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Plans PERMANENT PLAQUE NOT LESS THAN T3 ( J f) 2-012 — U� 2 50 SQ INCHES IN AREA TO BE PLACED • IN CONSPICUOUS LOCATION STATING ��' 1500# CAPACITY @ 40', 80', 120' I Z5 S 72 � t. :\ , 0 9 $ 30 PROF.'' 3' -8' 8' -10' C t ,4 * V N G N F F' r / y • - ' ∎ C � � () � �` 1194 -,. 1. r" ti // • uu LOAD BEAM C'�ti O' . ill 7 '0 O. eo • 3 1� \-CONNECTOR 3' -4' k A/ J. Rl V 7 W LOAD BEAM W En DATE: 12/10,4e o J 10'-0' CONNECTOR 3' -4' BRACE -� Z LOAD BEAM 1 . W W J 1 CI ID (� 0 CONNECT OR 3' -4' cY_____I UPRIGHT LOAD BEAM ELEVATION CY a ' 1 In J CI! Q Q w (I" U L J I- (/) VI N 1-1 1-I .1513 Z a. w a0 Z Q F- 14 GA THK 9 0 F` Q A 0 A a • _ O--. LIJ I c°.) COLUMN 3 U c -6 • . N a 1 -5/8 3/8x 5x 8 BASEPLATE Un V o d CO Q 3/8'x 5'x 8' C 1.5 x 1.5 1 �5 (2) 1 ANCHORS o W -- W U W 1/8 F1 -1/2' 6'oc I J r- Co BASEPLATE X 16 GA THK I I r EA SIDE J W (2) 1/2'0 ANCHORS 2 OF 1/8 BRACE II/ w N N CD U Q N r., FILLET WELD )11111" :. '-' x P4 v) " W 0 3 E END T❑ COLUMN FF (w x Q w C 6' 3.25 o ix w 3 ■ 1/8 F1 -1/2' EA FACE BRACE 1/8' i l' 5' � N W v) u- A 75 of V � 5' CONCRETE SLAB ON GRADE 0 •- (/) I- -1i Ca Z C'S 1 I— 3 COLUMN & BASE PL c Q Q A w a. w w w LL 0 COLUMN BASE X- SECTION a) - W U N CO CfN I- in q N J L ,� BRACE CONN U 3 0 3, w � L Ce m II J c��Nw.-.g Z 0 r w 0 >,J . J 0 J a z Z ON L._ Q In < I-±4 , F- a o N .21 o ' ► (lJ U N. > pq M Q_ CZ W 1 (2) PIN CONN 1-5/8'H x 1' W II (� g f STEP 0 CONNECTOR O N 7 J a 0'- 3.5 0 (2) AISI A502-2 RIVETS o � (.4 ce r-1 • L ❑AD BEAM 7/16'0 4'oc E 0 l' A J W N x - (u a ! 14 GA THICK HOOK THRU SLOTS 3 0 ` w U 0_ j " ' 1 -5 /8x 3x o o 0 II Z a x U o IN COLUMN h-1 4. LLJ a 2.75y 3/16 THK c� 0 W II W N A 2 Z W ,� /1 I— II (/1 H ¢ U o_ I l2 0 CONNECTOR o 0 a II w ¢ w a Z v, W LOAD BEAM o SAFETY PIN TO RESIST Z II A (/) J Q Q m 1000# UPLIFT LOAD ... .. .. CL 6 - COLUMN -BEAM CONN N M 5 NOT ACCESSIBLE TO PUBLIC SHELVING , I =1.00 w PERMANENT PLAQUE NOT LESS THAN . 50 SQ INCHES IN AREA TO BE PLACED '" cn a v, IN CONSPICUOUS LOCATION STATING a a Q ca a d' c 300# CAPACITY @ 3',19',35',51',67',83',99',120' ( ° moo ' " i Z ' N 0 I- �+ a = >_ CO •-• CU In U N d > Ce I- 4 ' -0• 2' -0• W u w (4 w al l C 1 o w �W � N a W a¢ �Qo DRB DRB N x J I J N> C U wLi Q I- W W DRB DRB ¢ YJCe ��I- JA vl co co U CIO ,..,U U --- v 0 a z= W DRB DRB p Li N JU J � w s U • w DRB DRB I- mlLalna y ~ I CZ a � 0 w 10' -0' 10' -0' d w w II J a w , DRB DRB �cn a B o a o w H qJ (4 CE g F ' - A w V) w p I- DRB I- DRB �1 j v, n z� a . x. 0 (4 0 0 ■ I--- II (I . jtL d Q_ !L z iI w E (w/1_J¢� 3 a� >- ce DRB DRB " i Q .-: (Ai ri 4 Iri vi 0 ) DRB DRB 4- Q Z 1.7 A FRONT ELEV END ELEV > ° v) J Z OK ' L)JOKUfQ - 2 WU7CI_ ENDPOSTS AP I [ INTERI ❑R POSTS DBL AP or TP co 0 id cNi 14ga MAT'L �� \ • 0 I \ 14ga MAT'L CT 1.5' _ 14ga MAT'L �� PROfFf • . 