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Report (72) Ba2o t1-(— OOcY7 mcl UP &LIo sw -7- RECEIVED APR 12014 7 � 773 SE Milwaukie, re� ;i;~ Rfl PO Box 68348 - Po 1 •t9�VISIUN = � Brian Ferrick Sales "- . �∎ ■ � OF OREGON, INC. Cell: 503-519-3043 FAX: 503-653-2536 City of Tigard 13125 SW Hall Blvd Tigard OR 97223 Dan Nelson In regards to Copytronics/Duplicating Consultants at 16640 SW 72nd They will be storing copy machines and parts Class IV commodities The products that are not encapsulated will be stored to 20' high The sprinkler system is .49GPM/2000 SQFT Hydraulic system The heads are at 286 degrees There are single rows and double rows but no multiple rows The distance between the top of the commodity and the sprinkler deflector is approximately 36"or greater Total area of rack high pile storage is 15,000 SQ FT and non public accessible The aisles between the racks are 8' or greater Transverse flues are provided at rack uprights and between pallet loads. Currently no curtain boards not required There high pile storage racks will have no solid decking There are smoke heat vents Required sprinkler density per NFPA 13 required for class IV with storage to 20' Non encapsulated with aisles 8' or greater Table 16.2.1.3.2 D curve E with 286 degree heads Requires .49 GPM/2000 SQFT Thanks my cell number is 503-519-3043 Brian Ferrick M 2:0?201 - 000-7 • ( CoGoq0 Sw _7a;rd Calculations for : CAD COPYTRONICS TIGARD , OR 03/10/2014 Loading: 3000 # load levels 2 pallet levels @ 108, 216 Seismic per IBC 2009 10096 Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1 . 00 144 " Load Beams Uprights : 42 " 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 . 75x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 CT PROii . �`��G ' Fe 119.9 r O ON OFC3 1q`g QFN J. R1Ek�. 'EXP. DATE- 12/ /4 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4001 - Longitude = -122.74899999999998 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 0.933 (Ss, Site Class B) 1.0 0.335 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4001 Longitude = -122.74899999999998 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = FvxS1 Site Class D - Fa = 1.127 ,Fv = 1.729 Period Sa (sec) (g) 0.2 1.052 (SMs, Site Class D) 1.0 0.580 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 93.3 % g S1= 33.5 % g Soil Class D Modified Design spectral response parameters Sms= 105.2 % g Sds= 70.1 % g Sm1= 58.0 % g Sd1= 38.7 % g Seismic USE 2 Seismic Design Category D or D le = 1 R = 4 R = 6 Cs = 0.1753 W Cs = 0.1169 W Using Working Stress Design V= Cs*W/1.4 V = 0.1252 W V= 0.0835 W l ! 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 L Cold Formed Section HEIGHT OF BEAM 4 .750 INCHES MAT'L THICKNESS 0.060 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 4.4300 2 .3750 10.5213 24 .9880 7.2449 0.0300 0.1329 TOP 1.4300 4 .7200 6.7496 31.8581 0.0000 0.8750 1.2513 STEP SIDE 1.3650 3 . 9075 5.3337 20.8416 0.2119 1.7200 2 .3478 STEP BOTT 0.7400 3 .0950 2.2903 7.0885 0.0000 2 .2200 1.6428 SHORT SID 2.8050 1.5625 4.3828 6.8481 1.8392 2.7200 7.6296 BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413 CORNERS 0.2042 4 .6728 0.9542 4.4587 0.0003 0.0772 0.0158 2 0.2042 4 .6728 0.9542 4.4587 0.0003 1.6728 0.3416 3 0.2042 3 .1422 0.6417 2.0162 0.0003 1.7972 0.3670 4 0.2042 3. 0478 0.6224 1.8968 0.0003 2.6728 0.5458 5 0.2042 0. 0772 0.0158 0.0012 0.0003 2.6728 0.5458 6 0.2042 0.0772 0.0158 0.0012 0.0003 0.0772 0.0158 TOTALS 14 .4252 31.3800 32.5546 104.4594 9.2979 17.9100 18.1773 AREA = 0.866 IN2 CENTER GRAVITY = 2 .257 INCHES TO BASE 1.260 INCHES TO LONG SIDE Ix = 2.417 IN4 Iy = 1.011 IN4 Sx = 0.970 IN3 Sy = 0.679 IN3 Rx = 1.671 IN Ry = 1.081 IN -1 . BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4 .75 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 @ 0.5 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 .500 12 .797 RIVET OK P2 1.580 2.500 3 .950 P3 0.316 0.500 0.158 P4 0.000 0.000 0.000 TOTAL 4.740 16. 905 CONNECTOR OK WELDS 0.125 " x 4 .750 " FILLET WELD UP OUTSIDE 0.125 " x 3.125 " 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 0.06 " THICK WELD L = 9.50 IN A = 0.570 IN2 S = 0.451 IN3 Fv = 26.0 KSI Mcap = 11.73 K-IN 11.73 K-IN 2 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R)*I*P1*.67 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 216 3060 661 478 103 108 3060 330 239 26 O 0 0 0 0 KLx = 108 in O 0 0 0 0 KLy = 49 in 0 0 0 0 0 A = 0.595 in O 0 0 0 0 Pcap = 11562 lbs ---- ---- ---- ==== 6120 ---- ---- ---- 6120 991 718 129 Column 53% Stress Max column load = 6135 # Min column load = -1325 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -780 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4104 # MAX REQUIRED HOLD DOWN = -1325 # Anchors: 4 T = 1325 # 2 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 47% Stressed V = 359 # per leg Vcap = 4309 # = 8% Stressed COMBINED = 56% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 827 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 30% - 1 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R) *I*Pl Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 216 3060 661 541 117 108 60 6 5 1 0 0 0 0 0 KLx = 108 in 0 0 0 0 0 KLy = 49 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 11562 lbs 3120 667 546 117 Column 38% Stress Max column load = 4354 # Min column load = -1387 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -1863 # MIN (1+0. 