Loading...
Plans , ._ PERMANENT PLAQUE NOT LESS THAN e� V Hoi,1.44 ,0( ego" lO /0 _ 00670 r TYPE "A" 50 SQ INCHES IN AREA TO BE PLACED IN C❑NSPICU ❑US LOCATI ❑N STATING u t N , Q�Of 3500# CAPACITY @ 56', 98', 140' c't off 3 ' -8 ' 8 ' -0 ' _ 44 4 4 4 1 1949 9 _ __ _ _ / o.. �..' \ I �/ J. RIW LOAD BEAM E XP. DATE: ,,hig i p r � ° D, un nu - I l r ± L� V !'—�E� Z CONNECTOR ' 3 6 APR 1 1 2012 o 16' -0' ,,, LOAD BEAM �� CITY OF T!GARD Q CONNECTOR BUILDING DIVISION E 3' -6' --I Z Z L OAD BEAM D g ,....................m BRACE U J = `CONNECTOR I ID 4' -8' CL ' Z > > Li Q > UPRIGHT LOAD BEAM ELEVATION CZ Lei Q ' C3 L..1 a c Z Q I--1 A Q A ° O 1— 2 O - -ma I U I H � 3' CZ d> J 0 m COLUMN o 1, I L,J C) W Z Q g 14 GA THK -J I - N J CZ D Q o 3/8x 4x 7 BASEPLATE N LEI D c LI V) ✓ 3' C2) 1/2'0 ANCHORS s--4 PQ V) CA o 3/8'x 4 'x 7' C 1.5 x 1.5 1.5 1/8 �1 - 1/2' w x Q L7 U1 W Q 14 GA THK I-1 it EA SIDE L7 ox N a o W Z I— o i. 2) EP 2 FIL�ET WEL BRAC ► 1 ?1 FF LL.1 W Cl- PI a ) 1--I 3' ii EA END T❑ COLUMN ' I I 3 25' vUi 0 rn¢ I__ (� a di BRACE • 6 ' a Y A ��mI�- z I- 3 1/8 V1 -1/2' EA FACE 1/8' F1' ! 6' CONCRETE SLAB ON GRADE °6 l f � W z N M N A N H (� in o C OLUMN & BASE PL �� a) II 3 ° a z W ,� J O rs COLUMN BASE X- S ECTION ' - 1 ,, J c J N (w„ J w Z 1 L m ce vi BRACE CONN Q` L_ Q VD Q e ; a 0 CO a N > aa )O o CZW II w N Wa U1_j0L�Z 0 1 -5/8 x 1' W (2) PIN CONN 41 ► a - N - 3.5� STEP o (2) AISI A502 -2 RIVETS 0 CONNECTOR II Z W Q U LJ ? Q 7 j 14 GA THICK • LOAD BEAM 7/16' 4'oc Z 0 p In 1 D U - HOOK THRU SLOTS I L7 N - 1 -5 /8x 3x� o IN COLUMN 0 II N Q U C� j W 0 2.75' 3/16' THK 1/8V VERT EDGES ° 0 4/110 ZZ II A E ( Z M V) `r 1 CONNECTOR p z LOAD BEAM p „ ^ ^ ^ ^ Q m 0 0 SAFETY PIN TO RESIST -4 (U M 4 tri ! 1000# UPLIFT LOAD ; 3 COLUMN -BEAM CONN U PERMANENT PLAQUE NOT LESS THAN TYPE "B" 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING 2000# CAPACITY @ 90', 126' T � Ep PR 3' -8' 8' -0' .'tk� G I N F /Q C I cc Q c I 1949 •P � i ORE' . LOAD BEAM a F� 3 1 qa'� `' E �� ��� J. Ft\ J \-CONNECTOR I 3'-0' CXP. DATE: 12/ 704 I 0 LOAD BEAM 14' -0' m, ini CONNECTOR Q F— z D J 7' -6' z BRACE ° z i U - c2 ce D D V) I. 1 UPRIGHT LOAD BEAM ELEVATION z 1.-Li Q tn > Q ce W Q I- � C- W o Q Q A o A p F- U ce Ul In = f- n F— F— CL —1 -- Q a � Py z in U° d> Z Q 3' ° wUw it a 14GA THK � � o COLUMN I\ w N C w U D CZ 1 -5/8' O.11x 3x 4 BASEPLATE L7 W (1) 1/2'0 ANCHOR 1--4 ) ( A - W _ C 1.5 x 1.25 1 5 1 /8 ► -1/2' N x J w� W> BASEPLATE 4' 2' GA THK n it E A SIDE Li L v, q p a z I • 2 OF 1/8' B R ACE /.. 11.1 Li O_ P:1 3 I---1 N 0 (1) 1/2'0 ANCHOR FILLET WELD I. FF ' e_ U W Q Z 3 EA END TO COLUMN J Vi - Nl-,_� CA ZC3 D El 3 _ BRACE • 1/8' 6 , 3.25 as�W(--) L_ J xi 1/8 1 1/2 EA FACE 1/8 1' r ` < v � 6' C SLAB ON GRADE U 3 Z 3 !i Z I- WV) H in COLUMN &BASE PL q - pa ii U o w ,� J CD N Cb COLUMN BASE X- SECTION '-' ,, , J U W I_ w Z Qi i C') cc BRACE CONN m Q Q `�� e - D 0 00 z NU rn w NW Z 0 CZ I I W L - 1 -5/8'H x 1' W (2) PIN CONN 41 r 0 _ N J o_ p ' -' STEP a 4.5� o (2) AISI A502 -2 RIVETS C ONNECTOR A -I s (/) J • 0 Li U a ' ce D- a 14 GA THICK HOOK THRU SLOTS E 0 N I l-7 Cz '' p U N er x 1 -5/8x 3x LOAD BEAM 7/16'0 4'oc 0 � o\ IN COLUMN 3 0 I- �� I- A 2 W 2.75 N QU � � "' o 3/16 THK 1/8 VE RT EDGES S 0 . II U < ( o Z Z N ' 11 Pit zz w Nr U o CONNECTOR 0 A z LOAD BEAM 0 0 ^_ ^ ^^^ Q m 0 SAFETY PIN TO RESIST .--1 N M 4 ui CL 1000# UPLIFT LOAD v COLUMN-BEAM CONN iv . PERMANENT PLAQUE NOT LESS THAN TYPE "C" 50 SQ INCHES IN AREA TO BE PLACED • IN CONSPICU ❑US LOCATION STATING 3000# CAPACITY @ 84', 140', 180' ilili- I _ I `` # °� 19 W LOAD BEAM i•N . \ F C 3 VP `C ONNECT OR 3'-4' e V LOAD BEAM w W _EXP. D ATE: g . \_CONNECTOR 4' -8' O U 16' -0' LOAD BEAM I w W — J \-CONNECTOR Z z D Z o I- 1- 7' -0' CZ BRACE u 0 I f— 0 a Z //----� W H _ > CZ UPRIGHT LOAD BEAM ELEVATION cz W I- (n in (,) L7 Q °AO I I I— I a__ ° . U)- I- � 'Py 3' v oa'-' j c' n COLUMN o W W U W Z Q a 14 GA THK c 3/8x 5x 8 BASEPLATE ' N W — D C I j 0 3 ' ( 2) 1 /2'0 A NCHORS q V) O) W o Q 3/8'x 5'x 8' C 1.5 x 1.5 1. 1/8 EA 1 S DE N X J N N ril N ao BASEPLATE 14 GA THK El ii o N C g p W Z I— 2' OF 1/8 B RACE AMOR ■-U' I. "' FF W pq I---I . o (2) 1/2 0 ANCHORS FILLET WELD U W W Q 7 v 3' EA END TO COLUMN I El 3.25 (n -- N U -I a) z 0 Q Z BRACE 6 ' Q - Y gW � °m ) � W I-- 3 1/8 P 1 -1/2' EA FACE B CE 1/8 I. ! 6' CONCRETE SLAB ON GRADE °o U W Z N ( I I � N q uj N H (--) rn N COLUMN & BASE PL - 4, C OLUMN BASE X— SECTI ❑N �a II w w z cc BRACE CONN ON La_ Q vO<E 0.1 _1 0 O 00 z ° z 4- `0 ce 0 WN U) j0LjZ a 1-5/8'H x 1' W (2) PIN CONN 'I r - i_ ki STEP cz 3.5" o (2) AISI A502 -2 RIVETS CONNECTOR q Q N W v) Z Q 3 • L ❑AD BEAM 7/16'0 4'oc 0 0 � z ' - ' U n- ce D ' -' CO _ 0 - 14 GA THICK HOO THRU SLOTS Z 0 ! v) II g co ,� U w 1 -5/8 3x� o N ( 7 ) z o IN COLUMN 0 I— II N 1-4 Q U C� I LL I a 2,75' 3/16' THK 2 CONNECTOR 1/8V VERT EDGES v 0 P zz II W x v) o Q I' 0 z LOAD BEAM 0 o ^ ^ /N Q m 0 SAFETY PIN TO RESIST (U (� L!") CL_ 1 000# UPLIFT LOAD a`, COLUMN —BEAM CONN PERMANENT PLAQUE NOT LESS THAN TYPE "D" 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATI ❑N STATING • T I 1000# CAPACITY @ 50', 96', 144', 186' ��Ep PROF 8' - 0' � 5��, G I N �C � Q � '• r____T-6N I � - I - - - °c . 