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Plans _ _ f Bu p �aoci = ao 2 - I ?- TYPE "A" TYPE « u B 1 0 3 1 s w Cs-�.� Ca.d � PERMANENT PLAQUE NOT LESS THAN PERMANENT PLAQUE NOT LESS THAN . 50 SQ INCHES IN AREA TO BE PLACED. 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICU ❑US L ❑CATION STATING IN CONSPICUOUS LOCATION STATING �: • . 4400# CAPACITY @ 60', 120', 180' 2000# CAPACITY @ 90' ■ . 3' -8' 8 ' - . -0' C - ._ I 1 1 LOAD BEAM �� \� j fl o ,, J - 'N \-CONNECTOR ` 5' -0' a � 2 r . IIIIMEMNIMMMMMMMMMEMMMMME.111 4 - \ 1 1 z LOAD BEAM 0 3 8 °' 1 ii IN nn LL, 0 ° CONNECTOR - c� 16' -0' . I • 5' -0' ml L OAD BEAM mi —{ CY LOAD BEAM [-CONNECTOR 3' -6' - ' Q �� �� LOAD - BEA M - - -- 13 ate \- CONNECTOR I� @REAR ONLY II' ~ BRACE - c' I 5'_0' _ _ ~ a a a W > > a a UPRIGHT LOAD BEAM ELEVATION LOAD BEAM ELEVATION Q • 14GA THK � 9 te , _1 COLUMN 3' Q q o A _ p p lai 0 3/8x 6x 6 BASEPLATE -U ' iY in i a I --- W - U < 3/8'x 6'x 6' (2) 1/2'0 ANCHORS I— CL -1-' Q Ce • BASEPLAtE HSS 1.5 x 1,5 1.5 - 1/8 V1 -1/2' ' . to U ° o d > U LJ WUW 0 V) 3' , (2) 1/2' ANCHORS X 16 • GA THK D . EA SIDE • I J to C J PQ I -- 2' O F 1 WELD BRACE i '. i ,: FF. w N D w , Q PA■• EA END T❑ C ❑LU ' x (/) � Q l--) E 3 EA SIDE BRACE 5' I 111113.25' � ox ¢ > Li U ' M 1/8 2 1/8' F1' I 5' CONCRETE SLAB ON GRADE ( W w N A q �'� COLUMN & BASE PL q'cj + N -- (,) -1 co . z es W v P COLUMN BASE X- SECTION Q Y Ul A a I _, U BRACE C ❑NN . as W z M° N q N J Cr) 3 3 I— L V u o )‘--.11 00 . , ;L Z W r, 0 >,_J % J (n J - 0 , z `-_ ,_I 1 VD LLQU1Q � o N U J = N U N ' 0 1 - 5/8'H x 1' W (2) PIN CONN 'I I N U ► w w (,,) • 6 STEP 0 , CONNECTOR i w II LA q (/) 0 4,13 0 . (2) AISI A502 -2 RIVETS 0 �' W Cl J ° w LOAD BEAM 7/16 4'oc • - E 0 � - N 14 GA THICK . g 1 -5/8x 3x o HOOK THRU SLOTS o , q Q Li N Q o • o T f IN COLUMN U 0 it 4 + W U • 0 2;75 3/16' HK 1 v) II Z Q CI _ n o L 1/8V VERT EDGES 0 � , LOAD BEAM CONNECTOR 0 � w II w 1=1 = w C Z I .7 0 0 SAFETY PIN TO RESIST F- II L _H L Q U ' d .-� O II w :Q W ° Z � (� „ .Q 1000# UPLIFT LOAD Z II t=1 x N J Q z COLUMN -BEAM CONN . V (L • M lri . , ,, , . ., Calculations for : 0) Ze COMCAST CABLE TIGARD, OR 11/10/2009 Loading: 4400 # load levels 3 pallet levels @ 60,120,180 Seismic per IBC 2006 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 44 " wide HSS 3.000x 3.000x 0.075 Columns HSS 1.500x 1.500x 0.060 Braces 6.00x 6.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 4.13x 2.750x 0.075 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 • 119.• O' ' CON Q .% • 19- �� J. R1,��. �.X . DAS 12/ /1/[ Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.44 Longitude = - 122.78 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 0.05000000074505806 deg grid spacing Period Sa (sec) (g) . 