11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4359 # MAX REQUIRED HOLD DOWN = -1863 # Anchors: 4 T = 1863 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 67% Stressed V = 273 # per leg Vcap = 4309 # = 6% Stressed COMBINED = 73% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 629 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 23% V PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:05:29 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 0.0 108.0 S 2 0.0 216.0 S 3 73.5 0.0 S 4 73 .5 108.0 5 73.5 216.0 1 4 7 9 6 220.5 0.0 S 7 220.5 108.0 8 220.5 216.0 9 294.0 108.0 S 10 294 .0 216.0 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 0.866 Ay 0.606 Iz 2.417 3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 7 Thru 10 Prismatic Ax 0.866 Ay 0.606 Iz 2.417 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -1.53 5 Force Y -1.53 7 Force Y -1.53 8 Force Y -1.53 4 Force X 0.033 1 ( PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:05:29 5 Force X 0.065 ' 7 Force X 0.033 8 Force X 0.065 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 3060 1.6610 8442 66 109.6 33 66 3060 2.0621 13012 130 268.1 65 129 . 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 6120 21454 196 377.7 195 g = 32 .2 ft/sec2 T = 2 .4090 sec I = 1.00 Cs = 0.0268 or 0.1167 Sdl = 0.387 Cs min = 0.07 R = 6 Cs = 0.0700 V = (Cs*I*.67) *W* .67 V = 0.0469 W*.67 = 195 # 100% 1 2 7 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:05:29 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 -0.087 0.00 1 4 0.000 0.087 -6.39 2 2 0.000 -0.020 0.00 2 5 0.000 0.020 -1.49 3 3 3.047 0. 097 0.00 3 4 -3 .047 -0 . 097 10.49 4 4 1.523 0.060 2.81 4 5 -1.523 -0.060 3.68 5 6 3.047 0.099 0.00 5 7 -3.047 -0.099 10.67 6 7 1.523 0.070 3.28 6 8 -1.523 -0. 070 4.26 7 4 -0.004 -0. 093 -6.92 7 7 0.004 0.093 -6.71 8 7 0.000 -0.099 4WD �,� /i_` /r(/ 8 9 0.000 0 .099 . . . . ���%l� � 9 5 0.005 -0.027 -2.19 �� E4�'[-GCP✓/ 9 8 -0.005 0.027 -1.78 10 8 0.000 -0 . 034 -2.48 10 10 0.000 0.034 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.033 -1.530 0.00 5 0.065 -1.530 0.00 7 0. 033 -1.530 0.00 8 0.065 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS ( 3 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:05:29 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.087 0.00 2 0.000 -0.020 0.00 3 -0.097 3.047 0.00 6 -0. 099 3 .047 0.00 9 0.000 0.099 0.00 10 0.000 0.034 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 4 1.6610 -0.0191 -0.0025 5 2.0621 -0.0286 -0.0009 7 1.6610 -0.0191 -0.0023 8 2.0620 -0.0286 -0.0005 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 1.6610 0.0000 0.0008 2 2.0621 0.0000 -0.0001 3 0.0000 0.0000 -0.0218 6 0.0000 0.0000 -0.0219 9 1.6610 0.0000 0.0015 10 2 . 0620 0.0000 0. 0008 ( t/ 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 7 3.1 10.7 108.0 49.0 11.56 22.30 74% 8 1.6 4 .3 108.0 49.0 11.56 22.30 33% 0 0.0 0.0 108.0 49.0 11.56 22 .30 0% 0 0.0 0.0 108.0 49.0 11.56 22 .30 0% 0 0.0 0.0 108.0 49.0 11.56 22 .30 0% 0 0.0 0.0 108.0 49.0 11.56 22 .30 0% Load Beam Check 4 .75x 2 .750x 0.060 Fy = 55 ksi A = 0.866 in2 E = 29,500 E3 ksi Sx = 0.970 in3 Ix = 2.417 in4 Length = 144 inches Pallet Load 3000 lbs Assume 0.5 pallet load on each beam M = PL/8= 27.00 k-in fb = 27.85 ksi Fb = 33 ksi 84% Mcap = 32.00 k-in 42.66 k-in with 1/3 increase Defl = 0.82 in = L/ 176 w/ 25% added to one pallet load M = .232 PL = 25.06 k-in 78% ( '; Base Plate Design Column Load 4 .6 kips Allowable Soil 1500 psf basic Assume Footing 21.0 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 = wl'2/3 Use 5 "square base plate w = 10.4 psi 1 = 5.51 in Load factor = 1.67 M = 176 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 42 psi Fb = 5 (phi) (f'c'.5) = 163 psi OK ! ! ' Shear : Beam fv = 19 psi Fv = 85 psi OK ! ! Punching fv = 30 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 184 psi fb = 8835 psi Fb = 37500 psi OK ! ! Ic Calculations for : COPYTRONICS 0 . TIGARD , OR 03/10/2014 Loading: 1750 # load levels 8 pallet levels @ 18, 36, 54 , 82 , 112 , 142, 172, 202 Seismic per IBC 2009 100°,5 Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1 . 00 144 " Load Beams Uprights : 42 " 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 . 