1504 GRAND AVE 2024-11-14 - Laserfiche WebLink

Shear Transfer Notes [1]TABLE 12N[pg109 NDS]Z=89 lbs for a 16d box nail(D=0.135)in Hem-Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1[pg66 NDS]for wind/earthquake which is CD=1.6 found in TABLE 2.3.2[pg11 NDS] [2]Value from note 1 then multiplied by the Toe-Nail Factor SECTION 11.5.4[pg88 NDS] for nominal lateral design values Ctn=0.83 [3]the A35 is used in loading condition 4 in an F1 direction of load according to Simpson designations for SPF/HF Lateral(133/160)Z=450 lbs[pg331 C-C-2017] [4] [5]for SP5F/HF Lateral(133/160)Z=130 lbs[pg315 C-C-2017] [6]the H1 is used in an Fl loading according to Simpson designations for SPF/HF Lateral(133/160)Z=415 lbs[pg315 C-C-2017] [7]the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160)Z=210 lbs[pg269 C-C-2017] [8]TABLE 12E[pg97 NDS]Z=590 lbs for a 1/2"diameter bolt in 1-1/2"side member of Hem-Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS]for wind/earthquake which is CD=1.6 found in TABLE 2.3.2[pg11 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception:With design load less than 600p1f the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts required by design. [9]TABLE 12E[pg97 NDS]Z=860 lbs for a 5/8"diameter bolt in 1-1/2"side member of Hem-Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1[pg58 NDS]for wind/earthquake which is CD=1.6 found in TABLE 2.3.2[pg11 NDS]Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception:With design load less than 600p1f the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts requiredby 1504 Grand Ave SSSlateral 180309_s1803016 1 ST