1 949 � LOAD BEAM / N W W J • `- CONNECTOR 3' -6' a FC s � 9$ ~ fir 7 LOAD BEAM Lu I E*. DATE: 12/- 401-_i Z CONNECTOR 4' -0' o J U 16' -0' LOAD BEAM Q \-CONNECTOR 3' -10' .J Z f LOAD BEAM 1... W W I BRACE \ CONNECTOR 0 ' c ' 4' -2' a a Z Li 1=1 - > c UPRIGHT LOAD BEAM ELEVATI ❑N I- Li ce- V) v) ~ 121 W o Q z Z I C3 -_ oAC7 I- U � In U7 I N -P z o ,� 3' ° I Z Q 2 14GA THK a COLUMN J N J c 0.11x 3x 4 BASEPLATE W N W W • 1-5/8 ( 1) 1/2'0 ANCHOR 1 j )(Q N - 1. 7 ) W V) Q C 1.5 x 1.25 1 S 1 /8 V1 -1/2' o - 0.11'x 3'x 4' 14 GA THK II i1 EA SIDE 0 a o z I— • IN BASEPLATE 2' OF 1/8' B RACE AMR W Q _ Pq 3 z I--1 N o (1) 1/2'0 ANCHOR FILLET WELD ! 'e. FF 1 ' I 3' EA END TO COLUMN W Q V) - -N~ CA Z° 0 6 BRACE 6 IIII 3.25' Q in JW xce I— 1-1 xi 1/8 r1-1/2' EA FACE 1/8' r1' o ? S WU ()O N (=1 LL til o 4� ! 6' CONCRETE SLAB ON GRADE 3 Z 3 II Z I _ W N I--I CD COLUMN & BASE PL q xi II ° a -a W ,� pa J O C COLUMN BASE X- SECTI ❑N �' �J J 01 N J W Z 0y L c� v, BRACE CONN m Q Q e- I—I 0 00 z NV) z `0 a N. >PQMO_ O IY 11 -I II W V) o 6 w a VI J0I�Z 1 -5/8 x 1' W (2) PIN CONN 41 r a_ N - I ° " ti 3.5� STEP o - (2) AISI A502 -2 RIVETS CONNECTOR A Q N W V) X LOAD BEAM 7/16'0 4'oc 0 0 / z '-' U 0_ fz D <E d- a. 1 14 GA THICK HOOK THRU SLOTS 0, �� W II lJ W- A 2 2 2 W W x 1 -5 /8x 3x� o IN COLUMN I- 0 II N ¢ U Ts W 0 L ,75' 3/16' THK - o CONNECTOR 1 /8V VERT EDGES ° 0 1:1411i W Z II q Z ( W/) _J Q 0 z LOAD BEAM u 0 ^ ^ ^ `t Q m 0 SAFETY PIN TO RESIST r' (1.1 M 4 CL 1000# UPLIFT LOAD v u 3 COLUMN-BEAM CONN V . • PERMANENT PLAQUE NOT LESS THAN TYPE "E" 50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING CT . 3500# CAPACITY @ 84', 144' e�ED P Oft Jf / 3' -0' 10' -0' �5 • G F � 0 # LOAD BEAM C 1949 ul Wu Z C ❑NNECT ❑R A FC A q $ x 5'_0' 3 A 4 LOAD BEAM ! EXP. DATE: 12/ L W W 12' -0' CONNECTOR E a I- i BRACE 4 U ' I -.1 7' -0' I— ix z D UPRIGHT LOAD BEAM ELEVATION - (A Q I-- 0 Z 1 W in > CZ ce L,J Q � in v (3 - D_ W H Q A o°AO Q I-- U CZ Ul in I- r �'P x 3• uf) U � � d > °� Z (� 2 14 GA THK � F` o COLUMN t o J to U J ce D Ck I 3/8x Sx 8 BASEPLATE N W m 3 ' (2) 1/2'0 ANCHORS pq N 0) W o 3/8 5'x 8' C 1.5 x 1.5 1.5 1/8 V1 -1/2' ! U X Q W In W (.4 Q N ao BASEPLATE 14 GA THK n it EA SIDE (� o N A W Z I o (2) 1/2'0 ANCHORS FILLLET WELD B RACE /. : ?' ' ?� FF W I j pq 1----I 3' illik EA END TO COLUMN / I Irn 3.25' -- N -1 CD z 0 IL-1--- z a ¢ BRACE 6 ' � u Wce I— xi v 1/8 "1 -1/2' EA FACE 1/8' F1' ! 6' CONCRETE SLAB ON GRADE o6 lf� W Z CO ry A N H C. 3 3 r., H W �, in COLUMN & BASE PL �v- ' 11 a W ,� pa J O N COLUMN BASE X-SECTION ,---4 J s J CO W r U Z cy L co N BRACE CONN m Li_ Q Q v) _1 1-1 ,� o 0 00 z ° U -- ) Z 4- `D a r > xiriQ. o - CZ W II W V) Li a- a i , 1-5/8'H STEP x 1' W (2) PIN CONN 41 ► N N ce 6' 0 (2) AISI A502 -2 RIVETS CONNECTOR A Q W N E Q 7 LOAD BEAM 7/16 4'oc 0 o 4 Z U - a 14 GA THICK Z0 HOOK THRU SLOTS z 0 (Sip kr, V) II l7 U g E7 ,� U (U 0 1 -5/8x 3x ,• o ,\ IN COLUMN J 0 H II ~' H z W — Q 0 2.75' 3/16' TH a O II �Q W OZ�N I LLI 2 C O NNECTOR 1 /8V VERT EDGES v z II A E cn J¢ d I 0 0 LOAD BEAM o ^ ^ ^ v- Q E.-- 0 0 SAFETY PINITO TO RESIST .--, N r) d' In 10000 UPLIFT LOAD ai 3 COLUMN -BEAM CONN U .du4 - 70 if Calculations for : CLOWNS UNLTD /EVENTS UNLTD • TIGARD, OR • 04/04/2012 Loading: 3500 # load levels 3 pallet levels @ 64,128,192 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 44 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.500x 0.075 Braces 4.00x 7.00x 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 • � P N O f f ssi co NI' 1949 + ORE '.. / I EM'. DATE: 12/ / - ' • InI Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4152 Longitude = - 122.7471 Spectral Response Accelerations Ss and 51 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 0.942 (Ss, Site Class B) 1.0 0.338 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4152 Longitude = - 122.7471 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class D - Fa = 1.123 ,Fv = 1.725 Period Sa (sec) (g) 0.2 1.058 (SMs, Site Class D) 1.0 0.583 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 94.2 % g S1= 33.8 %g Soil Class D Modified Design spectral response parameters Sms= 105.8 % g Sds= 70.5 % g Sm1= 58.3 % 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 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 1 • r• 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 (' 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 = 3500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 875 LBS EACH RIVETS 2 RIVETS @ 4 " oc 0.4375 " DIA A502 -2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Flt = 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 21% 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 @ 1.1 IN FROM BTM OF CONN M = PL L = 1.4 IN Pmax = Mcap /L = 2.803 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.900 11.091 RIVET OK P2 0.000 -0.100 0.000 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 2.844 11.091 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 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 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 3.000x 0.075 192 3560 684 632 121 128 3560 456 421 54 64 3560 228 211 13 KLx = 64 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 15145 lbs 10680 1367 1264 189 Column 64% Stress Max column load = 9630 # Min column load = -1241 # Uplift Overturning (. 