Plans c
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING TDH P I (- 000 36
3800# CAPACITY @ 60', 120', 180'
3' -6' 8' -0' 7•? t 6%0 bulb -AIL. R D CT
�Ep PROfF -4
\ I LOAD BEAM I
4 4, 40 to y
nu �� Qc 1194" A j /
`CONNECTOR ,/
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. 0
Z LOAD BEAM EXP. DATE: 12/1,9/2 I
g uu n u '
g /--�
o 0 16' -0' CONNECTOR
5' -0' F- Q
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\ Z LOAD BEAM - `` �pp��(( 1 --� 1--.1 n u n u C
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a (2) 1/2'0 ANCHORS J lf) J Q
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.� m BASEPLATE 2' OF 1/8' - �i' ► ':1 FF W X Q c /i L W L
• (2) 1/2'0 ANCHORS FILLET WELD BRACE /., - to o
_ W W
3 " EA END TO COLUMN 6' I■ 3.25' W W N A p 1___I Q
BRACE 6 U W J rna . I
c‘J 1/8 �1 -1/2 EA ■ FACE 1/8' j l• 1 6' CONCRETE SLAB ON GRADE Q Y J W p W W L__ W
cs 0 COLUMN & BASE PL ma c.- COLUMN BASE X- SECTION i ' 3 Z 3 M ° w
m N BRACE CONN I �J O a N � JWO � cz L , mLLQ.na
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a , � N o L wNW a z (4- o U N> me') CL
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STEP 0 0 • J N ce J
0 4.13" o (3) AISI A502 -2 RIVETS E 0 • !, A Q W 0 Q
• LOAD BEAM 7/16 2'oc W U a ce D
X 16 GA THICK HOOK THRU SLOTS a 0 rib V I I Z CY U .--I a 1 -5 /8x 3x� o IN COLUMN " 0 F- II ~ F- Q U CI_. I
2 2,75 3/16' THK 0 N L�J
0 1 /8 VERT & BTM EDGES 0 O II W < W O Z M V)
z CONNECTOR 0 SAFETY T Z II A ME GO _J <E i 17
LOAD BEAM • � 1000 #UPLIFT aOADSIST MI
Q
CL
D
COLUMN -BEAM CONN
v . .
SHELVING
SIGN NOT LESS THAN 50 SQ INCHES
IN AREA TO BE PLACED IN C❑NSPICU ❑US
PLACE STATING: 270 # / SHELF �' '
c., G1 4
SS Ss SIGN NOT LESS THAN 50 SQ INCHES
IN AREA TO BE PLACED IN CONSPICUOUS 1949 • T--` /
PLACE STATING: 100 # / SHELF O
0.i.
F. 4'_p• 1
I I 1 Or. 3 1 04, • W
7' -p' a ss ss W F N J. R1�`
(2)CENTER • W a '
SUPPORTS /LEVEL 12 -0 y ss �, o 11317 177i77777717 - 1
W a
1=1
I
au 0L- SS y r-
SS SS H Q
au O
W
W A 8' -0' ss o P° v) 8'-0' W -
Q q
W I �''�
4'-9' 0 1- 0 1- H "0 H N H H al y cl V 0 (4 0 O
SS °a ° d ° I- SS O. a. 0 ti i- H I---I
° z o w cg Q ss
Z 0
D ---- FRONT /REAR SIDES Ll FRONT /REAR SIDES .
SHELVING ELEVATION SHELVING ELEVATION L J O
1---1 if )
J
NOTES:
1.03' 1.) DESIGNED PER. 2010 ❑SSC, 2009 IBC & ASCE /SEI 7 -05 C 15 Cl- LL1
14ga MAT'L SEISMIC Sds =70Zg Sd1 =39Zg Design Cat °D'
1 2.) ASSUMED 6° -2500 PSI CONCRETE SLAB
DOUBLE RIVET BEAM 3.) ANCHORS TO BE 3/8 °0x 2' EMBEDDED CARBON STEEL Q
Fri HILTI KB TZ PER ESR# 1917 z
(2) RIVETS 4.) ALL STEEL TO BE Fy = 40 ksi UN❑ D
H ❑OK THRU RIVET TESTED CAPACITY OF 600# SHEAR. 1--1
2.69' SLOTS IN POSTS
1.5'
Z /_�
v — I LL
W
0 -- 1�
0 - H
"
• n�
•4"
- L L
ry SS BEAM F— L- )
0
m LURH POST TUR POST 14ga BASE CLIP @ BOTTOM OF H
0 Li-
• EACH POST. #12 TEK TO EACH POST
ry — AND 3/8'0 WEDGE ANCHOR TO CONCRETE J
cc
i TIE ADJACENT POSTS SLAB. WHERE MORE THAN ONE Q/ L
z TOGETHER @ 48' & 96' � POST IS BOLTED TOGETHER, ONLY ONE
I
ANCHOR IS REQUIRED AT BASE 0 0 OJ
z 14ga MAT 14ga MAT'L POST Z
#12 TEK or 1/4'0 GRD 5 BOLT
0 1 -1/2'
o ANGLE POST TEE POST TO EA POST
Q 1 -1/4
a . 12ga ANGLE
u FF ui J FOOTPLATE
a 1X1 1 I I7C1 I—C1 I - 3/8'0 ANC HOR .
x
I r+
0 i k r+ o I 1 -1/2' 2.25' I 4 I • It W I° POST T POST ° ) 4' CONCRETE SLAB N
@ ADJACENT UNITS CAN USE Q
EITHER DBL POST OR T -POST
POST BASE DETAIL
V
I
CANTILEVER RACK (NOTES: I -
PERMANENT PLAQUE NOT LESS THAN 1.) DESIGNED PER 2009 IBC
2.) MATERIAL SPECS' Fy = 50 ksi EXCEPT AS NOTED W
50 SQ INCHES IN AREA TO BE PLACED 44 w ALL WELDS E70xx ELECTRODES i CO L_
IN CONSPICUOUS L ❑CATION STATING a, w 6' CONCRETE SLAB 2500 psi 0
800# CAPACITY PER ARM ON 18° ARMS 96" 96" ALLOW SOIL PRESSURE 1500 psf
600# CAPACITY PER ARM ON 24' ARMS o 3.) SEISMIC Sds =0.7,0 Sd1 =0.39 DESIGN CAT 'D'
4.) LOAD PER LEVEL' SEE NOTE ABOVE ELEVATION 7 in
5.) ANCHORS TO BEI 1/2'0 HILTI TZ M o
T
A_R_M_ 7 r ARM MINIMUM OF 3.25' EMBEDMENT PER ESR REPORT#1917 w i -
�- -- L I SPECIAL INSPECTION REQUIRED p° N N -
HORZ STRUT HORZ STRUT
BRACE DETAIL
M �
E _ ARM _ ] r ARM 1 2.5
Lr N
1 8' 18' N
ARm tY
. A Z PLAN VIEW I-
W
z
jil
- ______ 11ga BRACKET
r
o W/ (1) 7/8'0 PIN
0 3/116 I —
8'-0"
C�
A A
, ARM j C ARM 2 2
'' 2° TILT FROM HORZ ,I-4 Z = ti 12GA MAT'L
3 0
CI
3 i _ ARM ARM ELEVATION VIEW i H
QN° 1 E ARM DETAIL ` _ a_ �
� Z p L 24' 24' a a
I ' Y
COLUMN-BASE CT U V
ARM j ARM i HORZ STRUT HORZ STRUT C ❑NNECTI ❑N DETAIL Q
I O Q
L � COLUMN SECTION BASE SECTION SO P RO , ', o
I 1.1- Q Ce
BASE S � G i N .! / � C , i_
F A
V BASE °` 1949 A > < 3 O CZ
46" 1/2'0 ANCHOR EA / w w
- - END OF BASE FRONT ELEVATI ❑N 4- ortr:c, ■ � � A Ct
0
J. R Q LA CV �
U Ce N I-
SIDE ELEVATI ❑ N COLUMN SECTION ' "'P- DAT
.,
0
Z
a HORZ BRACE IS HSS2.5x 1.5x 1/8 3/16' WEDGE SIDE PL COLUMN /3/16 �/ u v W/ (2)1/2'0 GRD 5 BOLT EA END WELDED EACH SIDE cn
M DOUBLE OF COLUMN W
to C8x2x N
N 1 2ga 12 co
CC 1/8'
tD
Z 8' -�
a HORZ BRACE . lOga FORMED
,
o COLUMN SECTI ❑N ( END PLATE IY
a 3/16' FORMED L z 3/16 1/2 ANCHOR BOLT @ O
2' 2' Z (2)112'0 GRD 5 BOLT WEDGE BRACKET 0.
I 4.5' I D WELDED TO EACH - 3/16 ► EA END OF BASE Q
3 0 SIDE OF BASE SECTION ` z
-
0 \-1' BASE SECTION n Q
o jI ._
12GA MAT'L
Z BRACE DETAIL ,
Ir
co ( I (1 ) 1/2 0 GRADE 5 BOLTS @ BASE 1 /2'x1.5' CONN BAR O a
' BASE SECTI ❑N COLUMN-BASE C ❑NNECTI ❑N z
i.i -
1
•
cx,V 3 t
Sw Rr
Calculations for :
REFRIGERATION SUPPLIES DIST.