75x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 I1 In Upright Plane Seismic Load Distribution • per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R) *I*P1* .67 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 .000x 3.000x 0.075 202 1810 366 419 85 172 1810 311 357 61 142 1810 257 295 42 112 1810 203 232 26 82 1810 148 170 14 KLx = 18 in 54 1810 98 112 6 KLy = 49 in 36 1810 65 75 3 A = 0.595 in 18 1810 33 37 1 Pcap = 15536 lbs 14480 1481 1698 237 Column 83% Stress Max column load = 12891 # Min column load = -1510 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -1007 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 8890 # MAX REQUIRED HOLD DOWN = -1510 # Anchors: 4 T = 1510 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 54% Stressed V = 849 # per leg Vcap = 4309 # = 20% Stressed COMBINED = 74% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 1957 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 71% ( 1' In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3 .000x 0.075 202 1810 366 352 71 112 60 7 6 1 82 60 5 5 0 KLx = 18 in 54 60 3 3 0 KLy = 49 in 36 60 2 2 0 A = 0.595 in 18 60 1 1 0 Pcap = 15536 lbs ---- ---- ---- ==== 2110 ---- ---- ---- 2110 384 369 72 Column 18% Stress Max column load = 2780 # Min column load = -773 # Uplift Overturning ( .6- .11Sds)DL+ (0.6- .14Sds) .75PLapp-.51EL= -1106 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 2794 # MAX REQUIRED HOLD DOWN = -1106 # Anchors: 4 T = 1106 # 2 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 39% Stressed V = 185 # per leg Vcap = 4309 # = 4% Stressed COMBINED = 44% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 426 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 16% 19 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:17:29 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 8 Levels Type Plane Frame Number of Joints 34 Number of Supports 18 Number of Members 40 Number of Loadings 1 Joint Coordinates 1 0.0 6.0 S 2 0.0 40.0 S 8 17 26 34 3 0.0 74 .0 S 4 0.0 108.0 S 7 16 25 33 5 0. 0 148.0 S 6 15 24 32 6 0. 0 182.0 S 7 0.0 216.0 S 5 14 23 31 8 0.0 240.0 S 9 73.5 0.0 S 4 13 22 30 10 73.5 6.0 3 12 21 29 11 73 .5 40.0 12 73.5 74.0 2 11 20 28 13 73 .5 108.0 14 73 .5 148.0 1 10 19 27 15 73.5 182.0 9 18 16 73 .5 216.0 17 73 .5 240.0 18 220.5 0.0 S 19 220.5 6.0 20 220 .5 40.0 21 220.5 74.0 22 220.5 108.0 23 220.5 148.0 24 220 .5 182.0 25 220.5 216.0 26 220.5 240.0 27 294 .0 6.0 S 28 294.0 40.0 S 29 294 .0 74 .0 S 30 294 .0 108.0 S 31 294 .0 148.0 S 32 294 .0 182 .0 S 33 294 .0 216.0 S 34 294 .0 240.0 S Joint Releases 9 Moment Z 18 Moment Z 1 Force X 2 Force X 3 Force X 4 Force X 2� PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13 :17:29 5 Force X 6 Force X 7 Force X 8 Force X 27 Force X 28 Force X 29 Force X 30 Force X 31 Force X 32 Force X 33 Force X 34 Force X 1 Moment Z 2 Moment Z 3 Moment Z 4 Moment Z 5 Moment Z 6 Moment Z 7 Moment Z 8 Moment Z 27 Moment Z 28 Moment Z 29 Moment Z 30 Moment Z 31 Moment Z 32 Moment Z 33 Moment Z 34 Moment Z Member Incidences 1 1 10 2 2 11 3 3 12 4 4 13 5 5 14 6 6 15 7 7 16 8 8 17 9 9 10 10 10 11 11 11 12 12 12 13 13 13 14 14 14 15 15 15 16 16 16 17 17 18 19 18 19 20 19 20 21 20 21 22 21 22 23 22 23 24 ZI PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:17:29 23 24 25 24 25 26 25 10 19 26 19 27 27 11 20 28 20 28 29 12 21 30 21 29 31 13 22 32 22 30 33 14 23 34 23 31 35 15 24 36 24 32 37 16 25 38 25 33 39 17 26 40 26 34 Member Properties 1 Thru 8 Prismatic Ax 1.115 Ay 0.557 Iz 2.466 9 Thru 24 Prismatic Ax 1.032 Ay 0.344 Iz 1.612 25 Thru 40 Prismatic Ax 1.115 Ay 0.557 Iz 2.466 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 10 Force Y -1.75 11 Force Y -1.75 ' 12 Force Y -1.75 13 Force Y -1.75 14 Force Y -1.75 "15 Force Y -1.75 16 Force Y -1.75 17 Force Y -1.75 19 Force Y -1.75 20 Force Y -1.75 21 Force Y -1.75 22 Force Y -1.75 23 Force Y -1.75 24 Force Y -1.75 25 Force Y -1.75 26 Force Y -1.75 10 Force X 0.005 11 Force X 0.010 12 Force X 0.015 13 Force X 0.023 14 Force X 0.032 15 Force X 0.040 16 Force X 0 .048 17 Force X 0.250 19 Force X 0 . 005 21r/ PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:17:29 20 Force X 0.010 21 Force X 0.015 22 Force X 0.023 23 Force X 0.032 24 Force X 0.040 25 Force X 0.048 26 Force X 0.250 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 1810 0.0120 0 10 0.1 5 10 1810 0.1142 24 20 2.3 10 20 1810 0.2252 92 30 6.8 15 30 1810 0.3364 205 46 15.5 23 46 1810 0.4740 407 64 30.3 32 64 1810 0.5692 586 80 45.5 40 80 1810 0.6459 755 96 62 .0 48 96 • 1810 0.6782 833 114 77.3 57 114 14480 2901 460 239.8 462 g = 32.2 ft/sec2 T = 1.1117 sec . I = 1.00 Cs = 0.0580 or 0.1167 Sdl = 0.387 Cs min = 0.07 R = 6 Cs = 0.0700 V = (Cs*I* .67) *W* .67 V = 0.0469 W* .67 = 462 # 100% U PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:17:29 Structure Storage Rack in Load Beam Plane 8 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.069 0.00 1 10 0.000 0.069 -5.07 2 2 0.000 -0.084 0.00 2 11 0.000 0.084 -6.14 3 3 0.000 -0.080 0.00 3 12 0. 