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Report SA) 7,2h (9 -111 MIN 7373 SE Milwaukee, OR 97268 FT III hiimr III III PO Box 68348- Portland, OR 97268 ima Brian Ferrick, Sales Representative — OF OREGON, INC. Cell: 503-519-3043 FAX: 503-653-2536 City of Tigard BECEtVED 13125 SW Hall Blvd JAN 2 2 2014 Tigard OR 97223 CM WORD Dan Nelson BUILDINGDIVISION In regards to OrthoMed at 14875 SW 72 The racking area of storage is 288 square feet The are storing surgical instruments ( stainless steel ) and other health care items class I—IV The racks will have open wire decking. It is one single row of racking so there are no aisles With the square footage at 288 SQFT no sprinkler system is required Thank you Brian Ferrick Cell phone 503-519-3043 Calculations for : ORTHOMED TIGARD , OR 01/13/2014 Loading: 3500 # load levels 3 pallet levels @ 60, 116 , 180 Seismic per IBC 2009 100% Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 144 " Load Beams Uprights : 48 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 5 . 00x 8 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 50x 2 . 750x 0 . 075 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 Cc. PNO ��J�i 444 44, y `lc 1194.4 4, O •N J, EXP DATE: 12/ Sp/4 I Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4125 Longitude = -122.7494 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 0.940 (Ss, Site Class B) 1.0 0.337 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4125 Longitude = -122.7494 Spectral Response Accelerations SMs and SMI SMs = Fa x Ss and SMI = Fv x S1 Site Class D - Fa = 1.124 ,Fv = 1.725 Period Sa (sec) (g) 0.2 1.057 (SMs, Site Class D) 1.0 0.582 (SMI, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 94.0 % g S1= 33.7 % g Soil Class D Modified Design spectral response parameters Sms= 105.7 %g Sds= 70.5 %g Sm1= 58.2 % g Sd1= 38.8 % g Seismic Use Group 2 Seismic Design Category D or D Ie= 1 R = 4 R= 6 Cs= 0.1762 W Cs= 0.1174 W Using Working Stress Design V=Cs*W/1.4 V= 0.1258 W V= 0.0839 W 4 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 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 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 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 = 3500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 875 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 2196 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 @ 0.3 IN FROM BTM OF CONN M = PL L = 1.2 IN Pmax = Mcap/L = 3.270 KIPS RIVET LOAD DIST MOMENT P1 2.844 4 .700 13 .366 RIVET OK P2 0.424 0.700 0 .296 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 3 .267 13 .662 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 Fv = 26.0 KSI Mcap = 13 .16 K-IN 13 .16 K-IN 1 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 @ 48 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3 .000x 0.075 180 3560 641 639 115 116 3560 413 412 48 60 3560 214 213 13 KLx = 60 in 0 0 0 0 0 KLy = 40 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15379 lbs ---- ---- ---- ==== 10680 ---- ---- ---- 10680 1267 1264 176 Column 59% Stress Max column load = 8999 # Min column load = -609 # Uplift Overturning ( .6-.11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -497 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 6290 # MAX REQUIRED HOLD DOWN = -609 # Anchors: 4 T = 609 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 22% Stressed V = 632 # per leg Vcap = 4309 # = 15% Stressed COMBINED = 36% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 1234 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 42% 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 @ 48 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 .000x 3 .000x 0.075 180 3560 641 640 115 116 60 7 7 1 60 60 4 4 0 KLx = 60 in 0 0 0 0 0 KLy = 40 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15379 lbs ---- ---- ---- ==== 3680 ---- ---- ---- 3680 651 650 116 Column 28% Stress Max column load = 4260 # Min column load = -762 # Uplift Overturning ( .6- .llSds)DL+(0.6-.14Sds) .75PLapp- .51EL= -1323 # MIN (1+0. 