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Plans Calculations for : fi GINGERBREAD TRADITIONS TIGARD, OR 06/12/2012 Loading: 1000 # load levels 4 pallet levels @ 6,38,64,96 Seismic per IBC 2009 100% Utilization Sds = 0.673 Sdl = 0.360 I = 1.00 96 " Load Beams Uprights: 36 " wide C 3.000x 1.625x 0.075 Columns C 1.500x 1.500x 0.075 Braces 3.00x 3.00x 0.120 Base Plates with 1- 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 . CT ‘,0 P / 11949 � r *// 3 , e FN J lAtSx' I EXP. DATE: 12/ Zo /Z 2� TYPE "A" TYPE "B" -t -P2412 - DO/Zz/ !4) 57S Sty✓ 72'a A-ve PERMANENT PLAQUE NOT LESS THAN PERMANENT PLAQUE NOT LESS THAN Bq 50 SQ INCHES IN AREA TO BE PLACED 50 SQ INCHES IN AREA TO BE PLACED 1 IN CONSPICU ❑US L ❑CATION STATING IN CONSPICUOUS L❑CATI ❑N STATING 1000# CAPACITY @ 6', 38', 64', 96' 1000# CAPACITY @ 32', 68', 94' (j' • 3' -0• s' -o• s' -o- ��� PRO -'7 � ,,,N1. G N E B /� LOAD BEAM LOAD BEAM 119 - W n ` /i CONNECTOR 2' -8' 2' -2' / • /, ON 111 \- LOAD BEAM LOAD BEAM I O �'1 a7 W W 11 , 11 C 3 ' v U 8, -0, 2' -2' CONNECTOR 3, -0, " / J. 0- z LOAD BEAM z = W 11-W 1- LOAD BEAM 1- ! ! =XP. O/ +.1 [: 12/ 10 %L BRACE J n n �-_ _._ O W .. 2'-8' 6 - U D LOAD BEAM > > > 2'41' -U1 _ I UPRIGHT LOAD BEAM ELEVATI ❑N LOAD BEAM ELEVATION LY a rt z Q E] Q Z f— 13 14GA THK H H 9 �� o COLUMN 3 i n 1=1 H 1 " 0.12x 3x 3 BASEPLATE Q IX (1) 1/2'0 ANCHOR c4 Q/ 1 • BASEPLATE 3' C 1.5 x 1.5 15 1/8 V1-112' I- (A L LJ _ X 14 GA THK f l EA SIDE CL LI a. z 3 • o (1) 1/2'0 ANCHOR FILL WELD BRACE �;� FF <=:E _ o Q z EA END TO COLUMN Oy U to in I N Q Q _ BRACE IN 3.25' In U o a d > °` t a 1/8 1 1/2 EA FACE • 5 o i t o W U W L J COLUMN & BASE PL 1/8' 1' C, ! 5' CONCRETE SLAB ON GRADE I� �w N u j N 1 z r.i Q- O) w pq RI COLUMN BASE X- SECTI ❑N Liii X J w n j N ce BRACE CONN � c��Qa W (W_) w w a co o6 U7 J ( n el LL cp UU3Z 1i Z Iw( 1--I l n El -45 / I-' JUJ W F- Z CY cc 'I ›,._1,, J 0 JW O O L in a Z / oL�QInQ c» ~ H 1 -5 /8'H x 1' W <3) PIN CONN 0 CONNECTOR (° ( n w N w z o STEP 0 ( 3 ) A IS I A502 - RIVETS > m Cr) C_ 0 3.5 zO O U U • LOAD BEAM 7/16'0 2'oc W II W 7. 16 GA THICK ` � ° HOOK THRU SLOTS 3 0 W Cl- -� I_ 0 ' 3/16' 6 /8 THK x � o \ IN COLUMN S 0 . ki --I V) I_ o J a 2.75' 1/8 V VERT EDGES 0 A L►J N o CONNECTOR 0 0 SAFETY PIN TO RESIST (n II Z IX g 0 X U CU LOAD BEAM L� II L7 w A L,..1 2 1000# UPLIFT LOAD I- II v H I._I Q U .1 Q_ CU Li] Z COLUMN -BEAM CONN ° z II Lu < (/) ° Z 7 L7 `O Q -4 Ri ri 4 u i EL 6 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4011 Longitude = - 122.479 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 0.878 (Ss, Site Class B) 1.0 0.303 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4011 Longitude = - 122.479 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.149 ,Fv = 1.794 Period Sa (sec) (g) 0.2 1.009 (SMs, Site Class D) 1.0 0.544 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 87.8 % g S1= 30.3 %g Soil Class D Modified Design spectral response parameters Sms= 100.9 % g Sds= 67.3 % g Sm1= 54.4 % g Sd1= 36.3 % g Seismic Use Group 2 Seismic Design Category D or D le = 1 R 4 R= 6 Cs = 0.1682 W Cs = 0.1121 W Using Working Stress Design V = Cs *W/1.4 V = 0.1201 W V = 0.0801 W Cold Formed Channel Depth 3.000 in Fy = 55 ksi Flange 1.625 in Lip 0.750 in Thickness 0.0750 in COLUMN SECTION R 0.1000 in Blank = 7.21 in wt = 1.8 plf A = 0.541 in2 Ix = 0.750 in4 Sx = 0.500 in3 Rx = 1.177 in Iy = 0.217 