TIGARD, OR
02/12/2011
Loading: 3800 # load levels
3 pallet levels Q 60,120,180
Seismic per IBC 2009 100% Utilization
Sds = 0.700 Sdl = 0.387
I = 1.00
96 " Load Beams
Uprights: 42 " 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
4.13x 2.750x 0.060 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
si�E� p fJ
Q c X 949 y
O FC 3 1 194
e F N J.
F EXP. DATE: 12/ 2002.. J
¢2
Conterminous 48 States
•
2005 ASCE 7 Standard
Latitude = 45.3992
Longitude = - 122.7521
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05000000074505806 deg grid spacing
Period Sa
(sec) (g)
0.2 0.931 (Ss, Site Class B)
1.0 0.335 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.3992
Longitude = - 122.7521
Spectral Response Accelerations SMs and SM1
SMs = FaxSsand SM1 =FvxS1
Site Class D - Fa = 1.127 ,Fv = 1.73
Period Sa
(sec) (g)
0.2 1.050 (SMs, Site Class D)
1.0 0.580 (SM1, Site Class D)
•
IBC 2009 LOADING
SEISMIC: Ss= 93.1 % g
S1= 33.5 %g
Soil Class D
Modified Design spectral response parameters
Sms= 105.0 % g Sds= 70.0 % 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 = 0.1750 W Cs = 0.1167 W
Using Working Stress Design
V = Cs*W /1.4
V = 0.1250 W V = 0.0833 W
5
•' 7
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
W
Cold Formed Section
HEIGHT OF BEAM 4.130 INCHES
MAT'L THICKNESS 0.060 INCHES
INSIDE RADIUS 0.100 INCHES LOAD BEAM
WIDTH 2.750 INCHES
STEEL YIELD 55.0 KSI
STEP 1.625 INCHES HIGH 1.000 INCHES WIDE
ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC
L Y LY LY2 Ii X LX
LONG SIDE 3.8100 2.0650 7.8677 16.2467 4.6089 0.0300 0.1143
TOP 1.4300 4.1000 5.8630 24.0383 0.0000 0.8750 1.2513
STEP SIDE 1.3650 3.2875 4.4874 14.7525 0.2119 1.7200 2.3478
STEP BOTT 0.7400 2.4750 1.8315 4.5330 0.0000 2.2200 1.6428
SHORT SID 2.1850 1.2525 2.7367 3.4277 0.8693 2.7200 5.9432
BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413
CORNERS 0.2042 4.0528 0.8276 3.3540 0.0003 0.0772 0.0158
2 0.2042 4.0528 0.8276 3.3540 0.0003 1.6728 0.3416
3 0.2042 2.5222 0.5151 1.2991 0.0003 1.7972 0.3670
4 0.2042 2.4278 0.4958 1.2036 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 13.1852 26.4200 25.5567 72.2135 5.6921 17.9100 16.4723
AREA = 0.791 IN2
CENTER GRAVITY = 1.938 INCHES TO BASE 1.249 INCHES TO LONG SIDE
Ix = 1.702 IN4 Iy = 0.875 IN4
Sx = 0.777 IN3 Sy = 0.583 IN3
Rx = 1.467 IN Ry = 1.052 IN
BEAM END CONNECTOR
COLUMN MATERIAL THICKNESS = 0.075 IN
LOAD BEAM DEPTH = 4.13 IN
TOP OF BEAM TO TOP OF CONN= 0.000 IN
WELD @ BTM OF BEAM = 0.125 IN
LOAD = 3800 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 950 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 15%
CONNECTOR
6 " LONG CONNECTOR ANGLE Fy = 50 KSI
1.625 " x 3 " x 0.1875 " THICK
S = 0.131 IN3 Mcap = 3.924 K -IN
W/ 1/3 INCREASE = 5.232 K -IN
RIVET MOMENT RESULTANT @ 0.65 IN FROM BTM OF CONN
M = PL L = 1.095 IN
Pmax = Mcap /L = 4.778 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 4.350 12.370 RIVET OK
P2 1.536 2.350 3.610
P3 0.229 0.350 0.080
P4 0.000 0.000 0.000
TOTAL 4.609 16.061 CONNECTOR OK
WELDS
0.125 " x 4.130 " FILLET WELD UP OUTSIDE
0.125 " x 2.505 " FILLET WELD UP INSIDE
0.125 " x 1.625 " FILLET WELD UP STEP SIDE
0.125 " x 1.000 " FILLET WELD STEP BOTTOM
0.125 " x 2.750 " FILLET WELD ACROSS BOTTOM
0 " x 1.750 " FILLET WELD ACROSS TOP
USE EFFECTIVE 0.06 " THICK WELD
L = 12.01 IN A = 0.721 IN2
S = 0.513 IN3 Fv = 26.0 KSI
Mcap = 13.33 K -IN W /1/3 INCR= 17.78 K -IN
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 Q 42 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
180 3860 695 679 122
120 3860 463 453 54
60 3860 232 226 14 KLx = 60 in
0 0 0 0 0 KLy = 43 in
0 0 0 0 0 A= 0.595 in
0 0 0 0 0 Pcap = 20506 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
11580 1390 1358 190 Column
53% Stress
Max column load = 10316 #
Min column load = -1214 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -2562 # MIN
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 10881 # MAX
REQUIRED HOLD DOWN = -2562 #
Anchors: 1
T = 2562 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 91% Stressed
V = 679 # per leg Vcap = 2181 # = 31% Stressed
COMBINED = 100% Stressed
OK
Braces: •
Brace height = 43 "
Brace width = 42 "
Length = 60 "
P = 1943 #
Use : C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 124
Pcap = 4211 # 46%
I
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 42 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
180 3860 695 686 123
120 60 7 7 1
60 60 4 4 0 KLx = 60 in
0 0 0 0 0 KLy = 43 in
0 0 0 0 0 A= 0.595 in
0 0 0 0 0 Pcap = 20506 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
3980 706 697 125 Column
24% Stress
Max column load = 4955 #
Min column load = -1170 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -1778 # MIN
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 4962 # MAX
REQUIRED HOLD DOWN = -1778 #
Anchors: 1
T = 1778 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 63% Stressed
V =. 348 # per leg Vcap = 2181 # = 16% Stressed
COMBINED = 52% Stressed
OK
Braces:
Brace height = 43 "
Brace width = 42 "
Length = 60 "
P = 997 #
Use : C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 124
Pcap = 4211 # 24%
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 02/12/;1 - -- TIME OF DAY: 18:02:53
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 3 Levels
Type Plane Frame
Number of Joints 14
Number of Supports 8
Number of Members 15
Number of Loadings 1
Joint Coordinates
1 0.0 60.0 S 3 11 14
2 0.0 120.0 S
3 0.0 180.0 S
4 49.5 0.0 S - 2 6 10 13
5 49.5 60.0
6 49.5 120.0 1 5 9 12
7 49.5 180.0
8 148.5 0.0 S
9 148.5 60.0 4 8
10 148.5 120.0
11 148.5 180.0
12 198.0 60.0 S
13 198.0 120.0 S
14 198.0 180.0 S
Joint Releases
4 Moment Z
8 Moment Z
1 Force X Moment Z
2 Force X 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 0.791 Ay 0.554 Iz 1.702
II
•
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 02/12/;1 - -- TIME OF DAY: 18:02:53
4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
10 Thru 15 Prismatic Ax 0.791 Ay 0.554 Iz 1.702
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
5 Force Y -1.93
6 Force Y -1.93
7 Force Y -1.93
9 Force Y -1.93
10 Force Y -1.93
11 Force Y -1.93
5 Force X 0.046
6 Force X 0.092
7 Force X 0.138
9 Force X 0.046
10 Force X 0.092
11 Force X 0.138
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
in
3860 0.9085 3186 92 83.5 46 92
3860 1.2249 5791 184 225.1 92 184
3860 1.3932 7492 276 384.0 138 276