11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4267 # MAX REQUIRED HOLD DOWN = -1323 # Anchors: 4 T = 1323 # 2 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 47%% Stressed V = 325 # per leg Vcap = 4309 # = 8% Stressed COMBINED = 55% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 635 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 22% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 17:05:48 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 60.0 S 3 7 11 14 2 0.0 116.0 S 3 0.0 180.0 S 4 73.5 0.0 S 5 73.5 60.0 2 6 10 13 6 73.5 116.0 7 73.5 180 .0 8 220.5 0.0 S 1 5 9 12 9 220.5 60. 0 10 220.5 116.0 11 220.5 180.0 4 8 12 294.0 60.0 S 13 294.0 116.0 S 14 294.0 180.0 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 6 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 17:05:48 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 -1.78 6 Force Y -1.78 7 Force Y -1.78 9 Force Y -1.78 10 Force Y -1.78 11 Force Y -1.78 5 Force X 0.029 6 Force X 0.056 7 Force X 0.087 9 Force X 0.029 10 Force X 0.056 11 Force X 0.087 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 3560 0 .5587 1111 58 32 .4 29 58 3560 0.7273 1883 112 81.5 56 112 3560 0.8466 2552 174 147.3 87 174 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 10680 5546 344 261.2 344 g = 32.2 ft/sec2 T = 1.4729 sec I = 1.00 Cs = 0.0438 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* .67 344 # 100% ii PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 17:05:48 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 -0.087 0.00 1 5 0.000 0.087 -6.37 2 2 0.000 -0.036 0.00 2 6 0.000 0.036 -2.65 3 3 0.000 -0.010 0.00 3 7 0.000 0.010 -0.76 4 4 5.310 0.170 0.00 4 5 -5.310 -0.170 10. 19 5 5 3.537 0.132 3.14 5 6 -3 .537 -0.132 4.25 6 6 1.769 0.072 2. 06 6 7 -1.769 -0.072 2.54 7 8 5.310 0.174 0. 00 7 9 -5.310 -0.174 10.45 8 9 3.537 0 .154 3.73 8 10 -3.537 -0.154 4. 91 9 10 1.769 0.102 2.91 9 11 -1.769 -0.102 3 .62 10 5 -0 .009 -0. 094 -6. 96 10 9 0.009 0 .094 -6.79 11 9 0.000 -0 .100 ► 11 ,6,��, 11 12 0.000 0.100 4 . 4 0 ',"�/ 12 6 -0 .004 -0.048 -3 . 65 /-( r- 12 10 0.004 0.048 -3 .41 13 10 0.000 -0.060 -4.41 13 13 0.000 0.060 0. 00 14 7 0.015 -0 .021 -1.79 14 11 -0.015 0.021 -1.29 15 11 0.000 -0.032 -2.33 15 14 0.000 0.032 0.00 APPLIED JOINT LOADS, FREE JOINTS lZ PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 17:05:48 JOINT FORCE X FORCE Y MOMENT Z 5 0.029 -1.780 0.00 6 0.056 -1.780 0.00 7 0.087 -1.780 0.00 9 0.029 -1.780 0.00 10 0.056 -1.780 0.00 11 0.087 -1.780 0.00 REACTIONS APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.087 0.00 2 0.000 -0.036 0.00 3 0.000 -0. 010 0.00 4 -0.170 5.310 0.00 8 -0.174 5.310 0.00 12 0.000 0.100 0.00 13 0.000 0.060 0.00 14 0.000 0.032 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.5587 -0.0185 -0.0023 6 0.7273 -0.0299 -0.0013 7 0.8466 -0.0365 -0.0007 9 0.5588 -0.0185 -0.0022 10 0.7273 -0. 0299 -0.0010 11 0.8465 -0.0365 -0. 