0.2 0.942 (Ss, Site Class. B) 1.0 0.339 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.44 Longitude = - 122.78 Spectral Response Accelerations SMs and SM1 SMs =FaxSs and SM1 =FvxS1 Site Class D - Fa = 1.123 ,Fv = 1.722 Period Sa • (sec) (g) 0.2 1.058 (SMs, Site Class D) 1.0 0.584 (SM1, Site Class D) IBC 2006 LOADING SEISMIC: Ss= 94.2 % g S 33.9 % g . Soil Class D Modified Design spectral response parameters Sms= 105.8 % g Sds= 70.5 % g Sm1 =• 58.4 % g Sd1= 38.9 % g Seismic Use Group 2 Seismic Design Category D _ or D le = 1 R= 4 R= 6 Cs = 0.1763 W Cs = 0.1176 W Using Working Stress Design V = Cs"W /1.4 V = 0.1260 W V = 0.0840 W • • • • Cold Formed Tube ,. .......Depth 3.000 in Fy = 55 ksi ' , ' ,.'Flange 3.000 in . -Lip 1.500 in Thickness 0.0750 in • COLUMN SECTION R 0.1000 in . ' Blank = 11.46 in wt = 2.9 plf A = 0.860 in2 • Ix = 1.212 in4 Sx = 0.808 in3 Rx = 1.187 in Iy = 1.212 in4 Sy = 0.808 in3 Ry = 1.187 in a 2.6500 • Web w/t 35.3333 a bar 2.9250 Flg w/t 35.3333 - b 2.6500 x bar 1.4625 ' • b bar 2.9250 m 1.8868 c 1.3250 x0 - 3.3493 ' c bar 1.4625 J 0.0016 -- u 0.2160 x web 1.5000 gamma 1.0000 - x lip 1.5000 R' 0.1375 . h/t 38.0000 . - Section Removing:' 0.640 inch 'slot - inches each side of center on web 0.375:inch' hole 0.87 - inches froth web in each flange A- = 0 . 152 ' in2 A' =- . " 0.708 - in2' x bar =" 1.708 in. • I' . x = 1.0'35 . in4 • S'.x= ' . 0.690 in3 R' x= 1:209 in I'y = 0.940 in4 `S'y= 0.538 in3 R'y= 1.153 in • Cold Formed Tube Depth 1.500 in Fy = 55 ksi Flange 1.500 in - Lip 0.750 in Thickness 0.0600 in BRACE SECTION R 0.1000 in . Blank = 5.54 in . .wt = 1.1 plf •• • A = 0.332 in2 Ix = 0.112 in4 Sx = 0.149 in3 Rx = 0.581 in • Iy = 0.112 in4 Sy = 0.149 in3 Ry = 0.581 in a 1.1800 Web w/t 19.6667 a bar 1.4400 Fig w/t 19.6667 b 1.1800 x bar 0.7200 b bar 1.4400 - m 0.9589 c 0.5900 x0 - 1.6789 . c bar 0.7200 J 0.0004 u 0.2042 x web 0.7500 gamma 1.0000 x lip 0.7500 , _ R' 0.1300 h/t 23.0000 4 '' 0 • • Cold Formed Section HEIGHT OF BEAM 4.130 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 3.7800 2.0650 7.8057 16:1188 4.5008 0.0375 0.1418 TOP 1.4000 4.0925 5.7295 23.4480 0.0000 0.8.750 1.2250 STEP SIDE 1.3500 3.2800 4.4280 14.5238 0.2050 1.7125 2.3119 STEP BOTT 0.7250 2.4675 1.7889 4.4142 0.0000. 2.2125 1.6041 SHORT SID 2.1550 1.2525 2.6991 3.3807 0.8340 2.7125 5.8454 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 4.0425 0.8731 3.5296 0.0004 0.0875 0.0189 2 0.2160 4.0425 0.8731 3.5296 0.0004 1.6625 0.3591 3 0.2160 2.5175 0.5437 1.3688 0.0004 1.8000 0.3888 4 0.2160 2.4175 0.5222 1.2623 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 13.1059 26.3900 25.3912 71.5826 5:5422 17.8875 16.3639 • AREA =. '0.983 1172 • • CENTER GRAVITY = 1.937 INCHES TO BASE .1.249 INCHES TO LONG SIDE Ix = 2.095 IN4 Iy = 1.074 IN4 Sx '_ . 