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Plans i ,"„ 44, • SPECIAL INSPECTION REOUI"ED f PERMANENT PLAQUE NOT LESS THAN _ State o$ ®regon-StrUCtural Specialty Code \° 50 SQ INCHES IN AREA TO BE PLACED ❑ Concrete end ReInforctng Steel FEB 2 5 Zell IN CONSPICU ❑US L ❑CATION STATING I 1600# CAPACITY @ 66', 88 ' -:' rElEtolts installed in Concrete ' crri OFTIG 3' -0' 8 ' -0 ' cial Moment- Resisting Concrete Frame ; BUII, DINGDIVISION 0� \ o 10' or 12' ! I ❑ Sp ' ❑ Reinforcing S4�e & Prestressing Steel Tendons o 7: \ LOAD BEAM 1 ❑ Structural Welding A` :_zo:siiip...i. ,;(c. nu 1111 p 1' -10' ❑ O�igt $trengtir Bolting "' L ❑AD BEAM f 0 J I 1111 1111 j CI Structural Masonry 8 -0' `- CONNECTOR ❑ Reirif Gypsum Concrete BRACE j 0 I- I- 5 ' -6 ' ❑ ingiliatirig Concrete Fill U ce CITY OF TIGARD a a I ❑ Spilt i Applied Fire- Resistive Materials Approved .... [ �}� > > [ ] ❑ ptljg§ rifled Pi�rs and Caissons Conditionally Approved - UPRIGHT LOAD BEAM ELEVATION See Letter to: Follow [ ] II ❑ Sildidie>le A • ❑ Spf�dial Grading u � ��4I ®n and Filling Adiress: Number !mill -" � -2- i Ad Bess: 1 Cr---e) 2 G�-�� ❑ Sf dlie- Control Systems By: as7 Date: 1 a ffLT!..1? OFFICE CO Q 14GA THK C p Z W (+- q f H 1 -5/8' � � o COLUMN 3' O. W o e Z I- 0.11'x 3'x 4' " Q q o A 0 Z 1 5 O,llx 3x 4 BASEPLATE i ❑ __ BASEPLATE 1 4 GA THK I—I h (1) 1/2'0 ANCH ❑R U . Ce Il in F- N 1---1 o (1) 1/2'0 ANCHOR 2' OF 1/8' 1/8 FI - 1/2' u o a +' Q ' Q a 3' FILLET WELD i� EA S IDE o W In W U W �, EA END TO COLUMN BRACE >L 4t CI_ ry � :� FF I J N Q� J C1J CZ d: 1/8 r1 -1/2' EA FACE BRACE W °w W N � , N III 3.25 'El' as COLUMN & BASE PL • 1/ 8' i1 5 ° J q > W J CL IN v. �<v lI 5' CONCRETE SLAB ON GRADE W N N �� COLUMN BASE X- SECTI ❑N N - _ °)¢ z 0 ~ '—' V) ch Q , gWO •W WW H '' pc ., BRACE CONN ! 0 I, . UU - c o o In 6) _�Z �w � J L L(�"- N co lr °azw,�"� 0 cc � . J J W F- Z O 0 z L� , I o 1 STEP x 1' W (3) PIN CONN - 4) r (U U o W w M U u I CONNECTOR W o D o • (3) AISI A502 -2 RIVETS (Z II w q (n a LO BEAM 7/16'0 2'0C f 0 I W W 1 J o �- V) a ' GA THICK 0 z 0 i D_ C7 HOOK THRU SLOTS fh 1 -5 /8x 3 o IN COLUMN 0 q J N U g J . --4 2.75' SPAN 'D' 'T' 3/16' TH o 1 ' I ' W Q U w N Q '� 1 /8V "VERT EDGES . U a I Z c 1-4 Ct D g '-' /1 0 96' 3. 1 CONNECTOR o II W ¢ a_ W N L ❑AD BEAM 120' 4.50' 1 4 ga . 2 144' 4.50' 14ga i 0 1 00 # UPLIFT •LOADSIST 0 II w Q W 0 Z Z (.4 (U Q d Z II q1 (4 JQ . C lL UMN -BEAM; CONN •- . ;, ^ ^ ^ ^ li } C: \Us ?rs \BEN \Dropbox \Public \ACAD \DRAWINGS \R211045Ldwg, 2/16/2011 12:5729 PM , 6-0" / / 1 '. II i u it Jill 8' -0" m D F S. XI , —• ( D.. :'r; ?- i ' . '' i ' 48 4 o 4'ti \---. / / 11-- --1 i 8' -0„ c xi __L - 0 T ._ J • - * Z - 0 D 0..1 y ...._. 0 . t p \_ 1 Q =� Dm o co co o co _ ... t- 8'-0" a . . Calculations for : MILLER PAINT - .. TIGARD, OR . . 