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wi) `/of d sit) Z Calculations for : PRECISION FULFILLMENT TI GARD , OR 03/06/2018 Loading: 3000 # load levels 4 pallet levels @ 34 , 68 , 102 , 161 Seismic per IBC 2012 1000 Utilization Sds = 0 . 721 Sdl = 0 . 443 I = 1 . 00 144 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 4 . 00x 7 . 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 CEO PROFtxGINE. 42 F' 11949 °Fc 3' jQg'L j. Rte rEXP. DATE: 12/ lb I 5� USGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS nazard data available in 2006) Site Coordinates 45.4189°N, 122.7481°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III porttanci Gresha Beaverton • Tigarcto • 9- Lake Oswego 99 TiJat a tin '13e c7-4, sherwiod Oregori City '3 44.1 USGS—Provided Output Ss = 0.973 g SMS = 1.081 g S„ = 0.721 g S1 = 0.421 g 5 = 0.665 g S„ = 0.443 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCE,.Rrit Sect'J11 DCti grt RespC,INt! Stiect-atri rie r ) • . , . Although this information is a product of the U.S. Geological Survey, we. provide no warranty,_ texpressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 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 1 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 = 3000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 750 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 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 @ 0.25 IN FROM BTM OF CONN M = PL L = 0.75 IN Pmax = Mcap/L = 5.232 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.750 13.508 RIVET OK P2 1.646 2.750 4.528 P3 0.449 0.750 0.337 P4 0.000 0.000 0.000 TOTAL 4 .939 18.372 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 g In Upright Plane Seismic Load Distribution per 2012 IBC Sds = 0.721 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 0.075 161 3060 493 652 105 102 3060 312 413 42 68 3060 208 275 19 KLx = 34 in 34 3060 104 138 5 KLy = 43 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15892 lbs 12240 1117 1478 170 Column 44% Stress Max column load = 9994 # Min column load = -391 # Uplift Overturning ( .6-.11Sds)DL+(0 .6- .14Sds) .75PLapp-1.02EL -2384 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 7059 # MAX REQUIRED HOLD DOWN = -2384 # Anchors: 4 T = 2384 # 2 0.5 in dia POWERS STUD+SD2 3 .25 inches embed in 3500psi concrete Tcap = 3104 # 77% Stressed V = 776 # per leg Vcap = 4471 # = 17% Stressed COMBINED = 94% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 1549 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 126 Pcap = 3015 # 51% 6 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2012 IBC Sds = 0.721 1. 00 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns C 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 .000x 3.000x 0.075 161 3060 493 570 92 102 60 6 7 1 68 60 4 5 0 KLx = 34 in 34 60 2 2 0 KLy = 43 in 0 0 0 0 0 A = 0 .595 in 0 0 0 0 0 Pcap = 15892 lbs ---- ---- ---- ==== 3240 ---- ---- ---- 3240 505 584 93 Column 24% Stress Max column load = 3730 # Min column load = -653 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -1569 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3739 # MAX REQUIRED HOLD DOWN = -1569 # Anchors: 4 T = 1569 # 2 0.5 in dia POWERS STUD+SD2 3.25 inches embed in 3500psi concrete Tcap = 3104 # 51% Stressed V = 292 # per leg Vcap = 4471 # = 7% Stressed COMBINED = 57% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 612 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 126 Pcap = 3015 # 20% 16 • PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17:42:48 