6 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -819 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 6612 # MAX REQUIRED HOLD DOWN = -1241 # Anchors: 1 • T = 1241 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 44% Stressed V = 632 # per leg Vcap = 4858 # = 13% Stressed COMBINED = 29% Stressed . OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 1326 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 126 Pcap = 3015 # 44% (0 In Upright Plane Seismic- Load..Distribution - - -- TOP -LOAD -ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight Columns O 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 192 3560 684 639 123 128 60 8 7 1 64 60 4 4 0 KLx = 64 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 15145 lbs 3680 695 650 124 Column 31% Stress Max column load = 4656 # Min column load = -1158 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -1719 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 4663 # MAX REQUIRED HOLD DOWN = -1719 # • Anchors: 1 T = 1719 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 61% Stressed V = 325 # per leg Vcap = 4858 # = 7% Stressed COMBINED = 45% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 682 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 126 Pcap = 3015 # 23% PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:38:55 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 1 5 9 12 8 148.5 0.0 S 9 148.5 64.0 10 148.5 128.0 4 8 11 148.5 192.0 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 0.888 Ay 0.622 Iz 1.389 ice PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:38:55 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 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 -1.78 6 Force Y -1.78 7 Force Y -1.78 9 Force Y -1.78 10 Force Y -1.78 11 Force Y -1.78 5 Force X 0.029 6 Force X 0.057 7 Force X 0.086 9 Force X 0.029 10 Force X 0.057 11 Force X 0.086 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 3560 0.7107 1798 58 41.2 29 58 3560 0.9679 3335 114 110.3 57 114 3560 1.1044 4342 172 190.0 86 172 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 10680 9475 344 341.5 344 g = 32.2 ft /sect T = 1.6837 sec I = 1.00 Cs = 0.0383 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0707 V = (Cs *I *.67) *W *.67 V = 0.0473 W *.67 = 344 # 100% PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:38:55 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 -0.137 0.00 1 5 0.000 0.137 -6.79 2 2 0.000 -0.053 0.00 2 6 0.000 0.053 -2.62 3 3 0.000 -0.010 0.00 3 7 0.000 0.010 -0.52 4 4 5.281 0.169 0.00 4 5 -5.281 -0.169 10.84 5 5 3.515 0.130 3.51 5 6 -3.515 -0.130 4.84 6 6 1.758 0.064 1.71 6 7 -1.758 -0.064 2.39 7 8 5.281 0.175 0.00 7 9 -5.281 -0.175 11.18 8 9 3.515 0.156 4.26 8 10 -3.515 -0.156 5.69 9 10 1.758 0.108 2.95 9 11 -1.758 -0.108 3.95 10 5 -0.010 -0.150 -7.55 10 9 0.010 0.150 -7.34 11 9 0.000 -0.164 8.10 ir/�t/ 1 , 11 12 0.000 0. 164 0.00 / /a 4' f 12 6 -0.009 -0.077 -3.94 12 10 0.009 0.077 -3.66 / ,.. .9 13 10 0.000 -0.101 -4.98 13 13 0.000 0.101 0.00 14 7 0.022 -0.032 . -1.87 14 11 -0.022 0.032 -1.30 15 11 0.000 -0.054 -2.65 15 14 0.000 0.054 0.00 APPLIED JOINT LOADS, FREE JOINTS / PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:38:55 JOINT FORCE X FORCE Y MOMENT Z 5 0.029 -1.780 0.00 6 0.057 -1.780 - 0.00 - - - - 7 0.086 -1.780 0.00 9 0.029 -1.780 0.00 10 0.057 -1.780 0.00 11 0.086 -1.780 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.137 0.00 2 0.000 -0.053 0.00 3 0.000 -0.010 0.00 4 -0.169 5.281 0.00 8 -0.175 5.281 0.00 12 0.000 0.164 0.00 13 0.000 0.101 0.00 14 0.000 0.054 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 5 0.7107 - 0.0196 - 0.0032 6 0.9679 - 0.0326 - 0.0017 7 1.1044 - 0.0391 - 0.0010 9 0.7107 - 0.0196 - 0.0029 10 0.9679 - 0.0326 - 0.0014 11 1.1043 - 0.0391 - 0.0003 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.7107 0.0000 0.0010 2 0.9679 0.0000 - 0.0001 3 1.1044 0.0000 - 0.0007 4 0.0000 0.0000 - 0.0150 8 0.0000 0.0000 - 0.0151 12 0.7107 0.0000 0.0020 13 0.9679 0.0000 0.0017 14 1.1043 0.0000 0.0013 1 7 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 5.3 11.2 64.0 43.0 15.14 22.30 85% 10 3.6 5.7 64.0 43.0 15.14 22.30 49% 11 1.8 4.0 64.0 43.0 15.14. 22.30 30% O 0.0 0.0 64.0 43.0 15.14 22.30 0% O 0.0 0.0 64.0 43.0 15.14 22.30 0% O 0.0 0.0 64.0 43.0 15.14 22.30 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 = 96 inches Pallet Load 3500 lbs Assume 0.5 pallet load on each beam M = PL /8= 21.00 k -in fb = 28.54 ksi Fb = 33 ksi 86% Mcap = 24.28 k -in 32.38 k -in with 1/3 increase Defl = 0.49 in = L/ 195 w/ 25% added to one pallet load M = .232 PL = 19.49 k -in 80% ( (0 Base Plate Design Column Load 7.2 kips Allowable Soil 1500 psf basic Assume Footing 26.3 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 /3 Use 4 "square base plate w = 10.4 psi 1 = 8.17 in Load factor = 1.67 M = 387 # -in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 64 psi Fb = 5(phi) (f'c = 163 psi OK ! ! Shear : Beam fv = 24 psi Fv = 85 psi OK !! Punching fv = 43 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 451 psi fb = 21669 psi Fb = 37500 psi OK !! I 1 • Calculations for : CLOWNS UN /EVENTS UNLTD TIGARD, OR 04/04/2012 Loading: 2000 # load levels 2 pallet levels © 90,126 Seismic per IBC 2009 1000 Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 44 " wide C 3.000x 1.625x 