1.47' u �, 3 / 1 X (2) RIVETS �� �,. N F i HOOK THRU , v IXI I I IXI ICJ J SLOTS IN POSTS ac 194'' / 2.69' 1.5 / O • N vl 1.5' I 3.00' tD [ -I r 1 O Ac 3 r l � �l J. R g AP TP 0 POST POST 'EXP. DATE: 12/ jr/�j Q, CI ■ 14ga BASE CLIP @ BOTTOM OF A a EACH POST. #12 TEK TO EACH POST DRB 1- z �' AND 3/8'0 ANCHOR TO S LAB u_ Q 2 ON GRADE. @ BACK -BACK POSTS, BOLT o TOGETHER @ TOP, BTM & MID HEIGHT w/ SHELF J I — z 1/4'0 BOLT. ONLY ONE ANCHOR REQ'd Ce CE m AND BOTTOM OF CONNECTED POSTS. 0 0 C, CL N o U 3026 17_.- Calculations for : ST JUDE MEDICAL TIGARD OR 11/14/2012 Loading: 1500 # load levels 3 pallet levels ® 40,80,120 Seismic per IBC 2009 100% Utilization Sds = 0.700 Sdl = 0.387 I = 1.00 106 " Load Beams Uprights: 44 " wide C 3.000x 1.625x 0.075 Columns C 1.500x 1.500x 0.060 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 3.50x 2.750x 0.075 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 ,0 PROjr 4 44 4, 11949 13 r / 0/ • O e 3, loon. J. Ft1Exs FXR DATE: 12 /'?OIV TS Conterminous 48 States, 2005 ASCE 7 Standard Latitude = 45.4023 Longitude = - 122.7491 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 0.934 (Ss, Site Class B) 1.0 0.336 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4023 Longitude = - 122.7491 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class D - Fa = 1.126 ,Fv = 1.728 Period Sa (sec) (g) 0.2 1.052 (SMs, Site Class D) 1.0 0.580 (SM 1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 93.4 % g S1= 33.6 %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 Group 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 LI • 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 0.0600 in BRACE SECTION R 0.1000 in Blank = 4.27 in wt = 0.9 plf A = 0.256 in2 Ix = 0.103 in4 Sx = 0.137 in3 Rx = 0.633 in Iy = 0.061 in4 Sy = 0.064 in3 Ry = 0.489 in a 1.1800 Web w/t 19.6667 a bar 1.4400 Flg w/t 22.3333 b 1.3400 x bar 0.5068 b bar 1.4700 m 0.6544 c 0.0000 x0 - 1.1612 c bar 0.0000 J 0.0003 u 0.2042 x web 0.5368 gamma 0.0000 x lip 0.9632 R' 0.1300 h/t 23.0000 5 Cold Formed Section HEIGHT OF BEAM 3.500 INCHES MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 55.0 KSI STEP 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 3.1500 1.7500 5.5125 9.6469 2.6047 0.0375 0.1181 TOP 1.4000 3.4625 4.8475 16.7845 0.0000 0.8750 1.2250 STEP SIDE 1.3500 2.6500 3.5775 9.4804 0.2050 1.7125 2.3119 STEP BOTT 0.7250 1.8375 1.3322 2.4479 0.0000 2.2125 1.6041 SHORT SID 1.5250 0.9375 1.4297 1.3403 0.2955 2.7125 4.1366 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 3.4125 0.7371 2.5152 0.0004 0.0875 0.0189 2 0.2160 3.4125 0.7371 2.5152 0.0004 1.6625 0.3591 3 0.2160 1.8875 0.4077 0.7694 0.0004 1.8000 0.3888 4 0.2160 1.7875 0.3861 0.6901 0.0004 2.6625 0.5751 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 11.8459 21.3500 19.0950 46.1967 3.1076 17.8875 14.6314 AREA = 0.888 IN2 CENTER GRAVITY = 1.612 INCHES TO BASE 1.235 INCHES TO LONG SIDE Ix = 1.389 IN4 Iy = 0.904 IN4 Sx = 0.736 IN3 Sy = 0.596 IN3 Rx = 1.250 IN Ry = 1.008 IN b 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 = 1500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 375 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 9% 