000 0.080 -5.86 4 4 0. 000 -0.077 0.00 4 13 0.000 0.077 -5.66 5 5 0.000 -0.066 0.00 5 14 0.000 0.066 -4.85 6 6 0 . 000 -0.048 0.00 6 15 0 .000 0.048 -3.54 7 7 0. 000 -0.025 0.00 7 16 0. 000 0.025 -1.84 8 8 0.000 -0.005 0.00 8 17 0.000 0.005 -0.37 9 9 13 .866 0.419 0.00 • 9 10 -13.866 -0.419 2.52 10 10 12 .117 0.410 7.73 10 11 -12 . 117 -0.410 6.20 11 11 10 .375 0.387 6.67 11 12 -10 .375 -0.387 6.49 12 12 8.638 0.362 6.23 12 13 -8.638 -0.362 6.06 13 13 6.905 0.339 6.59 13 14 -6.905 -0.339 6.95 14 14 5.176 0.290 4.42 14 15 -5.176 -0.290 5.45 15 15 3 .450 0.250 3.52 15 16 -3 .450 -0.250 4.98 16 16 1.727 0.142 0.76 16 17 -1.727 -0.142 2.65 17 18 13 .866 0.427 0.00 17 19 -13 .866 -0.427 2 .56 18 19 12 . 117 0.426 7.91 18 20 -12 . 117 -0.426 6.58 19 20 10.375 0.429 7.31 19 21 -10.375 -0.429 7.27 _ 20 21 8 .638 0.424 7.23 20 22 -8 .638 -0.424 7.20 21 22 6. 905 0.401 7.80 21 23 -6. 905 -0.401 8.26 211 PAGE 6 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:17:29 22 23 5.176 0.386 6.02 - 22 24 -5.176 -0.386 7.09 23 24 3.450 0.346 5.19 23 25 -3.450 -0.346 6.57 _ 24 25 1.727 0.358 2.92 24 26 -1.727 -0.358 5.67 25 10 -0.005 -0.070 -5.18 25 19 0.005 0.070 -5.18 26 19 0.000 -0.072 -5.29 26 27 0.000 0.072 0.00 27 11 -0.013 -0.091 -6.73 27 20 0.013 0.091 -6.66 28 20 0.000 -0.098 -7.24 28 28 0.000 0.098 0.00 29 12 -0.010 -0.093 -6.86 29 21 0.010 0.093 -6.75 30 21 0.000 -0.105 -7.75 30 29 0.000 0.105 0.00 31 13 0.000 -0.094 -7.00 31 22 0.000 0.094 -6 : 32 22 0.000 -0.111 /�j , 65: N 32 30 0.000 0.111 i . e . /'[ �-��/ 33 14 -0.016 -0.087 -6.52 Howttrxir 33 23 0.016 0.087 -6.31 34 23 0.000 -0.108 -7.97 34 31 0.000 0.108 0.00 35 15 0.000 -0.072 -5.42 35 24 0.000 0.072 -5.20 36 24 0.000 -0.096 -7.08 36 32 0.000 0.096 0.00 37 16 -0.060 -0.052 -3.90 37 25 0.060 0.052 -3 .71 38 25 0.000 -0.079 -5.78 38 33 0.000 0.079 0.00 39 17 0.108 -0.028 -2.28 39 26 -0.108 0.028 -1.88 40 26 0.000 -0.052 -3 .79 40 34 0.000 0.052 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 10 0.005 -1.750 0.00 11 0.010 -1.750 0. 00 12 0.015 -1.750 0.00 13 0.023 -1.750 0.00 14 0.032 -1.750 0.00 15 0 . 040 -1.750 0. 00 16 0.048 -1.750 0.00 17 0.250 -1.750 0.00 19 0.005 -1.750 0.00 20 0.010 -1.750 0.00 21 0.015 -1.750 0.00 'I 5 PAGE 7 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:17:29 . 22 0.023 -1.750 0.00 23 0 .032 -1.750 0.00 24 0.040 -1.750 0.00 25 0 . 048 -1.750 0.00 26 0 .250 -1.750 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0. 000 -0.069 0.00 2 0.000 -0.084 0.00 3 0 .000 -0.080 0.00 4 0.000 -0.077 0.00 5 0 .000 -0.066 0.00 6 0. 000 -0.048 0.00 7 0.000 -0.025 0.00 8 0.000 -0.005 0.00 9 -0.419 13.866 0.00 18 -0.427 13 .866 0.00 27 0.000 0.072 0.00 28 0.000 0.098 0.00 29 0. 000 0.105 0.00 30 0.000 0.111 0.00 31 0.000 0.108 0.00 32 0.000 0.096 0.00 33 0.000 0.079 0.00 ' 34 0 .000 0.052 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 10 0.0120 -0.0028 -0.0018 11 0. 1142 -0.0165 -0.0023 12 0.2252 -0.0283 -0.0024 13 0.3364 -0.0381 -0.0025 14 0.4740 -0.0474 -0 .0023 15 0.5692 -0.0533 -0 .0019 16 0 .6459 -0.0572 -0.0014 17 0 .6782 -0.0586 -0.0009 19 0 . 0120 -0.0028 -0.0018 20 0 . 1143 -0.0165 -0.0023 21 0 .2253 -0.0283 -0.0023 22 0.3364 -0.0381 -0.0023 23 0.4741 -0.0474 -0 .0021 24 0 .5692 -0.0533 -0.0017 25 0. 6461 -0.0572 -0 .0012 26 0 . 6777 -0.0586 -0.0005 C PAGE 8 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 13:17:29 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.0120 0.0000 0.0008 2 0.1142 0.0000 0.0008 3 0.2252 0.0000 0.0006 4 0.3364 0.0000 0.0004 5 0.4740 0.0000 0.0002 6 0.5692 0.0000 -0.0001 7 0.6459 0.0000 -0.0005 8 0.6782 0.0000 -0.0007 9 0.0000 0.0000 -0.0019 18 0. 0000 0.0000 -0.0019 27 0.0120 0.0000 0.0009 28 0.1143 0.0000 0.0015 29 0.2253 0.0000 0.0017 30 0.3364 0.0000 0.0019 31 0.4741 0.0000 0.0020 32 0.5692 0.0000 0. 0019 33 0.6461 0.0000 0.0018 34 0.6777 0.0000 0.0014 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 15 7.2 2.6 18.0 49.0 15.53 22.30 58% 16 6.4 7.9 18.0 49.0 15.53 22.30 76% 17 5.5 7.3 18.0 49. 0 15.53 22.30 68% 18 4 .6 7.2 28.0 49.0 15.53 22.30 62% 19 3.7 8.3 30.0 49.0 15.53 22.30 61% 20 2. 9 7.1 90.0 49.0 13 .25 22 .30 53% Load Beam Check 4 .75x 2 .750x 0.060 Fy = 55 ksi A = 0.866 in2 E = 29,500 E3 ksi Sx = 0.970 in3 Ix = 2.417 in4 Length = 144 inches Pallet Load 1750 lbs Assume 0.5 pallet load on each beam M = PL/8= 15.75 k-in • fb = 16.24 ksi Fb = 33 ksi 49% Mcap = 32.00 k-in 42.66 k-in with 1/3 increase Defl = 0.48 in = L/ 302 w/ 25% added to one pallet load M = .232 PL = 14.62 k-in 46% 75 Base Plate Design Column Load 9.7 kips Allowable Soil 1500 psf basic Assume Footing 30.5 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 = w1^2/3 Use 5 "square base plate w = 10.4 psi 1 = 10.23 in Load factor = 1.67 M = 607 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 146 psi Fb = 5 (phi) (f'c'.5) = 163 psi OK ! ! Shear : Beam fir = 36 psi Fv = 85 psi OK ! ! Punching fv = 72 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 387 psi fb = 18563 psi Fb = 37500 psi OK ! ! 