0.075 Columns C 1.500x 1.250x 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/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 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 1.250 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 3.73 in wt = 1.0 plf A = 0.280 in2 Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 14.3333 b 1.0750 x bar 0.3946 b bar 1.2125 m 0.5298 c 0.0000 x0 - 0.9244 c bar 0.0000 J 0.0005 u 0.2160 x web 0.4321 gamma 0.0000 x lip 0.8179 R' 0.1375 h/t 18.0000 1't 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 17.9854 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 Z° - • 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 = 2000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 500 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 126 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 @ 1.1 IN FROM BTM OF CONN M = PL L = 0.4 IN Pmax = Mcap /L = 9.809 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.900 11.091 RIVET OK P2 0.000 -0.100 0.000 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 2.844 11.091 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 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 = 9.00 IN A = 0.675 IN2 S = 0.506 IN3 Fv = 26.0 KSI Mcap = 13.16 K -IN 13.16 K -IN f In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns Q 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 126 2060 260 284 36 90 2060 185 203 18 O 0 0 0 0- KLx = 153 in O 0 0 0 0 KLy = 41 in O 0 0 0 0 A = 0.389 in O 0 0 0 0 Pcap = 3715 lbs 4120 445 488 54 Column 89% Stress Max column load = 3290 # Min column load = -54 # Uplift Overturning (. 6 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -93 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2340 # MAX REQUIRED HOLD DOWN = -93 # Anchors: 1 T = 93 # 1 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 1401 # 7% Stressed V = 244 # per leg Vcap = 2429 # = 10% Stressed COMBINED = 3% Stressed OK Braces: Brace height = 41 " Brace width = 44 " Length = 60 " P = 500 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 149 Pcap = 1912 # 26% • In Upright Plane Seismic Load Distribution • - - TOP LOAD ONLY per 2009 IBC Sds = 0.707 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 0.075 126 2060 260 367 46 • 90 60 5 8 1 O 0 0 0 0 KLx = 153 in O 0 0 0 0 KLy = 41 in O 0 0 0 0 A= 0.389 in 0 0 0 0 0 Pcap = 3715 lbs 2120 265 375 47 Column 57% Stress Max column load = 2126 # Min column load = -111 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -435 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2131 # MAX REQUIRED HOLD DOWN = -435 # Anchors: 1 T = 435 # 1 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 1401 # 31% Stressed V = 187 # per leg Vcap = 2429 # = 8% Stressed COMBINED = 16% Stressed OK Braces: Brace height = 41 " Brace width = 44 " Length = 60 " P = 384 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 149 Pcap = 1912 # 20% PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:44:35 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 90.0 S 2 5 8 10 2 0.0 126.0 S 3 49.5 0.0 S 4 49.5 90.0 5 49.5 126.0 6 148.5 0.0 S 1 4 7 9 7 148.5 90.0 8 148.5 126.0 9 198.0 90.0 S 10 198.0 126.0 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 1.038 Ay 0.727 Iz 2.599 3 Thru 6 Prismatic Ax 0.389 Ay 0.194 Iz 0.573 7 Thru 10 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -1.03 5 Force Y -1.03 7 Force Y -1.03 8 Force Y -1.03 4 Force X 0.028 274 PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:44:35 5 Force X 0.038 7 Force X 0.028 8 Force X 0.038 - - - -- Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 2060 1.0309 2189 56 57.7 28 56 2060 1.0550 2293 76 80.2 38 76 O 0.0000 0 0 0.0 0 0 0 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 4120 4482 132 137.9 133 g = 32.2 ft /sec2 T = .1.8222 sec I = 1.00 Cs = 0.0354 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0707 V = (Cs *I *.67) *W *.67 V = 0.0473 W *.67 = 133 # 100% PAGE 3 MSU STRESS-11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:44:35 • 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 -0.049 0.00 1 4 0.000 0.049 -2.40 2 2 0.000 0.007 0.00 2 5 0.000 -0.007 0.34 3 3 2.028 0.065 0.00 3 4 -2.028 -0.065 5.85 4 4 1.013 0.012 -0.04 4 5 -1.013 -0.012 0.46 5 6 2.028 0.067 0.00 5 7 -2.028 -0.067 6.03 6 7 1.013 0.064 0.85 6 8 -1.013 -0.064 1.46 7 4 -0.025 -0.064 -3.41 7 7 0.025 0.064 -2.94 8 7 0.000 -0.080 C3 . 95N.-$kp, (_,�' ,04 8 9 0.000 0.080 0.00 A(- 9 5 0.026 -0.010 -0.80 9 8 -0.026 0.010 -0.16 10 8 0.000 -0.026 -1.30 10 10 0.000 0.026 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.028 -1.030 0.00 5 0.038 -1.030 0.00 7 0.028 -1.030 0.00 8 0.038 -1.030 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS /U7 • PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:44:35 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.049 0.00 2 0.000 0.007 0.00 3 -0.065 2.028 0.00 6 -0.067 2.028 0.00 9 0.000 0.080 0.00 10 0.000 0.026 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 4 1.0309 - 0.0162 - 0.0009 5 1.0550 - 0.0194 - 0.0003 7 1.0310 - 0.0162 - 0.0005 8 1.0549 - 0.0194 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 1.0309 0.0000 - 0.0001 2 1.0550 0.0000 - 0.0004 3 0.0000 0.0000 - 0.0167 6 0.0000 0.0000 - 0.0169 9 1.0310 0.0000 0.0007 10 1.0549 0.0000 