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 4 Levels Type Plane Frame Number of Joints 18 Number of Supports 10 Number of Members 20 Number of Loadings 1 Joint Coordinates 1 0.0 34.0 S 4 9 14 18 2 0.0 68.0 S 3 0.0 102.0 S 4 0.0 161.0 S 3 8 13 17 5 73 .5 0.0 S 6 73 .5 34.0 2 7 12 16 7 73 .5 68.0 8 73 .5 102.0 9 73 .5 161.0 1 6 11 15 10 220.5 0 .0 S 11 220.5 34 .0 5 10 12 220.5 68.0 13 220.5 102.0 14 220.5 161.0 15 294 .0 34.0 S 16 294 .0 68.0 S 17 294 .0 102.0 S 18 294 .0 161.0 S Joint Releases 5 Moment Z 10 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 15 Force X Moment Z 16 Force X Moment Z 17 Force X Moment Z 18 Force X Moment Z Member Incidences 1 1 6 2 2 7 3 3 8 4 4 9 5 5 6 6 6 7 7 7 8 8 8 9 9 10 11 10 11 12 11 12 13 I ( PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17 :42 :48 12 13 14 13 6 11 14 11 15 15 7 12 16 12 16 17 8 13 18 13 17 19 9 14 20 14 18 Member Properties 1 Thru 4 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 5 Thru 12 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 13 Thru 20 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 6 Force Y -1.530 7 Force Y -1.530 8 Force Y -1.530 9 Force Y -1.530 11 Force Y -1.530 12 Force Y -1.530 13 Force Y -1.530 14 Force Y -1.530 6 Force X 0.027 7 Force X 0.052 8 Force X 0.077 9 Force X 0.103 11 Force X 0.027 12 Force X 0.052 13 Force X 0.077 14 Force X 0.103 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2012 IBC wi di widi2 fi fidi in # 3060 0.1699 88 54 9.2 27 54 3060 0.2397 176 104 24 . 9 52 104 3060 0.2901 258 154 44.7 77 154 3060 0.3860 456 206 79.5 103 206 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0. 0 0 0 12240 978 518 158.3 519 g = 32 .2 ft/sec2 T = 0.7943 sec I = 1. 00 Cs = 0.0930 or 0.1201 Shc = 0.443 Cs min = 0. 072066 R = 6 Cs = 0.0930 V = (Cs*I*.67) *W* .67 V = 0.0623 W* .67 = 519 # 100% 17, PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17:42:48 Structure Storage Rack in Load Beam Plane 4 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.077 0.00 1 6 0.000 0.077 -5.65 2 2 0.000 -0.039 0.00 2 7 0.000 0.039 -2.86 3 3 0.000 -0.027 0.00 3 8 0.000 0.027 -2.00 4 4 0.000 -0.010 0.00 4 9 0.000 0.010 -0.76 5 5 6.077 0.255 0.00 5 6 -6.077 -0.255 8.68 6 6 4.553 0.215 3.15 6 7 -4.553 -0.215 4.15 7 7 3. 034 0.154 2.51 7 8 -3.034 -0.154 2.74 8 8 1.519 0.087 2.44 8 9 -1.519 -0.087 2.67 9 10 6.077 0.263 0.00 9 11 -6.077 -0.263 8.93 10 11 4 .553 0.249 3.69 10 12 -4.553 -0.249 4.79 11 12 3.034 0.206 3.33 11 13 -3.034 -0.206 3.67 12 13 1.519 0.119 3.29 12 14 -1.519 -0.119 3.76 13 6 -0.014 -0.083 -6.18 13 11 0.014 0.083 -6.05 14 11 0.000 -0.089alIMS . aLI, 14 15 0.000 0.089 1 . 11 7 15 7 -0.008 -0.050 -3.80 15 12 0.008 0.050 -3 .59 16 12 0.000 -0.062 -4.52 16 16 0.000 0.062 0.00 17 8 0.009 -0.041 -3.18 17 13 -0.009 0.041 -2.89 18 13 0.000 -0.055 -4.06 18 17 0.000 0.055 0.00 19 9 0.016 -0.022 -1.91 19 14 -0.016 0.022 -1.31 20 14 0.000 -0.033 -2.45 20 18 0.000 0.033 0.00 S3 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17:42:48 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 6 0.027 -1.530 0.00 7 0.052 -1.530 0.00 8 0.077 -1.530 0.00 9 0.103 -1.530 0.00 11 0.027 -1.530 0 .00 12 0.052 -1.530 0 .00 13 0.077 -1.530 0 .00 14 0.103 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.077 0.00 2 0.000 -0.039 0.00 3 0.000 -0.027 0.00 4 0.000 -0.010 0.00 5 -0.255 6.077 0.00 10 -0.263 6.077 0.00 15 0.000 0.089 0.00 16 0.000 0.062 0.00 17 0.000 0.055 0.00 18 0.000 0.033 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 6 0.1699 -0.0120 -0.0016 7 0.2397 -0.0209 -0.0010 8 0.2901 -0.0269 -0.0009 9 0.3860 -0.0321 -0.0006 11 0.1699 -0.0120 -0.0015 12 0.2397 -0.0209 -0.0008 13 0.2900 -0.0269 -0.0007 14 0.3859 -0.0321 -0.0002 SUPPORT JOINT DISPLACEMENTS Base Plate Design Column Load 7.5 kips Allowable Soil 1500 psf basic Assume Footing 26.8 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 = wl'2/3 Use 4 "square base plate w = 10.4 psi 1 = 8.41 in Load factor = 1.67 M = 410 #-in 6 in thick slab f'c = 3500 psi s = 6.00 in3 fb = 68 psi Fb = 5 (phi) (f'c'.5) = 192 psi OK ! ! Shear : Beam fv = 24 psi Fv = 101 psi OK ! ! Punching fv = 45 psi Fv = 201 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 468 psi fb = 22486 psi Fb = 37500 psi OK ! ! 1 Calculations for : i3 PRECISION FULFILLMENT TIGARD , OR 03/06/2018 Loading: 3000 # load levels 5 pallet levels @ 24 , 54 , 84 , 108 , 162 Seismic per IBC 2012 100% Utilization Sds = 0 . 721 Sdl = 0 . 443 I = 1 . 00 96 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 4 . 00x 7 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 3 . 38x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 Cold Formed Section HEIGHT OF BEAM 3.380 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 .0300 1.6900 5.1207 8.6540 2.3182 0.0375 0.1136 TOP 1.4000 3.3425 4 .6795 15.6412 0.0000 0.8750 1.2250 STEP SIDE 1.3500 2 .5300 3 .4155 8.6412 0.2050 1.7125 2 .3119 STEP BOTT 0.7250 1.7175 1.2452 2.1386 0.0000 2.2125 1.6041 SHORT SID 1.4050 0.8775 1.2329 1.0819 0.2311 2 .7125 3 .8111 BOTTOM 2 .4000 0.0375 0.0900 0.0034 0.0000 1.3750 3 .3000 CORNERS 0.2160 3.2925 0.7111 2 .3414 0.0004 0.0875 0.0189 2 0.2160 3.2925 0.7111 2.3414 0.0004 1.6625 0.3591 3 0.2160 1.7675 0.3817 0.6747 0.0004 1.8000 0.3888 4 0.2160 1.6675 0.3602 0.6006 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 11.6059 20.3900 17.9857 42.1218 2.7567 17.8875 14 .3014 AREA = 0.870 IN2 CENTER GRAVITY = 1.550 INCHES TO BASE 1.232 INCHES TO LONG SIDE Ix = 1.275 IN4 Iy = 0.871 IN4 Sx = 0.697 IN3 Sy = 0.574 IN3 Rx = 1.210 IN Ry = 1.000 IN 19 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 3.38 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 3000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 750 LBS EACH RIVETS 3 RIVETS @ 2 " oc 0.4375 " DIA A502-2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fir = 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 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 @ 1.7 IN FROM BTM OF CONN M = PL L = 0.92 IN Pmax = Mcap/L = 4.265 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.300 9.384 RIVET OK P2 1.120 1.300 1.456 P3 0 .000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 3.964 10.841 CONNECTOR OK WELDS 0.125 " x 3.380 " FILLET WELD UP OUTSIDE 0.125 " x 1.755 " 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 = 6.76 IN A = 0.507 IN2 S = 0.286 IN3 Fv = 26.0 KSI Mcap = 7.43 K-IN 7.43 K-IN to In Upright Plane Seismic Load Distribution per 2012 IBC Sds = 0. 721 1. 00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*Pl*.