Loading...
Plans Calculations for : LEAF GUARD TIGARD , OR 03/24/2014 Loading: 4500 # load levels 3 pallet levels ® 48 , 86, 128 Seismic per IBC 2009 10096 Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 132 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 250x 0 . 075 Braces 4 . 00x 7 . 00x 0 .375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 50x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 PROfrs 4 4.0 G I N EFO / 11949 ? o Or'e/ N J. RAE EXP. DATE: I 71 f J (45 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4161 Longitude = -122.7457 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.943 (Ss, Site Class B) 1.0 0.338 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4161 Longitude = -122.7457 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.123 ,Fv = 1.724 Period Sa (sec) (g) 0.2 1.059 (SMs, Site Class D) 1.0 0.582 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 94.3 % g S1= 33.8 % g Soil Class D Modified Design spectral response parameters Sms= 105.9 % g Sds= 70.6 % g Sm1= 58.2 % g Sd1= 38.8 % g Seismic Use Group 2 Seismic Design Category D or D le = 1 R = 4 R = 6 Cs = 0.1765 W Cs = 0.1177 W Using Working Stress Design V= Cs*W/1.4 V = 0.1261 W V= 0.0840 W 7 Cold Formed Channel Depth 3.000 in Fy = 55 ksi Flange 3.000 in Lip 0.750 in Thickness 0.0750 in COLUMN SECTION R 0.1000 in Blank = 9.96 in wt = 2.5 plf A = 0.747 in2 Ix = 1.191 in4 Sx = 0.794 in3 Rx = 1.263 in Iy = 0.935 in4 Sy = 0.544 in3 Ry = 1.119 in a 2.6500 Web w/t 35.3333 a bar 2.9250 Flg w/t 35.3333 b 2.6500 x bar 1.2423 b bar 2 .9250 m 1.6690 c 0.5750 x0 -2.9114 c bar 0.7125 J 0.0014 u 0.2160 x web 1.2798 gamma 1.0000 x lip 1.7202 R' 0.1375 h/t 38.0000 Section Removing: 0.640 inch slot 0.75 inches each side of center on web 0.375 inch hole 0.87 inches from web in each flange A- = 0.152 in2 A' = 0.595 in2 x bar = 1.478 in I'x = 1.014 in4 S'x= 0.676 in3 R'x= 1.305 in I'y = 0.743 in4 S'y= 0.476 in3 R'y= 1.117 in Cold Formed Channel Depth 1.500 in Fy = 55 ksi Flange 1.250 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 3 .73 in wt = 1.0 plf A = 0 .280 in2 Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 14 .3333 b 1.0750 x bar 0.3946 b bar 1.2125 m 0.5298 c 0.0000 x0 -0.9244 c bar 0.0000 J 0.0005 u 0 .2160 x web 0.4321 gamma 0.0000 x lip 0.8179 R' 0.1375 h/t 18.0000 Cold Formed Section HEIGHT OF BEAM 4 .500 INCHES MAT'L THICKNESS 0.075 INCHES ` INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2 .750 INCHES STEEL YIELD 55.0 KSI STEP 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 4.1500 2.2500 9.3375 21.0094 5.9561 0.0375 0.1556 TOP 1.4000 4.4625 6.2475 27.8795 0.0000 0.8750 1.2250 STEP SIDE 1.3500 3.6500 4.9275 17.9854 0.2050 1.7125 2.3119 STEP BOTT 0.7250 2.8375 2.0572 5.8373 0.0000 2.2125 1.6041 SHORT SID 2.5250 1.4375 3.6297 5.2177 1.3415 2.7125 6.8491 BOTTOM 2 .4000 0.0375 0.0900 0.0034 0.0000 1.3750 3 .3000 CORNERS 0.2160 4 .4125 0.9530 4.2053 0.0004 0.0875 0.0189 2 0.2160 4.4125 0.9530 4 .2053 0.0004 1.6625 0.3591 3 0.2160 2.8875 0.6236 1.8008 0.0004 1.8000 0.3888 4 0.2160 2.7875 0.6021 1.6783 0.0004 2.6625 0.5751 5 0.2160 0.0875 0.0189 0.0017 0.0004 2 .6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 13 .8459 29.3500 29.4589 89.8255 7.5050 17.8875 17.3814 r AREA = 1.038 IN2 CENTER GRAVITY = 2.128 INCHES TO BASE 1.255 INCHES TO LONG SIDE Ix = 2.599 IN4 Iy = 1.174 IN4 Sx = 1.096 IN3 Sy = 0.786 IN3 Rx = 1.582 IN Ry = 1.063 IN 1 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4 .5 IN TOP OF BEAM TO TOP OF CONN= 0. 000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 4500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1125 LBS EACH RIVETS 3 RIVETS @ 2 " oc 0 .4375 " DIA A502-2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS 18% CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK S = 0.131 IN3 Mcap = 3.924 K-IN 3.924 K-IN RIVET MOMENT RESULTANT @ 0.7 IN FROM BTM OF CONN M = PL L = 0.8 IN Pmax = Mcap/L = 4.905 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.300 12 .228 RIVET OK P2 1.521 2.300 3 .498 P3 0.198 0.300 0.060 P4 0.000 0.000 0.000 TOTAL 4.563 15.786 CONNECTOR OK WELDS 0.125 " x 4.500 " FILLET WELD UP OUTSIDE 0 .125 " x 2.875 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE 0 " x 1.000 " FILLET WELD STEP BOTTOM 0 " x 2.750 " FILLET WELD ACROSS BOTTOM 0 " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 9.00 IN A = 0.675 IN2 S = 0.506 IN3 FIT = 26.0 KSI Mcap = 13.16 K-IN 13.16 K-IN • lv In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R)*I*P1* .67 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 .000x 3.000x 0.075 128 4560 584 791 101 86 4560 392 532 46 48 4560 219 297 14 KLx = 81.6 in 0 0 0 0 0 KLy = 62 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 13932 lbs ---- ---- ---- ==== 13680 ---- ---- ---- 13680 1195 1619 161 Column 75% Stress Max column load = 10504 # Min column load = 242 # Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -122 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 7529 # MAX REQUIRED HOLD DOWN = -122 # Anchors: 4 T = 122 # 2 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 4% Stressed V = 810 # per leg Vcap = 4309 # = 19% Stressed COMBINED = 23% Stressed OK Braces: Brace height = 62 " Brace width = 44 " Length = 76 " P = 2098 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 132 Pcap = 2442 # 86% If In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 128 4560 584 816 104 86 60 5 7 1 48 60 3 4 0 KLx = 81.6 in 0 0 0 0 0 KLy = 62 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 13932 lbs ---- ---- ---- ---- 4680 592 827 105 Column 34% Stress Max column load = 4731 # Min column load = -283 # Uplift Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp-.51EL= -994 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4738 # MAX REQUIRED HOLD DOWN = -994 # Anchors: 4 T = 994 # 2 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 35% Stressed V = 413 # per leg Vcap = 4309 # = 10% Stressed COMBINED = 45% Stressed OK Braces: Brace height = 62 " Brace width = 44 " Length = 76 " P = 1071 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 132 Pcap = 2442 # 44% I2.- PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:54 :11 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 1 0.0 48.0 S 3 7 11 14 2 0.0 86.0 S 3 0.0 128.0 S 4 67.5 0.0 S 5 67.5 48.0 2 6 10 13 6 67.5 86.0 7 67.5 128.0 8 202 .5 0.0 S 1 5 9 12 9 202.5 48.0 10 202.5 86.0 11 202.5 128.0 4 8 12 270.0 48.0 S 13 270.0 86.0 S 14 270.0 128.