Plans PERMANENT PLAQUE NOT LESS THAN
TYPE "A" 50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATI ❑N STATING
„ 2000# CAPACITY @ 58 ", 120', 180"
r_,___.___ 10' - PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA T❑ BE PLACED
LOAD BEAM IN C ❑NSPICU ❑US L ❑CATI ❑N STATING
w w 2000# CAPACITY @ 58', 102', 144'
10' -0" _
CONNECTOR
5' -0' I 3' -8"
_
LOAD BEAM 10—
\-CCONNECTOR LOAD BEAM 3' -6' � �
z W W z -., ���`' D
m LOAD BEAM 4,„ .0- ,
El CONNECT OR a IL o �, u? Os U 15' -0" 5' -2' L) or z -:,:s.4.: a
\-CCONNECTOR
3' -8' CZ °_ M "�:
12' -0"
z
LOAD BEAM z W LOAD BEAM W • 1.- ,).) ,J/ < 0 x W W x .Y a: q f-- - +
I- j BRACE - ► \ 1 - L.; o CONNECTOR o =
BRACE u 2 4' -10" 9 L 4'-10' ~^
n D C1J
UPRIGHT LOAD BEAM ELEVATION UPRIGHT LOAD BEAM ELEVATION
161 LD
to r`
3 r
�-P f SPECIAL INSPECTION REQ RED A 0 F- 1-1 14 GA THK � J o COLUMN State of Ore,::on Structura S•ecia C �i Q ° Q p o Z Z 0 o ,, ,-,
u
3' ,Ni, 3/8x 4x BA PL PT and Reinforcin Steel c a 1; I- w a J
V (2) 1/2'" C CY
3/8 "x 4'x 7' C 1.5 x 1 1.5 1/8 VI - 1/2 \ U o d F —
14 GA THK n E A SIDE Bo lta Installed in Concrete " w in w U w 0 . I
(2) EP 2'0 ANCHORS FILLET WELD ELD BRACE % .-=—=E1.- FF I __I D C w U ` J
❑ Special Moment-Resisting Concrete Frame m a __ 3' EA END TO COLUMN p g xi
x V) v) L w
BRACE ■. 5" 111 3.25' ❑ Reinforcing Steel & Prestressing Steel Tendons v J i Q a cl_ Li
1/8 r1 -1/2' EA FACE 1/8' �1' c I � w 5' CONCRETE SLAB ON LIE Structural Welding , w Q �
M COL & BASE PL q- + ? -- w Cr.) w z X
COLUMN BASE X -SECTI I High- Strength Bolting P a I- I 1_ 3
BRACE C ❑NN ° nw U M °NQ i u_ U 0
o Approve f 4,/ ❑ Structural P aaonry 3 p 3 z F w F—+
r■I Conditionally Approved.“.. r ❑ R ein forced Gypsum Concrete O• I I J a (Aw J L ip
See Lenge to: Follow t Y . Q i Q N _1 , o
m
❑ Insulating Concrete Fill rn J = In
Penult Number + . _ �.4".'` 1 r (1-I A• �: °? .!� ii��'!T I " Fl / gi p ') ❑ Spray Applied Fire-Resistive I�laterla9 U > L Ld o 1 -5/8 "H x .' ► / ► .;i'. ► �V� O CONNEC ❑ Pilings, Drilled Piers and Caissons I � J O
STEP °'� LL J
4 " 14 GA 0 (2) AISI A502 -2 RIVETS 0 N 0
z I LOAD BEAM 7/16 4'oc f 0 • Nilo ❑ S hotcrete J THICK H ❑OK THRU SLOTS 3 0 ! Q 0 D ~
o 1 -5/8x 3xf 0 IN COLUMN S 0 k 4 -❑ Special Grading, Excavation and FHB 's 0 II ;' ' o o
2.75 3 /16' THK 1 f- II H Q U I I i
1/8 V VERT EDGES 0 0 ❑ Smoke - Control S steen�
CONNECTOR 0 y a II Q w a z ail
0 SAFETY PIN T❑ RESIST
Z II ,I. Z V) J Q 7 L ❑AD BEAM 1000# UPLIFT LOAD ' ❑ Other Inspections _____ -_ „_ -, s .� , y _ � ^ J ^ 7 Q p. o - \I)
O FFIC E C OPY CO LUM N -BEAM C ❑NN _ _ _-4 ct.:l O ,i In CL
0
PERMANENT PLAQUE NOT LESS THAN
TYPE "B" 50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATI ❑N STATING
2000# CAPACITY @ 60', 120', 180'
8' -0' PERMANENT PLAQUE NOT LESS THAN
r_„„Li 50 SQ INCHES IN AREA TO BE PLACED
LOAD BEAM IN CONSPICUOUS LOCATI ❑N STATING
- w Lu 2000# CAPACITY @ 58', 102', 144'
CONNECTOR 3'_8~ Lu- 8' -0' -
5' -0' L ❑AD BEAM .
