Pwnew Pwexisng ⎞⎠ <br />Pwnew <br />⎞ <br />⎠ <br />100 8.48 % <br />New tower loads are less an increase of <br />8.48% (less than 10%), therefore no <br />retrofit to the MWFRS is required. <br />Exisng lateral condions are adequate. <br />Parapet Analysis <br />≔pwind 27.75 psf <br />≔M =―――――――⋅⋅pwind 1.33 ⎛⎝5 ⎞⎠ <br />2 <br />2 <br />461.34 ⋅lbf <br />≔Sxreq =――――M <br />⋅.6 33000 psi <br />0.28 in 3 Parapet Studs -362S162-33 @ <br />16" o.c. <br />≔Connecon =⋅⋅pwind 1.33 ――――― <br />――――⎛⎝+5 5 ⎞⎠ <br />2 <br />⋅2 5 <br />cos ⎛⎝45 °⎞⎠521.95 lbf Tension/compression & pullout <br />load <br />at brace <br />≔Areqbrace =――――⋅Connecon 2 <br />33000 psi <br />0.03 in 2 Braces -362S162-33 @ 32" o.c. <br />-2-#10 ea. end of brace 3-#8 x <br />3" ea. blk & joist (typ.) <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