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 1.74:› PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:54:11 - 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -2.28 6 Force Y -2.28 7 Force Y -2.28 9 Force Y -2.28 10 Force Y -2.28 11 Force Y -2.28 5 Force X 0.041 6 Force X 0.072 7 Force X 0.108 9 Force X 0.041 10 Force X 0.072 11 Force X 0.108, Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED • Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 4560 0.3751 642 82 30.8 41 82 4560 0.4602 966 144 66.3 72 143 4560 0.5119 1195 216 110.6 108 215 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 13680 2802 442 207.6 440 g = 32.2 ft/sec2 T = 1.1744 sec I = 1.00 Cs = 0.0549 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0707 V = (Cs*I*.67) *W* .67 V = 0 .0473 W* .67 440 # 100% ill PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:54:11 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.088 0.00 1 5 0.000 0.088 -5.96 2 2 0.000 -0.029 0.00 2 6 0.000 0.029 -1.99 3 3 0.000 -0.005 0.00 3 7 0.000 0.005 -0.36 4 4 6.800 0.218 0.00 4 5 -6.800 -0.218 10.45 5 5 4.530 0.159 2.21 5 6 -4.530 -0.159 3.82 6 6 2.266 0.078 1.35 ' 6 7 -2.266 -0.078 1.92 7 8 6.800 0.224 0.00 7 9 -6.800 -0.224 10.77 8 9 4.530 0.201 2.99 8 10 -4.530 -0.201 4.66 9 10 2.266 0.138 2.45 9 11 -2.266 -0.138 3.35 10 5 -0.018 -0.098 -6.70 10 9 0.018 0.098 -6.51 11 9 0.000 -0.107 • I C S/ 11 12 0.000 0.107 � . � � "���'}/lZ�✓,�/%= 12 6 -0.009 -0.045 -3.18 12 10 0.009 0.045 -2.96 13 10 0.000 -0.062 -4.16 13 13 0.000 0.062 0.00 14 7 0.030 -0.020 -1.56 14 11 -0.030 0.020 -1.07 15 11 0.000 -0.034 -2.28 15 14 0.000 0.034 0.00 APPLIED JOINT LOADS, FREE JOINTS I .5 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:54:11 JOINT FORCE X FORCE Y MOMENT Z 5 0.041 -2.280 0.00 6 0.072 -2.280 0.00 7 0.108 -2.280 0.00 9 0.041 -2 .280 0.00 10 0.072 -2 .280 0.00 11 0.108 -2.280 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.088 0.00 2 0.000 -0.029 0.00 3 0.000 -0.005 0.00 4 -0.218 6.800 0.00 8 -0.224 6.800 0.00 12 0.000 0.107 0.00 13 0.000 0.062 0.00 14 0.000 0.034 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION ` 5 0.3751 -0.0189 -0.0021 6 0.4602 -0.0289 -0.0010 7 0.5119 -0.0344 -0.0006 9 0.3752 -0.0189 -0.0019 10 0.4603 -0.0289 -0.0008 11 0.5118 -0.0344 -0.0002 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.3751 0.0000 0.0006 2 0.4602 0.0000 -0.0001 3 0.5119 0.0000 -0.0005 4 0.0000 0.0000 -0.0106 8 0.0000 0.0000 -0.0107 12 0.3752 0.0000 0.0014 13 0.4603 0.0000 0.0010 14 0.5118 0.0000 0.0008 1 ST Beam-Column Check C 3.000x 3.000x 0.075 Fy = 55 ksi A = 0.595 in2 _ Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.70 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 6.8 10.8 48.0 62.0 13.93 22 .30 98% 10 4.6 4.7 38.0 62.0 14.60 22 .30 53% 11 2.3 3.4 42.0 62.0 14.60 22.30 31% 0 0.0 0.0 48 .0 62.0 13.93 22 .30 0W 0 0.0 0.0 48.0 62.0 13.93 22.30 0W 0 0.0 0.0 48.0 62.0 13.93 22.30 0% Load Beam Check 4 .50x 2.750x 0.075 Fy = 55 ksi A = 1.038 in2 E = 29,500 E3 ksi Sx = 1.096 in3 Ix = 2.599 in4 Length = 132 inches Pallet Load 4500 lbs Assume 0.5 pallet load on each beam M = PL/8= 37.13 k-in fb = 33.89 ksi Fb = 33 ksi 103% Mcap = 36.15 k-in 48.20 k-in with 1/3 increase Defl = 0.88 in = L/ 150 w/ 25% added to one pallet load M = .232 PL = 34 .45 k-in 95% I / Base Plate Design Column Load 7.9 kips Allowable Soil 1500 psf basic Assume Footing 27.5 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1A2/3 Use 4 "square base plate w = 10.4 psi 1 = 8.75 in Load factor = 1.67 M = 444 #-in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 74 psi Fb = 5 (phi) (f'c^ .5) = 163 psi OK ! ! Shear : Beam fv = 25 psi Fv = 85 psi OK ! ! Punching fv = 48 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 492 psi fb = 23634 psi Fb = 37500 psi OK ! ! tY Calculations for : Cig) LEAF GUARD TIGARD , OR 03/24/2014 Loading: 4700 # load levels 3 pallet levels @ 48, 86, 128 Seismic per IBC 2009 1001 Utilization Sds = 0 . 707 Sdl = 0 .387 I = 1 . 00 120 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 250x 0 . 075 Braces 5 . 00x 8 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 5 . 00x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 1 , Cold Formed Section HEIGHT OF BEAM 5.000 INCHES MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2 .750 INCHES STEEL YIELD 55.0 KSI STEP 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 4.6500 2.5000 11.6250 29.0625 8.3787 0.0375 0.1744 TOP 1.4000 4.9625 6.9475 34.4770 0.0000 0.8750 1.2250 STEP SIDE 1.3500 4.1500 5.6025 23.2504 0.2050 1.7125 2.3119 STEP BOTT 0.7250 3.3375 2.4197 8.0757 0.0000 2.2125 1.6041 SHORT SID 3.0250 1.6875 5.1047 8.6142 2.3067 2.7125 8.2053 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 4.9125 1.0610 5.2124 0.0004 0.0875 0.0189 2 0.2160 4.9125 1.0610 5.2124 0.0004 1.6625 0.3591 3 0.2160 3.3875 0.7316 2.4784 0.0004 1.8000 0.3888 4 0.2160 3.2875 0.7101 2.3343 0.0004 2.6625 0.5751 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 14 .8459 33.3500 35.3909 118.7238 10.8928 17.8875 18.7564 AREA = 1.113 IN2 CENTER GRAVITY = 2.384 INCHES TO BASE 1.263 INCHES TO LONG SIDE Ix = 3.394 IN4 Iy = 1.310 IN4 Sx = 1.297 IN3 Sy = 0.881 IN3 Rx = 1.746 IN Ry = 1.085 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 4700 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1175 LBS EACH RIVETS 3 RIVETS @ 2 " oc 0.4375 " DIA A502-2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS 18W CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK S = 0.131 IN3 Mcap = 3.924 K-IN 3.924 K-IN RIVET MOMENT RESULTANT @ 0.7 IN FROM BTM OF CONN M = PL L = 0.3 IN Pmax = Mcap/L = 13.079 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.300 12.228 RIVET OK • P2 1.521 2.300 3.498 P3 0.198 0.300 0.060 P4 0.000 0.000 0.000 TOTAL 4.563 15.786 CONNECTOR OK WELDS 0.125 " x 5.000 " FILLET WELD UP OUTSIDE 0.125 " x 3.375 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE 0 " x 1.000 " FILLET WELD STEP BOTTOM 0 " x 2.750 " FILLET WELD ACROSS BOTTOM 0 " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 10.00 IN A = 0.750 IN2 S = 0.625 IN3 Fv = 26.0 KSI Mcap = 16.25 K-IN 16.25 K-IN In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1*.67 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 128 4760 609 826 106 86 4760 409 555 48 48 4760 228 310 15 KLx = 48 in 0 0 0 0 0 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15993 lbs ---- ---- ---- ==== 14280 ---- ---- ---- 14280 1247 1690 168 Column 69% Stress Max column load = 10965 # Min column load = 253 # Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -128 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 7858 # MAX REQUIRED HOLD DOWN = -128 # Anchors: 4 T = 128 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 5% Stressed V = 845 # per leg Vcap = 4309 # = 20% Stressed COMBINED = 24% Stressed OK Braces: Brace height = 41 " Brace width = 44 " Length = 60 " P = 1733 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 104 Pcap = 3903 # 44% 21 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R)*I*Pl Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 128 4760 609 851 109 86 60 5 7 1 48 60 3 4 0 KLx = 48 in 0 0 0 0 0 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15993 lbs ---- ---- ---- ---- 4880 617 862 110 Column 31% Stress Max column load = 4934 # - Min column load = -295 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -1037 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4941 # MAX REQUIRED HOLD DOWN = -1037 # Anchors: 4 T = 1037 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 37% Stressed V = 431 # per leg Vcap = 4309 # = 10% Stressed COMBINED = 47% Stressed OK Braces: Brace height = 41 " Brace width = 44 " Length = 60 " P = 884 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 104 - Pcap = 3903 # 23% Z3 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:55:10 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 1 0.0 48.0 S 2 0.0 86.0 S 3 7 11 14 3 0.0 128.0 S 4 61.5 0.0 S 5 61.5 48.0 2 6 10 13 6 61.5 86.0 7 61.5 128.0 8 184.5 0.0 S 1 5 9 12 9 184.5 48.0 10 184.5 86.0 11 184.5 128.0 12 246.0 48.0 S 4 8 13 246.0 86.0 S 14 246.0 128.