02/24/2011 Loading: 1800 # load levels 2 pallet levels ® 66,88 , Seismic per IBC 2009 100% Utilization . Sds = 0.700 Sdl = 0.387 I = 1.00 • 144 " Load Beams ' Uprights: 36 " wide C 3.;OOOx 1.625x 0.075 Columns . C 1.500x 1.500x 0.075 Braces • _ . 3.00x 4.00x 0.110 Base Plates with 1- 0.500in x 3.25in Embed Anchor /Column, '4.50x 2.750x 0.075 Load beams w/ 3 -Pin Connector. ' by : Ben Riehl Registered Engineer OR# 11949 1 ?6P " 6017 s .3 .69 l " 1 7 ' � 2o" �� 5 Li i x Z�j ¢�� / f t . p �� P „1 F j ,:' 1194• i . , `N :11:-':. • Ql. . 1 7 5 5 7 . 7 7 - - E : 5 . 7 - T - 1 ' ‘ 11/1(14?: , . Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4046 Longitude = - 122.7497 • 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 0.936 (Ss, Site Class B) • 1.0 0.336 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4046 Longitude = - 122.7497 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.126 ,Fv = 1.728 'Period Sa (sec) (g) 0.2 1.053 (SMs, Site Class D) 1.0 0.581 (SM1, Site Class D) -IBC 2009 LOADING SEISMIC: Ss= 93 6 % g S1= 336 %g Soil Class • • D Modified Design spectral response parameters Sms= 105 3 % g Sds= 70.2 % g Sm1= 58.1 %g Sd1= 38.7 %g Seismic Use Group 2 Seismic Design Category D or D le = 1 R= 4 R= 6 Cs = 0.1755 W Cs = 0.1170 W Using Working Stress Design V = Cs *W/1.4 • V = 0.1254 W V = 0.0836 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 Six= 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 • • Cold Formed Section HEIGHT OF BEAM 4.500 INCHES MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 55.0 KSI STEP 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 4.1500 2.2500 9.3375 21.0094 5.9561 0.0375 0.1556 • TOP 1.4000 4.4625 6.2475 27.8795 0.0000 0.8750 1.2250 STEP SIDE 1.3500 3.6500 4.9275 1719854 0.2050 1.7125 2.3119 STEP BOTT 0.7250 2.8375 2.0572 5.8373 0.0000 2.2125 1.6041 SHORT SID 2.5250 1.4375 3.6297 5.2177 1.3415 2.7125 6.8491 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 4.4125 0.9530 4.2053 0.0004 0.0875 0.0189 2 0.2160 4.4125 0.9530 4.2053 0.0004 1.6625 0.3591 3 0.2160 2.8875 0.6236 1.8008 0.0004 1.8000 0.3888 4 0.2160 2.7875 0.6021 1.6783 0.0004 2.6625 0.5751 5 0.2160 0.0875 _•0.0189 0.0017 0.0004 2.6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 13.8459 29.3500 29.4589 89.8255 7.5050 17.8875 17.3814 AREA = 1.038 IN2 CENTER GRAVITY = 2.128 INCHES TO BASE 1.255 INCHES TO LONG SIDE Ix = 2.599 IN4 Iy = 1.174 IN4 Sx = 1.096 IN3 Sy = 0.786 IN3 Rx = 1.582 IN Ry = 1.063 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4.5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN • LOAD = 1800 LBS PER PAIR CONNECTOR VERTICAL LOAD = 450 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 7% 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• @,_ r1.25 IN FROM BTM CONN M = PL L = 0:25 IN • Pmax• -= Mcap /L = 20.926 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.750 10.664 RIVET OK P2 1.327 1.750 2.322 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 4.171 12.986 CONNECTOR OK WELDS 0.125 " x 4.500 " FILLET