0.0005 1.1 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 7 2.0 6.0 90.0 41.0 3.71 12.60 101% 8 1.0 1.5 36.0 41.0 9.16 12.60 23% O 0.0 0.0 90.0 41.0 3.71 12.60 0% O 0.0 0.0 90.0 41.0 3.71 12.60 0% O 0.0 0.0 90.0 41.0 3.71 12.60 0% O 0.0 0.0 90.0 41.0 3.71 12.60 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 = 96 inches Pallet Load 2000 lbs Assume 0.5 pallet load on each beam M = PL /8= 12.00 k -in fb = 10.95 ksi Fb = 33 ksi 33% Mcap = 36.15 k -in 48.20 k -in with 1/3 increase Defl = 0.15 in = L/ 639 w/ 25% added to one pallet load M = .232 PL = 11.14 k -in 31% 2 - Base Plate - Design - Column Load 2.5 kips Allowable Soil 1500 psf basic Assume Footing 15.5 in square on side Soil Pressure 1498 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 = 6.25 in Load factor = 1.67 M = 226 # -in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 38 psi Fb = 5(phi)(f'c = 163 psi OK !! Shear : Beam fv = 18 psi Fv = 85 psi OK !! Punching fv = 13 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: 1.093 ksi 1.750 ksi Allowable . v r. • Calculations for : CLOWNS UNLTD /EVENTS UNLTD TIGARD, OR 04/04/2012 Loading: 3000 # load levels 3 pallet levels ® 84,140,180 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 108 " Load Beams Uprights: 60 " 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 0.075 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 • 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 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 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 18% 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 @ 1.1 IN FROM BTM OF CONN M = PL L = 1.4 IN Pmax = Mcap /L = 2.803 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.900 11.091 RIVET OK P2 0.000 -0.100 0.000 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 2.844 11.091 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 Pk/ = 26.0 KSI Mcap = 7.96 K -IN 7.96 K -IN In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns O 60 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 3060 551 484 87 140 3060 428 377 53 84 3060 257 226 19 KLx = 84 in O 0 0 0 0 KLy = 43 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 13743 lbs 9180 1236 1087 159 Column 53% Stress Max column load = 7237 # Min column load = -26 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -170 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 5156 # MAX REQUIRED HOLD DOWN = -170 # Anchors: 1 T = 170 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 6% Stressed V = 543 # per leg Vcap = 4858 # = 11% Stressed COMBINED = 4% Stressed OK Braces: Brace height = 43 " Brace width = 60 " Length = 74 " P = 1003 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 152 Pcap = 2094 # 48% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight Columns @ 60 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 3060 551 548 99 140 60 8 8 1 84 60 5 5 0 KLx = 84 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 13743 lbs 3180 564 562 100 Column 24% Stress Max column load = 3262 # Min column load = -239 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -725 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 3269 # MAX REQUIRED HOLD DOWN = -725 # Anchors: 1 T = 725 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 26% Stressed V = 281 # per leg Vcap = 4858 # = 6% Stressed COMBINED = 11% Stressed OK Braces: Brace height = 43 " Brace width = 60 " Length = 74 " P = 518 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 152 Pcap = 2094 # 25% PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:54:50 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 84.0 S 3 7 11 14 2 0.0 140.0 S 3 0.0 180.0 S 4 55.5 0.0 S 2 6 10 13 5 55.5 84.0 6 55.5 140.0 7 55.5 180.0 1 5 9 12 8 166.5 0.0 S 9 166.5 84.0 10 166.5 140.0 4 8 11 166.5 180.0 12 222.0 84.0 S • 13 222.0 140.0 S 14 222.0 180.0 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 q7%; PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:54:50 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 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 -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 0.028 6 Force X 0.053 7 Force X 0.067 9 Force X 0.028 10 Force X 0.053 11 Force X 0.067 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 3060 1.2820 5029 56 71.8 28 56 3060 1.4723 6633 106 156.1 53 106 3060 1.5185 7056 134 203.5 67 134 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 18718 296 431.3 296 g = 32.2 ft /sec2 T = 2.1056 sec I = 1.00 Cs = 0.0306 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0707 V = (Cs *I *.67) *W *.67 V = 0.0473 W *.67 296 # 100% • PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:54:50 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 -0.121 0.00 1 5 0.000 0.121 -6.74 2 2 0.000 -0.029 0.00 2 6 0.000 0.029 -1.62 3 3 0.000 -0.001 0.00 3 7 . 0.000 0.001 -0.05 4 4 4.545 0.146 0.00 4 5 -4.545 -0.146 12.30 5 5 3.025 0.107 1.85 5 6 -3.025 -0.107 4.15 6 6 1.514 0.034 0.18 6 7 -1.514 -0.034 1.16 7 8 4.545 0.150 0.00 7 9 -4.545 -0.150 12.56 8 9 3.025 0.133 2.59 8 10 -3.025 -0.133 4.85 9 10 1.514 0.100 1.36 9 11 -1.514 -0.100 2.66 10 5 -0.011 -0.132 -7.42 10 9 0.011 0.132 -7.24 11 9 0.000 -0.143 C®Gv.