in4 Sy = 0.223 in3 Ry = 0.633 in a 2.6500 Web w/t 35.3333 a bar 2.9250 Flg w/t 17.0000 b 1.2750 x bar 0.6139 b bar 1.5500 m 0.9488 c 0.5750 x0 - 1.5627 c bar 0.7125 J 0.0010 u 0.2160 x web 0.6514 gamma 1.0000 x lip 0.9736 R' 0.1375 h/t 38.0000 Section Removing: 0.640 inch slot 0.75 inches each side of center on web 0.375 inch hole 0.87 inches from web in each flange A- = 0.152 in2 A' = 0.389 in2 x bar = 0.728 in I'x = 0.573 in4 S'x= 0.382 in3 R'x= 1.213 in I'y = 0.172 in4 S'y= 0.184 in3 R'y= 0.665 in Cold Formed Channel Depth 1.500 in Fy = 55 ksi Flange 1.500 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 it 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 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 = 1000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 250 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 4% 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 0.06 " THICK WELD L = 7.00 IN A = 0.420 IN2 S = 0.245 IN3 Fv = 26.0 KSI Mcap = 6.37 K -IN 6.37 K -IN In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.673 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 96 1060 102 225 22 64 1060 68 150 10 38 1060 40 89 3 KLx = 10.2 in 6 1060 6 14 0 KLy = 38 in 0 0 0 0 0 A= 0.389 in 0 0 0 0 0 Pcap = 9266 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 4240 216 478 35 Column 33% Stress Max column load = 3083 # Min column load = 257 # Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= 80 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2262 # MAX REQUIRED HOLD DOWN = 0 # Anchors: 1 T = 0 No uplift anchors req'd 1 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 1401 # 0% Stressed V = 239 # per leg Vcap = 2429 # = 10% Stressed COMBINED = 2% Stressed OK Braces: Brace height = 38 " Brace width = 36 " Length = 52 " P = 521 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 108 Pcap = 4165 # 13% 1 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.673 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) (U) (k -in) C 3.000x 1.625x 0.075 96 1060 102 196 19 64 60 4 7 0 38 60 2 4 0 KLx = 10.2 in 6 60 0 1 0 KLy = 38 in 0 0 0 0 0 A= 0.389 in 0 0 0 0 0 Pcap = 9266 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 1240 108 209 19 Column 13% Stress Max column load = 1161 # Min column load = 20 # Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -178 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 1170 # MAX REQUIRED HOLD DOWN = -178 # Anchors: 1 T = 178 # 1 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 1401 # 13% Stressed V = 104 # per leg Vcap = 2429 # = 4% Stressed COMBINED = 4% Stressed OK Braces: Brace height = 38 " Brace width = 36 " Length = 52 " P = 228 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 108 Pcap = 4165 # 5% PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/12/;2 - -- TIME OF DAY: 08:39:30 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 6.0 S 4 9 14 18 2 0.0 38.0 S 3 0.0 64.0 S 4 0.0 96.0 S 3 8 13 17 5 49.5 0.0 S 6 49.5 6.0 2 7 12 16 7 49.5 38.0 8 49.5 64.0 9 49.5 96.0 1 6 11 15 10 148.5 0.0 S 11 148.5 6.0 5 10 12 148.5 38.0 13 148.5 64.0 14 148.5 96.0 15 198.0 6.0 S 16 198.0 38.0 S 17 198.0 64.0 S 18 198.0 96.0 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 f PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/12/;2 - -- TIME OF DAY: 08:39:30 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 0.716 Ay 0.501 Iz 1.131 5 