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 @ 1.15 IN FROM BTM OF CONN M = PL L = 1.35 IN Pmax = Mcap /L = 2.906 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.850 10.948 RIVET OK P2 0.000 -0.150 0.000 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 2.844 10.948 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 0.075 " THICK WELD L = 7.00 IN A = 0.525 IN2 S = 0.306 IN3 Fv = 26.0 KSI Mcap = 7.96 K -IN 7.96 K -IN -7 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 @ 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 120 1560 187 274 33 80 1560 125 183 15 40 1560 62 91 4 KLx = 40 in 0 0 0 0 0 KLy = 50 in 0 0 0 0 0 A= 0.389 in 0 0 0 0 0 Pcap = 7880 lbs - - -- - - -- - - -- = = == ---- - - -- - - -- - - -- 4680 374 549 51 Column 44% Stress Max column load = 3504 # Min column load = 175 # Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= 21 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2543 # MAX REQUIRED HOLD DOWN = 0 # Anchors: 1 T = 0 No uplift anchors req'd 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 0% Stressed V = 274 # per leg Vcap = 4858 # = 6% Stressed COMBINED = 1% Stressed OK Braces: Brace height = 50 " Brace width = 44 " Length = 67 " P = 623 # Use : C 1.500x 1.500x 0.060 A = 0.256 in L/r = 136 Pcap = 2098 # 30% 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 @ 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 120 1560 187 283 34 80 60 5 7 1 40 60 2 4 0 KLx = 40 in 0 0 0 0 0 KLy = 50 in 0 0 0 0 0 A= 0.389 in 0 0 0 0 0 Pcap = 7880 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 1680 194 294 35 Column 21% Stress Max column load = 1629 # Min column load = -31 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -292 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 1636 # MAX REQUIRED HOLD DOWN = -292 # Anchors: 1 T = 292 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 10% Stressed V = 147 # per leg Vcap = 4858 # = 3% Stressed COMBINED = 3% Stressed OK Braces: Brace height = 50 " Brace width = 44 " Length = 67 " P = 334 # Use : C 1.500x 1.500x 0.060 A = 0.256 in L/r = 136 Pcap = 2098 # 16% PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 11/14/;2 - -- TIME OF DAY: 13:02:57 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 40.0 S 3 7 11 14 2 0.0 80.0 S 3 0.0 120.0 S 4 54.5 0.0 S 2 6 10 13 5 54.5 40.0 6 54.5 80.0 7 54.5 120.0 1 5 9 12 8 163.5 0.0 S 9 163.5 40.0 10 163.5 80.0 4 8 11 163.5 120.0 12 218.0 40.0 S 13 218.0 80.0 S 14 218.0 120.0 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 0.888 Ay 0.622 Iz 1.389 I PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 11/14/;2 - -- TIME OF DAY: 13:02:57 4 Thru 9 Prismatic Ax 0.389 Ay 0.194 Iz 0.573 10 Thru 15 Prismatic Ax 0.888 Ay 0.622 Iz 1.389 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -0.78 6 Force Y -0.78 7 Force Y -0.78 9 Force Y -0.78 10 Force Y -0.78 11 Force Y -0.78 5 Force X 0.016 6 Force X 0.031 7 Force X 0.047 9 Force X 0.016 10 Force X 0.031 11 Force X 0.047 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 