0.955 IN3 Sy = 0.716 IN3 Rx = 1.460 IN Ry = 1.045 IN • • • • • • • • • • • • • • • BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4.13 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 4400 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1100 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 26% • 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. • W/ 1/3 INCREASE = 5.232 K -IN RIVET MOMENT RESULTANT @ 0.25 IN FROM BTM OF CONN M = PL - : L = 1.62 IN ' • Pmax = Mcap /L = 3.229 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.750 13.508 RIVET OK P2 0.449 0:750 0.337 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 3.293 13.845 CONNECTOR OK WELDS 0.125 " x 4.130'" FILLET WELD UP OUTSIDE 0.125 " x 2.505 " FILLET WELD: • 0.125 " x 1..625 " FILLET'WELD UP STEP SIDE x 1.000'" FILLET WELD -STEP BOTTOM 0 " x 2.7.50 - " FILLET WELD, ACROSS BOTTOM 0 " x . 1.750 " FILLET WELD ACROSS TOP' USE EFFECTIVE 0 - .075 " THICK WELD L = 8.26 IN A = 0.619 IN2 S = 0.426 IN3 Fv = 26.0 KSI Mcap.= 11.09 K -IN W /1/3 INCR= 14.78 K -IN • • • • . . • • • • In Upright Plane Seismic Load Distribution per 2006 IBC Ca = 0.283 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 *.67 LF = 1.4 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k - in) HSS 3.000x 3.000x 0.075 180 4460 803 566 102 12 4460 535 37 45 60 4460 268 189 11 KLx = 60 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A= 0.708 in 0 0 0 0 0 Pcap = 23937 lbs 13380 160 1131 158 Column 43% Stress Max column load = ..10289 # Min column load = 883 # • Overturning . OTM = 158.4 K -IN X .1.15 = 182.1 K-IN RM = 196.2 K -IN . REQUIRED HOLD DOWN = 0.00 KIPS Anchors: Special Inspection(Y or N)? YES 2 T = 0 No uplift anchors req'd 2 2 0.5 " diameter Hilti TZ 3.25 "embedment in 2500 psi concrete ' Tcap = 2801 # 0% Stressed V = 566 # per leg Vcap =. 2181.# = 26% Stressed COMBINED = 11% Stressed OK Braces: Brace height = 43 " Brace width. = 44 •" Length = 62 " P = 1582 # Use : HSS 1.500x 1.500x 0.060 A = 0.332 in L/r = 106 . Pcap = 5995 # 26% • • • In Upright Plane ,• Seismic Distribution TOP LOAD ONLY per 2006 IBC • Ca = 0.283 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 LF = 1.4 - • . Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: • (inches) ( #) (k -in) ( #) (k -in) HSS 3.000x 3.000x 0.075- 180 4460 803 570 103 120 60 7 5 1 • 60 60 4 3 0' .KLx = •60 in • 0 0 . 0 0 - • 0 • KLy •43 in 0 0 0 0 .' 