% 11 12 0.000 0.143 1.10 12 6 -0.021 -0.047 - 2.71' 12 10 0.021 0.047 -2.56 13 10 0.000 -0.066 -3.65 13 13 0.000 0.066 0.00 14 7 0.033 -0.017 -1.11 14 11 -0.033 0.017 -0.80 15 11 0.000 -0.034 -1.86 15 14 0.000 0.034 0.00 APPLIED JOINT LOADS, FREE JOINTS A57 PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 10:54:50 JOINT FORCE X FORCE Y MOMENT Z 5 0.028 -1.530 0.00 6 0.053 -1.530 0.00 7 0.067 -1.530 0.00 9 0.028 -1.530 0.00 10 0.053 -1.530 0.00 11 0.067 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.121 0.00 2 0.000 -0.029 0.00 3 0.000 -0.001 0.00 4 -0.146 4.545 0.00 8 -0.150 4.545 0.00 12 0.000 0.143 0.00 13 0.000 0.066 0.00 14 0.000 0.034 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 5 1.2820 - 0.0221 - 0.0035 6 1.4723 - 0.0319 - 0.0013 7 1.5185 - 0.0355 - 0.0007 9 1.2820 - 0.0221 - 0.0033 10 1.4724 - 0.0319 - 0.0011 11 1.5183 - 0.0355 - 0.0002 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 1.2820 0.0000 0.0011 2 1.4723 0.0000 - 0.0002 3 1.5185 0.0000 - 0.0006 4 0.0000 0.0000 - 0.0211 8 0.0000 0.0000 - 0.0212 12 1.2820 0.0000 0.0022 13 1.4724 0.0000 0.0014 14 1.5183 0.0000 0.0011 1,;‘ 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 L. kx = 1.00 ky = 1.00 Stress Factor 1.000 o Point P M Lx Ly Pcap Mcap Ratio 9 4.6 12.6 84.0 43.0 13.74 22.30 90% 10 3.1 4.9 56.0 43.0 15.60 22.30 42% 11 1.6 2.7 40.0 43.0 15.89 22.30 22% O 0.0 0.0 84.0 43.0 13.74 22.30 0% O 0.0 0.0 84.0 43.0 13.74 22.30 0% O 0.0 0.0 84.0 43.0 13.74 22.30 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 = 108 inches Pallet Load 3000 lbs Assume 0.5 pallet load on each beam M = PL /8= 20.25 k -in fb = 27.52 ksi Fb = 33 ksi 83% Mcap = 24.28 k -in 32.38 k -in with 1/3 increase Defl = 0.60 in = L/ 180 w/ 25% added to one pallet load M = .232 PL = 18.79 k -in 77% 31 Base Plate Design Column Load 5.4 kips Allowable Soil 1500 psf basic Assume Footing 22.8 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 /3 Use 5 "square base plate w = 10.4 psi 1 = 5.91 in Load factor = 1.67 M = 203 # -in • 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 34 psi Fb = 5(phi)(f'c = 163 psi OK !! Shear : Beam fv = 17 psi Fv = 85 psi OK !! Punching fv = 26 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 217 psi fb = 10422 psi Fb = 37500 psi OK !! ti I Calculations for : CLOWNS UNLTD /EVENTS UNLTD TIGARD, OR 04/04/2012 Loading: 1000 # load levels 4 pallet levels @ 50,96,144,186 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 42 " wide C 3.000x 1.625x 0.075 Columns C 1.500x 1.250x 0.075 Braces 3.00x 4.00x 0.110 Base Plates with 1- 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 • In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns Q 42 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075 186 1060 197 196 36 144 1060 153 152 22 96 1060 102 101 10 KLx = 85 in 50 1060 53 53 3 KLy = 43 in 0 0 0 0 0 A= 0.389 in 0 0 0 0 0 Pcap = .8577 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 4240 505 502 71 Column 44% Stress Max column load = 3803 # Min column load = -472 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -292 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2636 # MAX REQUIRED HOLD DOWN = -472 # Anchors: 1 T = 472 # 1 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 1401 # 34% Stressed V = 251 # per leg Vcap = 2429 # = 10% Stressed COMBINED = 19% Stressed OK Braces: Brace height = 43 " Brace width = 42 " Length = 60 " P = 539 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 149 Pcap = 1915 # 28% 1/ In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 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 1.625x 0.075 186 1060 197 201 37 144 60 9 9 1 96 60 6 6 1 KLx = 85 in 50 60 3 3 0 KLy = 43 in 0 0 0 0 0 A= 0.389 in 0 0 0 0 0 Pcap = 8577 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 1240 215 219 39 Column 18% Stress Max column load = 1559 # Min column load = -380 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -576 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 1568 # MAX REQUIRED HOLD DOWN = -576 # Anchors: 1 T = 576 # 1 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 1401 # 41% Stressed V = 110 # per leg Vcap = 2429 # = 5% Stressed COMBINED = 23% Stressed OK Braces: Brace height = 43 " Brace width = 42 " Length = 60 " P = 235 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 149 Pcap = 1915 # 12% 1 PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 11:00:53 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 50.0 S 4 9 14 18 2 0.0 96.0 S 3 0.0 144.0 S 3 8 13 17 4 0.0 186.0 S 5 49.5 0.0 S 6 49.5 50.0 2 7 12 16 7 49.5 96.0 8 49.5 144.0 1 6 11 15 9 49.5 186.0 10 148.5 0.0 S 5 10 11 148.5 50.0 12 148.5 96.0 13 148.5 144.0 14 148.5 186.0 15 198.0 50.0 S 16 198.0 96.0 S 17 198.0 144.0 S 18 198.0 186.0 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 1� PAGE 2 • MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 11:00:53 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 0.888 Ay 0.622 Iz 1.389 5 Thru 12 Prismatic Ax 0.389 Ay 0.194 Iz 0.573 13 Thru 20 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 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 0.007 7 Force X 0.014 8 Force X 0.021 9 Force X 0.026 11 Force X 0.007 12 Force X 0.014 13 Force X 0.021 14 Force X 0.026 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 1060 0.2199 51 14 3.1 7 14 1060 0.2853 86 28 8.0 14 28 1060 0.3335 118 42 14.0 21 