1560 0.1684 44 32 5.4 16 32 1560 0.2296 82 62 14.2 31 62 1560 0.2622 107 94 24.6 47 94 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 4680 234 188 44.3 187 g = 32.2 ft /sec2 T = 0.7344 sec I = 1.00 Cs = 0.0877 or 0.1167 Sdl = 0.387 Cs min = 0.07 R = 6 Cs = 0.0877 V = (Cs *I *.67) *W *.67 V = 0.0588 W *.67 187 # 100% It PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 11/14/;2 - -- TIME OF DAY: 13:02:57 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 -0.043 0.00 1 5 0.000 0.043 -2.32 2 2 0.000 -0.016 0.00 2 6 0.000 0.016 -0.89 3 3 0.000 -0.003 0.00 3 7 0.000 0.003 -0.17 4 4 2.322 0.092 0.00 4 5 -2.322 -0.092 3.70 5 5 1.546 0.071 1.20 5 6 -1.546 -0.071 1.65 6 6 0.773 0.035 0.59 6 7 -0.773 -0.035 0.82 7 8 2.322 0.096 0.00 7 9 -2.322 -0.096 3.82 8 9 1.546 0.085 1.45 8 10 -1.546 -0.085 1.94 9 10 0.773 0.059 1.01 9 11 -0.773 -0.059 1.35 10 5 -0.005 -0.047 -2.58 10 9 0.005 0.047 -2.51 11 9 0.000 -0.051 2.77}0O,CA/4i 11 12 0.000 0.051 .00 ge 12 6 -0.005 -0.024 -1.35 12 10 0.005 0.024 -1.25 13 10 0.000 -0.031 -1.70 13 13 0.000 0.031 0.00 14 7 0.012 -0.010 -0.64 14 11 -0.012 0.010 -0.44 15 11 0.000 -0.017 -0.91 15 14 0.000 0.017 0.00 APPLIED JOINT LOADS, FREE JOINTS (1 PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 11/14/;2 - -- TIME OF DAY: 13:02:57 JOINT FORCE X FORCE Y MOMENT Z 5 0.016 -0.780 0.00 6 0.031 -0.780 0.00 7 0.047 -0.780 0.00 9 0.016 -0.780 0.00 10 0.031 -0.780 0.00 11 0.047 -0.780 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.043 0.00 2 0.000 -0.016 0.00 3 0.000 -0.003 0.00 4 -0.092 2.322 0.00 8 -0.096 2.322 0.00 12 0.000 0.051 0.00 13 0.000 0.031 0.00 14 0.000 0.017 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 5 0.1684 - 0.0082 - 0.0012 6 0.2296 - 0.0137 - 0.0007 7 0.2622 - 0.0165 - 0.0004 9 0.1684 - 0.0082 - 0.0011 10 0.2296 - 0.0137 - 0.0005 11 0.2621 - 0.0165 - 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.1684 0.0000 0.0004 2 0.2296 0.0000 - 0.0001 3 0.2622 0.0000 - 0.0003 4 0.0000 0.0000 - 0.0057 8 0.0000 0.0000 - 0.0057 12 0.1684 0.0000 0.0008 13 0.2296 0.0000 0.0006 14 0.2621 0.0000 0.0005 • 13 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 = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 2.3 3.8 40.0 50.0 8.18 12.60 59% 10 1.6 1.9 40.0 50.0 8.18 12.60 35% 11 0.8 1.4 40.0 50.0 8.18 12.60 21% 0 0.0 0.0 40.0 50.0 8.18 12.60 0% 0 0.0 0.0 40.0 50.0 8.18 12.60 0W 0 0.0 0.0 40.0 50.0 8.18 12.60 0% Load Beam Check 3.50x 2.750x 0.075 Fy = 55 ksi A = 0.888 in2 E = 29,500 E3 ksi Sx = 0.736 in3 Ix = 1.389 in4 Length = 106 inches Pallet Load 1500 lbs Assume 0.5 pallet load on each beam M = PL /8= 9.94 k -in fb = 13.50 ksi Fb = 33 ksi 41% Mcap = 24.28 k -in 32.38 k -in with 1/3 increase Defl = 0.28 in = L/ 374 w/ 25% added to one pallet load M = .232 PL = 9.22 k -in 38% iLl Base Plate Design Column Load 2.6 kips Allowable Soil 1500 psf basic Assume Footing 15.9 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 = 2.94 in Load factor = 1.67 M = 50 # -in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 12 psi Fb = 5(phi)(f'c = 163 psi OK !! Shear : Beam fv = 10 psi Fv = 85 psi OK !! Punching fv = 13 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 105 psi fb = 5046 psi Fb = 37500 psi OK !! • 4" wipe- x 1-4>" se-zan 1 zo. ",tic I (B) $W9z. 4 7 7/ JLy 444e-e Z� '7s De �G e= /I) /4), /f a. rnr 64) SA 1 /4ga (r?') _ r L /sew ����� Cold Formed Angle 11/14/12 Leg 1.500 in Fy = 40 ksi Leg 1.500 in Thickness 0.0750 in COLUMN SECTIO A? R 0.0625 in Blank = 2.88 in wt = 0.7 plf V�j� 2.)c A = 0.216 in2 A O � P Ix = 0.048 in4 Sx = 0.044 in3 Rx = 0.473 in � ly = 0.048 in4 Sy = 0.044 in3 Ry = 0.473 in I min = 0.019 in4 R min = 0.293 in theta = 45.0 deg a = 1.3625 la = 0.2108 a bar = 0.7813 b = 1.3625 lb = 0.2108 b bar = 0.7813 c = 0.1571 lc = 0.0001 c bar = 0.0363 y bar = 0.3713 R' = 0.1000 x bar = 0.3713 0.5 inch hole in 1st leg 0.75 inches from end 0 inch hole in 1st leg 1.438 inches from end 0.5 inch hole in 2nd leg 0.75 inches from end 1 inches total NET AREA = 0.141 in2 y bar = 0.3793 in x bar = 0.3793 in 1 9Z g - 2. L / v Ix = 0.043 in4 Sx = 0.040 in3 Mx cap = 0.96 k -in X , - ly = 0.044 in4 Sy = 0.041 in3 My cap = 0.98 k -in L = 16 IN Fa = 19.63 KSI Pcap = 2.77 K `lt L= 20 IN Fa= 18.04 KSI Pcap = 2.55 K /1 Cold Formed Angle 11/14/12 Leg 2.690 in Fy = 40 ksi Leg 1.030 in Thickness 0.0750 in R 0.0800 in pig Blank = 3.59 in wt = 0.9 plf A = 0.270 in2 lx = 0.208 in4 Sx = 0.124 in3 Rx = 0.879 in ly = 0.019 in4 Sy = 0.023 in3 Ry = 0.268 in I min = 0.013 in4 R min = 0.217 in theta = 10.5 deg a = 2.5350 la = 1.3575 a bar = 1.3850 b = 0.8750 lb = 0.0558 b bar = 0.5550 c = 0.1846 lc = 0.0002 c bar = 0.0427 y bar = 0.9789 R' = 0.1175 x bar = 0.1373 With 400 # per Shelf 48 " maximum V= 100 # M = 1200 lb -in fb = 9646 psi Fb = 24000 psi 40% Stressed () McJE7 04 bj __ _/, S G fJi p 6AP C ` C3)6:12) �r -� A) y 1= I S'>' / Al In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 6.0 V = (Sds /R) *I *P1 *.67 Weight 25 # per level frame weight Columns @ 24 " Levels Load WiHi Fi FiHi (inches) ( #) (k -in) ( #) (k -in) 120 325 39 53 6 99 325 32 44 4 83 325 27 37 3 4 67 325 22 30 2 51 325 17 23 1 35 4�GI 35 325 11 15 1 19 325 6 8 0 A li d% ^ W V 3 325 1 1 0 1 2600 155 211 18 I Max column load = 2033 # IA Min column load = 11 # Overturning (. 6-. llSds )DL +(0.6- .14Sds).75PLapp- .51EL= -26 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 1463 # MAX REQUIRED HOLD DOWN = -26 # Anchors: 1 T = 26 # 1 0.375 in dia HILTI TZ 2 "embedment in 2500 psi concrete Tcap = 791 # 3% Stressed V = 105 # per leg Vcap = 785 # = 13% Stressed COMBINED = 4% Stressed OK l61 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 6.0 V = (Sds /R) *I *P1 Weight 25 # per level frame weight Columns © 24 " Levels Load WiHi Fi FiHi (inches) ( #) (k -in) ( #) (k -in) 120 325 39 47 6 67 25 2 2 0 51 25 1 2 0 35 25 1 1 0 19 25 0 1 0 3 25 0 0 0 - - -- - - -- = = == - - -- ---- - - -- - - -- - - -- 450 43 53 6 Max column load = 472 # Min column load = -44 