241 Calculations for IV COPYTRONICS TIGARD , OR 03/10/2014 Loading: 3000 # load levels 3 pallet levels @ 64 , 128, 192 Seismic per IBC 2009 100% Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1 . 00 144 " Load Beams Uprights : 42 " 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 . 75x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector - by : Ben Riehl Registered Engineer OR# 11949 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase _ I = 1.00 R = 4.0 V = (Sds/R) *I*P1*.67 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3 .000x 0.075 192 3060 588 538 103 128 3060 392 359 46 64 3060 196 179 11 KLx = 64 in 0 0 0 0 0 KLy = 49 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15145 lbs ---- ---- ---- ==== 9180 ---- ---- ---- 9180 1175 1076 161 Column 56% Stress Max column load = 8417 # Min column load = -1202 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -770 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 5754 # MAX REQUIRED HOLD DOWN = -1202 # - Anchors: 4 T = 1202 # 2 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 43% Stressed V = 538 # per leg Vcap = 4309 # = 12% Stressed COMBINED = 55% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 1240 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 45% 1 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*Pl Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 192 3060 588 546 105 128 60 8 7 1 64 60 4 4 0 KLx = 64 in 0 0 0 0 0 KLy = 49 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15145 lbs 3180 599 557 106 Column 27% Stress Max column load = 4112 # Min column load = -1088 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -1575 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4119 # MAX REQUIRED HOLD DOWN = -1575 # Anchors: 4 T = 1575 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 56% Stressed V = 278 # per leg Vcap = 4309 # = 6% Stressed COMBINED = 63% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 641 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 23% (.;17 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14 :09:47 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 64. 0 S 2 0.0 128.0 S 3 7 11 14 3 0.0 192 .0 S 4 73.5 0.0 S 5 73.5 64 .0 2 6 10 13 6 73.5 128. 0 7 73.5 192.0 8 220.5 0.0 S 1 5 9 12 9 220.5 64 .0 10 220.5 128. 0 11 220.5 192.0 12 294 .0 64.0 S 4 8 13 294.0 128.0 S 14 294.0 192 .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 .866 Ay 0.606 Iz 2.417 (1V3 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14:09:47 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.866 Ay 0.606 Iz 2 .417 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 0.025 6 Force X 0.049 7 Force X 0.073 9 Force X 0.025 10 Force X 0.049 11 Force X 0.073 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 3060 0.5834 1041 50 29.2 25 50 3060 0.7844 1883 98 76. 9 49 98 3060 0.8911 2430 146 130. 1 73 145 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 5354 294 236.1 293 g = 32.2 ft/sec2 T = 1.5220 sec I = 1.00 Cs = 0.0423 or 0.1167 Sdl = 0.387 Cs min = 0.07 R = 6 Cs = 0.0700 V = (Cs*I* .67) *W*.67 V = 0.0469 W* .67 = 293 # 100% PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14:09:47 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 -0.081 0.00 1 5 0.000 0.081 -5.97 2 2 0.000 -0.033 0.00 2 6 0.000 0.033 -2.45 3 3 0.000 -0.009 0.00 3 7 0.000 0.009 -0.63 4 4 4 .564 0.145 0.00 4 5 -4 .564 -0.145 9.30 5 5 3.040 0.114 3.15 5 6 -3 .040 -0.114 4 .14 6 6 1.521 0.059 1.64 6 7 -1.521 -0.059 2.16 7 8 4 .564 0.149 0.00 7 9 -4.564 -0.149 9.52 8 9 3.040 0.130 3.63 8 10 -3 .040 -0.130 4.69 9 10 1.521 0.087 2.42 9 11 -1.521 -0. 087 3 .13 10 5 -0.006 -0.087 -6.48 10 9 0.006 0.087 -6.32 11 9 0.000 -0.093 /_f SW. 11 12 0.000 0.093 . 14/� 4 12 6 -0.006 -0.044 -3 .33 33 12 10 0.006 0.044 -3 . 12 13 10 0.000 -0.054 -4 .00 13 13 0.000 0.054 0.00 14 7 0.014 -0.018 -1.53 14 11 -0. 014 0.018 -1.12 15 11 0 .000 -0.027 -2.02 15 14 0.000 0.027 0.00 APPLIED JOINT LOADS, FREE JOINTS 4?7s PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14 :09:47 JOINT FORCE X FORCE Y MOMENT Z 5 0.025 -1.530 0.00 6 0.049 -1.530 0.00 _ 7 0.073 -1.530 0. 00 9 0.025 -1.530 0.00 10 0.049 -1.530 0.00 11 0.073 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.081 0.00 2 0.000 -0.033 0.00 3 0.000 -0.009 0.00 4 -0.145 4 .564 0.00 8 -0.149 4.564 0.00 12 0.000 0.093 0.00 13 0.000 0.054 0.00 14 0.000 0.027 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.5834 -0.0169 -0. 