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Roof layout <br /> t= 24.00ft <br /> t' _1 1 �___-m 1, a.. v= 167 plf <br /> "ii'" ----'� tribI- 12.0f1 <br /> T, <br /> `\ I[ I RI - 2.00 kips <br /> .#. r iy.lr V4a <br /> VNw f� <br /> 1,,V, _ <br /> l <br /> W3 L. <br /> y W4b <br /> ``II 0 ,Y+ <br /> t .S <br /> if_ _______. <br /> 4. <br /> W2 tribe= 12.011 <br /> R2- 2.00 kips <br /> 1 = 32.00 If <br /> v= 191 p11 i <br /> fhb l= 16.0ft trib1= 16.0ft <br /> Re= 3.06 kips Rb= 3.06 kips <br /> Roof: Max Diaph Shear= 128 plf <br /> Ve w a 6.12 kips <br /> VN.s• 4.00 kips <br /> Shear Line H{ft) Shear(Ibs) xl Wok Shear <br /> W l a 10.5 534 6.0 f1 89 pet <br /> W lb 10.5 1468 16.5 ft 89 pit <br /> W2 10.5 2002 16.0 H 125 plf <br /> W3 10.5 3061 17.E H 173 plf <br /> W4a 10.5 '450 9.0 ft 161 plf <br /> W4b 10.5 'e11 10.0H 161 plf <br /> Wall Pier Loading(Wall Reactions are Treated as Perforated Shearwalls) Allowable <br /> Wall Wal Length wi I lulal Tension(0.6D) Shear Stte•' i i Shear RATIO <br /> wla 6.00 ft 518 pi' 3 89 pt NA A 230.0 pit 0.39 <br /> W lb 16.50 ft 518 plf 1627 89 p'f NA A 230.0 plf 0.39 <br /> W2 16.00 ft 518 plf 1170 125 Off NA A 230.0 plf 0.54 <br /> W3 17 70 ft 218 plf 661 173 pet NA A 230.0 plf 0.75 <br /> W4a 9.00 ft 218 pet 1 104 161 Of HMO A 230.0 plf 0.70 <br /> W4b 10.00 ft 218 plf 1039 161 plf HDU2 A 230.0 plf 0.70 <br /> Wla,W1b.W2W3 and W4tj SEE NEXT PAGE <br /> Job Number: 2022022 Engineer: Frankie Tsui <br /> Job Name: Wyatt Project Date: 8/28/2022 <br /> Location: 2405 State St Everett,WA 98201 Page: 18 <br />