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -118 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 478 # MAX REQUIRED HOLD DOWN = -118 # Anchors: 1 T = 118 # 1 0.375 in dia HILTI TZ 2 "embedment in 2500 psi concrete Tcap = 791 # 15% Stressed V = 26 # per leg Vcap = 785 # = 3% Stressed COMBINED = 5% Stressed OK 20 SHELVING UPRT Curry-Riehl & Assoc., Ben Riehl Nov 14, 2012; 01:43 PM IES VisualAnalysis 9.00.0032 8008 N017 N018 n co o o 0 p p B007 N015 N016 0 0 U B006 N013 N014 n U B005 NO11 N012 n M O U B004 N009 NO10 n N U B003 N007 N008 n 0 0 w U B002 N005 N006 n o 5 N U 8001 rn 4 002 N003 001 N004 Z ( Project: SHELVING UPRT Ben Riehl, Curry-Riehl & Assoc. November 14, 2012 • Nodes . Node X Y Fix DX Fix DY Fix RZ in in N001 0.000 0.000 Yes Yes No N002 0.000 3.000 No No No N003 24.000 3.000 No No No N004 24.000 0.000 Yes Yes No N005 0.000 19.000 No No No N006 24.000 19.000 No No No N007 0.000 35.000 No No No N008 24.000 35.000 No No No N009 0.000 51.000 No No No NO10 24.000 51.000 No No No NO11 0.000 67.000 No No No N012 24.000 67.000 No No No N013 0.000 83.000 No No No N014 24.000 83.000 No No No N015 0.000 99.000 No No No N016 24.000 99.000 No No No N017 0.000 120.000 No No No N018 24.000 120.000 No No No Member Elements Member Section (1)Node (2)Node Length Rz1 Rz2 in B001 Tee 2.7 x 0.15 x 2 x 0.075 N002 N003 24.000 Rigid Rigid B002 Tee 2.7 x 0.15 x 2 x 0.075 N005 N006 24.000 Rigid Rigid B003 Tee 2.7 x 0.15 x 2 x 0.075 N007 N008 24.000 Rigid Rigid . B004 Tee 2.7 x 0.15 x 2 x 0.075 N009 NO10 24.000 Rigid Rigid B005 Tee 2.7 x 0.15 x 2 x 0.075 NO11 N012 24.000 Rigid Rigid B006 Tee 2.7 x 0.15 x 2 x 0.075 N013 N014 24.000 Rigid Rigid B007 Tee 2.7 x 0.15 x 2 x 0.075 N015 N016 24.000 Rigid Rigid B008 Tee 2.7 x 0.15 x 2 x 0.075 N017 N018 24.000 Rigid Rigid C001 Tee 1.5 x 0.15 x 3 x 0.075 N001 N002 3.000 Rigid Rigid C002 Tee 1.5 x 0.15 x 3 x 0.075 N002 N005 16.000 Rigid Rigid C003 Tee 1.5 x 0.15 x 3 x 0.075 N005 N007 16.000 Rigid Rigid C004 Tee 1.5 x 0.15 x 3 x 0.075 N007 N009 16.000 Rigid Rigid C005 Tee 1.5 x 0.15 x 3 x 0.075 N009 NO11 16.000 Rigid Rigid C006 Tee 1.5 x 0.15 x 3 x 0.075 NO11 N013 16.000 Rigid Rigid C007 Tee 1.5 x 0.15 x 3 x 0.075 N013 N015 16.000 Rigid Rigid C008 Tee 1.5 x 0.15 x 3 x 0.075 N015 N017 21.000 Rigid Rigid C009 Tee 1.5 x 0.15 x 3 x 0.075 N003 N004 3.000 Rigid Rigid C010 Tee 1.5 x 0.15 x 3 x 0.075 N006 N003 16.000 Rigid Rigid C011 Tee 1.5 x 0.15 x 3 x 0.075 N008 N006 16.000 Rigid Rigid C012 Tee 1.5 x 0.15 x 3 x 0.075 NO10 N008 16.000 Rigid Rigid C013 Tee 1.5 x 0.15 x 3 x 0.075 N012 NO10 16.000 Rigid Rigid C014 Tee 1.5 x 0.15 x 3 x 0.075 N014 N012 16.000 Rigid Rigid C015 Tee 1.5 x 0.15 x 3 x 0.075 N016 N014 16.000 Rigid Rigid C016 Tee 1.5 x 0.15 x 3 x 0.075 N018 N016 21.000 Rigid Rigid Nodal Loads Load Case Node Direction Force lb D N002 DY -12.50 D N003 DY -12.50 D N005 DY -12.50 D N006 DY -12.50. Page 1 VisualAnalysis 9.00 (www.iesweb.com) 11 Project: SHELVING UPRT Ben Riehl, Curry-Riehl & Assoc. November 14, 2012 • D N007 