0 :•A =- 0.708 in 0 0• .0 0 0 Pcap = 23937 lbs 4580 814 578 103 Column 19% Stress Max column•load = 4640 # ' Min column load = -60 # Uplift Overturning - . OTM = 103.4 -IN X. 1.15 = 118.9 K -IN RM = 100.8 K -IN • _REQUIRED HOLD, DOWN = 0.41 KIPS Anchors: Special Inspection(Y or N)? YES 2 T = 413 #,• 2 • 2 0.5 " diameter Hilti•TZ . '3.25 "embedment in 2500' psi •concrete' ' Tcap = 2801 # 15% Stressed, V = 289 # per leg Vcap = 2181 # = 13% Stressed • COMBINED = 8% Stressed , . OK ' Braces: Brace height = 43 " Brace width = 44 " Length = 62 " • P = 808 # • Use : HSS 1.500x- 1.500x 0.060 .A = 0.332 in - L/r = 106 • ..Pcap = '5995 # 13% • • • PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 11/10/:9 - -- TIME OF DAY: 15:34:18 • 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 0.0 120.0 S ,' • • 3 0. • 180.0 S: . ' 4 49.5 . - 0.0 S 2 6 10 13 5 '49.5 60.0 .. 6 49.5 120.0. • 7 49.5 180'.0 1 .. 5 9 - 12 8 148.5 ' • .0.0 S . 9 • 148.5 60.0 • 10 148.5 120.0 4 8 - 11 148.5 180.0 • 12 198.0 60.0 S 13 198.0 120.0 S , 14 198.0 180.0 S Joint Releases' . . 4 Moment Z _ • 8 Moment Z . 1 Force .X '. Moment .. Z -, - 2 'Force X. 'Z •' - . • 3 Force..X Moment.•Z' . • • 12•: Force X. Moment Z , 13 Force X Moment Z - - • . 'n' . . 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 r • _ 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 0.983 Ay 0.688 Iz 2.095 • _ . . • • PAGE 2 ' MSU STRESS-11 VERSION 9/89 --- DATE: 11/10/:9 --- TIME OF DAY: 15:34:18 • Thru 9 Prismatic Ax 0.708 Ay 0:354 Iz 1.035 10:-Thru 15 Prismatic Ax 0.983 Ay 0.688 Iz 2.095 • Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -2.23 6 Force Y -2.23 7 Force Y -2.23 9. Force Y -2.23 • 10 Force Y -2.23 11 Force Y -2.23 5 Force X 0.053 6 Force X 0.104 • • 7 Force X 0.159 9 Force X • 0.053 .10 Force X 0.104 11 Force X 0.159 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED • Seismic Analysis per 2006 IBC wi di widi2 fi fidi # in 4460 • 0.9759 4248 106 103.4 53 106 4460 1.29.76 7510 208 269.9 104 208 4460. 1.4705 9644 318 467.6 159 319 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 • • 13380 21401 632. -841.0 633 g = 32.2 ft/sec2 T. 1.6125 sec • I = 1.00 Cs =. 0.0562 or 0.2827 Cv = 0.386666 CsMin = .14*Sds= 0.0989 or 1.5% R= 6 •Cs = 0.0989 LF = 1.4 V = (Cs*I)/(LF)*W*.67 • V = 0.070666 W*.67 • • 633 # 100% • • . • • • • 4 iC7 • f PAGE 3 MSU STRESS- 11 9/89 - -- DATE: 11/10/:9 - -- TIME OF DAY: 15:34:18 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 -0.244 0.00 . 1 5 0.000 • 0.244 -12.09 2 2 0.000 -0.099 0.00 •- 2 6 0.000 0.099 • -4.91 3 3 0.000 -0.025 0.00 3 . 7 0.000 0.025 -1.21 4 4 6.611 0.312 0.00 4 5 -6.611 -0.312 18.74 5 5 4.399 0.246 6.51 • 5 6 -4.399 -0.246 8.22 6 6 2.201 0.130 3.46 6 7 -2:201 -0.130 4.34. 