m :'
■
LOAD BEAM CONNECTOR 3' - 6' �'~ o 4 ' , � " p d c4
g / LU U.1 z
•
. `CONNECT OR J W LOAD BEAM W ,"s �� ti '0 4
U 15' -0' 5' -0' �CONNECT❑R 3'- 8 ~ / ,� j ��
a OC
x,
12'-0~ L.u Q
Z GU
LOAD BEAM W Z U.1 LOAD BEAM UJ 1
1—I
a F- CONNECTOR F- BRACE o = \-CONNECTOR = I
BRACE - u I 0 5' -O' U 0 4' - 10'
o' a_ o' a.
a. a_ o_ a_ a.
D : D D
UPRIGHT LOAD BEAM ELEVATION UPRIGHT LOAD BEAM ELEVATION
to
.-,
m 124
w �
� Z F - (4 0 F- H CL U_I 0 $ z
14 GA THK 9 3 F 0 COLUMN ~ _ - p Q � _ Z
cL
3/8x 4x 7 BASEPLATE U CC to I W CI J
3 (2) 1/2'0 ANCHORS - 0- E c •
1.5 x 1.25 3/8'x 4 "x 7' C 14 GA THK n 1/8 V1 -1/2'\ o w ° w (� L D L1J
,!,l BASEPLATE 2' OF 1/8' iC EA SIDE I J N J Pal
Irk (2) 1/2'0 ANCHORS FILLET WELD
EA END TO COLUMN BRACE A A/ L FF N w D C W U
3" Pq P4
BRACE p " I 11111 3,25~ < X J v) to w W W> w Q
X 1/8 �1 -1/2' EA FACE , 5 \ h, 07 , Q 2 C U
1/8' � 1 ' W pq
a <v i 5' CONCRETE SLAB ON GRADE W
`° COLUMN & BASE PL q � `' u - (4 0)¢ z X
Tr 41 ?