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 0.075 162 3060 496 693 112 108 3060 330 462 50 84 3060 257 359 30 KLx = 24 in 54 3060 165 231 12 KLy = 43 in 24 3060 73 103 2 A = 0.595 in 0 0 0 0 0 Pcap = 15892 lbs 15300 1322 1847 207 Column 55% Stress Max column load = 12358 # Min column load = -355 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-1.02EL -2843 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 8756 # MAX REQUIRED HOLD DOWN = -2843 # Anchors: 4 T = 2843 # 2 0 .5 in dia POWERS STUD+SD2 3 .25 inches embed in 3500psi concrete Tcap = 3104 # 92% Stressed V = 970 # per leg Vcap = 4471 # = 22% Stressed COMBINED = 113% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 1937 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 126 Pcap = 3015 # 64% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2012 IBC Sds = 0.721 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 0.075 162 3060 496 576 93 108 60 6 8 1 84 60 5 6 0 KLx = 24 in 54 60 3 4 0 KLy = 43 in 24 60 1 2 0 A = 0.595 in 0 0 0 0 0 Pcap = 15892 lbs ---- ---- ---- ==== 3300 ---- ---- ---- 3300 512 595 95 Column 24% Stress Max column load = 3805 # Min column load = -671 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -1608 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3817 # MAX REQUIRED HOLD DOWN = -1608 # Anchors: 4 T = 1608 # 2 0.5 in dia POWERS STUD+SD2 3 .25 inches embed in 3500psi concrete Tcap = 3104 # 52% Stressed V = 297 # per leg Vcap = 4471 # = 7% Stressed COMBINED = 58% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 623 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 126 Pcap = 3015 # 21% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17:48:21 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 1 0.0 24.0 S 5 11 17 22 2 0 .0 54.0 S 3 0.0 84.0 S 4 10 16 21 4 0. 0 108.0 S 5 0.0 162.0 S 3 9 15 20 6 49.5 0.0 S 7 49.5 24.0 2 8 14 19 8 49.5 54.0 9 49.5 84.0 1 7 13 18 10 49.5 108.0 11 49.5 162.0 6 12 12 148.5 0.0 S 13 148.5 24.0 14 148.5 54.0 15 148.5 84.0 16 148.5 108.0 17 148 .5 162.0 18 198.0 24.0 S 19 198.0 54.0 S 20 198.0 84.0 S 21 198.0 108.0 S 22 198.0 162.0 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 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17:48:21 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 0.870 Ay 0.609 Iz 1.275 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 0.870 Ay 0.609 Iz 1.275 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -1.53 8 Force Y -1.53 9 Force Y -1.53 10 Force Y -1.53 11 Force Y -1.53 13 Force Y -1.53 14 Force Y -1.53 15 Force Y -1.53 16 Force Y -1.53 17 Force Y -1.53 7 Force X 0.018 8 Force X 0.041 9 Force X 0.063 10 Force X 0.080 11 Force X 0.122 13 Force X 0.018 14 Force X 0.041 15 Force X 0.063 16 Force X 0.080 17 Force X 0.122 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17:48:21 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 -0.110 0.00 1 7 0.000 0.110 -5.46 2 2 0.000 -0.072 0.00 2 8 0.000 0.072 -3.59 3 3 0.000 -0.045 0.00 3 9 0.000 0.045 -2.21 4 4 0.000 -0.032 0.00 4 10 0.000 0.032 -1.60 5 5 0.000 -0.016 0.00 5 11 0.000 0.016 -0.77 6 6 7.558 0.319 0.00 6 7 -7.558 -0.319 7.65 7 7 6.036 0.287 3 .69 7 8 -6.036 -0.287 4.93 8 8 4.522 0.236 3.09 8 9 -4 .522 -0.236 3 .99 9 9 3.014 0.152 1.60 9 10 -3. 014 -0.152 2.06 10 10 1.510 0.097 2 .48 10 11 -1.510 -0.097 2.78 11 12 7.558 0.329 0.00 11 13 -7.558 -0.329 7.90 12 13 6.036 0.325 4.18 12 14 -6.036 -0.325 5.56 13 14 4.522 0.294 3 .92 13 15 -4.522 -0.294 4.90 14 15 3.014 0.252 2.75 14 16 -3 .014 -0.252 3.29 15 16 1.510 0.147 3.58 15 17 -1.510 -0.147 4.33 16 7 -0 .013 -0.118 -5.88 16 13 0. 013 0.118 -5.83 /�/� 17 13 0. 000 -0.126 v'CkGT.PNNa 17 18 0. 000 0.126 0.00 18 8 -0 . 010 -0.088 -4 .43 18 14 0.010 0.088 -4.32 19 14 0 .000 -0.104 -5.16 19 19 0 . 000 0.104 0.00 20 9 -0 . 021 -0.067 -3 .38 20 15 0.021 0.067 -3.24 21 15 0.000 -0.089 -4.41 21 20 0 .000 0.089 0.00 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17:48 :21 22 10 0.025 -0.058 -2. 