WELD UP OUTSIDE 0.125 " x 2.875 " FILLET WELD UP INSIDE 0.125 x- 1.625 " FILLET WELD UP STEP SIDE_ 0 " x - 1.000 " FILLET' STEP BOTTOM 0 x 2.750 " FILLET WELD ACROSS BOTTOM 0 " x .1.750 " .FILLET WELD ACROSS TOP USE EFFECTIVE ' 0.075 " THICK WELD L = 9.00 IN A = 0.675 IN2 S = 0.506 IN3 Fv = 26.0 KSI•' Mcap = 13.16 K -IN W /1/3 INCR= 17.55 K -IN Cold Formed Section HEIGHT OF BEAM 3.690 INCHES 76 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 3.3400 1.8450 6.1623 11.3694 3.1050 0.0375 0.1253 TOP 1.4000 3.6525 5.1135 18.6771 0.0000 0.8750 1.2250 STEP SIDE 1.3500 2.8400 3.8340 10.8886 0.2050 1.7125 2.3119 STEP BOTT 0.7250 2.0275 1.4699 2.9803 0.0000 2.2125. 1.6041 SHORT SID 1.7150 1.0325 1.7707 1.8283 0.4204 2.7125 4.6519 - BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 3.6025 0.7781 2.8031 0.0004 0.0875 0.0189 2 0.2160 3.6025 0.7781 2.8031 0.0004 1.6625 0.3591 3 0.2160 2.0775 0.4487 0.9322 0.0004 1.8000 0.3888 4 0.2160 1.9775 0.4271 0.8446 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 12.2259 22.8700 20.9103 53.1333 3.7327 17.8875 15.1539 AREA = 0.917 IN2 CENTER GRAVITY = 1.710 INCHES TO BASE 1.239 INCHES TO LONG SIDE Ix = 1.583 IN4 Iy = 0.955 IN4 Sx = 0.799 IN3 Sy = 0.632 IN3 Rx = 1.314 IN Ry = 1.021 IN Load Beam Check 3.69x 2.750x 0.075 Fy = 55 ksi A = 0.917 in2 E = 29,500 E3 ksi Sx = 0.799 in3 Ix = 1.583 in4 • Length = 96,inches Pallet Load 1800 lbs Assume 0.5 pallet load on each beam M = PL /8= 10.80 k -in fb = 13.51 ksi Fb = 33 ksi 41% Mcap = 26.3.8 k -in 35.18 k -in with 1/3 increase • Defl = 0.22 in = L/ " 432 w/ 25% added to one pallet load M = .232 PL = 10.02 k -in 38% • • 7 Cold Formed Section HEIGHT OF BEAM 4.500 INCHES / ��r 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 4.1800 2.2500 9.4050 21.1613 6.0862 0.0300 0.1254 TOP 1.4300 4.4700 6.3921 28.5727 0.0000 0.8750 1.2513 STEP SIDE 1.3650 3.6575 4.9925 18.2600 0.2119 1.7200 2.3478 STEP BOTT 0.7400 2.8450 2.1053 5.9896 0.0000 2.2200 1.6428 SHORT SID 2.5550 1.4375 3.6728 5.2797 1.3899 2.7200 6.9496 • BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413 CORNERS 0.2042 4.4228 0.9031 3.9944 0.0003 0.0772 0.0158 2 0.2042 4.4228 0.9031 3.9944 0.0003 1.6728 0.3416 • 3 0.2042 2.8922 0.5906 1.7082 0.0003 1.7972 0.3670 4 0.2042 2.7978 0.5713 1.5984 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 13.9252 29.3800 29.6403 90.5632 7.6901 17.9100 17.4898 AREA '= 0.836 IN2 CENTER GRAVITY = 2.129 INCHES TO BASE 1.256 INCHES TO LONG SIDE ,Ix = 2.110-1N4 Iy = 0.956•IN4 • • Sx = 0.890 IN3 Sy = 0.640 IN3 Rx = 1.589 IN Ry = 1.070 IN Load Beam Check 4.50x 2.750x 0.060 Fy = 55 ksi A = 0.836 in2 E = 29,500 E3 ksi Sx = 0.890 in3 Ix = 2.110 in4 Length = 120 inches Pallet Load • 1800 lbs Assume 0.5 pallet load on each beam M = PL /8= 13.50 k -in _ fb = 15.17 ksi Fb = 33 ksi • 46% Mcap = 29.36 k -in 39.14 k -in with 1/3 increase Defl = 0.33 in = L/ 369 w/ 25% added to one pallet load M = .232 PL = 12.53 k -in 43% • In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.700 1.33 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 88 1860 164 249 22 66 1860 123 187 12 0 0 0 0 0 KLx = 112.2 in 0 0 0 0 0 KLy = 3 8 in 0 0 0 0 0 A= 0.389 in 0 0 0 0 0 Pcap = 8877 lbs 3720 286 436 34 Column 34% Stress Max column load = 2812 # Min column load = 112'# • Overturning (. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -315 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 2993 # MAX REQUIRED HOLD DOWN = -315 # Anchors: 1 T = 315 # 1 0.5 in dia HILTI Ti 3.25 "embedment in 2500 psi concrete Tcap = 1401 # 23% Stressed V 218 # per leg Vcap = 1091.# = 20% Stressed COMBINED = 15% Stressed OK Braces: Brace height = 38 " Brace width = 36 " • Length = 52 " - • P = 634 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 108 Pcap = 5553 # 11% 1 • In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 • Weight 60 # per level frame weight Columns Q 36 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 88 1860 164 328 29 66 60 ,4 8 1 O 0 _0 0 0 KLx = '112.2 in O 0 0 • - 0 0 KLy = 38 in 0 -0 0 0 0 A = 0.389 in O 0 0 0 0 Pcap = 8877 lbs 1920. 168 336 29 Column • '' 20% Stress Max column load = 1776 # Min column load = 49 # • Overturning (. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -245 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 1781 # MAX REQUIRED HOLD DOWN = -245 # Anchors: •• 1 T = 245 # 1 .0.5 in dia HILTI TZ . 3'.25 "embedment in 2500 psi concrete Tcap = 1401 # 18 %Stressed• V = 168 # per leg Vcap = 1091 # = 15% Stressed. COMBINED = 10% Stressed OK . Braces: Brace height = 38 " Brace width = 36 " Length = 52 " P = 489 # Use : •C 1.500x 1.500x 0.075 A = 0.317 in L/r = 108 Pcap = 5553 # 9% • to PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 02/24/;1 - -- TIME OF DAY: 12:48:14 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 66.0 S 2 0.0 88.0 S, 2 5 • . 8 10 3 73.5 0.0 S 4 73.5 66.0 5 73.5 88.0 6 220.5 0.0 S • 7 220.5 66.0 1 4 7 9 8 220.5 88.0 9 294.0 66.0 S • 10 294.0 88.0 S Joint Releases 3 6 3 Moment Z 6 Moment Z 1 Force X Moment Z 2 Force X Moment Z 9 Force X Moment Z 10 Force X Moment Z Member Incidences 1 1 '4 • 2 2 5 3 3 4 4 4 5 5 6 7 6 7 8 7 4 7 8 7 9 9 5 8 10 8 10 Member Properties 1 Thru 2 Prismatic Ax 1.038 Ay_ 0.727 Iz 2.599 3 Thru 6 Prismatic Ax 0.389 Ay 0.19.4 Iz 0.573 7 Thru 10 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 Constants E 29000. All G 12.000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -0.93 5 Force Y -0.93 7 Force Y -0.93 8 Force Y -0.93 4 Force X 0.038 1 I, PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 02/24/;1 - -- TIME OF DAY: 12:48:14 5 Force X 0.051 7 Force X 0.038 8 Force X 0.051 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 1860 0.5788 623 76 44.0 38 76 1860 0.5947 658 102 60.7 51 101 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 3720 1281 178 