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
11580 16470 551 692.5 551
g = 32.2 ft /sect T = 1.5588 sec
I = 1.00 Cs = 0.0413 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
551 # 100%
•
•
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 02/12/;1 - -- TIME OF DAY: 18:02:53
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 -0.212 0.00
1 5 0.000 0.212 -10.49
2 2 0.000 -0.087 0.00
2 6 0.000 0.087 -4.29
3 3 0.000 -0.022 0.00
3 7 0.000 0.022 -1.08
4 4 5.720 0.273 0.00
4 5 -5.720 -0.273 16.36
5 5 3.806 0.214 5.53
5 6 -3.806 -0.214 7.32
6 6 1.904 0.111 2.87
6 7 -1.904 -0.111 3.80
7 8 5.720 0.279 0.00
7 9 -5.720 -0.279 16.76
8 9 3.806 0.246 6.43
8 10 -3.806 -0.246 8.32
9 10 1.904 0.165 4.30
9 11 -1.904 -0.165 5.59
10 5 -0.012 -0.228 -11.41
10 9 0.012 0.228 -11.1
11 9 0.000 -0.244 -12.05 "14,110,6204/JA/
11 12 0.000 0.244 1.00 `
12 6 -0.011 -0.115 -5.90 / ^�pbt
12 10 0.011 0.115 -5.51
13 10 0.000 -0.144 -7.11
13 13 0.000 0.144 0.00
14 7 0.027 -0.047 -2.72
14 11 -0.027 0.047 -1.97
15 11 0.000 -0.073 -3.62
15 14 0.000 0.073 0.00
APPLIED JOINT LOADS, FREE JOINTS
13
PAGE 4
,MSU STRESS -11 VERSION 9/89 - -- DATE: 02/12/;1 - -- TIME OF DAY: 18:02:53
JOINT FORCE X FORCE Y MOMENT Z
5 0.046 -1.930 0.00
6 0.092 -1.930 0.00
7 0.138 -1.930 0.00
9 0.046 -1.930 0.00
10 0.092 -1.930 0.00
ii 0.138 -1.930 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.212 0.00
2 0.000 -0.087 0.00
3 0.000 -0.022 0.00
4 -0.273 5.720 0.00
8 -0.279 5.720 0.00
12 0.000 0.244 0.00
13 0.000 0.144 0.00
14 0.000 0.073 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
5 0.9085 - 0.0199 - 0.0039
6 1.2249 - 0.0331 - 0.0021
7 1.3932 - 0.0397 - 0.0012
9 0.9085 - 0.0199 - 0.0037
10 1.2249 - 0.0331 - 0.0017
11 1.3931 - 0.0397 - 0.0004
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.9085 0.0000 0.0013
2 1.2249 0.0000 0.0000
3 1.3932 0.0000 - 0.0006
4 0.0000 0.0000 - 0.0206
8 0.0000 0.0000 - 0.0208
12 0.9085 0.0000 0.0024
13 1.2249 0.0000 0.0018
14 1.3931 0.0000 0.0014
•
) L)
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 1.333
Point P M Lx Ly Pcap Mcap Ratio
9 5.8 16.8 60.0 43.0 20.51 29.73 85%
10 3.9 8.3 60.0 43.0 20.51 29.73 47%
11 2.0 5.6 60.0 43.0 20.51 29.73 29%
0 0.0 0.0 60.0 43.0 20.51 29.73 0%
0 0.0 0.0 60.0 43.0 20.51 29.73 0%
0 0.0 0.0 60.0 43.0 20.51 29.73 0%
Load Beam Check
4.13x 2.750x 0.060 Fy = 55 ksi
A = 0.791 in2 E = 29,500 E3 ksi
Sx = 0.777 in3 Ix = 1.702 in4
Length = 96 inches
Pallet Load 3800 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 22.80 k -in
fb = 29.36 ksi Fb = 33 ksi 89%
Mcap = 25.63 k -in
34.17 k -in with 1/3 increase
Defl = 0.44 in = L/ 220
w/ 25% added to one pallet load
M = .232 PL = 21.16 k -in 83%
Base Plate Design
Column Load 8.2 kips
Allowable Soil 1500 psf basic
Assume Footing 28.0 in square on side
Soil Pressure 1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1 ^ 2/3
Use 5 "square base plate
w = 10.4 psi 1 = 9.00 in
Load factor = 1.67 M = 469 # -in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 113 psi
Fb = 5(phi)(f'c ^ .5) = 163 psi OK !!
Shear :
Beam fv = 31 psi Fv = 85 psi OK !!
Punching fv = 59 psi Fv = 170 psi OK !!
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 326 psi
fb = 15669 psi Fb = 37500 psi OK !!
169
9 6` ` ate ¢g" lc 144 T
s g 3`; doe /44
1, A/4_ e5orSsi-e-zo 1)6 L.4.?4,15
1 ifSt-Cezrz-F 8€4,00(A— Lot
111 (iT 5 .i) 4-90) = 113
yz 0, O$ Ciai 6.co
1�
. .
. .
"TUR" SECTION
gi Anrgeoie
1 r
1 14ga THK
14 W
r i
A EM
2^
`t .-
REGIONS 06 ,-1 I
Area: 0.1819 sq in Z D
Perimeter: 5.5993 in
Bounding box: X: - 1.1250 -- 1.1250 in 12. 0 4 1 6
Y: - 0.5058 -- 0.7692 in C 1C' >>��
Centroid: X: 0.0000 in
Y: 0.0000 in , Vi" t�1 y `�" It
nts of inertia: X: 0.0439 sq in sq in kc,tf 1.61u
Y: 0.0365 sq in sq in
• Product of inertia: XY: 0.0000 sq in sq in
Radii of gyration: X: 0.4912 in
Y: 0.4480 in
Principal moments (sq in sq in) and X -Y directions about centroid:
I: 0.0365 along [0.0000 1.0000] //�� 06 Paripe Z4 5d"�
J: 0.0439 along (- 1.0000 0.0000]
`, $4 P7p & 12 ° tr
P P /u/
I, 51-gor
Z (5z9 94q" %
3 � °IS ��Z 1310 5 97 Igg
Cold Formed Angle 02/14/11
Leg 1.500 in Fy = 40 ksi
Leg 1.500 in
Thickness 0.0750 in COLUMN SECTION
R 0.0625 in @ OS
Blank = 2.88 in wt = 0.7 plf
A = 0.216 in2
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 21 t'/"'
x bar = 0.3793 in x I' �t7s �'
lx = 0.043 in4 Sx = 0.040 in3 Mx cap = 0.96 k -in
ly = 0.044 in4 Sy = 0.041 in3 My cap = 0.98 k -in
L = 57 IN Fa = 6.19 KSI
Pcap = 0.87 K
L= 84 IN Fa= 2.85 KSI
Pcap = 0.40 K
•
Lev az P 14 17.12
46I 41 1v
Z V% 37% 8fg
3 ne 4til 50% -5,0%
tq
Cold Formed Angle 02/14/11
Leg 2.688 in Fy = 40 ksi
Leg 1.000 in
Thickness 0.0750 in
R 0.0800 in ss
Blank = 3.56 in wt = 0.9 plf .1 �
A = 0.267 in2
lx = 0.206 in4 Sx = 0.124 in3 Rx = 0.877 in
ly = 0.018 in4 Sy = 0.021 in3 Ry = 0.258 in
I min = 0.012 in4 R min = 0.209 in
theta = 10.0 deg
a = 2.5325 la = 1.3535
a bar = 1.3838
b = 0.8450 lb = 0.0503
b bar = 0.5400
c = 0.1846 lc = 0.0002
c bar = 0.0427 y bar = 0.9860
R' = 0.1175 x bar = 0.1303
With 400 # per Shelf 96 " maximum
V= 100 #
M = 2400 lb -in fb = 19432 psi
Fb = 24000 psi 81% Stressed
•
Ze/14973 € e l %zo6
V 4f Z 61549 'Qiu r
r v (ZOO it �` '^
7 .(94a00• s) ii q ? 3 = ! „�
NI �► � i. k = 3Z ^ ,' 1g1
76)
SHELF SIDE
Curry-Riehl & Assoc., Ben Riehl
Feb 14, 2011; 08:06 AM •
IES VisualAnalysis 8.00.0009
BmX001
Nn o7 , N008
C) C)
O
0
o 0
BmX002
Nnn4 .N007
C) C)
O
0
oo _00
W N
n BmX003 C
o Nona o N006
X El N005
N r
21
Project: SHELF SIDE
Ben Riehl, Curry-Riehl & Assoc. February 14, 2011
Nodes
Node X Y Fix DX Fix DY Fix RZ
ft ft
N001 0.000 0.000 Yes Yes No
N002 0.000 12.000 No No No
N003 0.000 0.250 No No No
N004 0.000 5.000 No No No
N005 4.000 0.000 Yes Yes No
N006 4.000 0.250 No No No
N007 4.000 5.000 No No No
N008 4.000 12.000 No No No
Member Elements
Member Section (1)Node (2)Node Length Rz1 Rz2
ft
BmX001 Angle 2.6 x 0.075 x 1 x 0.075 N002 N008 4.000 Fix Fix
BmX002 Angle 2.6 x 0.075 x 1 x 0.075 N004 N007 4.000 Fix Fix
BmX003 Angle 2.6 x 0.075 x 1 x 0.075 N003 N006 4.000 Fix Fix
COL001 -1 Tee 1.25 x 0.075 x 2.25 x 0.075 N005 N006 0.250 Fix Fix
COL001 -2 Tee 1.25 x 0.075 x 2.25 x 0.075 N001 N003 0.250 Fix Fix
COL001 -3 Tee 1.25 x 0.075 x 2.25 x 0.075 N003 N004 4.750 Fix Fix
COL001 -4 Tee 1.25 x 0.075 x 2.25 x 0.075 N004 N002 7.000 Fix Fix
COL001 -5 Tee 1.25 x 0.075 x 2.25 x 0.075 N006 N007 4.750 Fix Fix