93 22 16 -0.025 0.058 -2.77 23 16 0.000 -0.083 -4.10 23 21 0.000 0.083 0.00 24 11 0.025 -0.036 -2.01 24 17 -0.025 0.036 -1.55 25 17 0.000 -0.056 -2.78 25 22 0.000 0.056 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 7 0.018 -1.530 0.00 8 0.041 -1.530 0.00 9 0.063 -1.530 0.00 10 0.080 -1.530 0.00 11 0.122 -1.530 0.00 13 0.018 -1.530 0.00 14 0.041 -1.530 0.00 15 0.063 -1.530 0.00 16 0.080 -1.530 0.00 17 0.122 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.110 0. 00 2 0.000 -0.072 0.00 3 0.000 -0.045 0.00 4 0.000 -0.032 0.00 5 0.000 -0.016 0. 00 6 -0.319 7.558 0 .00 12 -0.329 7.558 0.00 18 0.000 0.126 0. 00 19 0.000 0.104 0.00 20 0.000 0.089 0.00 21 0.000 0.083 0.00 22 0.000 0.056 0 .00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 7 0.1160 -0.0105 -0.0027 8 0.2109 -0.0210 -0.0020 9 0.2852 -0.0289 -0.0016 10 0.3277 -0.0331 -0.0014 11 0.4401 -0.0378 -0.0011 13 0.1161 -0.0105 -0.0026 14 0.2110 -0.0210 -0.0019 Base Plate Design Column Load 9.3 kips Allowable Soil 1500 psf basic Assume Footing 29.8 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 = wl"2/3 Use 4 "square base plate w = 10.4 psi 1 = 9.91 in Load factor = 1.67 M = 570 #-in 6 in thick slab f' c = 3500 psi s = 6.00 in3 fb = 95 psi Fb = 5 (phi) (f'c'.5) = 192 psi OK ! ! Shear : Beam fv = 29 psi Fv = 101 psi OK ! ! Punching fv = 57 psi Fv = 201 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 579 psi fb = 27806 psi Fb = 37500 psi OK ! ! Calculations for : PRECISION FULFILLMENT TI GARD , OR 03/06/2018 Loading: 3000 # load levels 3 pallet levels @ 50, 104 , 158 Seismic per IBC 2012 100% Utilization Sds = 0 . 721 Sdl = 0 .443 I = 1 . 00 144 " Load Beams Uprights : 44 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 4 . 00x 7 . 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 6�2 � lit X, ) el,U75 feot by : Ben Riehl Registered Engineer OR# 11949 i o In Upright Plane Seismic Load Distribution per 2012 IBC Sds = 0.721 1.00 Allowable Stress Increase I = 1.00 R = 4 . 0 V = (Sds/R) *I*Pl* .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 0.075 158 3060 483 561 89 104 3060 318 369 38 50 3060 153 178 9 KLx = 50 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15892 lbs ---- ---- ---- ==== 9180 ---- ---- ---- 9180 955 1108 136 Column 34% Stress Max column load = 7680 # Min column load = -478 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-1.02EL -1976 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 5389 # MAX REQUIRED HOLD DOWN = -1976 # Anchors: 4 T = 1976 # 2 0.5 in dia POWERS STUD+SD2 3.25 inches embed in 3500psi concrete Tcap = 3104 # 64% Stressed V = 582 # per leg Vcap = 4471 # = 13% Stressed COMBINED = 77% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 1162 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 126 Pcap = 3015 # 39% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2012 IBC Sds = 0.721 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 0.075 158 3060 483 562 89 104 60 6 7 1 50 60 3 3 0 KLx = 50 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A = 0 .595 in 0 0 0 0 0 Pcap = 15892 lbs ---- ---- ---- ==== 3180 ---- ---- ---- 3180 493 573 90 Column 23% Stress Max column load = 3630 # Min column load = -610 # Uplift Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -1501 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3637 # MAX REQUIRED HOLD DOWN = -1501 # Anchors: 4 T = 1501 # 2 0.5 in dia POWERS STUD+SD2 3 .25 inches embed in 3500psi concrete Tcap = 3104 # 48% Stressed V = 286 # per leg Vcap = 4471 # = 6% Stressed COMBINED = 55% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 601 