COLUMN BASE X- SECTI ❑N Q Q o m w 1 i- 3
o BRACE CONN °6 ,D ° -+ U V
o
I J Q0 7 w� " J ,--1
.fl Qina , — p 0 CO
D � � _ � z
o 'I (v 0WW
vi- co °
ce
1 ST x lr W (2) PIN C ❑NN U i CONNECTO W C J O W
3 ' o (2) AISI A502 -2 RIVETS 0 75 t- 0
z LOAD BEAM 7/16'0 4'oc f 0 J ry
14 G T H I CK H ❑ ❑K THRU SL ❑TS 0 � W Q U C
o 1 -5 /8x 3x� o \ IN COLUMN ° 0 0 (/1 II z CL O 03
2.75 3/16' THK -
0 1/8 V VERT EDGES 0 0 , F II F � Q 0 1 o f Li
g CONNECTOR
g LOAD BEAM 0 0 SAFETY PIN TO RESIST z jj W C7 Q 0 o 1 000# UPLIFT LOAD Q _ _ _
Q _ In Q
COLUMN-BEAM CONN - all e-i 4 U' CL
0
PERMANENT PLAQUE NOT LESS THAN
TYPE "C" 50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
2000# CAPACITY @ 60', 120', 180'
12' -0' PERMANENT PLAQUE NOT LESS THAN
� 50 SQ INCHES IN AREA TO BE PLACED
4
LOAD BEAM IN CONSPICU ❑US LOCATION STATING
- - - W W 2000# CAPACITY @ 58 ', 102', 144'
CONNECTOR 3'-8"
12'-0' ;
- 0- ... , 5' -0" - w
LOAD BEAM w 5;�\
z"' .1
f A t � � Zv , `
LOAD BEAM _ CONNECTOR 3'_6" ¢ \�
E / W W .,a (D p z ti; El cs
aJ \-CONNECTOR o W LOAD BEAM W ) ** I , p � � Q
U 15' -0' 5' -0' v ,IT� a
CONNECTOR 3._8' II x
z W
12' -0" Q
LOAD BEAM
w LOAD BEAM
w N z
H
o I \- CONNECTOR = BRACE o = \-CONNECTOR = I
BRACE U L 0 5' -0" u 0 4' -10'
ce I i _ -
UPRIGHT LOAD BEAM ELEVATI ❑N UPRIGHT LOAD BEAM ELEVATION
(3
In N-
m P4
w z>= X
� -A z I- v) IA v) I- 1.---1
3. a. w ° ' Z c ,
14 GA THK � o COLUMN -• Q Q o A p p z
3 ' 3/8x 4x 7 BASEPLATE U W
V (2) 1/2'0 ANCHORS F- d - Q 1 CY
3/8 "x 4'x 7" C 1.5 x 1.25 1.5 1 /8 V1 - 1/2' in U o d
14 GA THK r i E SIDE ° w r w U w 0 1-- W
i BASEPLATE 2' OF 1/8' r I J'' D C CL J xi (2) 1/2'0 ANCHORS FILLET WELD BRACE /., �;- FF N U w U J
3' ` EA END TO COLUMN pl _ _ - -'_ 3 25' w X 4 0 - /14 BRACE I I■ (4 o J w °' > w Q
1/8 F1 -1/2' EA FACE 1/8' �1' S I j W V) C c A 2 U U
a CJ ! 5' CONCRETE SLAB ON GRADE U w Q I-
v) COLUMN & BASE PL q v) -- (� f-- ,- m z X
COLUMN BASE X- SECTI ❑N Q w A p m w I 3 0 01 BRACE CONN 06
co co o I p 1-I V) in ° Z II Z F- w F--. U
N W II JU J -+� J
to >,J a J
- W F-w CZ L O
owQ U)Q � ` � = a a 0 (Y)
o -- N J in z r
' 1 (1I j CU
co
1 1 -5/8'H x 1' W (2) PIN CONN I CONNECTOR cc Ii w w
, STEP w J p
(2) AISI A502 -2 RIVETS 0 0) 0_ (4 75 F - p
z ! 14 GA THICK
0 LOAD BEAM 7/16'0 4'oc z 0 • �` Q J W
HOOK THRU SLOTS 3 LL.I Q U CO
0 2 3/ 6 /8 THK x -� o IN COLUMN S 0 v) II Z C g p co 11 p 0 CONNECTOR 1/8 V VERT EDGES 0 0 it N Q W
LOAD BEAM o SAFETY PIN TO RESIST p II w Q w J Z cu
g 1000# UPLIFT LOAD Z II q 01 <L
COLUMN-BEAM CONN N ) 4 CL-
u
I PERMANENT PLAQUE NOT LESS THAN
TYPE "D" 50 SQ INCHES IN AREA TO BE PLACED -
IN CONSPICU ❑US LOCATI ❑N STATING
• 2000# CAPACITY @ 104', 164' .