7 8 6.611 0.320 0.00 7 9 -6.611 • -0:320 19.18 . 8 9 . 4.399 .0.280 7.49 . 8 10 -4.399 -0.280 9.33 . 9 10 2.201 0.188 5.03 9 11 - 2.201, - 0..188 .6.26 ' 10 5 -0.014 - 0.:262 -13.16 10 9 0.014 0.262 111-10- ��� ' ' 11 9 0.000 -0.280 ' 13.87} C • � _ �� 11 12 0.000 0.280 0.00 12 6 -0.012 -0.131 -6_.77 12 10 0.012 0.131 . -6.25 13 10 0.000 -0.164 -8'.11 13 13 0.000. 0.164 • 0'.00 . 14 7 0.029 -0.054 . -3.12 . 14 11 -0.029 0.054 : -2:18 15 11 0.000 -0.083 ` -'4.08 ' 15 14 0.000 0:083 0.0.0 APPLIED JOINT LOADS, FREE JOINTS • 11 • • PAGE 4 MSU STRESS -11 VERSION 9/89. - -- DATE: 11/10/:9 - -- TIME OF DAY: 15:34:18 JOINT FORCE X FORCE Y MOMENT Z 5 0.053 -2.230 0.00 • 6 0.104 -2.230 0.00 7 0.159 -2.230 0.00 9. 0.053 -2.230 0.00 10 0.104 -2.230 0.00 ' 11 0.159 -2.230 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.244 0.00 2 0.000 -0.099 0.00 3 0.000 -0.025 0.00 4 -0.312 6.611 0.00 8 -0.320 6.611 0.00 12 0.000 0.280 0.00 13 0.000 0.164 0.00 14 0.000 0.083 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 5 0.9759 - 0.0193 - 0.0037 6 1.2976 - 0.0322 - 0.0020 7 1.4705 - 0.0386 - 0.0011 9 0.9759 - 0.0193 - 0.0034 10 1.2976 - 0.0322 -0.0016 11 1.4704 - 0.0386 - 0.0003 SUPPORT JOINT DISPLACEMENTS • JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.9759 0.0000 .0.0012 2 1.2976 0.0000 0.0000 3 1.4705 0.0000 - 0.0006 4 0.00,00 0.0000 - 0.0224 8 0.0000 0.0000 - 0.0226 12 0.9759 0.0000 0.0022 13 1.2976 0.0000 0.0017 14 1.4704 0.0000 0.0013 • • . lZ Beam- Column Check HSS 3.000x 3.000x 0.075 Fy = 55 ksi A = 0.708 in2 Sx = 0.690 in3 Rx = 1.209 in Ry = 1.153 in kx = 1.00 ky = 1.00 Stress Factor 1.333 Point P M Lx Ly Pcap Mcap Ratio 9 .6.7 19.2 60.0 43.0 23.94 30.35 91% 10 4.5 9.3 60.0 43.0 23.94 30.35 49% 11 2.3 6.3 60.0 43.0 23.94 30:35 30% O 0.0 0.0 60.0 43.0 23.94 30.35 0% O 0.0 0.0 60.0 43.0 23.94 30.35 0% O 0.0 0.0 60.0 43.0 23.94 30.35 0% Load Beam Check 4.13x 2.750x 0.075 Fy = 55 ksi A = 0.983 in2 E = 29,500 E3 ksi Sx = 0.955 in3 Ix = 2.095 in4 Length = 96 inches • Pallet Load 4400 lbs Assume 0.5 pallet load on each beam M = PL /8= 26.40 k -in fb = 27.63 ksi Fb = 33 ksi 84% Mcap = 31.53'k -in . 42.04 k -in with 1/3 increase • Defl = 0.4,1 in = L/ 234 w/ 25% added to one pallet load M = .282 PL = 29.78 k -in •94% • /.