0003 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.5587 0.0000 0.0008 2 0.7273 0.0000 0.0000 3 0.8466 0 .0000 -0.0004 4 0.0000 0 .0000 -0.0127 8 0.0000 0 .0000 -0.0128 12 0.5588 0 .0000 0.0014 13 0.7273 0 .0000 0.0011 14 0.8465 0.0000 0.0009 Beam-Column Check C 3 .000x 3 .000x 0.075 Fy = 55 ksi A = 0.595 int ' 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 5.3 10.5 60.0 40.0 15.38 22.30 82% 10 3.6 4.9 56.0 40.0 15.60 22.30 45% 11 1.8 3.6 64.0 40.0 15.14 22 .30 28% 0 0.0 0.0 60.0 40.0 15.38 22 .30 0% 0 0.0 0.0 60.0 40.0 15.38 22 .30 0% 0 0.0 0.0 60.0 40.0 15.38 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 = 144 inches Pallet Load 3500 lbs Assume 0.5 pallet load on each beam M = PL/8= 31.50 k-in fb = 28.75 ksi Fb = 33 ksi 87% Mcap = 36.15 k-in 48.20 k-in with 1/3 increase Defl = 0.89 in = L/ 162 w/ 25% added to one pallet load M = .232 PL = 29.23 k-in 81% 1f Base Plate Design Column Load 6.7 kips Allowable Soil 1500 psf basic Assume Footing 25.5 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 = wl"2/3 Use 5 "square base plate w = 10.4 psi 1 = 7.73 in Load factor = 1.67 M = 346 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 83 psi Fb = 5(phi) (f'c".5) = 163 psi OK ! ! Shear : Beam fv = 27 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 = 270 psi fb = 12958 psi Fb = 37500 psi OK ! ! C' Calculations for : ORTHOMED TIGARD , OR 01/13/2014 Loading: 1000 # load levels 2 pallet levels @ 60, 116 Seismic per IBC 2009 1000 Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 144 " Load Beams Uprights : 40 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 3 . 00x 4 . 00x 0 . 120 Base Plates with 1- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 50x 2 . 750x 0 . 075 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 /4 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 @ 40 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 .000x 3 .000x 0.075 116 1060 123 165 19 60 1060 64 86 5 0 0 0 0 0 KLx = 102 in 0 0 0 0 0 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 12158 lbs ---- ---- ---- ==== 2120 ---- ---- ---- 2120 187 251 24 Column 14% Stress Max column load = 1668 # Min column load = -3 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -27 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 1199 # MAX REQUIRED HOLD DOWN = -27 # Anchors: 4 T = 27 # 1 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 1400 # 2% Stressed V = 125 # per leg Vcap = 2155 # = 6% Stressed COMBINED = 8% Stressed OK Braces: Brace height = 41 " Brace width = 40 " Length = 57 " P = 270 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 118 Pcap = 3478 # 8% '7 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 @ 40 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3 .000x 0.075 116 1060 123 192 22 60 60 4 6 0 0 0 0 0 0 KLx = 102 in 0 0 0 0 0 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 12158 lbs ---- ---- ---- ==== 1120 ---- ---- ---- 1120 127 198 23 Column 9% Stress Max column load = 1126 # Min column load = -61 # Uplift Overturning ( .6- .11Sds)DL+ (0 .6- . 14Sds) .75PLapp-.51EL= -235 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 1131 # MAX REQUIRED HOLD DOWN = -235 # Anchors: 4 T = 235 # 1 0 .5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 1400 # 17% Stressed V = 99 # per leg Vcap = 2155 # = 5% Stressed COMBINED = 21% Stressed OK Braces: Brace height = 41 " Brace width = 40 " Length = 57 " P = 213 # Use : C 1.500x 1.500x 0 .075 A = 0.317 in L/r = 118 Pcap = 3478 # 6% I1 • PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 17:18:19 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 2 Levels Type Plane Frame Number of Joints 10 Number of Supports 6 Number of Members 10 Number of Loadings 1 Joint Coordinates 2 5 8 10 1 0 . 0 60.0 S 2 0 .0 116.0 S 3 73 .5 0.0 S 4 73 .5 60.0 5 73 .5 116.0 1 4 7 9 6 220.5 0.0 S 7 220.5 60.0 8 220 .5 116.0 9 294 . 