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 126 Pcap = 3015 # 20% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17:54 :06 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 50.0 S 2 0.0 104.0 S 3 11 14 3 0.0 158.0 S 4 73.5 0.0 S 5 73.5 50.0 2 6 10 13 6 73.5 104.0 7 73.5 158.0 8 220.5 0.0 S 1 5 9 12 9 220.5 50.0 10 220.5 104.0 11 220.5 158.0 4 8 12 294.0 50.0 S 13 294.0 104.0 S 14 294.0 158.0 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: 03/06/;8 --- TIME OF DAY: 17:54:06 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 -1.53 6 Force Y -1.53 7 Force Y -1.53 9 Force Y -1.53 10 Force Y -1.53 11 Force Y -1.53 5 Force X 0.024 6 Force X 0.050 7 Force X 0.077 9 Force X 0.024 10 Force X 0.050 11 Force X 0.077 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2012 IBC wi di widi2 fi fidi in 3060 0.2826 244 48 13.6 24 48 3060 0.3962 480 100 39.6 50 100 3060 0.4586 644 154 70.6 77 154 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 9180 1368 302 123.8 301 g = 32.2 ft/sec2 T = 1.0626 sec I = 1. 00 Cs = 0.0695 or 0.1201 Sdl = 0.443 Cs min = 0.072066 R = 6 Cs = 0.0721 V = (Cs*I*.67) *W*.67 V = 0.0483 W*.67 301 # 100% PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17:54:06 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 -0.066 0.00 1 5 0.000 0.066 -4.87 2 2 0 .000 -0.027 0.00 2 6 0.000 0.027 -1.98 3 3 0.000 -0.005 0.00 3 7 0.000 0.005 -0.40 4 4 4.562 0.149 0.00 4 5 -4 .562 -0.149 7.43 5 5 3.039 0.117 2.84 5 6 -3 .039 -0.117 3 .49 6 6 1.520 0.060 1.45 6 7 -1.520 -0.060 1.81 7 8 4.562 0.153 0.00 7 9 -4 .562 -0.153 7.67 8 9 3 .039 0.137 3.33 8 10 -3 .039 -0.137 4.06 9 10 1.520 0.094 2.26 9 11 -1.520 -0.094 2.80 10 5 -0.008 -0.072 -5.41 10 9 0.008 0.072 -5.23 11 9 0.000 -0.079 441111if /f444 11 12 0.000 0.079 ii . of 12 6 -0.007 -0.038 -2.95 12 10 0 .007 0.038 -2.68 13 10 0.000 -0.050 -3.64 13 13 0.000 0.050 0.00 14 7 0.017 -0.016 -1.40 14 11 -0.017 0.016 -0.90 15 11 0.000 -0.026 -1.90 15 14 0 .000 0.026 0.00 APPLIED JOINT LOADS, FREE JOINTS PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 17:54:06 JOINT FORCE X FORCE Y MOMENT Z 5 0.024 -1.530 0.00 6 0.050 -1.530 0.00 7 0.077 -1.530 0.00 9 0.024 -1.530 0.00 10 0.050 -1.530 0.00 11 0.077 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0 .066 0.00 2 0.000 -0.027 0.00 3 0.000 -0.005 0.00 4 -0.149 4.562 0.00 8 -0.153 4 .562 0.00 12 0.000 0.079 0.00 13 0.000 0.050 0.00 14 0.000 0. 026 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.2826 -0.0132 -0.0014 6 0.3962 -0.0227 -0.0008 7 0.4586 -0.0275 -0.0005 9 0.2827 -0.0132 -0.0013 10 0.3962 -0.0227 -0.0006 11 0.4585 -0.0275 -0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.2826 0.0000 0.0004 2 0.3962 0.0000 -0 . 0001 3 0.4586 0.0000 -0. 0003 4 0.0000 0.0000 -0 .0077 8 0.0000 0.0000 -0.0078 12 0.2827 0.0000 0 . 0009 13 0.3962 0.0000 0.0008 14 0.4585 0.0000 0 . 0006 Calculations for : PRECISION FULFILLMENT TIGARD , OR 03/06/2018 Loading: 1500 # load levels 5 pallet levels @ 22, 46 , 70 , 94 , 118 Seismic per IBC 2012 1006 Utilization Sds = 0 . 721 Sdl = 0 . 443 I = 1 . 00 96 " Load Beams Uprights : 30 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 3 . 00x 4 . 00x 0 . 130 Base Plates with 1- 0 . 500in x 3 . 25in Embed Anchor/Column 3 . 