� Base Plate Design Column Load 7.7 kips Allowable Soil 1500 psf basic Assume Footing 27.2 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 6 "square base plate w = 10.4 psi 1 = 8.11 in Load factor = 1.67 M = 381 # -in 5 in .thick slab f'c = 2500 psi s = 4.17 in3 fb = 92 psi Fb = 5(phi)(f'c'.5) = 163 psi OK !! Shear : Beam fv = 28 psi Fv = 85 psi OK !! Punching fv = 49 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 214 psi fb = 10289 psi Fb = 37500 psi OK !! • •ld Calculations for : COMCAST CABLE TIGARD, OR 11/10/2009 Loading: 2000 # load levels 1 pallet levels @ 90 Seismic per IBC 2006 • 1006 Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 44 " wide HSS 3.000x 3.000x 0.075 Columns HSS 1.500x 1.500x 0.060 Braces 6.00x 6.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 4.13x 2.750x 0.075 Load beams w/ 2 -Pin Connector by : Ben, Riehl Registered Engineer OR# 11949 • 19 • In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2006 IBC Ca = 0.283 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (2.5 *Ca *I) /(R *LF) *P1 LF = 1.4 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) HSS 3.000x 3.000x 0.075 90 2060 185 260 23 O 0 0 0 . 0 O 0 0 0 0 KLx = 90 in 0 0 0 0 0 KLy = 43 in O 0 0 0 0 A= 0.708 in O 0 0 0 0 Pcap = 20003 lbs 2060 185 260 23 Column 8% Stress Max column load = 1562 # Min column load = 498 # Overturning OTM = 23.4 K -IN X 1.15 = 26.9 K -IN RM = 45.3 K -IN REQUIRED HOLD DOWN = 0.00 KIPS Anchors: Special Inspection(Y or N)? YES 2 T = 0 No uplift anchors req'd 2 2 0.5 " diameter Hilti TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 0% Stressed V = 130 # per leg Vcap = 2181 # = 6% Stressed COMBINED = 1% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 363 # Use HSS 1.500x 1.500x 0.060 A = 0.332 in L/r = 106 Pcap = 5995 # 6% i', • PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 11/10/:9 - -- TIME OF DAY: 15:54:26 INPUT DATA LISTING TO FOLLOW: • Structure Storage Rack in Load Beam Plane 1 Levels Type Plane Frame Number of Joints 6 Number of Supports 4 Number of Members 5 . Number of Loadings 1 • Joint Coordinates 1 0.0 90.0 S A^ /,, . 2 49.5 0. 0 S \ "/ "/ 3 49.5. 90.0 4 148.5 0.0 S 5 148.5 90.0 " 6 198.0 90.0 S Joint Releases • 1 Force X Moment Z 6 Force X Moment Z • 2 Moment Z . 4 • 4 Moment Z Member Incidences • 1 1 3 • 2 2 3 . 3 4 5 4 • 3 5 . 5 5 6 Member Properties 1 Prismatic Ax 1.500 ,Ay 0.800 Iz 7.600 2 Thru,3•Prismatic Ax • 0.600 Ay 0.300 Iz 1.000 • 4 Thru ,5.Prismatic Ax • 1.500 Ay 0.800 Iz 7::600 . Constants E 29000. All G 12000. All • Tabulate All . . Loading Dead + Live + Seismic , - Joint Loads ' 3 Force Y -1.03 5 Force Y -1.03 • 3 Force X 0.049 5 Force X 0.049 Solve • . PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2006 IBC . ' wi di'. widi2 ..fi. fidi' . # in #, .' ' .2'060 0.4271', 376 98 41.9 '49 ' 98 0 0. 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 0.. 0.0000_ 0 ' • 0 0.0 0 0 2060 376' 98 41.9 ' 98 g =• 32.2 ft /sec2 T = 0.9577 sec I.