42 1060 0.3536 133 52 18.4 26 52 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 "4240 388 136 43.5 137 g = 32.2 ft /sec2 T = 0.9550 sec I = 1.00 Cs = 0.0675 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0707 V = (Cs *I *.67) *W *.67 V = 0.0473 W *.67 = 137 # 100% LIE PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 11:00:53 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 -0.041 0.00 1 6 0.000 0.041 -2.04 2 2 0.000 -0.016 0.00 2 7 0.000 0.016 -0.80 3 3 0.000 -0.003 0.00 3 8 0.000 0.003 -0.15 4 4 0.000 0.005 0.00 4 9 0.000 -0.005 0.26 5 5 2.079 0.067 0.00 5 6 -2.079 -0.067 3.33 6 6 1.555 0.053 1.09 • 6 7 -1.555 -0.053 1.36 7 7 1.035 0.037 0.84 7 8 -1.035 -0.037 0.96 8 8 0.518 0.008 0.12 _ 8 9 -0.518 -0.008 0.23 9 10 2.079 0.069 0.00 9 11 -2.079 -0.069 3.47 • 10 11 1.555 0.069 1.42 10 12 -1.555 -0.069 1.75 11 12 1.035 0.057 1.28 11 13 -1.035 -0.057 1.43 12 13 0.518 0.044 0.80 12 14 -0.518 -0.044 1.03 13 6 -0.006 -0.047 -2.38 13 11 0.006 0.047 -2.27 14 11 0.000 -0 . 053 - 2.61,®/k, Co0VN. 14 15 0.000 0.053 0.00 M 15 7 -0.002 -0.026 -1.39 / 1 15 12 0.002 0.026 -1.22 16 12 0.000 -0.037 -1.81 16 16 0.000 0.037 0.00 • 17 8 -0.008 -0.017 -0.93 17 13 0.008 0.017 - -0.73 18 13 0.000 -0.030 -1.51 18 17 0.000 0.030 0.00 19 9 0.018 -0.006 -0.48 • 19 14 -0.018 0.006 -0.15 20 14 0.000 -0.018 -0.89 20 18 0.000 0.018 0.00 y� PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 11:00:53 e. APPLIED JOINT FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 6 0.007 -0.530 0.00 7 0.014 -0.530 0.00 8 0.021 -0.530 0.00 9 0.026 -0.530 0.00 11 0.007 -0.530 0.00 12 0.014 -0.530 0.00 13 0.021 -0.530 0.00 14 0.026 -0.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.041 0.00 2 0.000 -0.016 0.00 3 0.000 -0.003 0.00 4 0.000 0.005 0.00 5 -0.067 2.079 0.00 10 -0.069 2.079 0.00 15 0.000 0.053 0.00 16 0.000 0.037 0.00 17 0.000 0.030 0.00 18 0.000 0.018 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 6 0.2199 - 0.0092 - 0.0010 7 0.2853 - 0.0156 - 0.0006 8 0.3335 - 0.0200 - 0.0005 9 0.3536 - 0.0219 - 0.0003 11 0.2199 - 0.0092 - 0.0009 12 0.2854 - 0.0156 - 0.0004 13 0.3335 - 0.0200 - 0.0002 14 0.3535 - 0.0219 0.0001 SUPPORT JOINT DISPLACEMENTS 2/7 PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 11:00:53 JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.2199 0.0000 0.0002 2 0.2853 0.0000 - 0.0002 3 0.3335 0.0000 - 0.0004 4 0.3536 0.0000 - 0.0005 5 0.0000 0.0000 - 0.0060 10 0.0000 0.0000 - 0.0061 15 0.2199 0.0000 0.0007 16 0.2854 0.0000 0.0007 17 0.3335 0.0000 0.0007 18 0.3535 0.0000 0.0006 • 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 3.5 50.0 43.0 8.58 12.60 53% 12 1.6 1.8 46.0 43.0 8.96 12.60 32% 13 1.1 1.4 48.0 43.0 8.78 12.60 24% 14 0.6 1.0 42.0 43.0 8.96 12.60 15% 0 0.0 0.0 50.0 43.0 8.58 12.60 0% 0 0.0 0.0 50.0 43.0 8.58 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 = 96 inches Pallet Load 1000 lbs Assume 0.5 pallet load on each beam M = PL /8= 6.00 k -in fb = 8.15 ksi Fb = 33 ksi 25% Mcap = 24.28 k -in 32.38 k -in with 1/3 increase Defl = 0.14 in = L/ 683 w/ 25% added to one pallet load M = .232 PL = 5.57 k -in 23% 1 1/ 7 Base Plate Design Column Load 2.9 kips Allowable Soil 1500 psf basic Assume Footing 16.7 in square on side Soil Pressure 1497 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 = 6.85 in Load factor = 1.67 M = 272 # -in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 45 psi Fb = 5(phi)(f'c ".5) = 163 psi OK !! Shear : Beam fir = 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: 1.268 ksi 1.750 ksi Allowable 5 . v Calculations for : • CLOWNS UNLTD /EVENTS UNLTD TIGARD, OR 04/04/2012 Loading: 3500 # load levels 2 pallet levels @ 84,144 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 120 " Load Beams Uprights: 36 " 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 6.00x 2.750x 0.075 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 1 Cold Formed Section HEIGHT OF BEAM 6.000 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 5.6500 3.0000 16.9500 50.8500 15.0302 0.0375 0.2119 TOP 1.4000 5.9625 8.3475 49.7720 0.0000 0.8750 1.2250 STEP SIDE 1.3500 5.1500 6.9525 35.8054 0.2050 1.7125 2.3119 STEP BOTT 0.7250 4.3375 3.1447 13.6401 0.0000 2.2125 1.6041 SHORT SID 4.0250 2.1875 8.8047 19.2603 5.4340 2.7125 10.9178 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 5.9125 1.2770 7.5504 0.0004 0.0875 0.0189 2 0.2160 5.9125 1.2770 7.5504 0.0004 1.6625 0.3591 3 0.2160 4.3875 0.9476 4.1577 0.0004 1.8000 0.3888 4 0.2160 4.2875 0.9260 3.9704 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 16.8459 41.3500 48.7549 192.5633 20.6715 17.8875 21.5064 AREA = 1.263 IN2 CENTER GRAVITY = 2.894 INCHES TO BASE 1.277 INCHES TO LONG SIDE Ix = 5.410 IN4 Iy = 1.580 IN4 Sx = 1.742 IN3 Sy = 1.072 IN3 Rx = 2.069 IN Ry = 1.118 IN 5- • BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 6 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 3500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 875 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 21% 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 @ 0.25 IN FROM BTM OF CONN M = PL L = -0.25 IN Pmax = Mcap /L = - 15.695 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 WELDS 0.125 " x 6.000 " FILLET WELD UP OUTSIDE 0.125 " x 4.375 " 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 = 12.00 IN A = 0.900 IN2 S = 0.900 IN3 Fv = 26.0 KSI Mcap = 23.40 K -IN 23.40 K -IN • In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 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 3.000x 0.075 144 3560 513 532 77 84 3560 299 310 26 O 0 0 0 0 KLx = 84 in O 0 0 0 0 KLy = 41 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 13743 lbs 7120 812 843 103 Column 47% Stress Max column load = 6414 # Min column load = -821 # Uplift Overturning (. 