38x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 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 1.500 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 4.23 in wt = 1.1 plf A = 0.317 in2 Ix = 0.125 in4 Sx = 0.166 in3 Rx = 0.627 in Iy = 0.075 in4 Sy = 0.079 in3 Ry = 0.487 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 17.6667 b 1.3250 x bar 0.5060 b bar 1.4625 m 0.6531 c 0.0000 x0 -1.1592 c bar 0.0000 J 0.0006 u 0.2160 x web 0.5435 gamma 0.0000 x lip 0.9565 R' 0.1375 h/t 18.0000 Cold Formed Section HEIGHT OF BEAM 3.380 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 .0300 1.6900 5.1207 8.6540 2.3182 0.0375 0.1136 TOP 1.4000 3.3425 4.6795 15.6412 0.0000 0.8750 1.2250 STEP SIDE 1.3500 2.5300 3.4155 8.6412 0.2050 1.7125 2.3119 STEP BOTT 0.7250 1.7175 1.2452 2.1386 0.0000 2.2125 1.6041 SHORT SID 1.4050 0.8775 1.2329 1.0819 0.2311 2.7125 3.8111 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 3.2925 0.7111 2.3414 0.0004 0.0875 0.0189 2 0.2160 3.2925 0.7111 2.3414 0.0004 1.6625 0.3591 3 0.2160 1.7675 0.3817 0.6747 0.0004 1.8000 0.3888 4 0 .2160 1.6675 0.3602 0.6006 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 11.6059 20.3900 17 .9857 42 .1218 2.7567 17.8875 14 .3014 AREA = 0.870 IN2 CENTER GRAVITY = 1.550 INCHES TO BASE 1.232 INCHES TO LONG SIDE Ix = 1.275 IN4 Iy = 0.871 IN4 Sx = 0.697 IN3 Sy = 0.574 IN3 Rx = 1.210 IN Ry = 1.000 IN I BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 3 .38 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 1500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 375 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 6% 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 @ 1.7 IN FROM BTM OF CONN M = PL L = 0.92 IN Pmax = Mcap/L = 4.265 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.300 9.384 RIVET OK P2 1.120 1.300 1.456 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 3 .964 10.841 CONNECTOR OK WELDS 0.125 " x 3.380 " FILLET WELD UP OUTSIDE 0.125 " x 1.755 " 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 = 6.76 IN A = 0.507 IN2 S = 0.286 IN3 Fy = 26.0 KSI Mcap = 7.43 K-IN 7.43 K-IN .. . , In Upright Plane Seismic Load Distribution per 2012 IBC Sds = 0.721 1. 00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*Pl*.67 Weight 60 # per level frame weight Columns @ 30 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3 . 000x 0.075 118 1560 184 317 37 94 1560 147 253 24 70 1560 109 188 13 KLx = 37.4 in 46 1560 72 124 6 KLy = 41 in 22 1560 34 59 1 A = 0.595 in 0 0 0 0 0 Pcap = 16000 lbs 7800 546 942 81 Column 29% Stress Max column load = 6613 # Min column load = -494 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -1749 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4642 # MAX REQUIRED HOLD DOWN = -1749 # Anchors: 4 T = 1749 # 1 0.5 in dia POWERS STUD+SD2 3 .25 inches embed in 3500psi concrete Tcap = 1803 # 97% Stressed V = 494 # per leg Vcap = 2236 # = 22% Stressed COMBINED = 119% Stressed OK Braces: Brace height = 41 " Brace width = 30 " Length = 51 " P = 1196 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 104 Pcap = 4422 # 27% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2012 IBC Sds = 0.721 1.00 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 30 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 . 000x 3.000x 0.075 118 1560 184 302 36 94 60 6 9 1 70 60 4 7 0 KLx = 37.4 in 46 60 3 5 0 KLy = 41 in 22 60 1 2 0 A = 0.595 in 0 0 0 0 0 Pcap = 16000 lbs 1800 198 324 37 Column 13% Stress Max column load = 2139 # Min column load = -430 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-1.02EL -959 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 2151 # MAX REQUIRED HOLD DOWN = -959 # Anchors: 4 T = 959 # 1 0.5 in dia POWERS STUD+SD2 3.25 inches embed in 3500psi concrete Tcap = 1803 # 53% Stressed V = 162 # per leg Vcap = 2236 # = 7% Stressed