3' -8' 12' -0'
r 1
I LOAD BEAM I
nu uu
CONNECTOR
4�%�' 0,-. ��
z �° ? a Wpm (Y
LOAD BEAM ti '- -- _ Cr V.,/ I- 0
J nn uu
o
ID " 15' -0' CONNECTOR / � � k x
w
N E Q LD
D 8'43' I--I
_I I- I- F—
O
BRACE U
ce ce D
CL CL D n f
It
UPRIGHT LOAD BEAM ELEVATI ❑N _
LD
Q
J
m Pq
w 4- X
:s z I- (/) to (7 1- H
-9, z 3r rZ w a z z z rY
14 GA THK F a COLUMN Q Q o Q 0 0 z
3' U 3/8x 4x 7 BASEPLATE U "\ I w E
0
3/8 'x 4'x 7' C 1.5 x 1.25 1 . 5
(2) 1 /2•0 ANCHORS in v O d
Ill
14 GA THK ri 1/8 �1 -v2' ° w ° w U w a
BASEPLATE
2' OF 1/8' r EA SIDE I J Cu Ck J PQ LIJ
(2) 1/2'0 ANCHORS FILLET WELD BRACE AIM Irn FF N w D C w U
3' k EA END TO COLUMN ,--, pq
BRACE I ii 3.25' a w > W <[
1/8 I -1/2' EA FACE 1/8' F1' S 1 j N O_ Q 129 a_ - 0
. a � <v 1 5' CONCRETE SLAB ON GRADE U w W Q
ch
c. COLUMN & BASE PL Q Q (� - cn �- °) z X
COLUMN BASE X- SECTION Q Q o m w I 3
BR CONN �I° 0N A r— L U V)
0
03 3 z 3 ii , z ► -w F-+
N po II u wzw�--� � _J ,---I \ — J J V) w H L
in >, J ,q J w C�
6 VDLLQIf)Q � (�_ , Q 0 ('')
Tr
41 ► N U °W w ai
� T 1 -5 /8'H x 1' W LJ
ce" r STEP (2) PIN CONN 0 CONNECTOR w N VI J 0 Li
G 4 0 (2) AISI A502 -2 RIVETS 75
LOAD BEAM 7/16'0 4'oc f p J N
14 GA THICK HOOK THRU SLOTS 30 ` w Q u w c D ry
o 1 -5/8x 3x 0 \ IN COLUMN ° 0 4 II Z ' -' D_ 0 00
2.75' 3/16' THK w II L7 w v) Q= z °
0 1/8 V VERT EDGES 0 ,—, (� z I
5 CONNECTOR p p
LOAD BEAM 0 SAFETY PIN TO RESIST o ii Q w ED U 1--t
N W
Li '
u 1000# UPLIFT LOAD Z II Q (� J Q I -' 0 o Q
> COLUMN -BEAM CONN r; N M d- La CL
U
i
Calculations for :
CTX COPYTRONIX
TIGARD OR
05/12/2008
Loading: 2000 # load levels
3 pallet levels @ 58,120,180
Seismic per IBC 2006 100 Utilization
Sds = 0.700 Sdl = 0.387
I = 1.00
120 " Load Beams
Uprights: 44 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.250x 0.075 Braces
4.00x 7.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 2 -Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
4.e �� ' ¢
Pfbter": g gjC� /C9Zi /414" &2 �` 1194•
•j` .,ON
F EXR OATS i 2I
2 1
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.408
Longitude = - 122.7505
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.937 (Ss, Site Class B)
1.0 0.337 (S1, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.408
Longitude = - 122.7505
Spectral Response Accelerations SMs and SM1
SMs = FaSs and SM1 = FvS1
Site Class D - Fa = 1.125 ,Fv = 1.727
Period Sa
(sec) (g)
0.2 1.054 (SMs, Site Class D)
1.0 0.581 (SM1, Site Class D)
IBC 2006 LOADING
SEISMIC: Ss= 93.7 % g
S1= 33.7 %g
Soil Class D
Modified Design spectral response parameters
Sms= 105.4 % g Sds= 70.3 % g
Sm1= 58.1 % g Sd1= 38.7 % g
Seismic Use Group 1
Seismic Design Category D
or D
le = 1
R= 4 R= 6
Cs = 0.1757 W Cs = 0.1171 W
Using Working Stress Design
V = Cs *W/1.4
V = 0.1255 W V = 0.0837 W
Cold Formed Channel
Depth 3.000 in Fy = 50 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 = 50 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