6 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -543 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 4405 # MAX REQUIRED HOLD DOWN = -821 # Anchors: 1 T = 821 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 29% Stressed V = 421 # per leg Vcap = 4858 # = 9% Stressed COMBINED = 15% Stressed OK Braces: Brace height = 41 " Brace width = 36 " Length '= 55 " P = 958 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 112 Pcap = 3833 # 25% • • In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 • 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) ( #) (k -in) C 3.000x 3.000x 0.075 144 3560 513 633 91 84 60 5 6 1 0 0 0 0 0 KLx = 84 in O 0 0 0 0 KLy = 41 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 13743 lbs 3620 518 640 92 Column 32% Stress Max column load = 4358 # Min column load = -917 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -1466 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 4362 # MAX REQUIRED HOLD DOWN = -1466 # Anchors: 1 • T = 1466 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 52% Stressed V = 320 # per leg Vcap = 4858 # = 7% Stressed COMBINED = 35% Stressed OK Braces: Brace height = 41 " Brace width = 36 " Length = 55 " P = 727 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 112 Pcap = 3833 # 19% PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 11:09:10 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 84.0 S 2 5 8 10 2 0.0 144.0 S 3 61.5 0.0 S 4 61.5 84.0 5 61.5 144.0 6 184.5 0.0 S 1 4 7 9 7 184.5 84.0 8 184.5 144.0 9 246.0 84.0 S 10 246.0 144.0 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 1.263 Ay 0.884 Iz 5.410 3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 7 Thru 10 Prismatic Ax 1.263 Ay 0.884 Iz 5.410 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -1.78 5 Force Y -1.78 7 Force Y -1.78 8 Force Y -1.78 4 Force X 0.042 • PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 11:09:10 5 Force X 0.073 7 Force X 0.042 8 Force X 0.073 - - Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED • Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 3560 0.8395 2509 84 70.5 42 84 3560 0.9133 2969 146 133.3 73 146 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 7120 5478 230 203.9 229 g = 32.2 ft /sec2 T = 1.6570 sec I = 1.00 Cs = 0.0389, or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0707 V = (Cs *I *.67) *W *.67 V = 0.0473 W *.67 229 # 100 • c=„,r7 PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 11:09:10 Structure Storage Rack in Load Beam Plane 2 Levels a Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.077 0.00 1 4 0.000 0.077 -4.77 2 2 0.000 -0.002 0.00 2 5 0.000 0.002 -0.09 3 3 3.525 0.113 0.00 3 4 -3.525 -0.113 9.51 4 4 1.761 0.055 1.41 4 5 -1.761 -0.055 1.91 5 6 3.525 0.117 0.00 5 7 -3.525 -0.117 9.81 6 7 1.761 0.091 2.39 6 8 -1.761 -0.091 3.05 7 4_ -0.016 -0.094 -6.15 7 7 0.016 0.094 - .41 8 7 0.000 -0.110 la,CoAW, 8 9 0.000 0.110 4.00 /'`�ti�T. 9 5 0.018 -0.020 -1.82 9 8 -0.018 0.020 -0.66 10 8 0.000 -0.039 -2.39 10 10 0.000 0.039 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.042 -1.780 0.00 5 0.073 -1.780 0.00 7 0.042 -1.780 0.00 8 0.073 -1.780 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS l. gi PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 04/04/;2 - -- TIME OF DAY: 11:09:10 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.077 0.00 2 0.000 -0.002 0.00 3 -0.113 3.525 0.00 6 -0.117 3.525 0.00 • 9 0.000 0.110 0.00 10 0.000 0.039 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 4 0.8395 - 0.0172 - 0.0009 5 0.9133 - 0.0233 - 0.0004 7 0.8395 - 0.0172 - 0.0006 8 0.9132 - 0.0233 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.8395 0.0000 0.0000 2 0.9133 0.0000 - 0.0004 3 0.0000 0.0000 - 0.0145 6 0.0000 0.0000 - 0.0146 9 0.8395 0.0000 0.0007 10 0.9132 0.0000 0.0005 • • 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 C Point P M Lx Ly Pcap Mcap Ratio 7 3.6 9.8 84.0 41.0 13.74 22.30 70% 8 1.8 3.1 60.0 41.0 15.38 22.30 26% 0 0.0 84.0 41.0 13.74 22.30 0% 0 0.0 0.0 84.0 41.0 13.74 22.30 0% 0 0.0 0.0 84.0 41.0 13.74 22.30 0% 0 0.0 0.0 84.0 41.0 13.74 22.30 0% Load Beam Check 6.00x 2.750x 0.075 Fy = 55 ksi A = 1.263 in2 E = 29,500 E3 ksi Sx = 1.742 in3 Ix = 5.410 in4 Length = 120 inches Pallet Load 3500 lbs Assume 0.5 pallet load on each beam M = PL /8= 26.25 k -in fb = 15.07 ksi Fb = 33 ksi 46% Mcap = 57.48 k -in 76.64 k -in with 1/3 increase Defl = 0.25 in = L/ 486 w/ 25% added to one pallet load M = .232 PL = 24.36 k -in 42% &°- r Base Plate Design Column Load 4.8 kips Allowable Soil 1500 psf basic Assume Footing 21.5 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 = 5.24 in Load factor = 1.67 M = 159 # -in 6 in thick slab f'c = 2500 psi s = 6.00 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 = 192 psi fb = 9236 psi Fb = 37500 psi OK !! s I I