Laserfiche WebLink
PROJECT : PAGE : <br />CLIENT : DESIGN BY : <br />JOB NO. : DATE : REVIEW BY : <br />INPUT DATA & DESIGN SUMMARY <br />EQUIPMENT WEIGHT W = 0.692 kips <br />CM HEIGHT H = 2.36 ft, 2/3 total height <br />LAG SCREW DIAMETER f = 1/4 in, NDS APP. L <br />LAG SCREW LENGTH Long = 5 in, NDS APP. L <br />ANCHORAGE LENGTH L = 4.83 ft <br />LAG SCREWS ALONG L EDGE NL = 3 per line <br />LAG SCREW SPACING SL = L / (NL - 1) =29 in <br />ANCHORAGE WIDTH B = 3.67 ft <br />LAG SCREWS ALONG B EDGE NB = 3 per line <br />LAG SCREW SPACING SB = B / (NB - 1) =22 in <br />[THE ANCHORAGE, USING 1/4" x 5" LAG SCREWS, IS ADEQUATE.] <br />ANALYSIS <br />ALLOWABLE TENSION & SHEAR VALUES <br />ZII' = CD Cd Cg ZII =431 lbs <br />where CD =1.6 (NDS Tab 2.3.2) <br />Cd = p / (8D) =1.628 <br />p = S + (T-E) - (Diaphragm Thk) - ts = 3.256 in <br />S + (T-E) = 3.688 in (NDS Appendix L2) <br />Diaphragm Thk = 0.298 in (0.298 for 15/32, 0.319 for 19/32, UBC Table 23-2-H, page 3-420) <br />ts = 0.134 in (10 gage, NDS Tab 12K) <br />Cg =0.92 (NDS 10.3.6) <br />ZII =180 lbs (NDS Tab 12K) <br />Z^' = CD Cd Cg Z^ =311 lbs <br />Z^ = 130 lbs (NDS Tab 12K) <br />(W ' p) = CD W (T-E) =1024 lbs <br />where W = 225 lbs / in (NDS Tab 12.2A) <br />(T-E) = 2.844 in (NDS Appendix L2) <br />DESIGN LOADS <br />FH = Fp = (KH) MAX{ 0.3SDSIpW , MIN[ 0.4CARSDSIp(1+2.5z/h)/Rpo W , 1.6SDSIpW ] }, (ASCE 7-22, Sec. 13.3.1) <br />= 1 MAX{ 0.53W , MIN[ 1.40W , 2.81W ]} where SDS =1.17 (ASCE 7-22 Sec 11.4.5) <br />= 1.64 W , (SD)Ip =1.5 (ASCE Sec. 13.1.3) <br />= 1.17 W , (ASD) = 0.81 kips CAR =1 (ASCE Tab. 13.6-1) <br />Rpo =1.5 (ASCE Tab. 13.6-1) <br />FV = KV W =0.17 W , (ASD) = 0.12 kips, up & down z = h ft <br />h =10 ft <br />KH =1 (ASCE Sec. 13.4.2) <br />KV = KH 0.2 SDS / 1.4 =0.17 (vertical seismic factor) <br />MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE <br />MOT = Fp H =1.91 ft-kips <br />MRES,L = (0.9W - Fv ) (0.5L) =1.22 ft-kips <MOT ,therefore design tension anchors. <br />MRES,B = (0.9W - Fv ) (0.5B) =0.93 ft-kips <MOT ,therefore design tension anchors. <br />TENSION LOAD AT CORNER LAG SCREW <br />TL = (FV -0.9 W) / A + MOT y / I =68 lbs / bolt TB = (FV -0.9 W) / A + MOT y / I =110 lbs / bolt <br />where A = 2(NL + NB) -4 =8 (total bolts) where I = SYi <br />2 =2909 in2-bolts <br />I = SXi <br />2 =5039 in2-bolts y = 0.5 B = 22.02 in <br />y = 0.5 L = 28.98 in <br />SHEAR LOAD AT EACH LAG SCREW <br />V = FH / A =101 lbs / bolt <br />CHECK CORNER SCREW CAPACITY AT COMBINED LATERAL AND WITHDRAWAL LOADS <br />Za' = ZII'(W' p) / (ZII'sin2a + W'p cos2a)(NDS 12.4-1) <br /> = 527 lbs / bolt > [TL <br />2 + V2 ]0.5 =122 lbs / bolt [SATISFACTORY] <br />where a = tan-1(TL / V) =34.08 o <br />Zq' = Z^'(W' p) / (Z^'sin2a + W'p cos2a) (NDS 12.4-1) <br /> = 500 lbs / bolt > [TB <br />2 + V2 ]0.5 =150 lbs / bolt [SATISFACTORY] <br />where q = tan-1(TB / V) =47.42 o <br /> <br /> <br />215 W 4th. St. <br />24-186 <br />Equipment Anchorage to Wood Roof Based on NDS 2018 / 2021 IBC / 2022 CBC <br />H <br />B <br />No. Bolts per Input <br />where Occurs <br />Frame (not shown) by MFR <br />S <br />S <br />Page 6 of 28 <br />215 W 4th St <br />1/22/2025