I
Cold Formed Section
HEIGHT OF BEAM 4.000 INCHES
MAT'L THICKNESS 0.075 INCHES
INSIDE RADIUS 0.100 INCHES LOAD BEAM
WIDTH 2.750 INCHES
STEEL YIELD 50.0 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 3.6500 2.0000 7.3000 14.6000 4.0523 0.0375 0.1369
TOP 1.4000 3.9625 5.5475 21.9820 0.0000 0.8750 1.2250
STEP SIDE 1.3500 3.1500 4.2525 13.3954 0.2050 1.7125 2.3119
STEP BOTT 0.7250 2.3375 1.6947 3.9613 0.0000 2.2125 1.6041
SHORT SID 2.0250 1.1875 2.4047 2.8556 0.6920 2.7125 5.4928
BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000
CORNERS 0.2160 3.9125 0.8450 3.3063 0.0004 0.0875 0.0189
2 0.2160 3.9125 0.8450 3.3063 0.0004 1.6625 0.3591
3 0.2160 2.3875 0.5157 1.2311 0.0004 1.8000 0.3888
4 0.2160 2.2875 0.4941 1.1302 0.0004 2.6625 0.5751
5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751
6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189
TOTALS 12.8459 25.3500 24.0270 65.7748 4.9516 17.8875 16.0064
AREA = 0.963 IN2
CENTER GRAVITY = 1.870 INCHES TO BASE 1.246 INCHES TO LONG SIDE
Ix = 1.934 IN4 Iy = 1.039 IN4
Sx = 0.908 IN3 Sy = 0.691 IN3
Rx = 1.417 IN Ry = 1.039 IN
•
g
BEAM END CONNECTOR
COLUMN MATERIAL THICKNESS = 0.075 IN
LOAD BEAM DEPTH = 4 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 12%
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 @ 0.4 IN FROM BTM OF CONN
M = PL L = 1.6 IN
Pmax = Mcap /L = 3.270 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 4.600 13.081 RIVET OK
P2 0.371 0.600 0.223
P3 0.000 0.000 0.000
P4 0.000 0.000 0.000
TOTAL 3.215 13.304 CONNECTOR OK
WELDS
0.125 " x 4.000 " FILLET WELD UP OUTSIDE
0.125 " x 2.375 " 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 = 8.00 IN A = 0.600 IN2
S = 0.400 IN3 Fv = 26.0 KSI
Mcap = 10.40 K -IN W /1/3 INCR= 13.87 K -IN
9
In Upright Plane
Seismic Load Distribution
per 2006 IBC Ca = 0.280
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (2.5 *Ca *I) /(R *LF) *P1 *.67
LF = 1.4
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
180 2060 371 260 47
120 2060 247 173 21
58 2060 119 84 5 KLx = 58 in
0 0 0 0 0 KLy = 40 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 18953 lbs
6180 737 518 73 Column
25& Stress
Max column load = 4738 #
Min column load = 422 #
Overturning
OTM = 72.5 K -IN X 1.15 = 83.4 K -IN
RM = 136.0 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 0 No uplift anchors req'd 2
2 0.5 " diameter Hilti TZ
3.25 "embedment in 2500 psi concrete
Tcap = 4356 # 0% Stressed
V = 259 # per leg Vcap = 5678 # = 5% Stressed
COMBINED = 5% Stressed
OK
Braces:
Brace height = 40 "
Brace width = 44 "
Length = 59 "
P = 699 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 147
Pcap = 2608 # 270
/0
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2006 IBC Ca = 0.280
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (2.5 *Ca *I) /(R *LF) *P1
LF = 1.4