Thru 12 Prismatic Ax 0.389 Ay 0.194 Iz 0.573 13 Thru 20 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 6 Force Y -0.530 7 Force Y -0.530 8 Force Y -0.530 9 Force Y -0.530 11 Force Y -0.530 12 Force Y -0.530 13 Force Y -0.530 14 Force Y -0.530 6 Force X 0.004 7 Force X 0.020 8 Force X 0.035 9 Force X 0.050 11 Force X 0.004 12 Force X 0.020 13 Force X 0.035 14 Force X 0.050 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 1060 0.0043 0 8 0.0 4 8 1060 0.0433 2 40 1.7 20 40 1060 0.0666 5 70 4.7 35 70 1060 0.0870 8 100 8.7 50 99 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 4240 15 218 15.1 217 g = 32.2 ft /sec2 T = 0.3154 sec I = 1.00 Cs = 0.1902 or 0.1122 Sdl = 0.360 Cs min = 0.067333 R = 6 Cs = 0.1122 V = (Cs *I *.67) *W *.67 V = 0.0752 W *.67 = 217 # 99% /0 PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/12/;2 - -- TIME OF DAY: 08:39:30 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 -0.023 0.00 1 6 0.000 0.023 -1.14 2 2 0.000 -0.023 0.00 2 7 0.000 0.023 -1.15 3 3 0.000 -0.014 0.00 3 8 0.000 0.014 -0.69 4 4 0.000 -0.005 0.00 4 9 0.000 0.005 -0.24 5 5 2.106 0.107 0.00 5 6 -2.106 -0.107 0.64 6 6 1.577 0.102 1.69 6 7 -1.577 -0.102 1.59 7 7 1.050 0.077 0.89 7 8 -1.050 -0.077 1.12 8 8 0.525 0.040 0.54 8 9 -0.525 -0.040 0.75 9 10 2.106 0.111 0.00 9 11 -2.106 -0.111 0.66 10 11 1.577 0.108 1.74 10 12 -1.577 -0.108 1.70 11 12 1.050 0.093 1.08 11 13 -1.050 -0.093 1.33 12 13 0.525 0.060 0.80 12 14 -0.525 -0.060 1.10 13 6 -0.001 -0.024 -1.19 13 11 0.001 0.024 -1.18 14 11 0.000 -0.025 -1.23 14 15 0.000 0.025 0.00 15 7 -0.005 -0.027 -1.33 15 12 0.005 0.027 -1. 16 12 0.000 - 0.030 , c JAJ, 16 16 0.000 0.030 0.00 4 / 17 8 -0.002 -0.019 -0.97 /"t 17 13 0.002 0.019 -0.93 18 13 0.000 -0.024 -1.20 18 17 0.000 0.024 0.00 19 9 0.010 -0.009 -0.51 19 14 -0.010 0.009 -0.41 20 14 0.000 -0.014 -0.69 20 18 0.000 0.014 0.00 II PAGE 4 . MSU STRESS -11 VERSION 9/89 - -- DATE: 06/12/;2 - -- TIME OF DAY: 08:39:30 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 6 0.004 -0.530 0.00 7 0.020 -0.530 0.00 8 0.035 -0.530 0.00 9 0.050 -0.530 0.00 11 0.004 -0.530 0.00 12 0.020 -0.530 0.00 13 0.035 -0.530 0.00 14 0.050 -0.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.023 0.00 2 0.000 -0.023 0.00 3 0.000 -0.014 0.00 4 0.000 -0.005 0.00 5 -0.107 2.106 0.00 10 -0.111 2.106 0.00 15 0.000 0.025 0.00 16 0.000 0.030 0.00 17 0.000 0.024 0.00 18 0.000 0.014 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 6 0.0043 - 0.0011 - 0.0006 7 0.0433 - 0.0056 - 0.0007 8 0.0666 - 0.0080 - 0.0005 9 0.0870 - 0.0095 - 0.0003 11 0.0044 - 0.0011 - 0.0006 12 0.0433 - 0.0056 - 0.0006 13 0.0667 - 0.0080 - 0.0004 14 0.0870 - 0.0095 - 0.0002 SUPPORT JOINT DISPLACEMENTS l iL PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/12/;2 - -- TIME OF DAY: 08:39:30 JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION . 1 0.0043 0.0000 0.0003 2 0.0433 0.0000 0.0002 3 0.0666 0.0000 0.0000 4 0.0870 0.0000 - 0.0001 5 0.0000 0.0000 - 0.0007 10 0.0000 0.0000 - 0.0007 15 0.0044 0.0000 0.0003 16 0.0433 0.0000 0.0005 17 0.0667 0.0000 0.0005 18 0.0870 0.0000 0.0004 1') Beam - Column Check C 3.000x 1.625x 0.075 Fy = 55 ksi A = 0.389 in2 Sx = 0.382 in3 Rx = 1.213 in Ry = 0.665 in kx = 1.70 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 11 2.1 1.7 6.0 38.0 9.44 12.60 36% 12 1.6 1.3 32.0 38.0 9.44 12.60 27% 13 1.1 1.1 26.0 38.0 9.44 12.60 21% 14 0.6 0.0 32.0 38.0 