0023 ' 6 0.7844 -0.0282 -0.0012 7 0.8911 -0.0338 -0.0007 9 0.5834 -0.0169 -0.0022 • 10 0.7844 -0.0282 -0.0010 11 0.8910 -0.0338 -0.0002 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0 .5834 0.0000 0.0008 2 0 .7844 0.0000 0.0000 3 0 .8911 0.0000 -0.0004 4 0 . 0000 0.0000 -0.0124 8 0 . 0000 0.0000 -0. 0125 12 0 .5834 0.0000 0 . 0014 13 0.7844 0.0000 0. 0011 14 0.8910 0.0000 0.0008 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 4.6 9.5 64 .0 49.0 15.14 22 .30 73% 10 3.1 4.7 64.0 49.0 15.14 22.30 41% 11 1.6 3.1 64.0 49.0 15.14 22.30 24% 0 0.0 0.0 64 .0 49.0 15.14 22.30 0% 0 0.0 0.0 64 .0 49.0 15.14 22.30 0% 0 0.0 0.0 64 .0 49.0 15.14 22.30 0% Load Beam Check 4 .75x 2.750x 0.060 Fy = 55 ksi A = 0.866 in2 E = 29,500 E3 ksi Sx = 0.970 in3 Ix = 2.417 in4 Length = 144 inches Pallet Load 3000 lbs Assume 0.5 pallet load on each beam M = PL/8= 27.00 k-in fb = 27.85 ksi Fb = 33 ksi 84% Mcap = 32.00 k-in 42.66 k-in with 1/3 increase Defl = 0.82 in = L/ 176 w/ 25% added to one pallet load M = .232 PL = 25.06 k-in 78% �7 Base Plate Design Column Load 6.3 kips Allowable Soil 1500 psf basic Assume Footing 24.6 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 = 7 .31 in Load factor = 1.67 M = 310 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 74 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 = 253 psi fb = 12121 psi Fb = 37500 psi OK ! ! -3K Calculations for : COPYTRONICS TIGARD , OR 03/10/2014 Loading: 3000 # load levels 2 pallet levels @ 64, 128 Seismic per IBC 2009 100% Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1 . 00 144 " Load Beams Uprights : 42 " 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 . 75x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 39 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1* .67 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 128 3060 392 478 61 64 3060 196 239 15 0 0 0 0 0 KLx = 64 in 0 0 0 0 0 KLy = 49 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15145 lbs 6120 588 718 77 Column 32% Stress Max column load = 4882 # Min column load = -72 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -141 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3465 # MAX ' REQUIRED HOLD DOWN = -141 # Anchors: 4 T = 141 # 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 5% Stressed V = 359 # per leg Vcap = 4309 # = 8% Stressed COMBINED = 13% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 827 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 30% VI5 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R)*I*P1 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 128 3060 392 541 69 64 60 4 5 0 0 0 0 0 0 KLx = 64 in 0 0 0 0 0 KLy = 49 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15145 lbs ---- ---- ---- ==== 3120 ---- ---- ---- 3120 396 546 70 Column 21% Stress Max column load = 3216 # Min column load = -249 # Uplift Overturning ( .6- .11Sds)DL+ (0.6- .14Sds) .75PLapp- .51EL= -725 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3221 # MAX REQUIRED HOLD DOWN = -725 # Anchors: 4 T = 725 # 2 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 26% Stressed V = 273 # per leg Vcap = 4309 # = 6% Stressed COMBINED = 32% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 629 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 23% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14:15:15 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 1 0.0 64 .0 S 2 5 8 10 2 0.0 128.0 S 3 73.5 0.0 S 4 73.5 64.0 5 73.5 128.0 6 220.5 0.0 S 1 4 7 9 7 220.5 64.0 8 220.5 128.0 9 294.0 64.0 S 10 294.0 128.0 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 0.866 Ay 0.606 Iz 2.417 3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 7 Thru 10 Prismatic Ax 0.866 Ay 0.606 Iz 2.417 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -1.53 5 Force Y -1.53 7 Force Y -1.53 8 Force Y -1.53 4 Force X 0.033 411 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14:15:15 5 Force X 0.065 7 Force X 0. 033 8 Force X 0.065 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED . Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 3060 0.3820 447 66 25.2 33 66 3060 0.4901 735 130 63.7 65 129 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 6120 1182 196 88.9 195 g = 32.2 ft/sect T = 1.1651 sec I = 1.00 Cs = 0.0553 or 0.1167 Sdl = 0.387 Cs min = 0.07 R = 6 Cs = 0.0700 V = (Cs*I*.67) *W* .67 V = 0.0469 W*.67 = 195 # 100% PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14 :15:15 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 -0.050 0.00 1 4 0.000 0.050 -3.66 2 2 0.000 -0.012 0.00 2 5 0.000 0.012 -0.91 3 3 3.051 0.097 0.00 3 4 -3.051 -0.097 6.20 4 4 1.525 0.058 1.46 4 5 -1.525 -0.058 2.28 5 6 3 .051 0.099 0.00 5 7 -3 .051 -0.099 6.34 6 7 1.525 0.072 1.83 6 8 -1.525 -0.072 2 .76 7 4 -0.006 -0.054 -4.00 7 7 0.006 0.054 -3 . 