0 60.0 S 10 294 .0 116.0 S 3 6 Joint Releases 3 Moment Z 6 Moment Z 1 Force X Moment Z 2 Force X Moment Z 9 Force X Moment Z 10 Force X Moment Z Member Incidences 1 1 4 2 2 5 3 3 4 4 4 5 5 6 7 6 7 8 7 4 7 8 7 9 9 5 8 10 8 10 Member Properties 1 Thru 2 Prismatic Ax 1.038 Ay 0 .727 Iz 2.599 3 Thru 6 Prismatic Ax 0.595 Ay 0 .298 Iz 1.014 7 Thru 10 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 4 Force Y -0 .53 5 Force Y -0 .53 7 Force Y -0.53 8 Force Y -0.53 4 Force X 0 .018 PAGE 2 • MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 17:18:19 5 Force X 0.033 7 Force X 0.018 8 Force X 0.033 . Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 1060 0. 1626 28 36 5.9 18 36 1060 0.2020 43 66 13.3 33 65 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 0 0. 0000 0 0 0.0 0 0 2120 71 102 19.2 101 g = 32 .2 ft/sec2 T = 0.6161 sec I = 1.00 Cs = 0.1046 or 0.1178 Sdi = 0 .387 Cs min = 0.070666 R = 6 Cs = 0.1046 V = (Cs*I*.67) *W*.67 _ V = 0.0701 W*.67 = 101 # 99% V2 • PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 17:18:19 Structure Storage Rack in Load Beam Plane 2 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.024 0.00 1 4 0.000 0.024 -1.78 2 2 0.000 -0.006 0.00 2 5 0 .000 0.006 -0.45 3 3 1.057 0.051 0.00 3 4 -1.057 -0.051 3.04 4 4 0.528 0.030 0.63 4 5 -0.528 -0.030 1.06 5 6 1.057 0.051 0.00 5 7 -1.057 -0.051 3.08 6 7 0.528 0.036 0.77 6 8 -0.528 -0.036 1.23 7 4 -0.002 -0.026 -1.90 7 7 0.002 0.026 -1.86. ���J� 8 7 0 .000 -0.027 1.98--/W,4/c.,<7,0K„„0, 8 9 0 . 000 0.027 0.00 itizour- 9 5 0.003 -0.008 -0.61 9 8 -0.003 0.008 -0.54 10 8 0.000 -0.009 -0.69 10 10 0.000 0.009 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.018 -0 .530 0.00 5 0 .033 -0.530 0.00 7 0 .018 -0.530 0.00 8 0.033 -0.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS 11 PAGE 4 • MSU STRESS-11 VERSION 9/89 --- DATE: 01/13/;4 --- TIME OF DAY: 17:18:19 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0 .024 0.00 2 0.000 -0.006 0.00 3 -0.051 1.057 0.00 6 -0.051 1.057 0.00 9 0.000 0.027 0.00 10 0.000 0.009 0 .00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 4 0.1626 -0.0037 -0.0006 5 0.2020 -0.0054 -0 .0002 7 0.1626 -0.0037 -0.0006 8 0.2019 -0.0054 -0.0002 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.1626 0.0000 0.0002 2 0.2020 0.0000 0.0000 3 0.0000 0.0000 -0.0037 6 0.0000 0.0000 -0.0037 9 0.1626 0.0000 0 .0004 10 0.2019 0.0000 0.0002 2. 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 7 1.1 3 .1 60.0 41.0 12 .16 22 .30 23% 8 0.6 1.2 56.0 41.0 12 .79 22 .30 10% 0 0.0 0.0 64.0 41. 0 11.48 22 .30 0% 0 0.0 0 .0 60.0 41.0 12 .16 22 .30 0% 0 0.0 0 .0 60.0 41. 0 12 .16 22 .30 0% 0 0.0 0.0 60.0 41. 0 12 . 16 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 = 144 inches Pallet Load 1000 lbs Assume 0.5 pallet load on each beam M = PL/8= 9.00 k-in fb = 8.22 ksi Fb = 33 ksi 25% Mcap = 36.15 k-in 48.20 k-in with 1/3 increase ' Defl = 0.25 in = L/ 568 w/ 25% added to one pallet load M = .232 PL = 8.35 k-in 23% ti Base Plate Design Column Load 1.3 kips Allowable Soil 1500 psf basic Assume Footing 12 in square on side Soil Pressure 1300 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 3 "square footprint w = 9.0 psi 1 = 4.5 in Load factor = 1.67 M = 102 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 24 psi Fb = 5 (phi) (f'cA.5) = 163 psi OK ! ! Shear : • Beam fir = 14 psi Fv = 85 psi OK ! ! Punching fv = 8 psi Fv = 170 psi OK ! ! Footprint Bearing Use 0.12 " thick 10.5 inches long under column section 0.315 inches wide 3 .3075 in2 Bearing: 0.393 ksi 1.750 ksi Allowable '24