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 • PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:55:10 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 1.113 Ay 0.779 Iz 3 .394 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -2.38/ 6 Force Y -2.38 7 Force Y -2.38 9 Force Y -2.38 10 Force Y -2.38 11 Force Y -2.38 5 Force X 0.042 6 Force X 0.076 7 Force X 0.112 9 Force X 0.042 10 Force X 0.076 11 Force X 0.112 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 4760 0.3619 623 84 30.4 42 84 4760 0.4336 895 152 65.9 76 152 4760 0.4781 1088 224 107.1 112 224 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0. 0000 0 0 0.0 0 0 14280 2606 460 203.4 460 g = 32.2 ft/sec2 T = 1.1442 sec I = 1.00 Cs = 0.0563 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0707 V = (Cs*I*.67)*W*.67 V = 0.0473 W*.67 460 # 100% ZS PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:55:10 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.098 0.00 1 5 0.000 0.098 -6.03 2 2 0.000 -0.025 0.00 2 6 0.000 0.025 -1.53 3 3 0.000 0.002 0.00 3 7 0.000 -0.002 0.10 4 4 7.075 0.225 0.00 4 5 -7.075 -0.225 10.82 5 5 4.711 0.157 2.39 5 6 -4.711 -0.157 3.59 6 6 2.357 0.071 1.32 6 7 -2.357 -0.071 1.67 7 8 7.075 0.235 0.00 7 9 -7.075 -0.235 11.26 8 9 4.711 0.219 3.50 8 10 -4.711 -0.219 4.80 9 10 2.357 0.153 2.85 9 11 -2.357 -0.153 3 .57 10 5 -0.026 -0.114 -7.18 10 9 0.026 0.114 -6.80 11 9 0.000 -0.129 ( -7.9'53 /�a/0. LA 11 12 0.000 0.129 0.00 ����`"''' �4 12 6 -0.010 -0.051 -3.38 12 10 0.010 0.051 -2.90 13 10 0.000 -0.077 -4.75 13 13 0.000 0.077 0.00 14 7 0.041 -0.021 -1.77 14 11 -0.041 0.021 -0.85 15 11 0.000 -0.044 -2.72 15 14 0.000 0.044 0.00 APPLIED JOINT LOADS, FREE JOINTS PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:55:10 JOINT FORCE X FORCE Y MOMENT Z 5 0.042 -2.380 0.00 6 0.076 -2.380 0.00 7 0.112 -2.380 0.00 9 0.042 -2.380 0.00 10 0.076 -2.380 0.00 11 0.112 -2.380 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.098 0.00 2 0.000 -0.025 0.00 3 0.000 0.002 0.00 4 -0.225 7.075 0.00 8 -0.235 7.075 0.00 12 0.000 0.129 0.00 13 0.000 0.077 0.00 14 0.000 0.044 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.3619 -0.0197 -0.0016 6 0.4336 -0.0301 -0.0008 7 0.4781 -0.0358 -0.0006 9 0.3620 -0.0197 -0.0014 10 0.4336 -0.0301 -0.0005 11 0.4780 -0.0358 0.0000 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.3619 0.0000 0.0003 2 0.4336 0.0000 -0.0003 3 0.4781 0.0000 -0.0006 4 0.0000 0.0000 -0.0104 8 0.0000 0.0000 -0.0105 12 0.3620 0.0000 0.0011 13 0.4336 0.0000 0.0010 14 0.4780 0.0000 0.0009 27 Beam-Column Check C 3.000x 3.000x 0.075 Fy = 55 ksi A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 7.1 11.3 48.0 41.0 15.99 22.30 95% 10 4.8 4.8 38.0 41.0 16.00 22.30 51% 11 2.4 3.6 42.0 41.0 16.00 22.30 31% 0 0.0 0.0 48.0 41.0 15.99 22.30 0W 0 0.0 0.0 48.0 41.0 15.99 22.30 0% 0 0.0 0.0 48.0 41.0 15.99 22.30 0% Load Beam Check 5.00x 2.750x 0.075 Fy = 55 ksi A = 1.113 in2 E = 29,500 E3 ksi Sx = 1.297 in3 Ix = 3 .394 in4 Length = 120 inches Pallet Load 4700 lbs Assume 0.5 pallet load on each beam M = PL/8= 35.25 k-in fb = 27.17 ksi Fb = 33 ksi 82% Mcap = 42.81 k-in 57.08 k-in with 1/3 increase Defl = 0.53 in = L/ 227 w/ 25% added to one pallet load M = .232 PL = 32.71 k-in 76% Base Plate Design Column Load 8.2 kips Allowable Soil 1500 psf basic Assume Footing 28.1 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1A2/3 Use 5 "square base plate w = 10.4 psi 1 = 8.55 in Load factor = 1.67 M = 424 #-in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 71 psi Fb = 5 (phi) (f'cA.5) = 163 psi OK ! ! Shear : Beam fv = 25 psi Fv = 85 psi OK ! ! Punching fv = 44 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 329 psi fb = 15789 psi Fb = 37500 psi OK ! ! Calculations for : or LEAF GUARD TIGARD , OR 03/24/2014 Loading: 2000 # load levels 3 pallet levels @ 24 , 64 , 88 Seismic per IBC 2009 100°% Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 96 " Load Beams Uprights : 36 " wide C 3 . 000x 1 . 625x 0 . 075 Columns C 1 . 500x 1 . 250x 0 . 075 Braces 5 . 00x 8 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 00x 2 . 750x 0 . 075 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 30 Cold Formed Channel _ Depth 3.000 in Fy = 55 ksi Flange 1.625 in Lip 0.750 in Thickness 0.0750 in COLUMN SECTION R 0.1000 in Blank = 7.21 in wt = 1.8 plf A = 0.541 in2 Ix = 0.750 in4 Sx = 0.500 in3 Rx = 1.177 in Iy = 0.217 in4 Sy = 0.223 in3 Ry = 0.633 in a 2.6500 Web w/t 35.3333 a bar 2.9250 Flg w/t 17.0000 b 1.2750 x bar 0.6139 b bar 1.5500 m 0.9488 c 0.5750 x0 -1.5627 c bar 0.7125 J 0.0010 u 0.2160 x web 0.6514 gamma 1.0000 x lip 0.9736 R' 0.1375 h/t 38.0000 Section Removing: 0.640 inch slot 0.75 inches each side of center on web 0.375 inch hole 0.87 inches from web in each flange • A- = 0.152 in2 A' = 0.389 in2 x bar = 0.728 in I'x = 0.573 in4 S'x= 0.382 in3 R'x= 1.213 in I'y = 0.172 in4 S'y= 0.184 in3 R'y= 0.665 in Cold Formed Channel Depth 1.500 in Fy = 55 ksi Flange 1.250 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 3.73 in wt = 1.0 plf A = 0.280 in2 Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 14.3333 b 1.0750 x bar 0.3946 b bar 1.2125 m 0.5298 c 0.0000 x0 -0.9244 c bar 0.0000 J 0.0005 u 0.2160 x web 0.4321 gamma 0.0000 x lip 0.8179 R' 0.1375 h/t 18. 0000 1; 1 . Cold Formed Section HEIGHT OF BEAM 4.000 INCHES MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 55.0 KSI STEP 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 3.6500 2.0000 7.3000 14.6000 4. 0523 0.0375 0.1369 TOP 1.4000 3.9625 5.5475 21.9820 0.0000 0.8750 1.2250 STEP SIDE 1.3500 3.1500 4.2525 13 .3954 0.2050 1.7125 2.3119 STEP BOTT 0.7250 2.3375 1.6947 3 .9613 0.0000 2.2125 1.6041 SHORT SID 2.0250 1.1875 2.4047 2 .8556 0.6920 .2.7125 5.4928 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 3.9125 0.8450 3 .3063 0.0004 0.0875 0.0189 2 0.2160 3.9125 0.8450 3 .3063 0.0004 1.6625 0.3591 3 0.2160 2.3875 0.5157 1.2311 0.0004 1.8000 0.3888 4 0.2160 2.2875 0.4941 1.1302 0.0004 2.6625 0.5751 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 12.8459 25.3500 24.0270 65.7748 4 .9516 17.8875 16.0064 AREA = 0.963 IN2 CENTER GRAVITY = 1.870 INCHES TO BASE 1.246 INCHES TO LONG SIDE Ix = 1.934 IN4 Iy = 1.039 IN4 Sx = 0.908 IN3 Sy = 0.691 IN3 Rx = 1.417 IN Ry = 1.039 IN 37- BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 2000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 500 LBS EACH RIVETS 2 RIVETS @ 4 " oc 0.4375 " DIA A502-2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 4.266 KIPS 12% CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK S = 0.131 IN3 Mcap = 3.924 K-IN 3.924 K-IN RIVET MOMENT RESULTANT @ 0.7 IN FROM BTM OF