DY -12.50 D N008 DY -12.50 - D N009 DY -12.50 D N010 DY -12.50 D N011 DY -12.50 D N012 DY -12.50 D N013 DY -12.50 D N014 DY -12.50 D N015 DY -12.50 D N016 DY -12.50 D N017 DY -12.50 D N018 DY -12.50 E +X N002 DX 1.00 E +X N005 DX 8.00 E +X N007 DX 15.00 E +X N009 DX 23.00 E +X NO11 DX 30.00 E +X N013 DX 37.00 E +X N015 DX 44.00 E +X N017 DX 53.00 L N002 DY - 150.00 L N003 DY - 150.00 L N005 DY - 150.00 L N006 DY - 150.00 L N007 DY - 150.00 L N008 DY - 150.00 L N009 DY - 150.00 L N010 DY - 150.00 L N011 DY - 150.00 L N012 DY - 150.00 • L N013 DY - 150.00 L N014 DY - 150.00 L N015 DY - 150.00 • L N016 DY - 150.00 L N017 DY - 150.00 L N018 DY - 150.00 Nodal Reactions Node Result Case Name FX FY lb lb N001 1.08D + 0.83 L + 0.51 E -53.8 728.9 N004 1.08D + 0.83 L + 0.51E 53.8 1479.1 Member Internal Forces E L,,,. r °st z 2/� Member Result Case Name Offset Fx Vy Mz in lb lb lb -in B001 1.08D + 0.83 L + 0.51 E 0.00 -0.3 -50.7 608.4 8001 1.08D + 0.83 L + 0.51 E 12.00 -0.3 -50.7 0.1 8001 1.08D + 0.83 L + 0.51 E 24.00 -0.3 -50.7 -608.3 B002 1.08D + 0.83 L + 0.51 E 0.00 -2.0 -68.7 24.8 B002 1.08D + 0.83 L + 0.51 E 12.00 -2.0 -68.7 0.1 B002 1.08D + 0.83 L + 0.51 E 24.00 -2.0 -68.7 -824.6 B003 1.08D + 0.83 L + 0.51 E 0.00 -3.8 -65.8 790.0 B003 1.08D + 0.83 L + 0.51 E 12.00 -3.8 -65.8 0.1 B003 1.080 + 0.83 L + 0.51 E 24.00 -3.8 -65.8 -789.8 B004 1.08D + 0.83 L + 0.51 E 0.00 -5.9 -59.4 713.2 B004 1.08D + 0.83 L + 0.51 E 12.00 -5.9 -59.4 0.1 B004 1.08D + 0.83 L + 0.51 E 24.00 -5.9 -59.4 -713.1 . B005 1.08D + 0.83 L + 0.51 E 0.00 -7.7 -50.5 / 605.5 Page 2 VisualAnalysis 9.00 (www. iesweb. com) i'Acepz 10" - /A) 1,!? Project: SHELVING UPRT Ben Riehl, Curry-Riehl & Assoc. November 14, 2012 • B005 1.08D + 0.83 L + 0.51 E 12.00 -7.7 -50.5 0.1 B005 1.08D + 0.83 L + 0.51 E 24.00 -7.7 -50.5 -605.4 B006 1.08D + 0.83 L + 0.51 E 0.00 -9.4 -39.2 470.7 B006 1.08D + 0.83 L + 0.51 E 12.00 -9.4 -39.2 0.1 B006 1.08D + 0.83 L + 0.51 E 24.00 -9.4 -39.2 -470.6 B007 1.08D + 0.83 L + 0.51 E 0.00 -11.2 -28.2 338.6 B007 1.08D + 0.83 L + 0.51 E 12.00 -11.2 -28.2 0.1 B007 1.08D + 0.83 L + 0.51 E 24.00 -11.2 -28.2 -338.5 B008 1.08D + 0.83 L + 0.51 E 0.00 -13.5 -12.5 150.0 B008 1.08D + 0.83 L + 0.51 E 12.00 -13.5 -12.5 0.0 B008 1.08D + 0.83 L + 0.51 E 24.00 -13.5 -12.5 -149.9 C001 1.080 + 0.83 L + 0.51 E 0.00 -728.9 53.8 -0.0 C001 1.08D + 0.83 L + 0.51 E 1.50 -728.9 53.8 80.7 C001 1.08D + 0.83 L + 0.51 E 3.00 -728.9 53.8 161.4 C002 1.08D + 0.83 L + 0.51 E 0.00 -641.6 53.6 - 447.0 C002 1.08D + 0.83 L + 0.51 E 8.00 -641.6 53.6 -18.5 , C002 1.08D + 0.83 L + 0.51 E 16.00 -641.6 53.6 409.9 C003 1.08D + 0.83 L + 0.51 E 0.00 -572.4 51.5 -414.9 C003 1.08D + 0.83 L + 0.51 E 8.00 -572.4 51.5 -2.7 C003 1.08D + 0.83 L + 0.51 E 16.00 -572.4 51.5 409.4 C004 1.08D + 0.83 L + 0.51 E 0.00 -500.2 47.7 -380.6 C004 1.08D + 0.83 L + 0.51 E 8.00 -500.2 47.7 0.9 C004 1.08D + 0.83 L + 0.51 E 16.00 -500.2 47.7 382.4 C005 1.08D + 0.83 L + 0.51 E 0.00 -421.6 41.8 -330.8 C005 1.08D + 0.83 L + 0.51 E 8.00 -421.6 41.8 3.8 