COL001 -6 Tee 1.25 x 0.075 x 2.25 x 0.075 N007 N008 7.000 Fix Fix
Nodal Loads
Load Case Node Direction Force
lb
D N002 DY -40.00
D N003 DY -40.00
D N004 DY -40.00
D N006 DY -40.00
D N007 DY -40.00
D N008 DY -40.00
E +X N002 DX 46.00
E +X N003 DX 1.00
E +X N004 DX 19.00
Other N002 DY - 275.00
Other N003 DY - 275.00
Other N004 DY - 275.00
Other N006 DY ' - 275.00
Other N007 DY - 275.00
Other N008 DY - 275.00
Nodal Reactions
Node Result Case Name FX FY
lb lb
N001 0.52DL + .34PL + EL -31.4 189.4
N001 1.08DL + 1.1 PL + EL -29.7 892.5
N001 D 3.1 135.9
• N001 D +PL 3.1 135.9
N005 0.52DL + .34PL + EL -34.6 513.0
N005 1.08DL + 1.1 PL + EL -36.3 1216.1
. N005 D -3.1 135.9
N005 D +PL -3.1 135.9
Page 1
VisualAnalysis 8.00 (www iesweb.com)
7 2
Project: SHELF SIDE
Ben Riehl, Curry- Riehl & Assoc. February 14, 2011
Member Internal Forces
Member Result Case Name Offset Fx Vy Mz
ft lb lb lb -in
BmX001 0.52DL + .34PL + EL 0.00 -23.0 -39.9 978.5 '
BmX001 0.52DL + .34PL + EL 2.00 -23.0 -40.8 9.7
BmX001 0.52DL + .34PL + EL 4.00 -23.0 -41.8 -981.7
BmX001 1.08DL + 1.1PL + EL 0.00 -23.1 -38.9 976.8
BmX001 1.08DL + 1.1PL + EL 2.00 -23.1 -40.8 20.1
BmX001 1.08DL + 1.1PL + EL 4.00 -23.1 -42.8 -983.4
BmX001 D 0.00 -0.1 1.8 -3.1
BmX001 D 2.00 -0.1 -0.0 18.6
BmX001 D 4.00 -0.1 -1.8 -3.1
BmX001 D +PL 0.00 -0.1 1.8 -3.1
BmX001 D +PL 2.00 -0.1 -0.0 18.6
BmX001 D +PL 4.00 -0.1 -1.8 -3.1
BmX002 0.52DL + .34PL + EL 0.00 -9.5 -76.5 1855.0
BmX002 0.52DL + .34PL + EL 2.00 -9.5 -77.4 8.3
BmX002 0.52DL + .34PL + EL 4.00 -9.5 -78.4 - 1860.9
BmX002 1.08DL + 1.1PL + EL 0.00 -9.5 -75.5 1851.8
BmX002 1.08DL + 1.1PL + EL 2.00 -9.5 -77.4 17.2
BmX002 1.08DL + 1.1PL + EL 4.00 -9.5 -79.4 - 1864.1
BmX002 D 0.00 -0.0 1.8 -5.8
BmX002 D 2.00 -0.0 -0.0 15.9
BmX002 D 4.00 -0.0 -1.8 -5.8
BmX002 D +PL 0.00 -0.0 1.8 -5.8
BmX002 D +PL 2.00 -0.0 -0.0 15.9
BmX002 D +PL 4.00 -0 0 -1.8 -5.8
BmX003 0.52DL + .34PL + EL 0.00 -2.0 -42 6 1039.6
BmX003 0.52DL + .34PL + EL 2.00 -2.0 -43.6 5.4
BmX003 0.52DL + .34PL + EL 4.00 -2.0 -44.5 - 1051.3
BmX003 1.08DL + 1.1PL + EL 0.00 -3.7 -41.6 1033.2
BmX003 1.08DL + 1.1PL + EL 2.00 -3.7 -43.6 11.1
BmX003 1.08DL + 1.1PL + EL 4.00 -3.7 -45.5 - 1057.7
BmX003 D 0.00 -3.0 1.8 -11.4
BmX003 D 2.00 -3.0 -0.0 10.2
BmX003 D 4.00 -3.0 -1.8 -11.4
BmX003 D +PL 0.00 -3.0 1.8 -11.4
BmX003 D +PL 2.00 -3.0 -0.0 10.2
BmX003 D +PL 4.00 -3.0 -1.8 ' -11.4
COL001 -1 0.52DL + .34PL + EL 0.00 -513.0 34.6 0.0
COL001 -1 0.52DL + .34PL + EL 0.13 -512.9 34.6 51.9
COL001 -1 0.52DL + .34PL + EL 0.25 -512.9 34.6 103.8
COL001 -1 1.08DL + 1.1PL + EL 0.00 - 1216.1 36.3 -0.0
COL001 -1 1.08DL + 1.1PL + EL 0.13 - 1216.0 36.3 54.5
COL001 -1 1.08DL + 1.1PL + EL 0.25 - 1215.9 36.3 109.0
COL001 -1 D 0.00 -135.9 3.1 0.0
COL001 -1 D 0.13 -135.8 3.1 4.7
COL001 -1 D 0.25 -135.7 3.1 9.3
COL001 -1 D +PL 0.00 -135.9 3.1 0.0
COL001 -1 D +PL 0.13 -135.8 3.1 4.7
COL001 -1 D +PL 0.25 -135.7 3.1 9.3
COL001 -2 0.52DL + .34PL + EL 0.00 -189.4 31.4 0.0
COL001 -2 0.52DL + .34PL + EL 0.13 -189.3 31.4 47.1
COL001 -2 0.52DL + .34PL + EL 0.25 -189.2 31.4 94.2
COL001 -2 1.08DL + 1.1PL + EL 0.00 -892.5 29.7 0.0
COL001 -2 1.08DL + 1.1PL + EL 0.13 -892.4 29.7 44.5
COL001 -2 1.08DL + 1.1PL + EL 0.25 -892.2 29.7 89.0
COL001 -2 D 0.00 -135.9 -3.1 0.0 '
COL001 -2 D 0.13 -135.8 -3.1 -4.7
COL001 -2 D 0.25 -135.7 -3.1 -9.3
Page 2
VisualAnalysis 8 00 (www.iesweb.com)
. J
: Project: SHELF SIDE
Ben Riehl, Curry-Riehl & Assoc. February 14, 2011
COL001 -2 D +PL 0.00 -135.9 -3.1 0.0
• COL001 -2 D +PL 0.13 -135.8 -3.1 -4.7
COL001 -2 D +PL 0.25 -135.7 -3.1 -9.3
COL001 -3 0.52DL + .34PL + EL 0.00 -117.6 32.5 -945.3
' COL001 -3 0.52DL + .34PL + EL 2.38 -116.5 32.5 -20.4
COL001 -3 0.52DL + .34PL + EL 4.75 -115.4 32.5 904.6
COL001 -3 1.08DL + 1.1PL + EL 0.00 -588.1 32.4 -944.2
COL001 -3 1.08DL + 1.1PL + EL 2.38 -585.9 32.4 -20.6
COL001 -3 1.08DL + 1.1PL + EL 4.75 -583.7 32.4 902.9
COL001 -3 D 0.00 -93.9 -0.1 2.1
COL001 -3 D 2.38 -91.8 -0.1 -0.4
COL001 -3 D 4.75 -89.7 -0.1 -2.9
COL001 -3 D +PL 0.00 -93.9 -0.1 2.1
COL001 -3 D +PL 2.38 -91.8 -0.1 -0.4
COL001 -3 D +PL 4.75 -89.7 -0.1 -2.9
COL001 -4 0.52DL + .34PL + EL 0.00 -77.6 23.0 -950.4
COL001 -4 0.52DL + .34PL + EL 3.50 -76.0 23.0 14.1
COL001 -4 0.52DL + .34PL + EL 7.00 -74.4 23.0 978.5
COL001 -4 1.08DL + 1.1PL + EL 0.00 -313.4 22.9 -948.9
COL001 -4 1.08DL + 1.1PL + EL 3.50 -310.1 22.9 14.0
COL001 -4 1.08DL + 1.1PL + EL 7.00 -306.8 22.9 976.8
COL001 -4 D 0.00 -47.9 -0.1 2.8
COL001 -4 D 3.50 -44.9 -0.1 -0.1
COL001 -4 D 7.00 -41.8 -0.1 -3.1
COL001 -4 D +PL 0.00 -47.9 -0.1 2.8
COL001 -4 D +PL 3.50 -44.9 -0.1 -0.1
COL001 -4 D +PL 7.00 -41.8 -0.1 -3.1
COL001 -5 0.52DL + .34PL + EL 0.00 -354.1 32.5 -947.5
COL001 -5 0.52DL + .34PL + EL 2.38 -353.0 32.5 -20.0
COL001 -5 0.52DL + .34PL + EL 4.75 -351.9 32.5 907.6
COL001 -5 1.08DL + 1.1PL + EL 0.00 -824.7 32.6 -948.7
COL001 -5 1.08DL + 1.1PL + EL 2.38 -822.4 32.6 -19.7
COL001 -5 1.08DL + 1.1PL + EL 4.75 -820.2 32.6 909.2
COL001 -5 D 0.00 -93.9 0.1 -2.1
COL001 -5 D 2.38 -91.8 0.1 0.4
COL001 -5 D 4.75 -89.7 0.1 2.9
COL001 -5 D +PL 0.00 -93.9 0.1 -2.1
COL001 -5 D +PL 2.38 -91.8 0.1 0.4
COL001 -5 D +PL 4.75 -89.7 0.1 2.9
COL001 -6 0.52DL + .34PL + EL 0.00 -159.3 23.0 -953.3
COL001 -6 0.52DL + .34PL + EL 3.50 -157.7 23.0 14.2
COL001 -6 0.52DL + .34PL + EL 7.00 -156.1 23.0 981.7
COL001 -6 1.08DL + 1.1PL + EL 0.00 -395.1 23.1 -954.9
COL001 -6 1.08DL + 1.1PL + EL 3.50 -391.8 23.1 14.3
COL001 -6 1.08DL + 1.1PL + EL 7.00 -388.5 23.1 983.4
COL001 -6 D 0.00 -47.9 0.1 -2.8
COL001 -6 D 3.50 -44.9 0.1 0.1
COL001 -6 D 7.00 -41.8 0.1 3.1
COL001 -6 D +PL 0.00 -47.9 0.1 -2.8
COL001 -6 D +PL 3.50 -44.9 0.1 0.1
COL001 -6 D +PL 7.00 -41.8 0.1 3.1
Nodal Extreme Displacements
Node DX DY
' in in
N001 -NA- -NA-
N001 -NA- -NA-
N002 0.000 (1) -0.008 (37)
N002 2.021 (37) -0.001 (1)
N003 0.000 (1) -0.000 (37)
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VisualAnalysis 8.00 (www.iesweb.com)
VI
Project: SHELF SIDE
•
•
•
Ben Riehl, Curry-Riehl & Assoc. February 14, 2011
N003 0.005 (37) -0.000 (1)
N004 0.000 (1) -0.005 (37)
N004 0.652 (37) -0.001 (1)
N005 -NA- -NA-
N005 -NA- -NA-
N006 -0.000 (1) -0.000 (37)
N006 0.005 (36) -0.000 (1)
N007 -0.000 (1) -0.007 (37)
N007 0.652 (36) -0.001 (1)
N008 -0.000 (1) -0.011 (37)
N008 2.021 (36) -0.001 (1)
•
Page 4
VisualAnalysis 8 00 (www.iesweb.com)
75
40 60/ Der )C (v D. P t 6¢" - rya -
S11-6Z e
z,orsiis.„F
/00
1,J,0006 +zo)7 =_‘o9'
Ao$W6aq) 5/ 1 rIA - 5 1
(D.