CONN M = PL L = 1.3 IN Pmax = Mcap/L = 3 .018 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.300 12.228 RIVET OK P2 0.198 0.300 0.060 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 3.042 12.288 CONNECTOR OK WELDS 0.125 " x 4 .000 " FILLET WELD UP OUTSIDE 0.125 " x 2.375 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE O " x 1.000 " FILLET WELD STEP BOTTOM O " x 2.750 " FILLET WELD ACROSS BOTTOM O " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 8.00 IN A = 0.600 IN2 S = 0.400 IN3 Fv = 26.0 KSI Mcap = 10.40 K-IN 10.40 K-IN 33 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1* .67 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 1.625x 0.075 88 2060 181 366 32 64 2060 132 266 17 24 2060 49 100 2 KLx = 24 in 0 0 0 0 0 KLy = 50 in 0 0 0 0 0 A = 0.389 in 0 0 0 0 0 Pcap = 7880 lbs ---- ---- ---- ==== 6180 ---- ---- ---- 6180 363 732 52 Column 57% Stress Max column load = 4523 # Min column load = 331 # Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= 71 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3301 # MAX REQUIRED HOLD DOWN = 0 # Anchors: 4 T = 0 No uplift anchors req'd 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 0% Stressed V = 366 # per leg Vcap = 4309 # = 8% Stressed COMBINED = 8% Stressed OK Braces: Brace height = 50 " Brace width = 36 " Length = 62 " P = 939 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 107 Pcap = 3719 # 25% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 1.625x 0.075 88 2060 181 374 33 64 60 4 8 1 24 60 1 3 0 KLx = 24 in 0 0 0 0 0 KLy = 50 in 0 0 0 0 0 A = 0.389 in 0 0 0 0 0 Pcap = 7880 lbs ---- ---- ---- ---- ---- ---- ---- ---- 2180 187 385 34 Column 26% Stress Max column load = 2021 # Min column load = 51 # Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -284 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 2028 # MAX REQUIRED HOLD DOWN = -284 # Anchors: 4 T = 284 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 10% Stressed V = 193 # per leg Vcap = 4309 # = 4% Stressed COMBINED = 15% Stressed OK Braces: Brace height = 50 " Brace width = 36 " Length = 62 " P = 494 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 107 Pcap = 3719 # 13% ; 9 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:56:07 =� INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 1 0.0 24.0 S 3 7 11 14 2 0.0 64.0 S 3 0.0 88.0 S 4 49.5 0.0 S 5 49.5 24.0 2 6 10 13 6 49.5 64.0 7 49.5 88.0 8 148.5 0.0 S 1 5 9 12 9 148.5 24.0 10 148.5 64.0 11 148.5 88.0 4 8 12 198.0 24.0 S 13 198.0 64.0 S 14 198.0 88.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 0.963 Ay 0.674 Iz 1. 934 7 1Cl PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:56:07 4 Thru 9 Prism;tic Ax 0.389 Ay 0.194 Iz 0.573 . 10 Thru 15 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -1.03 6 Force Y -1.03 7 Force Y -1.03 9 Force Y -1.03 10 Force Y -1.03 it Force Y -1.03 5 Force X 0.024 6 Force X 0.060 7 Force X 0.082 9 Force X 0.024 10 Force X 0.060 11 Force X 0.082 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC - wi di widi2 fi fidi _ # in # 2060 0.0714 11 48 3.4 24 48 2060 0.1502 46 120 18.0 60 120 2060 0.1657 57 164 27.2 82 164 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 6180 114 332 48.6 332 g = 32 .2 ft/sect T = 0.4884 sec I = 1.00 Cs = 0.1319 or 0.1178 Sdl = 0 .387 Cs min = 0.070666 R = 6 Cs = 0.1178 V = (Cs*I*.67) *W* .67 V = 0.0789 W*.67 = 332 # 100% 37 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:56:07 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.061 0.00 1 5 0.000 0.061 -3.03 2 2 0.000 -0.025 0.00 2 6 0.000 0.025 -1.23 3 3 0.000 0.000 0.00 3 7 0.000 0.000 -0.02 4 4 3 .059 0.162 0.00 4 5 -3 .059 -0.162 3.89 5 5 2.035 0.134 2.52 _ 5 6 -2 .035 -0.134 2.84 6 6 1.018 0.049 0.36 6 7 -1.018 -0.049 0.80 7 8 3 .059 0.170 0.00 7 9 -3 .059 -0.170 4.08 8 9 2.035 0.150 2.80 8 10 -2.035 -0.150 3.20 9 10 1.018 0.115 1.09 9 11 -1.018 -0.115 1.68 10 5 -0.004 -0.067 -3.37 10 9 0.004 0.07 / C/�� 11 9 0.000 -0.073 JV`j�0 1 t.,�/��. 11 12 0.000 0.038 I /1' w�'"tGrr� 12 6 -0.025 -0.038 -1.97 12 10 0.025 0.038 -1.77 13 10 0.000 -0.051 -2.51 13 13 0.000 0.051 0.00 14 7 0.033 -0.013 -0.78 14 11 -0.033 0.013 -0.46 15 11 0.000 -0.025 -1.22 15 14 0 .000 0.025 0.00 APPLIED JOINT LOADS, FREE JOINTS 3e PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:56:07 JOINT FORCE X FORCE Y MOMENT Z 5 0.024 -1.030 0.00 6 0.060 -1.030 0.00 7 0.082 -1.030 0.00 9 0.024 -1.030 0.00 10 0.060 -1.030 0.00 11 0.082 -1.030 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.061 0.00 2 0.000 -0.025 0.00 3 0.000 0.000 0.00 4 -0.162 3.059 0.00 8 -0.170 3.059 0.00 12 0.000 0.073 0.00 13 0.000 0.051 0.00 14 0.000 0.025 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.0714 -0.0065 -0.0010 6 0.1502 -0.0137 -0.0006 7 0.1657 -0.0159 -0.0003 9 0.0714 -0.0065 -0.0009 10 0.1503 -0.0137 -0.0005 11 0.1656 -0.0159 0.0000 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.0714 0 .0000 0.0003 2 0.1502 0.0000 -0.0001 3 0.1657 0. 0000 -0.0003 4 0.0000 0.0000 -0.0038 8 0.0000 0.0000 -0.0039 12 0.0714 0.0000 0.0007 13 0.1503 0. 0000 0.0006 14 0.1656 0.0000 0.0005 3°l Beam-Column Check C 3.000x 1.625x 0.075 Fy = 55 ksi A = 0.389 in2 Sx = 0.382 in3 Rx = 1.213 in Ry = 0.665 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 3.1 4.1 24.0 50.0 8.18 12 .60 70% 10 2.1 3.2 40.0 50.0 8.18 12.60 51% 11 1.1 1.7 24.0 50.0 8.18 12.60 27% 0 0.0 0.0 24.0 50.0 8.18 12.60 Of 0 0.0 0.0 24 .0 50.0 8.18 12.60 0% 0 0.0 0.0 24.0 50.0 8.18 12.60 0% Load Beam Check 4.00x 2.750x 0.075 Fy = 55 ksi A = 0.963 in2 E = 29,500 E3 ksi Sx = 0.908 in3 Ix = 1.934 in4 Length = 96 inches Pallet Load 2000 lbs Assume 0.5 pallet load on each beam M = PL/8= 12.00 k-in fb = 13.21 ksi Fb = 33 ksi 40% Mcap = 29.97 k-in 39.96 k-in with 1/3 increase Defl = 0.20 in = L/ 475 w/ 25% added to one pallet load M = .232 PL = 11.14 k-in 37% i/o Base Plate Design Column Load 3.4 kips Allowable Soil 1500 psf basic Assume Footing 18.0 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1'2/3 Use 5 "square base plate w = 10.4 psi 1 = 3.52 in Load factor = 1.67 M = 72 #-in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 12 psi Fb = 5(phi) (f'c^.5) = 163 psi OK ! ! Shear : Beam fv = 10 psi Fv = 85 psi OK ! ! Punching fv = 13 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 136 psi fb = 6514 psi Fb = 37500 psi OK ! ! Lj/ Calculations for : 0 LEAF GUARD TIGARD , OR 03/24/2014 Loading: 900 # load levels 5 pallet levels © 40, 66, 92, 118 , 144 Seismic per IBC 2009 100% Utilization Sds = 0 . 707 Sdl = 0 .387 I = 1 . 00 144 " Load Beams Uprights : 60 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1. 250x 0 . 075 Braces 4 . 00x 7 . 00x 0 .375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 2 . 63x 2 . 750x 0 . 