9.44 12.60 7% 0 0.0 0.0 6.0 38.0 9.44 12.60 0% 0 0.0 0.0 6.0 38.0 9.44 12.60 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 1000 lbs Assume 0.5 pallet load on each beam M = PL /8= 6.00 k -in fb = 10.01 ksi Fb = 33 ksi 30% Mcap = 19.78 k -in 26.37 k -in with 1/3 increase Defl = 0.17 in = L/ 556 w/ 25% added to one pallet load M = .232 PL = 5.57 k -in 28% j4- Calculations for : GINGERBREAD TRADITIONS TI GARD, OR 06/12/2012 Loading: 1000 # load levels 3 pallet levels @ 32,68,94 Seismic per IBC 2009 100% Utilization Sds = 0.673 Sdl = 0.360 I = 1.00 96 " Load Beams Uprights: 36 " wide C 3.000x 1.625x 0.075 Columns C 1.500x 1.500x 0.075 Braces 3.00x 3.00x 0.120 Base Plates with 1- 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 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.673 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 94 1060 100 174 16 68 1060 72 126 9 32 1060 34 59 2 KLx = 54.4 in O 0 0 0 0 KLy = 38 in O 0 0 0 0 A= 0.389 in O 0 0 0 0 Pcap = 9266 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 3180 206 359 27 Column 25% Stress Max column load = 2334 # Min column load = 172 # Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= 49 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 1707 # MAX REQUIRED HOLD DOWN = 0 # Anchors: 1 T = 0 No uplift anchors req'd 1 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 1401 # 0% Stressed V = 179 # per leg Vcap = 2429 # = 7% Stressed COMBINED = 1% Stressed OK Braces: Brace height = 38 " Brace width = 36 " Length = 52 " P = 391 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 108 Pcap = 4165 # 9% /4 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.673 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *Pl Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 94 1060 100 187 18 68 60 4 8 1 32 60 2 4 0 KLx = 54.4 in 0 0 0 0 0 KLy = 38 in 0 0 0 0 0 A= 0.389 in 0 0 0 0 0 Pcap = 9266 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 1180 106 199 18 Column 14% Stress Max column load = 1097 # Min column load = 27 # Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -160 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 1104 # MAX REQUIRED HOLD DOWN = -160 # Anchors: 1 T = 160 # 1 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 1401 # 11% Stressed V = 99 # per leg Vcap = 2429 # = 4% Stressed COMBINED = 3% Stressed OK Braces: Brace height = 38 " Brace width = 36 " Length = 52 " P = 217 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 108 Pcap = 4165 # 5% 11 PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/12/;2 - -- TIME OF DAY: 08:43:09 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 32.0 S 2 0.0 68.0 S 3 7 11 14 3 0.0 94.0 S 4 49.5 0.0 S 5 49.5 32.0 2 6 10 13 6 49.5 68.0 7 49.5 94.0 8 148.5 0.0 S 1 5 9 12 9 148.5 32.0 10 148.5 68.0 11 148.5 94.0 4 8 12 198.0 32.0 S 13 198.0 68.0 S 14 198.0 94.0 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 it 14 Member Properties 1 Thru 3 Prismatic Ax 0.716 Ay 0.501 Iz 1.131 f$ PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/12/;2 - -- TIME OF DAY: 08:43:09 4 Thru 9 Prismatic Ax 0.389 Ay 0.194 Iz 0.573 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 -0.53 6 Force Y -0.53 7 Force Y -0.53 9 Force Y -0.53 10 Force Y -0.53 11 Force Y -0.53 5 Force X 0.014 6 Force X 0.028 7 Force X 0.039 9 Force X 0.014 10 Force X 0.028 11 Force X 0.039 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 