SHELF SIDE
Curry-Riehl & Assoc., Ben Riehl
Feb 14, 2011, 08:57 AM
IES VisualAnalysis 8 00.0009
BM007
NC115 , N016
0 0
w a
BmX005
N(113 N014
o C)
o _
BmX004
Nf111 , N012
a o
o o
0
f0 0
BmX003
Nang , N010
C) O
0 o
0
0
o
BmX002
Nf1f17 .N008
C) C)
o 0
rn
BmX001
Nftf1.5 , N006
o 0
o 0 0
W A
BM001
Nc103 ), N002
6.100
X of N002
27
. .
. .
TUR SECTION
1 r
1 4
14ga THK
1 ® - A
2 1„
4
REGIONS ^ I�
. 0k
Ar 0.1819 sq in • Z D
Perimeter: 5.5993 in 01) 1/
Bounding box: X: - 1.1250 -- 1.1250 in G�% �111�' , �j
Y: - 0.5058 -- 0.7692 in C��, >��
Centroid: X: 0.0000 in
Y: 0.0000 in y P�
Moments of inertia: X: 0.0439 sq in sq in 1,4( � , L ! It'
Y: 0.0365 sq in sq in
• Product of inertia: XY: 0.0000 sq in sq in
Radii of gyration: X: 0.4912 in
Y: 0.4480 in
Principal moments (sq in sq in) and X -Y directions about centroid:
I: 0.0365 along [0.0000 1.0000) nn L� .�
�+� r Z 4
J: 0.0439 along [- 1.0000 0.0000) V `^r
G- $4`" P -p
z (a t ° 1t
tF__L.,.3../& - E M ' .
X9rx.6
2 411 871 l q S 670
•
4 5 L& ''"' � ..3 /-o 2 b1 Z
2 g .
Cold Formed Angle 02/14/11
Leg 1.500 in Fy = 40 ksi
Leg 1.500 in
Thickness 0.0750 in COLUMN SECTION
R 0.0625 in g 9$
Blank = 2.88 in wt = 0.7 plf
A = 0.216 in2
lx = 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
ybar= 0.3793 in )(1•77." 2� �'�"'
x bar = 0.3793 in
lx = 0.043 in4 Sx = 0.040 in3 Mx cap = 0.96 k -in
ly = 0.044 in4 Sy = 0.041 in3 My cap = 0.98 k -in
L = 57 IN Fa = 6.19 KSI
Pcap = 0.87 K
L = 84 IN Fa = 2.85 KSI
Pcap = 0.40 K
Lev o2 N! P d44
1 59% q3%
3 ZO2 �`'� ` �I Zo% ?
2 I
Cold Formed Angle 02/14/11
Leg 2.688 in Fy = 40 ksi
Leg 1.000 in
Thickness 0.0750 in
R 0.0800 in Ss
Blank = 3.56 in wt = 0.9 plf S
A = 0.267 in2
Ix = 0.206 in4 Sx = 0.124 in3 Rx = 0.877 in
ly = 0.018 in4 Sy = 0.021 in3 Ry = 0.258 in
I min = 0.012 in4 R min = 0.209 in
theta = 10.0 deg
a = 2.5325 la = 1.3535
a bar = 1.3838
b = 0.8450 lb = 0.0503
b bar = 0.5400
c = 0.1846 lc = 0.0002
c bar = 0.0427 y bar = 0.9860
R' = 0.1175 x bar = 0.1303
•
With 400 # per Shelf 96 " maximum
V= 100 #
M = 2400 lb -in fb = 19432 psi
Fb = 24000 psi 81% Stressed
,e/i/ CAD
14 L ^2i1/
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Project: SHELF SIDE .
Ben Riehl, Curry-Riehl & Assoc. February 14, 2011
Nodes
•
Node X Y Fix DX Fix DY Fix RZ
ft ft
N001 0.000 0.000 Yes Yes No
N002 1.500 0.000 Yes Yes No
N003 0.000 0.250 No No No
N004 1.500 0.250 No No No
N005 0.000 1.417 No No No
N006 1.500 1.417 No No No
N007 0.000 2.500 No No No
N008 1.500 2.500 No No No
N009 0.000 3.667 No No No
NO10 1.500 3.667 No No No
NO11 0.000 4.750 No No No
N012 1.500 4.750 No No No
N013 0.000 5.833 No No No
N014 1.500 5.833 No No No
N015 0.000 7.000 No No No
N016 1.500 7.000 No No No
Member Elements
Member Section (1)Node (2)Node Length Rz1 Rz2
ft
BM001 Angle 2.6 x 0.075 x 1 x 0.075 N003 N004 1.500 Fix Fix
BM007 Angle 2.6 x 0.075 x 1 x 0.075 N015 N016 1.500 Fix Fix
BmX001 Angle 2.6 x 0.075 x 1 x 0.075 N005 N006 1.500 Free Free
BmX002 Angle 2.6 x 0.075 x 1 x 0.075 N007 N008 1.500 Free Free
BmX003 Angle 2.6 x 0.075 x 1 x 0.075 N009 NO10 1.500 Free Free
BmX004 Angle 2.6 x 0.075 x 1 x 0.075 NO11 N012 1.500 Free Free
BmX005 Angle 2.6 x 0.075 x 1 x 0.075 N013 N014 1.500 Free Free
C001 Tee 1.25 x 0.075 x 2.25 x 0.075 N001 N003 0.250 Fix Fix
C002 Tee 1.25 x 0.075 x 2.25 x 0.075 N002 N004 0.250 Fix Fix
C003 Tee 1.25 x 0.075 x 2.25 x 0.075 N003 N005 1.167 Fix Fix
C004 Tee 1.25 x 0.075 x 2.25 x 0.075 N004 N006 1.167 Fix Fix
C005 Tee 1.25 x 0.075 x 2.25 x 0.075 N005 N007 1.083 Fix Fix
C006 Tee 1.25 x 0.075 x 2.25 x 0.075 N006 N008 1.083 Fix Fix
C007 Tee 1.25 x 0.075 x 2.25 x 0.075 N007 N009 1.167 Fix Fix
C008 Tee 1.25 x 0.075 x 2.25 x 0.075 N008 NO10 1.167 Fix Fix
C009 Tee 1.25 x 0.075 x 2.25 x 0.075 N009 NO11 1.083 Fix Fix
C010 Tee 1.25 x 0.075 x 2.25 x 0.075 NO10 N012 1.083 Fix Fix
C011 Tee 1.25 x 0.075 x 2.25 x 0.075 NO11 NO13 1.083 Fix Fix
C012 Tee 1.25 x 0.075 x 2.25 x 0.075 N012 N014 1.083 Fix Fix
C013 Tee 1.25 x 0.075 x 2.25 x 0.075 N013 N015 1.167 Fix Fix
C014 Tee 1.25 x 0.075 x 2.25 x 0.075 N014 NO16 1.167 Fix Fix
Nodal Loads
Load Case Node Direction Force
lb
D N003 DY -10.00
D N004 DY -10.00
D N005 DY -10.00
D N006 DY -10.00
D N007 DY -10.00
D N008 DY -10.00
D N009 DY -10.00 •
D NO10 DY -10.00
D NO11 DY -10.00
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VisualAnalysis 8.00 (www.iesweb corn)
Project: SHELF SIDE
Ben Riehl, Curry-Mehl & Assoc. February 14, 2011
D N012 DY -10.00
D N013 DY -10.00
D N014 DY -10.00
D N015 DY -10.00
• D N016 - DY -10.00
E +X N003 DX 0.50
E +X N005 DX 2.80
E +X N007 DX 5.00
E +X N009 DX 7.30
E +X NO11 DX 9.50
E +X N013 DX 11.80
E +X N015 DX 14.00
Other N003 DY -50.00
Other N004 DY • -50.00
Other N005 DY -50.00
Other N006 DY -50.00
Other N007 DY -50.00
Other N008 DY -50.00
Other N009 DY -50.00
Other NO10 DY -50.00
Other NO11 DY -50.00
Other N012 DY -50.00
Other N013 DY -50.00
Other N014 DY -50.00
Other N015 DY -50.00
Other N016 DY -50.00
Nodal Reactions
Node Result Case Name FX FY