075 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 yz Cold Formed Section HEIGHT OF BEAM 2.630 INCHES MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 55.0 KSI STEP 0.750 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 2.2800 1.3150 2.9982 3.9426 0.9877 0.0375 0.0855 TOP 1.4000 2.5925 3.6295 9.4095 0.0000 0.8750 1.2250 STEP SIDE 0.4750 2.2175 1.0533 2.3357 0.0089 1.7125 0 .8134 STEP BOTT 0.7250 1.8425 1.3358 2.4612 0.0000 2.2125 1.6041 SHORT SID 1.5300 0.9400 1.4382 1.3519 0.2985 2.7125 4.1501 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 2.5425 0.5491 1.3962 0.0004 0.0875 0.0189 2 0.2160 2.5425 0.5491 1.3962 0.0004 1.6625 0.3591 3 0.2160 1.8925 0.4087 0.7735 0.0004 1.8000 0.3888 4 0.2160 1.7925 0.3872 0.6940 0.0004 2.6625 0.5751 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0 .5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 10.1059 17.8900 12.4770 23.7676 1.2974 17.8875 13 .1139 AREA = 0.758 IN2 CENTER GRAVITY = 1.235 INCHES TO BASE 1.298 INCHES TO LONG SIDE Ix = 0.725 IN4 Iy = 0.793 IN4 Sx = 0.519 IN3 Sy = 0.546 IN3 Rx = 0.978 IN Ry = 1.023 IN 13 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 2 .63 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 900 LBS PER PAIR CONNECTOR VERTICAL LOAD = 225 LBS EACH RIVETS 2 RIVETS @ 4 " oc 0.4375 " DIA A502-2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 4 .266 KIPS 5% CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK S = 0.131 IN3 Mcap = 3 .924 K-IN 3 .924 K-IN RIVET MOMENT RESULTANT @ 2 IN FROM BTM OF CONN M = PL L = 1.37 IN Pmax = Mcap/L = 2.864 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.000 8.531 RIVET OK P2 0.000 -1.000 0.000 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 2.844 8.531 CONNECTOR OK WELDS 0.125 " x 2.630 " FILLET WELD UP OUTSIDE 0.125 " x 1.880 " FILLET WELD UP INSIDE 0.125 " x 0.750 " FILLET WELD UP STEP SIDE 0 " x 1.000 " FILLET WELD STEP BOTTOM 0 " x 2.750 " FILLET WELD ACROSS BOTTOM 0 " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 5.26 IN A = 0 .394 IN2 S = 0.173 IN3 Fv = 26.0 KSI Mcap = 4.50 K-IN 4.50 K-IN 1/y In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R)*I*P1* .67 Weight 60 # per level frame weight Columns Q 60 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 144 960 138 178 26 118 960 113 146 17 92 960 88 114 10 KLx = 40 in 66 960 63 82 5 KLy = 53 in 40 960 38 49 2 A = 0.595 in 0 0 0 0 0 Pcap = 15273 lbs ---- ---- ---- ==== 4800 ---- ---- ---- 4800 442 568 61 Column 22% Stress Max column load = 3410 # Min column load = 360 # Overturning ( .6-.11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= 130 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 2531 # MAX REQUIRED HOLD DOWN = 0 # Anchors: 4 T = 0 No uplift anchors req'd 2 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 0% Stressed V = 284 # per leg Vcap = 4309 # = 7% Stressed COMBINED = 7% Stressed OK Braces: Brace height = 53 " Brace width = 60 " Length = 80 " P = 569 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 198 Pcap = 1079 # 53% 2{5 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*Pl Weight 60 4 per level frame weight Columns @ 60 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3 .000x 0.075 144 960 138 186 27 118 60 7 10 1 92 60 6 7 1 KLx = 40 in 66 60 4 5 0 KLy = 53 in 40 60 2 3 0 A = 0.595 in 0 0 0 0 0 Pcap = 15273 lbs ---- ---- ---- ==== 1200 ---- ---- ---- 1200 157 212 29 Column 7% Stress Max column load = 1086 # Min column load = 55 # Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -137 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 1097 # MAX REQUIRED HOLD DOWN = -137 # Anchors: 4 T = 137 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 5% Stressed V = 106 # per leg Vcap = 4309 # = 2% Stressed COMBINED = 7% Stressed OK Braces: Brace height = 53 " Brace width = 60 " Length = 80 " P = 212 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 198 Pcap = 1079 # 20% 1°/ ° PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:56:59 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 5 Levels Type Plane Frame Number of Joints 22 Number of Supports 12 Number of Members 25 Number of Loadings 1 Joint Coordinates 5 11 17 22 1 0.0 40.0 S 2 0.0 66.0 S 4 10 16 21 3 0.0 92 .0 S 4 0.0 118 .0 S 3 9 15 20 5 0.0 144 .0 S 6 73.5 0.0 S 2 8 14 19 7 73.5 40.0 8 73.5 66.0 9 73.5 92.0 1 7 13 18 10 73.5 118.0 6 12 11 73.5 144. 0 12 220.5 0.0 S 13 220.5 40.0 14 220.5 66.0 15 220.5 92.0 16 220.5 118.0 17 220.5 144.0 18 294.0 40.0 S 19 294.0 66.0 S 20 294.0 92.0 S 21 294.0 118.0 S 22 294.0 144.0 S Joint Releases 6 Moment Z 12 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 5 Force X Moment Z 18 Force X Moment Z 19 Force X Moment Z 20 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z Member Incidences 1 1 7 2 2 8 3 3 9 4 4 10 5 5 11 7 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:56:59 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 11 12 13 12 13 14 13 14 15 14 15 16 15 16 17 16 7 13 17 13 18 18 8 14 19 14 19 20 9 15 21 15 20 22 10 16 23 16 21 24 11 17 25 17 22 Member Properties 1 Thru 5 Prismatic Ax 0.758 Ay 0.531 Iz 0.725 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 0.758 Ay 0.531 Iz 0.725 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -0.48 8 Force Y -0.48 9 Force Y -0.48 10 Force Y -0.48 11 Force Y -0.48 13 Force Y -0.48 14 Force Y -0.48 15 Force Y -0.48 16 Force Y -0.48 17 Force Y -0.48 7 Force X 0.009 8 Force X 0.013 9 Force X 0.017 10 Force X 0.024 11 Force X 0.028 13 Force X 0.009 14 Force X 0 .013 15 Force X 0.017 16 Force X 0 .024 17 Force X 0 .028 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED A PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:56:59 . . Structure Storage Rack in Load Beam Plane 5 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.025 0.00 1 7 0.000 0.025 -1.84 2 2 0.000 -0.015 0.00 2 8 0.000 0.015 -1.11 3 3 0.000 -0.010 0.00 3 9 0.000 0.010 -0.72 4 4 0.000 -0.006 0.00 4 10 0.000 0.006 -0.42 5 5 0.000 -0.003 0.00 5 11 0.000 0.003 -0.21 6 6 2.393 0.091 0.00 6 7 -2.393 -0. 091 3.62 7 7 1.914 0.079 0.11 7 8 -1.914 -0.079 1.94 8 8 1.435 0.065 0.37 8 9 -1.435 -0.065 1.32 9 9 0.956 0.048 0.25 9 10 -0.956 -0. 048 0.99 10 10 0.478 0.021 -0.01 10 11 -0.478 -0.021 0.54 11 12 2 .393 0.091 0.00 11 13 -2.393 -0.091 3.66 12 13 1.914 0.085 0.19 12 14 -1.914 -0.085 2.02 13 14 1.435 0.073 0.47 13 15 -1.435 -0.073 1.43 14 15 0.956 0. 056 0.36 14 16 -0.956 -0.056 1.10 15 16 0.478 0.035 0.14 15 17 -0.478 -0.035 0.78 16 7 -0.003 -0. 026 -1.90 16 13 0.003 0.026 -1.89 17 13 0.000 -0. 027 ala /n ,CAP,u,, 17 18 0.000 0. 027 1 . 10 18 8 -0. 001 -0.016 -1.20 /40 - 18 14 0.001 0.016 -1.20 19 14 0.000 -0. 018 -1.29 19 19 0.000 0. 018 0.00 20 9 0.000 -0. 011 -0.84 20 15 0.000 0.011 -0.84 21 15 0.000 -0.013 -0.95 21 20 0.000 0.013 0.00 4( 1 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:56:59 22 10 -0.003 -0.008 -0.56 22 16 0.003 0.008 -0.55 23 16 0.000 -0.009 -0.69 23 21 0.000 0.009 0.00 24 11 0.007 -0.005 -0.34 24 17 -0.007 0.005 -0.32 25 17 0.000 -0.006 -0.46 25 22 0.000 0.006 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 7 0.009 -0.480 0.00 8 0.013 -0.480 0.00 9 0.017 -0.480 0.00 10 0.024 -0.480 0.00 11 0.028 -0.480 0.00 13 0.009 -0.480 0.00 14 0.013 -0.480 0.00 15 0.017 -0.480 0.00 16 0.024 -0.480 0.00 . 