= 1:00 Cs = 0.0796 or 0.2827 Cv = 0.386666. Cs min = .14 *Sds= 0.0989 or 1.5% 'R = . 6 Cs = 0.0989 LF 1.4 . V = (Cs *I) /(LF) *W *.67 ' V = 0.070666 W *.67 • ! ' = 98 # ,100% • �•/ PAGE 2 . . MSU STRESS -11 VERSION 9/89 - -- DATE: 11/10/:9 - -- TIME OF DAY: 15:54:26 , Structure Storage Rack in Load Beam Plane 1 Levels • . Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.036 0.00 1 3 0.000 0.036 -1.80 . 2 2 1.022 0.048 0.00 2 3 -1.022 -0.048 4.34 3 4 1.022 0.050 0.00 3 5 -1.022 -0.050 4.48 • 4 3 0.001 - 0.045 -2.54 4 5 - 0.001 0.045 -1.87 �� 5 5 0.000 - 0.053 • 5 6 0.000 0.053 1.00 . APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 3 0.049 -1.030 0.00 5 0.049 -1.030 0.00 ' REACTIONS,APPLIED LOADS, SUPPORT JOINTS JOINT FORCE X FORCE -Y MOMENT Z 1 0.000 . -0 :036 0.00 ,. 2 -0.048 1.022 0.00 4 -0.050 1.022 0.00 6 0.000 0.053 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION .3 0.4271 - 0.0053 - 0.0002 5 0.4271 0.0053 - 0.0001 illg PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 11/10/:9 - -- TIME OF DAY: 15:54:26 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.4271 0.0000 0.0000 2 0.0000 0.0000 - 0.0070 4 0.0000 0.0000 - 0.0071 • 6 0.4271 0.0000 0.0002 • • • Beam= Column Check , HSS 3'.000x 3..000x 0.075 Fy = 55 ksi . A = 0.708 in2 ' Sx = 0.690 in3 Rx = 1.209 in Ry = 1.153 in . kx = 1.00 ky = 1.00 Stress Factor 1.333 -Point P M Lx Ly Pcap Mcap Ratio 5 1.0 4.5 90.0 43.0 20.00 30.35 ' 20% 0 0.0 0.0 90.0 43.0• 20.00 30..35 0% 0 0.0 0.0 90.0 43.0 20.00 30.35 0% 0 0.0 0.0 90.0 43.0 20.00 30.35 0% 0 0.0 0.0 90.0 43:0 20.00: 30.35 0% ' 0 0.0 0.0 90.0 43.0 20.00 30.35. 0% • • ' Load Beam Check , 4.13x 2.750x 0.075 Fy•= 55 k , A = 0.983 in2 • E = 29,500 E3 ksi Sx = 0 ..-955. in3 Ix = 2 . 095- in4 . Length = 96 . inches - ' Pallet Load 2000 lbs ' • Assume 015 pallet load on each beam . M = ,PL /8= 12 k -in ' ' fb = 12.56 ksi Fb = 33 ksi 38% Mcap = 31.53.k-in 42.04 k -in with 1/3 increase Defl = 0.19 in = L/ 515 w/ 25% added to one pallet load M = .282 PL F 13.54' k -in 43% • • r Base Plate Design • Column Load 1.0 kips Allowable Soil 1500 psf basic Assume Footing 10.0 in square on side Soil Pressure 1500 psf Bending: • Assume the concrete slab works as a beam that is fixed against rotation at the•end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax w1 • Use 6 "square base plate w = 10.4 psi 1 = -0.50 in Load factor = 1.67 M = 1 # -in 5 in thick slab .f' c 2500 psi s = 4.17 in3 • fb = 0 psi Fb = 5(phi)(f'c;.5) 163 psi OK !! • Shear Beam • fv = -2 psi Fv = .85 psi OK !! . Punching fv '= • . -2 psi Tv = 170' psi • . OK !! • Base Plate Bending Use 0.375 ." thick 1 = 1.5- in w = 29 psi fb = 1386 psi Fb = 37500 psi OK !! • • • • • • • • • •