lb lb
N001 0.52DL + .34PL + EL -25.3 -9.2
N001 1.08DL + 1.1PL + EL -25.1 302.1
N001 D 0.3 80.9
N001 D +PL 0.3 80.9
N002 0.52DL + .34PL + EL -25.6 331.3
N002 1.08DL + 1.1PL + EL -25.8 642.5
N002 D -0.3 80.9
N002 D +PL -0.3 80.9
Member Internal Forces
Member Result Case Name Offset Fx Vy Mz
ft lb lb lb -in
BM001 0.52DL + .34PL + EL 0.00 -0.4 -104.9 946.6
BM001 0.52DL + .34PL + EL 0.75 -0.4 -105.2 0.9
BM001 0.52DL + .34PL + EL 1.50 -0.4 -105.6 -947.8
BM001 1.08DL + 1.1PL + EL 0.00 -0.6 -104.5 945.9
BM001 1.08DL + 1.1PL + EL 0.75 -0.6 -105.2 1.9
BM001 1.08DL + 1.1PL + EL 1.50 -0.6 -106.0 -948.6
BM001 D 0.00 -0.3 0.7 -1.3
BM001 D 0.75 -0.3 0.0 1.7
BM001 D 1.50 -0.3 -0.7 -1.3
BM001 D +PL 0.00 -0.3 0.7 -1.3
BM001 D +PL 0.75 -0.3 0.0 1.7
BM001 D +PL 1.50 -0.3 -0.7 -1.3
BM007 0.52DL + .34PL + EL 0.00 -7.0 -64.6 584.4
BM007 0.52DL + .34PL + EL 0.75 -7.0 -65.0 1.3
BM007 0.52DL + .34PL + EL 1.50 -7.0 -65.3 -585.0
BM007 1.08DL + 1.1PL + EL 0.00 -7.1 -64.2 584.1
BM007 1.08DL + 1.1PL + EL 0.75 -7.1 -65.0 2.7
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Ben Riehl, Curry-Riehl & Assoc February 14, 2011
BM007 1.08DL + 1.1PL + EL 1.50 -7.1 -65.7 -585.3
BM007 D 0.00 -0.1 0.7 -0.6
BM007 D 0.75 -0.1 0.0 2.5
BM007 D 1.50 -0.1 -0.7 -0.6
BM007 D +PL 0.00 -0.1 0.7 -0.6
BM007 D +PL 0 75 -0.1 0.0 2 5
BM007 D +PL 1.50 -01 -0.7 -0.6
BmX001 0.52DL + .34PL + EL 0 00 -1.4 0.4 0 0
BmX001 0.52DL + .34PL + EL 0.75 -1 4 0.0 1.6
BmX001 0.52DL + .34PL + EL 1.50 -1.4 -0.4 0 0
BmX001 1.08DL + 1.1PL + EL 0.00 -1 4 0.7 0 0
BmX001 1.08DL + 1.1PL + EL 0.75 -1.4 -0.0 3 3
BmX001 1.08DL + 1.1PL + EL 1.50 -1 4 -0.7 0 0
BmX001 D 0.00 -0.0 0 7 0.0
BmX001 D 0.75 -0.0 0.0 3 0
BmX001 D 150 -0.0 -0.7 0.0
BmX001 D +PL 0.00 -0.0 0 7 0.0
BmX001 D +PL 0.75 -0.0 0.0 3.0
BmX001 D +PL 1.50 -0.0 -0.7 0.0
BmX002 0.52DL + .34PL + EL 0.00 -2.5 0.4 0.0
BmX002 0.52DL + .34PL + EL 0.75 -2 5 0 0 1.6
BmX002 0.52DL + .34PL + EL 1.50 -2.5 -0.4 0.0
BmX002 1.08DL + 1.1PL + EL 0.00 -25 07 00
BmX002 1.08DL + 1.1PL + EL 0.75 -2.5 -0.0 3.3
BmX002 1.08DL + 1.1PL + EL 1.50 -2.5 -0.7 0.0
BmX002 D 0.00 0.0 0.7 0.0
BmX002 D 0.75 0.0 0.0 3.0
BmX002 D 1.50 0.0 -0.7 0.0
BmX002 D +PL 0.00 0 0 0 7 0.0
BmX002 D +PL 0.75 0.0 0.0 3 0
BmX002 D +PL 1.50 0.0 -0.7 0.0
BmX003 0.52DL + .34PL + EL 0.00 -3.6 0.4 0.0
BmX003 0.52DL + .34PL + EL 0.75 -3.6 0.0 1.6
BmX003 0.52DL + .34PL + EL 1.50 -3.6 -0.4 0.0
BmX003 1.08DL + 1.1PL + EL 0.00 -3 6 0 7 0 0
BmX003 1.08DL + 1.1PL + EL 0.75 -3.6 0.0 3.3
BmX003 1.08DL + 1.1PL + EL 1.50 -3.6 -0 7 0.0
BmX003 D 0.00 0 0 0.7 0.0
BmX003 D 0.75 0.0 0.0 3 0
BmX003 D 1.50 0 0 -0.7 0.0
BmX003 D +PL 0 00 0.0 0.7 0.0
BmX003 D +PL 0.75 0.0 0.0 3 0
BmX003 D +PL 1.50 0.0 -0.7 0.0
BmX004 0.52DL + .34PL + EL 0.00 -4.8 0.4 0.0
BmX004 0.52DL + .34PL + EL 0.75 -4.8 0.0 1.6
BmX004 0.52DL + .34PL + EL 1.50 -4.8 -0.4 0.0
BmX004 1.08DL + 1.1PL + EL 0.00 -4.8 0.7 0.0
BmX004 1.08DL + 1.1PL + EL 0.75 -4.8 0.0 3.3
BmX004 1.08DL + 1.1PL + EL 1.50 -4.8 -0.7 0.0
BmX004 D 0.00 -0.0 0.7 0.0
BmX004 D 0.75 -0.0 0.0 3.0
BmX004 D 1.50 -0.0 -0.7 0.0
BmX004 D +PL 0.00 -0.0 0.7 0.0
BmX004 D +PL 0.75 -0.0 0.0 3.0
BmX004 D +PL 1.50 -0.0 -0.7 0.0
BmX005 0.52DL + .34PL + EL 0.00 -5.9 0.4 0.0
BmX005 0 52DL + .34PL + EL 0.75 -5.9 0.0 1.6
BmX005 0.52DL + .34PL + EL 1 50 -5.9 -0.4 0.0
BmX005 1.08DL + 1.1PL + EL 0.00 -5.8 0.7 0.0
BmX005 1.08DL + 1.1PL + EL 0.75 -5.8 0.0 3.3
BmX005 1.08DL + 1.1PL + EL 1 50 -5 8 -0 7 0 0
Page 3
VisualAnalysis 8.00 (www.iesweb com)
Project: SHELF SIDE
Ben Riehl, Curry-Riehl & Assoc. February 14, 2011
BmX005 D 0.00 0.1 0.7 0.0
BmX005 D 0.75 0.1 0.0 3.0
BmX005 D 1.50 0.1 -0.7 0.0
BmX005 D +PL 0.00 0.1 0.7 0.0
' BmX005 D +PL 0.75 0.1 0.0 3.0
BmX005 D +PL 1.50 0.1 -0.7 0.0
C001 0.52DL + .34PL + EL 0.00 9.2 25.3 0.0
C001 0.52DL + .34PL + EL 0.13 9.2 25.3 37.9
C001 0.52DL + .34PL + EL 0.25 9.3 25.3 . 75.9
C001 1.08DL + 1.1PL + EL 0.00 -302.1 25.1 0.0
C001 1.08DL + 1.1PL + EL 0.13 -302.0 25.1 37.6
C001 1.08DL + 1.1PL + EL 0.25 -301.9 25 1 75.3
C001 D 0.00 -80.9 -0.3 0.0
C001 D 0.13 -80.7 -0.3 -0.5
C001 D 0.25 -80.6 -0.3 -1.0
C001 D +PL 0.00 -80.9 -0.3 0.0
C001 D +PL 0.13 -80.7 -0.3 -0.5
C001 D +PL 0.25 -80.6 -0.3 -1.0
C002 0.52DL + .34PL + EL 0.00 -331.3 25.6 -0.0
C002 0.52DL + .34PL + EL 0.13 -331.2 25.6 38.4
C002 0.52DL + .34PL + EL 0.25 -331.1 25.6 76.8
C002 1.08DL + 1.1PL + EL 0.00 - 642.5 25.8 0.0
C002 1.08DL + 1.1PL + EL 0.13 -642.4 25.8 38.7
C002 1.08DL + 1.1PL + EL 0.25 -642.3 25.8 77.4
C002 D 0.00 -80.9 0.3 0.0
C002 D 0.13 -80.7 0.3 0.5
C002 D 0.25 -80.6 0.3 1.0
C002 D +PL 0.00 -80.9 0.3 0.0
C002 D +PL 0.13 -80.7 0.3 0.5
C002 D +PL 0.25 -80.6 0.3 1.0
C003 0.52DL + .34PL + EL 0.00 -73.4 25.2 -870.7
C003 0.52DL + .34PL + EL 0.58 -73.2 25.2 -694.4
C003 0.52DL + .34PL + EL 1.17 -72.9 25.2 -518.1
C003 1.08DL + 1.1PL + EL 0.00 -340.6 25.2 -870.6
C003 1.08DL + 1.1PL + EL 0.58 -340.0 25.2 -694.4
C003 1.08DL + 1.1PL + EL 1.17 -339.5 25.2 -518.1
C003 D 0.00 -70.0 -0.0 0.3
C003 D 0.58 -69.5 -0.0 0.1
C003 D 1.17 -68.9 -0.0 -0.1