17 0.028 -0.480 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.025 0.00 2 0.000 -0.015 0.00 3 0.000 -0.010 0.00 4 0.000 -0.006 0.00 5 0.000 -0.003 0.00 6 -0.091 2 .393 0.00 12 -0.091 2 .393 0.00 18 0.000 0.027 0.00 19 0.000 0.018 0.00 20 0.000 0.013 0.00 21 0.000 0.009 0.00 22 0.000 0.006 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 7 0.1555 -0.0055 -0.0022 8 0.2072 -0.0084 -0.0014 9 0 .2421 -0.0106 -0.0010 10 0.2662 -0.0120 -0.0007 11 0.2813 -0.0128 -0.0004 13 0.1555 -0.0055 -0.0022 14 0.2072 -0.0084 -0.0014 PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 06:56:59 15 0.2421 ( -0.0106 -0.0010 • 16 0.2662 -0.0120 -0.0006 17 0.2813 -0.0128 -0.0004 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.1555 0.0000 0.0010 2 0.2072 0.0000 0.0005 3 0.2421 0.0000 0.0003 4 0.2662 0.0000 0.0001 5 0.2813 0.0000 -0.0001 6 0.0000 0.0000 -0.0047 12 0.0000 0.0000 -0.0047 18 0.1555 0.0000 0.0012 19 0.2072 0.0000 0.0009 20 0.2421 0.0000 0.0007 21 0.2662 0.0000 0.0006 22 0.2813 0.0000 0.0004 Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 960 0.1555 23 18 2.8 9 18 960 0.2072 41 26 5.4 13 26 960 0.2421 56 34 8.2 17 34 960 0.2662 68 48 12.8 24 48 960 0.2813 76 56 15.8 28 56 0 0.0000 0 0 0.0 0 0 4800 265 182 44.9 182 g = 32 .2 ft/sect T = 0.7757 sec I = 1.00 Cs = 0.0831 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0831 V = (Cs*I*.67) *W* .67 V = 0.0557 W*.67 = 182 # 100 5 ! Beam-Column Check C 3 .000x 3 .000x 0.075 Fy = 55 ksi A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 13 2.4 3.7 40.0 53 .0 15.27 22.30 32% 14 2.0 2.0 26.0 53.0 15.27 22.30 22% 15 1.5 1.4 26.0 53 .0 15.27 22.30 16% 16 1.1 1.1 26.0 53.0 15.27 22.30 12% 17 0.6 0.8 26.0 53.0 15.27 22.30 8% 0 0.0 0.0 40.0 53.0 15.27 22.30 0% Load Beam Check 2.63x 2.750x 0.075 Fy = 55 ksi A = 0.758 in2 E = 29,500 E3 ksi Sx = 0.519 in3 Ix = 0.725 in4 Length = 144 inches Pallet Load 900 lbs Assume 0.5 pallet load on each beam M = PL/8= 8.10 k-in fb = 15.60 ksi Fb = 33 ksi 47% Mcap = 17.14 k-in 22.85 k-in with 1/3 increase Defl = 0.82 in = L/ 176 w/ 25% added to one pallet load M = .232 PL = 7.52 k-in 44% 571' Base Plate Design Column Load 2.6 kips Allowable Soil 1500 psf basic Assume Footing 15.7 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1'2/3 Use 4 "square base plate w = 10.4 psi 1 = 2.83 in Load factor = 1.67 M = 47 #-in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 8 psi Fb = 5(phi) (f'c'.5) = 163 psi OK ! ! Shear : Beam fv = 8 psi Fv = 85 psi OK ! ! Punching fv = 11 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 160 psi fb = 7673 psi Fb = 37500 psi OK ! ! 3 Calculations for : ."., CO LEAF GUARD TIGARD , OR 03/24/2014 Loading: 900 # load levels 7 pallet levels @ 16, 32, 48, 64 , 80, 96, 112 Seismic per IBC 2009 100% Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 120 " Load Beams Uprights : 60 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 250x 0 . 075 Braces 4 . 00x 7 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 2 . 63x 2 . 750x 0 . 075 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 6:21 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1* .67 Weight 60 # per level frame weight Columns Q 60 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 112 960 108 199 22 96 960 92 170 16 80 960 77 142 11 64 960 61 114 7 KLx = 16 in 48 960 46 85 4 KLy = 53 in 32 960 31 57 2 A = 0.595 in 16 960 15 28 0 Pcap = 15273 lbs - - - - -- - - - - ---- ---- -- - --- ---- ---- 6720 430 795 64 Column 29% Stress Max column load = 4421 # Min column load = 858 # Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp-.51EL= 354 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3356 # MAX REQUIRED HOLD DOWN = 0 # Anchors: 4 T = 0 No uplift anchors req'd 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 0% Stressed V = 398 # per leg Vcap = 4309 # = 9% Stressed COMBINED = 9% Stressed OK Braces: Brace height = 53 " Brace width = 60 " Length = 80 " P = 796 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 198 Pcap = 1079 # 74% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 60 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 112 960 108 196 22 80 60 5 9 1 64 60 4 7 0 KLx = 16 in 48 60 3 5 0 KLy = 53 in 32 60 2 4 0 A = 0.595 in 16 60 1 2 0 Pcap = 15273 lbs ---- ---- ---- ==== 1260 ---- ---- ---- 1260 122 223 24 Column 7% Stress Max column load = 1022 # Min column load = 176 # Overturning ( .6-.11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -28 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 1036 # MAX REQUIRED HOLD DOWN = -28 # Anchors: 4 T = 28 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 1% Stressed V = 111 # per leg Vcap = 4309 # = 3% Stressed COMBINED = 4% Stressed OK Braces: Brace height = 53 " Brace width = 60 " Length = 80 " P = 223 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 198 Pcap = 1079 # 21% 56 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 07:16:24 f INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 7 Levels Type Plane Frame Number of Joints 30 Number of Supports 16 Number of Members 35 Number of Loadings 1 Joint Coordinates 1 0.0 16.0 S 7 15 23 30 2 0.0 32.0 S 6 14 22 29 3 0.0 48.0 S 4 0.0 64.0 S 5 13 21 28 5 0.0 80.0 S 6 0.0 96.0 S 4 12 20 27 7 0.0 112.0 S 3 11 19 26 8 61.5 0.0 S 9 61.5 16.0 2 10 18 25 10 61.5 32.0 11 61.5 48 .0 1 9 17 24 12 61.5 64.0 8 16 13 61.5 80.0 14 61.5 96.0 15 61.5 112.0 16 184.5 0.0 S 17 184.5 16.0 18 184.5 32.0 19 184.5 48.0 20 184.5 64.0 21 184.5 80.0 22 184.5 96.0 23 184.5 112.0 24 246.0 16.0 S 25 246.0 32.0 S 26 246.0 48.0 S 27 246.0 64.0 S 28 246.0 80.0 S 29 246.0 96.0 S 30 246.0 112.0 S Joint Releases 8 Moment Z 16 Moment Z 1 Force X 2 Force X 3 Force X 4 Force X 5 Force X 6 Force X 7 Force X 24 Force X PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 07:16:24 _ - 25 Force X 26 Force X 27 Force X 28 Force X 29 Force X 30 Force X 1 Moment Z 2 Moment Z 3 Moment Z 4 Moment Z 5 Moment Z 6 Moment Z 7 Moment Z 24 Moment Z 25 Moment Z 26 Moment Z 27 Moment Z 28 Moment Z 29 Moment Z 30 Moment Z Member Incidences 1 1 9 2 2 10 3 3 11 4 4 12 5 5 13 6 6 14 7 7 15 8 8 9 9 9 10 10 10 11 11 11 12 12 12 13 13 13 14 14 14 15 15 16 17 16 17 18 17 18 19 18 19 20 19 20 21 20 21 22 21 22 23 22 9 17 23 10 18 24 11 19 25 12 20 26 13 21 27 14 22 28 15 23 29 17 24 30 18 25 Sg PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 07:16:24 31 19 26 32 20 27 33 21 28 34 22 29 35 23 30 Member Properties 1 Thru 7 Prismatic Ax 0.926 Ay 0.648 Iz 1.647 8 Thru 21 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 22 Thru 35 Prismatic Ax 0.926 Ay 0.648 Iz 1.647 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 9 Force Y -0.48 10 Force Y -0.48 11 Force Y -0.48 12 Force Y -0.48 13 Force Y -0.48 14 Force Y -0.48 15 Force Y -0.48 17 Force Y -0.48 18 Force Y -0.48 19 Force Y -0.48 20 Force Y -0.48 21 Force Y -0.48 22 Force Y -0.48 23 Force Y -0.48 9 Force X 0.007 10 Force X 0.013 11 Force X 0.020 12 Force X 0.026 13 Force X 0.031 14 Force X 0.040 15 Force X 0.044 17 Force X 0.007 18 Force X 0.013 19 Force X 0.020 20 Force X 0.026 21 Force X 0.031 22 Force X 0.040 23 Force X 0.044 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Sq r , PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 07:16:24 Structure Storage Rack in Load Beam Plane 7 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.030 0.00 1 9 0.000 0.030 -1.84 2 2 0.000 -0.020 0.00 2 10 0.000 0.020 -1.26 3 3 0.000 -0.016 0.00 3 11 0.000 0.016 -0.96 4 4 0.000 -0.011 0.00 4 12 0.000 0.011 -0.69 5 5 0.000 -0.007 0.00 - 5 13 0.000 0.007 -0.42 - 6 6 0.000 -0.002 0.00 6 14 0.000 0.002 -0.12 . 