104.6 177 g = 32.2 ft /sec2 T = 1.1183 sec I = 1.00 Cs = 0.0576 or 0.1167 Sdl = 0.387 Cs min = 0.07 or 1.5% R = 6 Cs = 0.0700 V = (Cs *I) *W *.67 V = 0.0700 W *.67 = 177 # 99% 12' PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 02/24/;1 - -- TIME OF DAY: 12:48:14 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 -0.036 0.00 1 4 0.000 0.036 -2.63 2 2 0.000 -0.004 0.00 2 5 0.000 0.004 -0.26 3 3 1.852 0.088 0.00 3 4 -1.852 -0.088 5.84 4 4 0.926 0.031 -0.22 4 5 -0.926 -0.031 0.91 5 6 1.852 0.090 0.00 5 7 -1.852 -0.090 5.91 6 7 0.926 0.071 0.18 6 8 -0.926 -0.071 1.38 7 4 -0.019 -0.040 -2.98 1 7 0.019 0.040 -2.8 8 7 0.000 -0.044 ( -3.2 ,60 8 9 0.000 0.044 0.00 /41604.T . 9 5 0.020 -0.008 -0.64 9 8 -0.020 0.008 -0.50 10 8 0.000 -0.012 -0.88 10 10 0.000 0.012 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.038 -0.930 0.00 5 0.051 -0.930 0.00 7 0•.038 -0.930 0.00 8 0.051 -0.930 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS 13 • PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 02/24/;1 - -- TIME OF DAY: 12:48:14 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.036 0.00 2 0.000 -0.004 0.00 3 -0.088 1.852 0.00 6 -0.090 1.852 0.00 • • 9 0.000 0.044 0.00 10 0.000 0.012 0.00 • FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 4 0.5788 - 0.0108 - 0.0010 • • 5 0.5947 - 0.0126 - 0.0003 . 7 0.5789 - 0.0108 - 0.0009 8 0.5946 - 0.0126 - 0.0001 • SUPPORT JOINT DISPLACEMENTS • JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.5788 0.0000 0.0003 • . 2 0.5947 0.0000 - 0.0001 3 0.0000 - 0.0000 - 0.0126 6 0.0000 0.0000 - 0.0126 9 0.5789 0.0000 0.0007 10 0.5946 0.0000 0.0003 • • • l 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 1.333 Point P M Lx Ly Pcap Mcap Ratio 7 1.9 5.9 66.0 38.0 8.88 16.79 56% 8 1.0 1.4 22.0 38.0 12.59 16.79 16% 0 0.0 0.0 66.0 38.0 8.88 16.79 0% 0 0.0 0.0 66.0' 38.0 8.88 16.79 0% 0 0.0 0.0 66.0 38.0 8.88 16.79 0% 0 0.0 0.0 66.0 38.0 8.88 16.79 0% Load Beam Check 4.50x 2.750x 0.075 Fy = 55 ksi A = 1.038 in2 E = 29,500 E3 ksi Sx = 1.096 in3 Ix = 2.599 in4 Length = 144 inches Pallet Load 1800 lbs Assume 0.5 pallet load on each beam M = PL /8= 16.20 k -in fb.= 14.79 ksi Fb = 3 ksi 45% Mcap = 36.15 k -in 48.20 k -in with 1/3 increase Defl = 0.46 in = L/ 316 w/ 25% added to one pallet load M = .232 PL = 15.03 k -in 42% • I� Base Plate Design Column Load 2.2 kips Allowable Soil 1500 psf basic • Assume Footing 14.7 in square on side Soil Pressure 1466 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 = ` . '10.2 psi 1 = 1 5.85 in - Load factor = 1.67 M = 194 # -in . • ,5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 47 psi Fb = 5(phi)(f'c ".5) = 163 psi OK !! Shear : Beam fv = 20 psi Fv = 85 psi OK !! Punching fv = 16 psi Fv = 170 psi OK !! • Footprint Bearing Use ,0.11 " thick 7.75 inches long under column section - 0.295 inches wide - 2.28625 in2 • Bearing: 0.962 ksi 1.750 ksi Al- lowable • II j (ar • •