91 8 7 0.000 -0.058 -4 .26 8 9 0.000 0.058 0.00 , E 9 5 0.007 -0.017 -1.36 /4114ASILfrf 9 8 -0.007 0.017 -1.15 10 8 0.000 -0.022 -1.60 10 10 0.000 0.022 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.033 -1.530 0.00 5 0.065 -1.530 0.00 7 0.033 -1.530 0.00 8 0 .065 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS tJy PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14:15:15 JOINT FORCE X FORCE Y MOMENT Z . 1 0.000 -0.050 0.00 2 0.000 -0.012 0.00 3 -0.097 3.051 0.00 _ 6 -0.099 3.051 0.00 9 0.000 0.058 0.00 10 0.000 0.022 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 4 0.3820 -0.0113 -0.0014 5 0.4901 -0.0170 -0.0006 7 0.3820 -0.0113 -0.0013 8 0.4901 -0.0170 -0.0003 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.3820 0.0000 0.0005 2 0.4901 0.0000 -0.0001 3 0.0000 0.0000 -0.0082 6 0.0000 0.0000 -0.0082 9 0.3820 0.0000 0.0009 10 0.4901 0.0000 0.0005 745 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 7 3 . 1 6.3 64.0 49.0 15.14 22.30 48% 8 1.6 2.8 64.0 49. 0 15.14 22.30 23% 0 0 .0 0.0 64.0 49. 0 15.14 22.30 0% 0 0. 0 0.0 64.0 49.0 15.14 22.30 0% 0 0 .0 0.0 64.0 49.0 15.14 22.30 0% 0 0.0 0.0 64.0 49.0 15.14 22.30 0% Load Beam Check 4.75x 2.750x 0.060 Fy = 55 ksi A = 0.866 in2 E = 29, 500 E3 ksi Sx = 0.970 in3 Ix = 2 .417 in4 Length = 144 inches Pallet Load 3000 lbs Assume 0.5 pallet load on each beam M = PL/8= 27.00 k-in fb = 27.85 ksi Fb = 33 ksi 84% Mcap = 32.00 k-in 42.66 k-in with 1/3 increase Defl = 0.82 in = L/ 176 w/ 25% added to one pallet load M = .232 PL = 25.06 k-in 78% LI 12 Base Plate Design Column Load 3.7 kips Allowable Soil 1500 psf basic Assume Footing 18.7 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 = wl'2/3 Use 5 "square base plate w = 10.4 psi 1 = 4.37 in Load factor = 1.67 M = 111 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 27 psi Fb = 5 (phi) (f'c'.5) = 163 psi OK ! ! Shear : Beam fv = 15 psi Fv = 85 psi OK ! ! Punching fv = 22 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 146 psi fb = 7031 psi Fb = 37500 psi OK ! ! 7 Calculations for : COPYTRONICS TIGARD , OR 03/10/2014 Loading: 3000 # load levels 3 pallet levels @ 64 , 128 , 192 Seismic per IBC 2009 100% Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1. 00 96 " Load Beams Uprights : 42 " 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 3 . 50x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 Li V Cold Formed Section HEIGHT OF BEAM 3 .500 INCHES MAT'L THICKNESS 0.060 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 3.1800 1.7500 5.5650 9.7388 2.6798 0.0300 0.0954 TOP 1.4300 3 .4700 4 .9621 17.2185 0.0000 0.8750 1.2513 STEP SIDE 1.3650 2.6575 3 .6275 9.6400 0.2119 1.7200 2.3478 STEP BOTT 0.7400 1.8450 1.3653 2.5190 0.0000 2 .2200 1.6428 SHORT SID 1.5550 0.9375 1.4578 1.3667 0.3133 2.7200 4 .2296 BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413 CORNERS 0.2042 3 .4228 0.6989 2.3923 0.0003 0.0772 0.0158 2 0.2042 3.4228 0.6989 2.3923 0.0003 1.6728 0.3416 3 0.2042 1.8922 0.3864 0.7312 0.0003 1.7972 0.3670 4 0.2042 1.7978 0.3671 0.6600 0.0003 2 .6728 0.5458 5 0.2042 0.0772 0.0158 0.0012 0.0003 2 .6728 0.5458 6 0.2042 0.0772 0.0158 0.0012 0.0003 0.0772 0.0158 TOTALS 11. 9252 21.3800 19.2335 46.6633 3.2070 17. 9100 14.7398 AREA = 0.716 IN2 CENTER GRAVITY = 1.613 INCHES TO BASE 1.236 INCHES TO LONG SIDE Ix = 1. 131 IN4 Iy = 0.737 IN4 Sx = 0.599 IN3 Sy = 0.487 IN3 Rx = 1.257 IN Ry = 1.015 IN (Pt BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 3.5 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 @ 1.55 IN FROM BTM OF CONN M = PL L = 0.95 IN Pmax = Mcap/L = 4.130 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.450 9.811 RIVET OK P2 1.195 1.450 1.733 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 4.039 11.544 CONNECTOR OK WELDS 0.125 " x 3.500 " FILLET WELD UP OUTSIDE 0.125 " x 1.875 " 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 0.065 " THICK WELD L = 7.00 IN A = 0.455 IN2 S = 0.265 IN3 Fv = 26.0 KSI Mcap = 6.90 K-IN 6.90 K-IN 56 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1* .67 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 192 3060 588 538 103 128 3060 392 359 46 64 3060 196 179 11 KLx = 64 in 0 0 0 0 0 KLy = 49 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15145 lbs ---- ---- ---- ==== 9180 ---- ---- ---- 9180 1175 1076 161 Column 56% Stress Max column load = 8417 # Min column load = -1202 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -770 # MIN (1+0. 11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 5754 # MAX REQUIRED HOLD DOWN = -1202 # Anchors: 4 T = 1202 # 2 0.5 in dia POWERS STUD+SD2 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 43% Stressed V = 538 # per leg Vcap = 4309 # = 12% Stressed COMBINED = 55% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 1240 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 45% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1. 