7 7 0.000 0.001 0.00 7 15 0.000 -0.001 0.07 8 8 3.328 0.179 0.00 8 9 -3.328 -0.179 2.86 9 9 2.849 0.165 0.94 9 10 -2.849 -0.165 1.71 10 10 2.373 0.147 1.01 10 11 -2.373 -0.147 1.35 11 11 1.897 0.124 0.83 11 12 -1.897 -0.124 1.14 12 12 1.422 0.095 0.58 12 13 -1.422 -0.095 0.94 13 13 0.948 0.061 0.28 13 14 -0.948 -0.061 0.70 14 14 0.474 0.013 -0.04 14 15 -0.474 -0.013 0.24 15 16 3.328 0.183 0.00 15 17 -3 .328 -0.183 2.93 16 17 2.849 0.183 1.06 16 18 -2.849 -0.183 1.87 17 18 2 .373 0.175 1.21 17 19 -2.373 -0.175 1.59 18 19 1. 897 0.158 1.10 18 20 -1.897 -0.158 1.44 19 20 1.422 0.135 0.90 - 19 21 -1.422 -0.135 1.27 20 21 0.948 0.107 0 .64 20 22 -0.948 -0.107 1.06 21 22 0.474 0.075 0 .35 21 23 -0.474 -0.075 0 .85 64) PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 07:16:24 22 9 -0.006 -0.032 -1.95 . 22 17 0.006 0.032 -1.94 23 10 -0.005 -0.024 -1.46 _ 23 18 0.005 0.024 -1.44 24 11 -0.004 -0.020 -1.23 24 19 0.004 0.020 -1.21 25 12 -0.003 -0.016 -1.03 25 20 0.003 0.016 -1.00 26 13 -0.002 -0.013 -0.80 26 21 0.002 0.013 -0.77 27 14 -0.008 -0.008 -0.54 27 22 0.008 0.008 -0.50 28 15 0.031 -0.004 -0.31 28 23 -0.031 0.004 -1 ��N' 29 17 0.000 -0.033 -2.05 nolo 29 24 0.000 0.033 1. 64 i�" ley 30 18 0.000 -0.027 -1.64 30 25 0.000 0.027 0.00 31 19 0.000 -0.024 -1.48 31 26 0.000 0.024 0.00 32 20 0.000 -0.022 -1.33 32 27 0.000 0.022 0.00 33 21 0.000 -0.019 -1.15 33 28 0.000 0.019 0.00 _ 34 22 0.000 -0.015 -0.92 _ 34 29 0.000 0.015 0.00 35 23 0.000 -0.010 -0.62 _ 35 30 0.000 0.010 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 9 0.007 -0.480 0.00 10 0.013 -0.480 0.00 11 0.020 -0.480 0.00 12 0.026 -0.480 0.00 13 0.031 -0.480 0.00 14 0.040 -0.480 0.00 15 0.044 -0.480 0.00 17 0.007 -0.480 0.00 18 0.013 -0.480 0.00 19 0.020 -0.480 0.00 20 0.026 -0.480 0.00 21 0.031 -0.480 0.00 22 0.040 -0.480 0.00 23 0.044 -0.480 0.00 (0 1 . v PAGE 6 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 07:16:24 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.030 0.00 2 0.000 -0.020 0.00 3 0.000 -0.016 0.00 4 0 .000 -0.011 0.00 5 0 .000 -0.007 0.00 6 0.000 -0.002 0.00 7 0.000 0.001 0.00 8 -0.179 3 .328 0.00 16 -0.183 3 .328 0.00 24 0.000 0.033 0.00 25 0.000 0.027 0.00 26 0.000 0.024 0.00 27 0.000 0.022 0.00 28 0.000 0.019 0.00 29 0.000 0.015 0.00 30 0.000 0.010 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 9 0.0226 -0.0031 -0.0008 10 0.0371 -0.0057 -0 .0006 11 0.0489 -0.0079 -0 .0005 12 0.0589 -0.0097 -0.0005 13 0.0669 -0.0110 -0.0004 14 0.0728 -0.0119 -0.0002 15 0.0763 -0.0123 -0.0002 17 0.0227 -0.0031 -0.0008 18 0.0372 -0.0057 -0.0006 19 0.0489 -0.0079 -0.0005 20 0.0589 -0.0097 -0.0004 21 0.0670 -0.0110 -0.0003 22 0.0728 -0.0119 -0.0002 23 0.0762 -0.0123 -0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.0226 0.0000 0.0003 2 0.0371 0.0000 0.0002 3 0.0489 0.0000 0 .0001 - 4 0.0589 0.0000 0.0000 5 0.0669 0.0000 -0.0001 6 0.0728 0.0000 -0.0002 7 0.0763 0.0000 -0 .0002 (a- PAGE 7 MSU STRESS-11 VERSION 9/89 --- DATE: 03/24/;4 --- TIME OF DAY: 07:16:24 8 0.0000 0.0000 -0.0016 - 16 0.0000 0.0000 -0.0016 24 _ 0.0227 0.0000 0.0005 25 ( 0.0372 0.0000 0.0004 26 0.0489 0.0000 0.0004 27 0.0589 0.0000 0.0004 28 0.0670 0.0000 0.0004 29 0.0728 0.0000 0.0004 30 0.0762 0.0000 0.0003 Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 960 0.0227 0 14 0.3 7 14 960 0.0372 1 26 1.0 13 26 960 0.0489 2 40 2.0 20 40 960 0.0589 3 52 3.1 26 52 960 0.0670 4 62 4.2 31 62 960 0.0728 5 80 5.8 40 80 . 960 0.0762 6 88 6.7 44 88 . 6720 22 362 23.0 361 g = 32.2 ft/sec2 T = 0.3157 sec I = 1.00 Cs = 0.2041 or 0.1178 Sdi = 0.387 Cs min = 0.070666 R = 6 Cs = 0.1178 V = (Cs*I*.67) *W*.67 V = 0.0789 W*.67 = 361 # 100' (03 Beam-Column Check C 3 .000x 3.000x 0.075 Fy = 55 ksi A = 0.595 in2 - Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 17 3.4 2.9 16.0 53.0 15.27 22.30 35% 18 2.9 1.9 16.0 53 .0 15.27 22 .30 28% 19 2.5 1.6 16.0 53.0 15.27 22 .30 24% 20 2.0 1.4 16.0 53.0 15.27 22 .30 20% 21 1.6 1.3 16.0 53 .0 15.27 22 .30 16% 22 1.1 1.1 16.0 53 .0 15.27 22.30 12% Load Beam Check 2.63x 2.750x 0.075 Fy = 55 ksi A = 0.758 in2 E = 29,500 E3 ksi Sx = 0.519 in3 Ix = 0.725 in4 Length = 120 inches . Pallet Load 900 lbs Assume 0.5 pallet load on each beam M = PL/8= 6.75 k-in fb = 13.00 ksi Fb = 33 ksi 39% Mcap = 17.14 k-in 22.85 k-in with 1/3 increase Defl = 0.47 in = L/ 253 w/ 25% added to one pallet load M = .232 PL = 6.26 k-in 37% &V Base Plate Design Column Load 3.4 kips Allowable Soil 1500 psf basic Assume Footing 18.0 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1^2/3 Use 4 "square base plate w = 10.4 psi 1 = 3.98 in Load factor = 1.67 M = 92 #-in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 15 psi Fb = 5 (phi) (f'c".5) = 163 psi OK ! ! Shear : Beam fv = 12 psi Fv = 85 psi OK ! ! Punching fv = 16 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 210 psi fb = 10080 psi Fb = 37500 psi OK ! ! 6 4 ,, * + \ 1 a —>__ 1-----7 CITY OF TIGARD 1 REVIEWED FOR CODE CO ; /p,." " N .. Approve& f OT(t 1 1 ■ rt Pcat#t s _ 0 A - ) r' • . Address: • gm, Suite#: e'7 I By: Date: 'j _, OFFICE COPY • Leaf G✓urd I i es 6� 3 SH/ Qon;he • 9i Sa;tC, X70 T s5ar� 0 �a3 • • I: • 7: 1 �, '� �" - ibiSSZ - 1,. :1I1 G , -' '':I. li . +� — ‘,ccp PROFFfJ, E • I x.‘ R y ■ ; .. I 1194• ! I ' ° ry1 E { OF /3 ,99 l r " ' I { 'XP. DATE: 12/ ig7ti: . 0 I Q Li1 i el i — RACK LAY )UT pi%LY III 4. I i * {Q — . 3: i { L r--11 TYPE "A" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED D RO�:,� IN 4500#ONCAP CAPACITY LOCATION', STATING ���G I N k. //O2.k 3'-8' 11,-0' 1949 /i i / OR :4` - - - - - B' A/ J3 ',C\A�. R LOAD BEAM —to co---7 tExp cle,IrLiz_i_a______ f cz \-CONNECTOR 3'-6" z a LOAD BEAM J �1 -J F-i ci 12'-0" CONNECTOR 3'-2' BRACE m LOAD BEAM m H J I CONNECT OR 1 4'- 0' F— U H -' D D O UPRIGHT LOAD BEAM ELEVATI❑N (LI to • 1 Li w H- f– V) tn 0 a_ w a z V) Q 1=1 ° rip _ s I-- COLUMN 3 U Q' Wu' I- O Q 14 GA THK 3/8x 4x 7 BASEPLATE in u > (U Ln X13 Z _ <2) 1/2'0 ANCHORS o w o w U w H- f Q 3' 90<\ J 1/B F1-1/2' w CU w ~ a ! v 3/8'x 4'x 7' C 145Gx THK I—I o EA SIDE w z kip r�t BASEPLATE 2' ❑F 1/8' - FF w X Q c� '�n w l� 0 c (2) 1/2'0 ANCHORS FILLET WELD r I I� W J �' Q W m 3' ` EA END TO COLUMN 3.25' w r\ w to + CL P=I 75 M BRACE BRACE 5, U w Q q H. Q 3 1/8 r1 1/2' EA FACE _ 1 5' CONCRETE SLAB ON GRADE Q - Q W O CD I- z W W ) 7 O UU0CNIV) 1CY I I J (� COLUMN & BASE PL •\ COLUMN BASE X-SECTION w (� 1--1 (N 1/8' x1' U � 3I - Z (AL,J � 1 ° ALTERNATE 3'U BASEPLATE c�' pc) 11 U p w CY I _� w/(2)ANCHORS @ EA COLUMN ��P '—' J z .- V N 3 w p 0 L9 mwQ .oQ p ' BRACE CONN o � �'� � i i Z Q ' (u .-4ww w � > cq � � CYw II w (� a• CONNECTOR L'-I e- _11:10-L Z u I r1 , __ 1_5/8.H x 1' W 0 QSTEP (3) PIN CONN 0 / () cz • 4.5' z0 !