C005 1.08D + 0.83 L + 0.51 E 16.00 -421.6 41.8 338.4 C006 1.08D + 0.83 L + 0.51 E 0.00 - 334.1 34.2 -267.1 C006 1.08D + 0.83 L + 0.51 E 8.00 - 334.1 34.2 6.3 C006 1.08D + 0.83 L + 0.51 E 16.00 - 334.1 34.2 279.7 C007 1.08D + 0.83 L + 0.51 E 0.00 -235.3 24.7 -191.0 C007 1.08D + 0.83 L + 0.51 E 8.00 -235.3 24.7 6.9 C007 1.08D + 0.83 L + 0.51 E 16.00 -235.3 24.7 204.8 C008 1.08D + 0.83 L + 0.51 E 0.00 -125.5 13.5 -133.9 C008 1.08D + 0.83 L + 0.51 E 10.50 -125.5 13.5 8.1' C008 1.08D + 0.83 L + 0.51 E 21.00 -125.5 13.5 150.0 C009 1.08D + 0.83 L + 0.51 E 0.00 - 1479.1 '(i 53.8 -161.4 C009 1.080 + 0.83 L + 0.51 E 1.50 - 1479.1 53.8 -80.7 C009 1.08D + 0.83 L + 0.51 E 3.00 - 1479.1 53.8 -0.0 C010 1.08D + 0.83 L + 0.51 E 0.00 - 1290.4 53.5 -409.8 C010 1.08D + 0.83 L + 0.51 E 8.00 - 1290.4 \ 53.5 18.5 c C010 1.08D + 0.83 L + 0.51 E 16.00 - 1290.4 53.5 441.2. V34 C011 1.08D + 0.83 L + 0.51 E 0.00 - 1083.6 51.5 -409.3 i C011 1.08D + 0.83 L + 0.51 E 8.00 - 1083.6 51.5 2.7 Aa C011 1.08D + 0.83 L + 0.51 E 16.00 - 1083.6 51.5 414.8 Tli C012 1.08D + 0.83 L + 0.51 E 0.00 -879.8 47.7 -382.3 C012 1.08D + 0.83 L + 0.51 E 8.00 -879.8 47.7 -0.9 C012 1.08D + 0.83 L + 0.51 E 16.00 -879.8 47.7 380.5 C013 1.08D + 0.83 L + 0.51 E 0.00 -682.4 41.8 -338.3 C013 1.08D + 0.83 L + 0.51 E 8.00 -682.4 41.8 -3.8 C013 1.08D + 0.83 L + 0.51 E 16.00 -682.4 41.8 330.7 C014 1.08D + 0.83 L + 0.51 E 0.00 - 493.9 34.2 -279.6 C014 1.08D + 0.83 L + 0.51 E 8.00 -493.9 34.2 -6.3 C014 1.08D + 0.83 L + 0.51 E 16.00 - 493.9 34.2 267.0 C015 1.08D + 0.83 L + 0.51 E 0.00 -316.7 24.7 -204.7 C015 1.08D + 0.83 L + 0.51 E 8.00 -316.7 24.7 -6.9 C015 1.08D + 0.83 L + 0.51 E 16.00 -316.7 24.7 191.0 C016 1.08D + 0.83 L + 0.51 E 0.00 -150.5 13.5 -149.9 C016 1.08D + 0.83 L + 0.51 E 10.50 -150.5 13.5 -8.1 C016 1.08D + 0.83 L + 0.51 E 21.00 -150.5 13.5 133.8 Page 3 VisualAnalysis 9.00 (www.iesweb.com) 19 Project: SHELVING UPRT Ben Riehl, Curry-Riehl & Assoc. November 14, 2012 Nodal Extreme Displacements • Node DX DY in in N001 -NA- -NA- N001 -NA- -NA- N002 0.001 (27) -0.000 (27) N002 0.001 (27) -0.000 (27) N003 0.001 (27) -0.000 (27) N003 0.001 (27) -0.000 (27) N004 -NA- -NA- N004 -NA- -NA- N005 0.011 (27) -0.001 (27) N005 0.011 (27) -0.001 (27) N006 0.011 (27) -0.002 (27) N006 0.011 (27) -0.002 (27) N007 0.023 (27) -0.002 (27) N007 0.023 (27) -0.002 (27) N008 0.023 (27) -0.003 (27) N008 0.023 (27) -0.003 (27) N009 0.034 (27) -0.002 (27) N009 0.034 (27) -0.002 (27) NO10 0.033 (27) -0.004 (27) NO10 0.033 (27) -0.004 (27) NO11 0.043 (27) -0.003 (27) NO11 0.043 (27) -0.003 (27) N012 0.043 (27) -0.005 (27) N012 0.043 (27) -0.005 (27) N013 0.052 (27) -0.003 (27) N013 0.052 (27) -0.003 (27) • N014 0.052 (27) -0.006 (27) N014 0.052 (27) -0.006 (27) N015 0.059 (27) -0.004 (27) . N015 0.059 (27) -0.004 (27) N016 0.059 (27) -0.006 (27) N016 0.059 (27) -0.006 (27) NO17 0.067 (27) -0.004 (27) N017 0.067 (27) -0.004 (27) N018 0.067 (27) -0.007 (27) N018 0.067 (27) -0.007 (27) rr 4r Page 4 VisualAnalysis 9.00 (www.iesweb.com) 1 /