1060 0.0834 7 28 2.3 14 28 1060 0.1244 16 56 7.0 28 56 1060 0.1364 20 78 10.6 39 78 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 3180 43 162 19.9 163 g = 32.2 ft /sect T = 0.4721 sec I = 1.00 Cs = 0.1271 or 0.1122 Sdl = 0.360 Cs min = 0.067333 R = 6 Cs = 0.1122 V = (Cs *I *.67) *W *.67 V = 0.0752 W *.67 = 163 # 100% jq PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/12/;2 - -- TIME OF DAY: 08:43:09 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 -0.034 0.00 1 5 0.000 0.034 -1.66 2 2 0.000 -0.013 0.00 2 6 0.000 0.013 -0.63 3 3 0.000 -0.002 0.00 3 7 0.000 0.002 -0.11 4 4 1.578 0.080 0.00 4 5 -1.578 -0.080 2.55 5 5 1.050 0.063 0.92 5 6 -1.050 -0.063 1.34 6 6 0.525 0.026 0.19 6 7 -0.525 -0.026 0.50 7 8 1.578 0.082 0.00 7 9 -1.578 -0.082 2.63 8 9 1.050 0.071 1.07 8 10 -1.050 -0.071 1.50 9 10 0.525 0.052 0.48 9 11 -0.525 -0.052 0.87 10 5 -0.003 -0.036 -1.81 10 9 0.003 0.036 -1.78 11 9 0.000 -0.039 •Gti�i 11 12 0.000 0. 039 . 9 0 �,,�._ 12 6 -0.008 -0.018 -0.90 12 10 0.008 0.018 -0.85 13 10 0.000 -0.023 -1.12 13 13 0.000 0.023 0.00 14 7 0.013 -0.007 -0.38 14 11 -0.013 0.007 -0.30 15 11 0.000 -0.012 -0.57 15 14 0.000 0.012 0.00 APPLIED JOINT LOADS, FREE JOINTS PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/12/;2 - -- TIME OF DAY: 08:43:09 JOINT FORCE X FORCE Y MOMENT Z , 5 0.014 -0.530 0.00 6 0.028 -0.530 0.00 7 0.039 -0.530 0.00 . 9 0.014 -0.530 0.00 10 0.028 -0.530 0.00 11 0.039 -0.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.034 0.00 2 0.000 -0.013 0.00 3 0.000 -0.002 0.00 4 -0.080 1.578 0.00 8 -0.082 1.578 0.00 12 0.000 0.039 0.00 13 0.000 0.023 0.00 14 0.000 0.012 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 5 0.0834 - 0.0045 - 0.0009 6 0.1244 - 0.0078 - 0.0005 7 0.1364 - 0.0090 - 0.0002 9 0.0834 - 0.0045 - 0.0009 10 0.1245 - 0.0078 - 0.0004 11 0.1363 - 0.0090 - 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.0834 0.0000 0.0003 2 0.1244 0.0000 0.0000 3 0.1364 0.0000 - 0.0002 4 0.0000 0.0000 - 0.0034 8 0.0000 0.0000 - 0.0034 12 0.0834 0.0000 0.0006 13 0.1245 0.0000 0.0004 14 0.1363 0.0000 0.0003 V • Beam - Column Check C 3.000x 1.625x 0.075 Fy = 55 ksi A = 0.389 in2 Sx = 0.382 in3 Rx = 1.213 in Ry = 0.665 in kx = 1.70 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 1.6 2.6 32.0 38.0 9.44 12.60 37t 10 1.1 1.5 36.0 38.0 9.44 12.60 23t 11 0.6 0.9 26.0 38.0 9.44 12.60 13% O 0.0 0.0 2.0 38.0 9.44 12.60 0t O 0.0 0.0 32.0 38.0 9.44 12.60 0t O 0.0 0.0 32.0 38.0 9.44 12.60 0t 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 1000 lbs Assume 0.5 pallet load on each beam M = PL /8= 6.00 k -in fb = 10.01 ksi Fb = 33 ksi 30' Mcap = 19.78 k -in 26.37 k -in with 1/3 increase Defl = 0.17 in = L/ 556 w/ 25' added to one pallet load M = .232 PL = 5.57 k -in 28% Base Plate Design Column Load 2.3 kips Allowable Soil 1500 psf basic Assume Footing 14.9 in square on side Soil Pressure 1492 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 3 "square footprint w = 10.4 psi 1 = 5.95 in Load factor = 1.67 M = 204 # -in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 49 psi Fb = 5(phi)(f'c'.5) = 163 psi OK !! Shear : Beam fv = 21 psi Fv = 85 psi OK !! Punching fv = 17 psi Fv = 170 psi OK !! Footprint Bearing Use 0.12 " thick 7.75 inches long under column section 0.315 inches wide 2.44125 in2 Bearing: 0.942 ksi 1.750 ksi Allowable 1/1/P7 [Page Too Large for OCR Processing]