COMBINED = 60% Stressed OK Braces: Brace height = 41 " Brace width = 30 " Length = 51 " P = 412 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 104 Pcap = 4422 # 9% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 18:07:44 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 1 0.0 22.0 S 5 11 17 22 2 0.0 46.0 S 3 0.0 70.0 S 4 10 16 21 4 0.0 94.0 S 5 0.0 118.0 S 3 9 15 20 6 49.5 0.0 S 7 49.5 22.0 8 49.5 46.0 2 8 14 19 9 49.5 70.0 10 49.5 94.0 1 7 13 18 11 49.5 118.0 6 12 12 148.5 0.0 S 13 148.5 22.0 14 148.5 46.0 15 148.5 70.0 16 148.5 94.0 17 148.5 118.0 18 198.0 22.0 S 19 198.0 46.0 S 20 198.0 70.0 S 21 198.0 94 .0 S 22 198.0 118.0 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 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 18:07:44 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 0.870 Ay 0.609 Iz 1.275 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 0.870 Ay 0.609 Iz 1.275 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -0.78 8 Force Y -0.78 9 Force Y -0.78 10 Force Y -0.78 11 Force Y -0.78 13 Force Y -0.78 14 Force Y -0.78 15 Force Y -0.78 16 Force Y -0.78 17 Force Y -0.78 7 Force X 0.014 8 Force X 0.028 9 Force X 0.044 10 Force X 0.057 11 Force X 0.071 13 Force X 0.014 14 Force X 0.028 15 Force X 0.044 16 Force X 0.057 17 Force X 0.071 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED mmilik PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 18:07:44 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 -0.063 0.00 1 7 0.000 0.063 -3.10 2 2 0.000 -0.040 0. 00 2 8 0.000 0.040 -1.99 3 3 0.000 -0.027 0.00 3 9 0.000 0.027 -1.31 4 4 0.000 -0.013 0.00 4 10 0.000 0.013 -0. 62 5 5 0.000 -0.002 0 .00 5 11 0.000 0.002 -0 . 09 6 6 3 .858 0.211 0.00 6 7 -3.858 -0.211 4.65 7 7 3.081 0.189 1.76 7 8 -3 .081 -0.189 2.78 8 8 2.309 0.155 1.57 8 9 -2.309 -0.155 2.16 9 9 1.538 0 . 108 0.97 9 10 -1.538 -0 . 108 1.63 10 10 0.770 0 . 040 0.21 10 11 -0.770 -0.040 0 .74 11 12 3 .858 0.217 0. 00 11 13 -3 .858 -0.217 4 .77 12 13 3 .081 0.211 1.99 12 14 -3.081 -0.211 3 .07 13 14 2.309 0.189 1. 95 13 15 -2.309 -0.189 2.58 14 15 1.538 0.148 1.44 14 16 -1.538 -0.148 2.10 15 16 0.770 0.102 0.83 15 17 -0.770 -0.102 1.62 16 7 -0.008 -0.067 -3.30 16 13 0.008 0.067 - .28 �/ 17 13 0.000 -0.070 -3.48 rpt' 4; r a 17 18 0.000 0.070 0.00 18 8 -0.006 -0.047 -2.36 18 14 0.006 0.047 -2.32 19 14 0.000 -0.054 -2.70 19 19 0.000 0.054 0.00 20 9 -0.003 -0.036 -1.82 20 15 0.003 0.036 -1.76 21 15 0.000 -0.046 -2.26 21 20 0.000 0.046 0.00 g7 , I PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 18:07:44 22 10 -0.011 -0.024 -1.22 22 16 0.011 0.024 -1.17 23 16 0.000 -0.036 -1.77 23 21 0.000 0.036 0.00 24 11 0.031 -0.012 -0.66 24 17 -0.031 0.012 -0.52 25 17 0.000 -0.022 -1.10 25 22 0.000 0.022 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 7 0.014 -0.780 0.00 8 0.028 -0.780 0.00 9 0.044 -0.780 0.00 10 0.057 -0.780 0.00 11 0.071 -0.780 0.00 13 0.014 -0.780 0.00 14 0.028 -0.780 0.00 15 0.044 -0.780 0.00 16 0.057 -0.780 0.00 17 0.071 -0.780 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.063 0.00 2 0. 000 -0.040 0. 00 3 0.000 -0.027 0 .00 4 0. 000 -0.013 0. 00 5 0.000 -0.002 0. 00 6 -0.211 3 .858 0.00 12 -0.217 3 .858 0.00 18 0.000 0.070 0 .00 19 0.000 0.054 0.00 20 0. 000 0.046 0. 00 21 0. 000 0.036 0 .00 22 0.000 0.022 0. 00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 7 0.0597 -0.0049 -0.0015 8 0.0992 -0.0092 -0.0011 9 0.1293 -0.0124 -0.0008 10 0.1513 -0.0146 -0.0006 11 0.1642 -0.0156 -0.0004 13 0.0597 -0.0049 -0.0015 14 0.0992 -0.0092 -0.0010