� r=:1 -I wv1zJ r-+ -o" 0 (3) AISI A502-2 RIVETS 0 ' '` w Q U w Cr D < 14 GA THICK o LOAD BEAM 7/16"0 2'oc of �� N II z CL a U _, HOOK THRU SLOTS U 0 w II 13 w 0 1� I z w I W a 1-5/8x 3x a IN COLUMN 0 1- II (71- . Q U '-' 2 2.75' 3/16' THK - 0 p II Li <I Li El ZlV 0J U 9 1/8V VERT EDGES 0 0 SAFETY PIN TO RESIST z II Q Z 0 J Q z LOAD BEAM CONNECTOR 100014 UPLIFT LOAD „ „ ,. „ ..4 in CL co COLUMN-BEAM CONN M TYPE "B" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED I •N CONSPICUOUS L❑CATION STATING �i�ED PROFFJf 4700# CAPACITY @ 48', 86', 128' G��� I F' CO F 3'-8' 10'-0' 19 • i/ �� O'" •N e 146% : - v•J. 1* LOAD BEAM m 113 —I LXP. DATE: 12/ /t/ _1 `C❑NNECTOR 3'-6' 0 z JLOAD BEAM a Q � 12'-0' CONNECTOR 3'-2' IX • Q z m LOAD BEAM m 0 BRACE o = NN T R s 1— u C❑ EC 0 4'-0' ii 1 o_ E O D UPRIGHT LOAD BEAM ELEVATION In ct Li] I- I- V) VI (/) 0_ W oar Z V) Q A of� D 3' I D .- .. '-4 CU COLUMN U Q' to n I- CD Q 14 GA THK 3/8x 5x 8 BASEPLATE U) U oa > (U -A z (2) 1/2'0 ANCHORS o W o W U W er er r- Co 3' 'V J 1/8 F1-1/2' ^ J N J I--I vQ 3/8'x 5'x 8' C 1.5 x 1.5 1.5 o EA SIDE W D W tl) LO � � w z BASEPLATE 2'1 OF GA THK n �:, L. 4:� FF U X Q `i' 6i w A 13 0 o (2) 1/2'� ANCHORS FILLET WELD I ii .M 3EA END T❑ COLUMN i5� 325 w W Q + a` Ll_ m BRACE BRACE AMOR U W J Q A I- - Q 3 1/8 V1-1/2' EA FACE 1 5' CONCRETE SLAB ON GRADE Q A W p �W W ~ W 10. A X-SECTION 0,6 InLU � CO Li_ ___I (� M COLUMN & BASE PL 1/8' "1' COLUMN BASE SEC In 3 zz 3 --I z , U < J 0 v� Mil UD � W t CO z 44 ~ A.J J N U U W Z 0 0 r--I U 0\ LA_ Q %,OQ 0 1-1 N Z BRACE CONN N rnW W v w z Cl- `O o 'I U I"- UpgMC` o / c U II W V) o CONNECTOR W J DID c 1-5/8'H x 1' W p a_ -a I- 0 (3) PIN CONN p / v) cy q-11. - STEP o <3) AISI A502-2 RIVETS 0 , W U cK D 1 14 GA THICK o LOAD BEAM 7/16.0 2'oc 0 Z o H❑❑K THRU SLOTS V1 II I Z U • s X 80 o W II DW (� = W LL� a 1-5/8x 3x o IN COLUMN 0 0 O II U Q W D Z E C')9 .7 3/16' THK 1/8V VERT EDGES 0 z II Q Z V) J Q I 0 SAFETY PIN TO RESIST CO Q LOAD BEAM CONNECTOR 1000# UPLIFT LOAD „ ,. ' " co 5' COLUMN—BEAM CONN N M In U TYPE "C' PERMANENT PLAQUE NOT LESS THAN i CT 50 SQ INCHES IN AREA TO BE PLACED \���ED P"O1 '`'' IN C❑NSPICU❑US L❑CATI❑N STATING � � � � 2000# CAPACITY @ 24', 64', 88' 1949 e- 3'-0" _ 8'-0. � 1/ OR • OFC3 1P4i, - - - e� J. R1E��. I EXP. DATE: 12/ ? Z _ Y .-__ . X LOAD BEAM J m a)0 2'-0' C] LOAD BEAM 10'-0' 111 ID 1 \ 1- Q x U `CONNECTOR U 3'-4' BRACE ° D ID LOAD BEAM D U it) 2'-0' II 1 I— O UPRIGHT LOAD BEAM ELEVATION Cu W w (+- H- 1— C/) Q 0-,, - COLUMN 3, U 0 L1 � a I— o 14 GA THK 3/8x 5x 8 BASEPLATE (0 U oa +' > OJ Q Ln Q cs�A (2) 1/2'0 ANCHORS o w Ln w U w It I- Q 1-5/8' v 9�'� D 1/8 F1-1/2' I J N CY J I2 Q H 0 3/8'x 5"x 8" C 1.5 x 1.25 1.5 D EA SIDE Ill w W D z Co r4 BASEPLATE 2'1 OF GA THK n _ ► III FF w X Q --w Q Q I [] o (2) 1/2'0 ANCHORS FILLET WELD I I■ o J n > + w loq fN 3 EA END TO COLUMN 3.25' r\ w Q + w m W (q LL M BRACE BRACE 5� U w w J Q ra l— W 1/8 r1-1/2' EA FACE ! 5' CONCRETE SLAB ON GRADE Q - U I- 0 �w U Z 1- - dS � QUaMOU � 1 COLUMN & BASE PL \ COLUMN BASE X-SECTION u� w fl f--1 m1/8' F1' U 3Z III z � w � 1 z 0 + II JUOV) W1-dW Z A- >,J � _J (, 0 0 0 1\ 0 CPN z BRACE CONN CD Q1 CL - ~ o J U z Q ' CU N w w w 6 ► � w II w v) u• I f 1-5/8"H x 1' W 0 CONNECTOR Q_ V) 7 J o 0 Z a' STEP (2) PIN CONN p to cz ZY 4" 0 (2) AISI A502 2 RIVETS z 0 ' `,` Q J w v) Z J 14 GA THICK LOAD BEAM 7/16'0 4'oc 7 0 w '-' a. v) II Z CY I 0 � U .--1 `p HOOK THRU SLOTS a83 p . Y w II H w vj ) I Z w I p. Q 1-5/8x 3x o IN COLUMN 0 I- II U I- Q U 1- 1 CL '-' W 2 2,75 3/16' THK 0 o II Li Q w 0 Z (/) N a 1/8 V VERT EDGES 0 Z II Q I v1 J Q LOAD BEAM CONNECTOR 0 SAFETY UPLIFT TOLOADRESIST „ ,. ,. ,. ^ col Q tl .-:1 cu C1 4 Iri a- COLUMN-BEAM CONN U TYPE "E" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED C • IN CONSPICU❑US L❑CATION STATING o PRD,c' • 900# CAPACITY @ 40', 66', 92', 116', 144' ��� G I N eFff4 W. ' 5'-0' 12'-0' °k• 119,9 , r [ ... 4/ - - - - B F ' 3. ,4N, LOAD BEAM 4, J. al& 2'-2' EXP. DATE: 12/ W LOAD BEAM m 2'-2' a DLOAD BEAM ICI —4 , FI3 N 12'-15' 2'-2' m LOAD BEAM In 2'-2' z 0 D LOAD BEAM BRACE o m I---I U I CONNECT OR 3'-4' ate. a_ O UPRIGHT LOAD BEAM ELEVATION CU tn .--, ix Li W c4- I- I- ( vi v) CL W CL Z C/) Q 1=1 o A 0 3' I 0 -- % �-. cU COLUMN U CZ in lf7 I— o Q 14 GA THK 3/8x 4x 7 BASEPLATE in U o d > (U Q �p (2) 1/2'0 ANCHORS o W in W U W F- a 3' 9ccr` J 1/8 r1-1/2' W W ~ '-' v 3/8'x 4'x 7' C 1.5 X 1.25 1.5 a EA SIDE v 14 GA THK II m v) 0) W z BASEPLATE 2' OF 1/8' FF W X Q , W CU C� L3 E Tr '-I (/l J U. (� W o (2) 1/2 ANCHORS FILLET WELD o N Q 0 W 3' EA END TO COLUMN i� 5, I 3.25' W N. pq + LI_ rn BRACE BRACE i vUi - � LA F- . m¢ A Z C� Q 3 3 1/8 �1-1/2' EA FACE r 5' CONCRETE SLAB ON GRADE Q A W O X W I_ W W �J -4- COLUMN & BASE PL , � , COLUMN BASE X-SECTION w Z �' 0 (" Q N II —J N 1/8 1 U 303 .--4 � W � m 4., as n UU73 W - m ( CO a Cr L9 4t, rnLL Q � Q 0 1 z BRACE CONN NU rnW W N W Z �- `0 - 'I ► Ce � 1 Wa' �) v0i a, 1-5/8"H x 1' W 0 CONNECTOR 0_ v) - J 1_ 0 4 STEP (2) PIN C❑NN Z O p i� A J N �' g J 2.63 o (2) AISI A502-2 RIVETS E ' ` W Q U 0_ ce 0 di- D 14 GA THICK • LOAD BEAM 7/16'0 4'oc Ja 0 V) II Z CZ x 0 X U .-1 o `D HOOK THRU SLOTS 8 O 14 41' W II 0 W v) G-1 I Z W 1 Li 2 2.75' 3/1-5/8x 6' THKx� \ IN COLUMN 0 0 ' 0 I— II II W Q W O Z M V) CU 0 z CONNECTOR 1/8V V VERT EDGES 0 Z II 1=1X (/) _I < LOAD BEAM 0 SAFETY PIN TO RESIST W Q L, 1000# UPLIFT LOAD ^ ^ ^ ^ ^ co COLUMN-BEAM CONN 5' N M u TYPE "F" PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED CT •IN CONSPICUOUS L❑CATI❑N STATING 900# CAPACITY @ 16',32',48',64',80`,96',112' \�c&ED PNOFF' . 5'-0' 10'-0' , 4 °c 1949 . , OR e/ p 1- 1-- 4:e. 3' 192)0N, = z J. R 0 CONNECT❑R I FXP DATE: 12//q I LOAD BEAM D t �I L❑AD BEAM m - 1'-4' Z EJ 10 N 1'-4' J LOAD BEAM I 10'-15' III m 1'-4' Q I LOAD BEAM ® Q III 1'-4' LOAD BEAM z HI CO 1'-4' 0 BRACE _J I LOAD BEAM 1-1 o nn tD 1'-4" ~ I LOAD BEAM nu III I 1'-4" 1 O _ UPRIGHT LOAD BEAM ELEVATI❑N to (1.1 W U 1- I- (A U v) CL U a,, z C") Q Q 2rao COLUMN 3, U CL In ! F- c) 14 GA THK 3/8x 4x 7 BASEPLATE 1() (~_) o d > R-I Q Q �3 z (2) 1/2'0 ANCHORS o U U) d > r- a 3' c" D 1/8 r1-1/2' tI -I N CZ U J CK Q H v 3/8'x 4'x 7' C 1.5 x 1.25 1,5 o EA SIDE U mW U 7 cs, BASEPLATE 14 GA THK n _ A. I, FF w X Q U cu 0 F-1 60 (2) 1/2'0 ANCHORS 2" OF ELD r I 1111 3.25' w Q Q Li 3' ` EA END TO COLUMN r 5 U w w Q -0 BRACE BRACE AMOR U _ H- - Cn Q I- C� Q 1/8 '1-1/2' EA FACE _ 5' CONCRETE SLAB ON GRADE Q Q U U W W (— W ci) COLUMN BASE X—SECTION U' w v' El v' Q i� -J COLUMN & BASE PL I. U B S 0 1/8' Fri' U � 3z3 II, Zf) w � cc �P�� II JU ° WiWU z . G >,J = J (4 O 0 0 I\ z GN LE <E VD <=t Oa F-- ` BRACE CONN o -- O) - U Z cc 41 --_,U N > cx 7 CL o _ / CK II U V) v. 1-5/8'H x 1' W 0 CONNECTOR 0_ (A 7 J C] ' a f STEP (2) PIN CONN Z 0 0 Q J U Z -I Q 2.63' o (2) AISI A502-2 RIVETS Z Q U E D Q L 14 GA THICK L❑AD BEAM 7/16'0 4'oc o 0 8Fq �� V) II Z C� E❑ U x o - H❑❑K THRU SL❑TS 0 I1(fr /1 M p F- II `~ F- Q U CL .--4 LLI a 1-5/8x 5/8x 3x o 2 2.75' 3/16' THK IN COLUMN 0 0 CI II W Q U E❑ Z U CU LD 9 CONNECTOR 1/8V VERT EDGES 0 z II v) U a 0 SAFETY PIN TO RESIST Q Q E LOAD BEAM 1000# UPLIFT LOAD „ „ ..-.. .e. CL_ CO COLUMN-BEAM CONN r.