C003 D +PL 0.00 -70.0 -0.0 0.3
C003 D +PL 0.58 -69.5 -0.0 0.1
C003 D +PL 1.17 -68.9 -0.0 -0.1
C004 0.52DL + .34PL + EL 0.00 -203.3 25.2 -871.0
C004 0.52DL + .34PL + EL 0.58 -203.1 25.2 -694.5
C004 0.52DL + .34PL + EL 1.17 -202.8 25.2 -518.0
C004 1.08DL + 1.1PL + EL 0.00 -470.5 25.2 -871.2
C004 1.08DL + 1.1PL + EL 0.58 -470.0 25.2 -694.6
C004 1.08DL + 1.1PL + EL 1.17 -469.4 25.2 -518.0
C004 D 0.00 -70.0 0.0 -0.3
C004 D 0.58 -69.5 0.0 -0.1
C004 D 1.17 -68.9 0.0 0.1
C004 D +PL 0.00 -70.0 0.0 -0.3
C004 D +PL 0.58 -69.5 0.0 -0.1
C004 D +PL 1.17 -68.9 0.0 0.1
C005 0.52DL + .34PL + EL 0.00 -50.3 23.8 -518.1
' C005 0.52DL + .34PL + EL 0.54 -50.1 23.8 -363.4
C005 0.52DL + .34PL + EL 1.08 -49.8 23.8 -208.7
C005 1.08DL + 1.1PL + EL 0.00 -273.0 23.8 -518.1
' C005 1.08DL + 1.1PL + EL 0.54 -272.5 23.8 -363.4
C005 1.08DL + 1.1PL + EL 1.08 -271.9 23.8 -208.6
C005 D 0.00 -58.3 0.0 - 0.1
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VisualAnalysis 8.00 (www.iesweb.corn)
t
Project: SHELF SIDE •
Ben Riehl, Curry-Riehl & Assoc. February 14, 2011
C005 D 0.54 -57.8 0.0 -0.0
C005 D 1.08 -57.3 0.0 0.0
C005 D +PL 0.00 -58.3 0.0 -0.1
C005 D +PL 0.54 -57.8 0.0 -0.0 _
C005 D +PL 1.08 -57.3 0.0 0.0
C006 0.52DL + .34PL + EL 0.00 -180.3 23.8 -518.0
C006 0.52DL + .34PL + EL 0.54 -180.0 23.8 -363.3
C006 0.52DL + .34PL + EL 1.08 -179.8 23.8 -208.7
C006 1.08DL + 1.1PL + EL 0.00 -402.9 23.8 -518.0
C006 1.08DL + 1.1PL + EL 0.54 -402.4 23.8 -363.3
C006 1.08DL + 1.1PL + EL 1.08 -401.9 23.8 -208.7
C006 D 0.00 -58.3 -0.0 0.1
C006 D 0.54 -57.8 -0.0 0.0
C006 D 1.08 -57.3 -0.0 -0.0
C006 D +PL 0.00 -58.3 -0.0 0.1
C006 D +PL 0.54 -57.8 -0.0 0.0
C006 D +PL 1.08 -57.3 -0.0 -0.0
C007 0.52DL + .34PL + EL 0.00 -27.3 21.3 -208.7
C007 0.52DL + .34PL + EL 0.58 -27.0 21.3 -59.6
C007 0.52DL + .34PL + EL 1.17 -26.8 21.3 89.5
C007 1.08DL + 1.1PL + EL 0.00 -205.4 21.3 -208.6
C007 1.08DL + 1.1PL + EL 0.58 -204.9 21.3 -59.6
C007 1.08DL + 1.1PL + EL 1.17 -204.3 21.3 89.5
C007 D 0.00 -46.6 -0.0 0.0
C007 D 0.58 -46.1 -0.0 0.0
C007 D 1.17 -45.6 -0.0 0.0
C007 D +PL 0.00 -46.6 -0.0 0.0
C007 D +PL 0.58 -46.1 -0.0 0.0
C007 D +PL 1.17 -45.6 -0.0 0.0
C008 0.52DL + .34PL + EL 0.00 -157.2 21.3 -208.7
C008 0.52DL + .34PL + EL 0.58 -157.0 21.3 -59.6
C008 0.52DL + .34PL + EL 1.17 -156.7 21.3 89.5
C008 1.08DL + 1.1PL + EL 0.00 -335.3 21.3 -208.7
C008 1.08DL + 1.1PL + EL 0.58 -334.8 21.3 -59.6
C008 1.08DL + 1.1PL + EL 1.17 -334.2 21.3 89.5
C008 D 0.00 -46.6 0.0 -0.0
C008 D 0.58 -46.1 0.0 -0.0
C008 D 1.17 -45.6 0.0 -0.0
C008 D +PL 0.00 -46.6 0.0 -0.0
C008 D +PL 0.58 -46.1 0.0 -0.0
C008 D +PL 1.17 -45.6 0.0 -0.0
C009 0.52DL + .34PL + EL 0.00 -4.2 17.6 89.5
C009 0.52DL + .34PL + EL 0.54 -4.0 17.6 204.3
C009 0.52DL + .34PL + EL 1.08 -3.7 17.6 319.0
C009 1.08DL + 1.1PL + EL 0.00 -137.8 17.6 89.5
C009 1.08DL + 1.1PL + EL 0.54 -137.3 17.6 204.2
C009 1.08DL + 1.1PL + EL 1.08 -136.8 17.6 318.9
C009 D 0.00 -34.9 -0.0 0.0
C009 D 0.54 -34.5 -0.0 -0.0
C009 D 1.08 -34.0 -0.0 -0.0
C009 D +PL 0.00 -34.9 -0.0 0.0
C009 D +PL 0.54 -34.5 -0.0 -0.0
C009 D +PL 1.08 -34.0 -0.0 -0.0
C010 0.52DL + .34PL + EL 0.00 -134.1 17.7 89.5
C010 0.52DL + .34PL + EL 0.54 -133.9 17.7 204.3 _
C010 0.52DL + .34PL + EL 1.08 -133.6 17.7 319.0
C010 1.08DL + 1.1PL + EL 0.00 -267.7 17.7 89.5
C010 1.08DL + 1.1PL + EL 0.54 -267.2 17.7 204.3 _
C010 1.08DL + 1.1PL + EL 1.08 -266.7 17.7 319.0
C010 D 0.00 -34.9 0.0 -0.0
C010 D 0.54 -34.5 0.0 0.0
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VisualAnalysis 8.00 (www.iesweb.com)
5
Project: SHELF SIDE
Ben Riehl, Curry-Riehl &Assoc. February 14, 2011
C010 D 1.08 -34.0 0.0 0.0
' C010 D +PL 0.00 -34.9 0.0 -0.0
C010 D +PL 0.54 -34.5 0.0 0.0
C010 D +PL 1.08 -34.0 0.0 0.0
• C011 0.52DL + .34PL + EL 0.00 18.8 12.9 319.0
C011 0.52DL + .34PL + EL 0.54 19.1 12.9 402.9
C011 0.52DL + .34PL + EL 1.08 19.3 12.9 486.8
C011 1.08DL + 1.1PL + EL 0.00 -70.2 12.9 318.9
C011 1.08DL + 1.1PL + EL 0.54 -69.7 12.9 402.9
C011 1.08DL + 1.1PL + EL 1.08 -69.2 12.9 486.8
C011 D 0.00 -23.3 0.0 -0.0
C011 D 0.54 -22.8 0.0 0.1
C011 D 1.08 -22.4 0.0 0.2
C011 D +PL 0.00 -23.3 0.0 -0.0
C011 D +PL 0.54 -22.8 0.0 0.1
C011 D +PL 1.08 -22.4 0.0 0.2
C012 0.52DL + .34PL + EL 0.00 -111.1 12.9 319.0
C012 0.52DL + .34PL + EL 0.54 -110.8 12.9 402.8
C012 0.52DL + .34PL + EL 1.08 -110.6 12.9 486.6
C012 1.08DL + 1.1PL + EL 0.00 -200.2 12.9 319.0
C012 1.08DL + 1.1PL + EL 0.54 -199.6 12.9 402.8
C012 1.08DL + 1.1PL + EL 1.08 -199.1 12.9 486.5
C012 D 0.00 -23.3 -0.0 0.0
C012 D 0.54 -22.8 -0.0 -0.1
C012 D 1.08 -22.4 -0.0 -0.2
C012 D +PL 0.00 -23.3 -0.0 0.0
C012 D +PL 0.54 -22.8 -0.0 -0.1
C012 D +PL 1.08 -22.4 -0.0 -0.2
C013 0.52DL + .34PL + EL 0.00 41.9 7.0 486.8
C013 0.52DL + .34PL + EL 0.58 42.1 7.0 535.6
C013 0.52DL + .34PL + EL 1.17 42.4 7.0 584.4
C013 1.08DL + 1.1PL + EL 0.00 -2.7 6.9 486.8
C013 1.08DL + 1.1PL + EL 0.58 -2.1 6.9 535.5
C013 1.08DL + 1.1PL + EL 1.17 -1.6 6.9 584.1
C013 D 0.00 -11.7 -0.1 0.2
C013 D 0.58 -11.2 -0.1 -0.2
C013 D 1.17 -10.7 -0.1 -0.6