00 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 .000x 3.000x 0.075 192 3060 588 546 105 128 60 8 7 1 64 60 4 4 0 KLx = 64 in 0 0 0 0 0 KLy = 49 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15145 lbs 3180 599 557 106 Column 27% Stress Max column load = 4112 # Min column load = -1088 # Uplift Overturning ( .6- . 11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -1575 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4119 # MAX REQUIRED HOLD DOWN = -1575 # Anchors: 4 T = 1575 2 0.5 in dia POWERS STUD+SD2 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 56% Stressed V = 278 # per leg Vcap = 4309 # = 6% Stressed COMBINED = 63% Stressed OK Braces: Brace height = 49 " Brace width = 42 " Length = 65 " P = 641 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 133 Pcap = 2740 # 23% 'jZ 1 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14:31:16 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 64 .0 S 3 7 11 14 2 0.0 128.0 S 3 0.0 192 .0 S 4 49.5 0 .0 S 2 6 10 13 5 49.5 64.0 6 49.5 128.0 7 49.5 192 .0 8 148.5 0.0 S 1 5 9 12 9 148.5 64 .0 10 148.5 128.0 11 148.5 192 .0 4 8 12 198.0 64 .0 S 13 198.0 128 . 0 S 14 198.0 192 .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 0.716 Ay 0.501 Iz 1. 131 e):, • PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14:31:16 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.716 Ay 0.501 Iz 1.131 • 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 0.025 6 Force X 0.049 7 Force X 0.073 9 Force X 0.025 10 Force X 0.049 11 Force X 0.073 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in 3060 0. 6437 1268 50 32.2 25 50 3060 0.8914 2431 98 87.4 49 98 3060 1.0222 3197 146 149.2 73 145 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 6897 294 268.8 293 g = 32 .2 ft/sec2 T = 1.6191 sec I = 1.00 Cs = 0.0398 or 0.1167 Sdl = 0.387 Cs min = 0.07 R = 6 Cs = 0.0700 V = (Cs*I* .67) *W*.67 V = 0.0469 W* .67 = 293 # 100 9E • • 5y PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14 :31:16 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 -0.118 0.00 1 5 0.000 0.118 -5.82 2 2 0.000 -0.048 0.00 2 6 0.000 0.048 -2.39 3 3 0.000 -0.012 0.00 3 7 0.000 0.012 -0.59 4 4 4.547 0.145 0.00 4 5 -4.547 -0.145 9.28 5 5 3 .026 0.113 2.91 5 6 -3 .026 -0.113 4 .30 6 6 1.514 0.056 1.43 6 7 -1.514 -0.056 2.16 7 8 4 .547 0.149 0.00 7 9 -4 .547 -0.149 9.54 8 9 3.026 0.131 3 .48 8 10 -3.026 -0.131 4 .93 9 10 1.514 0.090 2.37 9 11 -1.514 -0.090 3.38 10 5 -0.007 -0.127 -6.37 10 9 0.007 0.127 -6.24 11 9 0.000 -0.137 i 4 ,Cew, ,, 11 12 0.000 0.137 v . •• 12 6 -0.008 -0.066 -3.34 itetne-tg4or 12 10 0.008 0.066 -3.17 13 10 0.000 -0.083 -4 .13 13 13 0.000 0.083 0.00 14 7 0.017 -0.028 -1.57 14 11 -0.017 0.028 -1.20 15 11 0.000 -0.044 -2.18 15 14 0.000 0.044 0.00 APPLIED JOINT LOADS, FREE JOINTS PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/10/;4 --- TIME OF DAY: 14:31:16 JOINT FORCE X FORCE Y MOMENT Z . 5 0.025 -1.530 0.00 . 6 0.049 -1.530 0.00 7 0.073 -1.530 0.00 9 0.025 -1.530 0.00 10 0.049 -1.530 0.00 11 0.073 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.118 0.00 2 0.000 -0.048 0.00 3 0.000 -0 .012 0.00 4 -0.145 4.547 0.00 8 -0.149 4.547 0.00 12 0.000 0.137 0.00 13 0.000 0.083 0.00 14 0.000 0.044 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.6437 -0.0169 -0.0033 6 0.8914 -0.0281 -0.0018 7 1.0222 -0.0337 -0.0010 9 0.6437 -0.0169 -0 .0031 ' 10 0.8914 -0.0281 -0. 0015 11 1.0221 -0.0337 -0.0004 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.6437 0. 0000 0 .0011 2 0.8914 0. 0000 0 . 0000 3 1.0222 0.0000 -0 . 0005 4 0.0000 0.0000 -0.0134 8 0.0000 0 .0000 -0 .0135 12 0.6437 0.0000 0 .0020 13 0.8914 0.0000 0 . 0016 14 1.0221 0.0000 0.0012 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 4 .6 9.5 64 .0 49.0 15.14 22.30 73% 10 3 .1 4 .9 64.0 49.0 15.14 22 .30 42% 11 1.6 3.4 64.0 49.0 15.14 22.30 26% 0 0.0 0.0 64 .0 49.0 15.14 22.30 0% 0 0.0 0.0 64 . 0 49.0 15.14 22.30 0% 0 0.0 0.0 64 .0 49.0 15.14 22 .30 0% Load Beam Check 3.50x 2 .750x 0.060 Fy = 55 ksi A = 0.716 in2 E = 29,500 E3 ksi Sx = 0.599 in3 Ix = 1.131 in4 Length = 96 inches Pallet Load 3000 lbs Assume 0.5 pallet load on each beam M = PL/8= 18.00 k-in fb = 30.03 ksi Fb = 33 ksi 91% Mcap = 19.78 k-in 26.37 k-in with 1/3 increase • Defl = 0.52 in = L/ 185 • w/ 25% added to one pallet load M = .232 PL = 16.70 k-in 84% ex-17 Base Plate Design Column Load 6.3 kips Allowable Soil 1500 psf basic Assume Footing 24 .6 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 = 7.31 in Load factor = 1.67 M = 310 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 74 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 = 253 psi fb = 12121 psi Fb = 37500 psi OK ! ! Q