C013 D +PL 0.00 -11.7 -0.1 0.2
C013 D +PL 0.58 -11.2 -0.1 -0.2
C013 D +PL 1.17 -10.7 -0.1 -0.6
C014 0.52DL + .34PL + EL 0.00 -88.0 7.0 486.6
C014 0.52DL + .34PL + EL 0.58 -87.8 7.0 535.8
C014 0.52DL + .34PL + EL 1.17 -87.5 7.0 585.0
C014 1.08DL + 1.1PL + EL 0.00 -132.6 7.1 486.5
C014 1.08DL + 1.1PL + EL 0.58 -132.0 7.1 535.9
C014 1.08DL + 1.1PL + EL 1.17 -131.5 7.1 585.3
C014 D 0.00 -11.7 0.1 -0.2
C014 D 0.58 -11.2 0.1 0.2
C014 D 1.17 -10.7 0.1 0.6
C014 D +PL 0.00 -11.7 0.1 -0.2
C014 D +PL 0.58 -11.2 0.1 0.2
C014 D +PL 1.17 -10.7 0.1 0.6
Nodal Extreme Displacements
Node DX DY
in in
N001 -NA- -NA-
- N001 -NA- -NA-
N002 -NA- -NA-
N002 -NA- -NA-
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Ben Riehl, Curry-Riehl & Assoc. February 14, 2011
N003 0.000 (1) -0.000 (37)
N003 0.002 (37) 0.000 (36)
N004 -0.000 (1) -0.000 (37)
N004 0.002 (36) -0.000 (1)
N005 0.000 (1) -0.001 (37)
N005 0.087 (37) -0.000 (36)
N006 -0.000 (1) -0.001 (37)
N006 0.087 (36) -0.000 (1)
N007 -0.000 (1) -0.001 (37)
N007 0.263 (36) -0.000 (36)
N008 0.000 (1) -0.002 (37)
N008 0.263 (37) -0.000 (1)
N009 -0.000 (1) -0.002 (37)
N009 0.494 (36) -0.000 (36)
NO10 0.000 (1) -0.002 (37)
NO10 0.494 (37) -0.000 (1)
NO11 0.000 (1) -0.002 (37)
NO11 0.695 (37) -0.000 (36)
N012 -0.000 (1) -0.003 (37)
N012 0.694 (36) -0.000 (1)
N013 -0.000 (1) -0.002 (37)
N013 0.840 (36) -0.000 (36)
N014 0.000 (1) -0.003 (37)
N014 0.840 (37) -0.000 (1)
N015 0.000 (1) -0.002 (37)
N015 0.903 (37) -0.000 (36)
N016 -0.000 (1) -0.004 (37)
N016 0.903 (36) -0.000 (1)
Page 7
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Tube Section 02/14/11
Depth 2.200 in Fy = 50 ksi
Width 2.200 in E = 29 E3 KSI
Thickness 0.1050 in
R 0.1250 in ARM SECTION
Blank = 8.08 in wt = 2.9 plf
A = 0.848 in2
lx = 0.607 in4 Sx = 0.552 in3 Rx = 0.846 in
ly = 0.606 in4 Sy = 0.551 in3 Ry = 0.846 in
a 1.7400 Web w/t 16.5714 L = 24 IN
a bar 2.0950 Flg w/t 16.5714 Ur = 28
b 1.7400 x bar 1.0475 Fa = 27.35 KSI
b bar 2.0950 m 1.3892 Pcap = 23.19 K
c 0.8700 x0 - 2.4367 Tcap = 25.44 K
c bar 1.0475 J 0.9655 Mcap = 16.55 K -IN •
u 0.2788 x web 1.1000
gamma 1.0000 x lip 1.1000
R' 0.1775 h/t 18.9524
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of 2 0•6761tQ V = q.o -iA'
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31
1
COLUMN Cold Formed Channel 02/14/11
Depth 8.000 in Fy = 50 ksi COLUMN SECTION
Flange 2.000 in
Lip 1.000 in Thickness 0.1050 in
R 0.1250 in Blank = 13.28 in wt = 4.7 plf
A = 1.394 in2
lx = 12.420 in4 Sx = 3.105 in3 Rx = 2.985 in
ly = 0.756 in4 Sy = 0.529 in3 Ry = 0.736 in
x bar 0.5193 in
Welded Toe -Toe
A = 2.79 in
lx = 29.8 in9 ly = 7.6 in9
Rx = 2.985 in Ry = 1.654 in
Sx = 6.210 in3 Sy = 3.812 in3
Mcap = 186.3 k -in
0.6 Kips per 24 in Arm
0.8 Kips per 18 in Arm
60 in Y -Y braces Ry = 1.654 in Ky = 1
Rx = 2.985 in Kx = 2
Ht P M Pcap P /Pcap M /Mcap Combined
(feet) (kips) (k -in) KUr (kips) ( %) ( %) ( %)
1 1.75 4.2 60.0 36.3 73.4 5.7% 32.2% 37.9%
2 3.00 3.4 49.6 36.3 73.4 4.6% 26.6% 31.3%
3 4.25 2.6 39.2 36.3 73.4 3.5% 21.0% 24.6%
4 5.50 1.8 28.8 44.2 70.3 2.6% 15.5% 18.0%
5 6.75 1.2 19.2 54.3 66.0 1.8% 10.3% 12.1%
6 8.00 0.6 9.6 64.3 61.2 1.0% 5.2% 6.1%
7 0 0.0 0 36.3 73.4 0.0% 0.0% 0.0%
8 0 0.0 0' 36.3 73.4 0.0% 0.0% 0.0%
Seismic Cs = 0.280 R = 2.5
LF = 1.4 V = Cs *W /(LF) = 0.200 W
0.84 kips
Ht P M Pcap P /Pcap M /Mcap Combined
(feet) (kips) (k -in) (kips) ( %) ( %) ° L/l
1 1.75 4.2 113.6 97.7 4.3% 45.7% 50.0%
2 3.00 3.4 83.2 97.7 3.5% 33.5% 37.0%
3 4.25 2.6 60.2 97.7 2.7% 24.2% 26.9%
4 5.50 1.8 39.6 93.5 1.9% 15.9% 17.9%
5 6.75 1.2 24 6 87.8 1.4% 9.9% 11.3%
6 8.00 0.6 11.4 81.4 0.7% 4.6% 5.3%
7 0 0.0 0.0 97.7 0.0% 0.0% 0.0%
8 0 0.0 0.0 97.7 0.0% 0.0% 0.0%
1'6
C1) Sc 0eV ,
Seismic Cs = 0.280 R = 2.5
LF = 1.4 V = Cs *W /(LF) = 0.200 W
1.68 kips
Ht P M Pcap P /Pcap M /Mcap Combined
feet (kips) (k -in) (kips) ( %) ( %) ( %)
1 1.75 8.4 92.9 97.7 8.6% 37.4% 46.0%
2 3.00 6.8 57.6 97.7 7.0% 23.2% 30.2%
3 4.25 5.2 37.2 97.7 5.3% 15.0% 20.3%
4 5.50 3.6 21.6 93.5 3.8% 8.7% 12.5%
5 6.75 2.4 10.8 87.8 2.7% 4.3% 7.1%
6 8.00 1.2 3.6 81.4 1.5% 1.4% 2.9%
7 0 0.0 0.0 97.7 0.0% 0.0% 0.0%
8 0 0.0 0.0 97.7 0.0% 0.0% 0.0%
UI
Cold Formed Channels Back -Back
02/14/11
Depth 8.000 in Fy = 50 ksi
Flange 2.000 in
Lip 1.000 in
• Thickness 0.1050 in Base Section
R 0.1250 in
Blank = 13.28 inx 2 wt = 9.5 plf
A = 2.79 in2
lx = 24.84 in4 Sx = 6.210 in3 Rx = 2.985 in
ly = 1.51 in4 Sy = 1.021 in3 Ry = 0.736 in
a 7.5400 Web w/t 71.8095
a bar 7.8950 Flg w/t 14.6667
b 1.5400 x bar 0.5193
b bar 1.8950 m 0.9371
c 0.7700 x0 - 1.4563
c bar 0.9475 J 0.0051
u 0.2788 x web 0.5718
gamma 1.0000 x lip 1.4282
R' 0.1775 h/t 74.1905
lamda 0.3176
p 0.9676 b 1.54 0% Flange Reduction
WEB BENDING 50 ksi @ FLGS 47.13 ksi @ WEB
k 4 lamda 1.5097
p 0.5659 be 4.267 43% Web Reduction
o -0.497 Ii -0.001 - 0.06798
LOAD CAPACITY I eff= 24.840 in4
S eff= • 6.210 in3 186.30 k -in Cap
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A 14-0.)
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