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
180 2060 371 265 48
120 60 7 5 1
58 60 3 2 0 KLx = 58 in
0 0 0 0 0 KLy = 40 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 18953 lbs
2180 381 273 48 Column
12% Stress
Max column load = 2191 #
Min column load = -11 # Uplift
Overturning
OTM = 48.4 K -IN X 1.15 = 55.7 K -IN
RM = 48.0 K -IN
REQUIRED HOLD DOWN = 0.18 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 176 # 2
2 0.5 " diameter Hilti TZ
3.25 "embedment in 2500 psi concrete
Tcap = 4356 # 4% Stressed
V = 136 # per leg Vcap = 5678 # = 2% Stressed
COMBINED = 6% Stressed
OK
Braces:
Brace height = 40 "
Brace width = 44 "
Length = 59 "
P = 368 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 147
Pcap = 2608 # 14%
//
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11:35:56
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 58.0 S
2 0.0 120.0 S 3 7 11 14
3 0.0 180.0 S
4 61.5 0.0 S
5 61.5 58.0 2 6 10 13
6 61.5 120.0
7 61.5 180.0
8 184.5 0.0 S 1 5 9 12
9 184.5 58.0
10 184.5 120.0
11 184.5 180.0 4 8
12 246.0 58.0 S
13 246.0 120.0 S
14 246.0 180.0 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 0.963 Ay 0.674 Iz 1.934
PAGE 2
N•SU STRESS -11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11:35:56
. 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
- 10 Thru 15 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
5 Force Y -1.03
6 Force Y -1.03
7 Force Y -1.03
9 Force Y -1.03
10 Force Y -1.03
11 Force Y -1.03
5 Force X 0.024
6 Force X 0.048
7 Force X 0.073
9 Force X 0.024
10 Force X 0.048
11 Force X 0.073
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2006 IBC
wi di widi2 fi fidi
in #
2060 0.4475 413 48 21.5 24 48
2060 0.6326 824 96 60.7 48 96
2060 0.7260 1086 146 106.0 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
6180 2323 290 188.2 290
g = 32.2 ft /sec2 T = 1.1229 sec
I = 1.00 Cs = 0.0716 or 0.2800
Cv = 0.386666 Cs min = .14 *Sds= 0.0980 or 1.50
R = 6 Cs = 0.0980
LF = 1.4 V = (Cs *I) /(LF) *W *.67
V = 0.07 W *.67
= 290 # 100%
P.72
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/121:8 - -- TIME OF DAY: 11:35:56
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 -0.090 0.00
1 5 0.000 0.090 -5.53
2 2 0.000 -0.040 0.00
2 6 0.000 0.040 -2.49
3 3 0.000 -0.012 0.00
3 7 0.000 0.012 -0.74
4 4 3.067 0.144 0.00
4 5 -3.067 -0.144 8.33
5 5 2.042 0.115 3.09
5 6 -2.042 -0.115 4.04
6 6 1.022 0.062 1.57
6 7 -1.022 -0.062 2.14
7 8 3.067 0.146 0.00
7 9 -3.067 -0.146 8.49
8 9 2.042 0.127 3.44
8 10 -2.042 -0.127 4.43
9 10 1.022 0.084 2.16
9 11 -1.022 -0.084 2.89
10 5 -0.005 -0.095 -5.89
10 9 0.005 0.095 -5.79
11 9 0.000 - 0.10 0 ( 6.14_5 ,pZ4,410 • C,la-ac/ AJ,
11 12 0.000 0.100 0.00 /40.04.451471
12 6 -0.005 -0.050 -3.12
12 10 0.005 0.050 -2.98
13 10 0.000 -0.059 -3.62
13 13 0.000 0.059 0.00
14 7 0.011 -0.020 -1.40
14 11 -0.011 0.020 -1.11
15 11 0.000 -0.029 -1.77
15 14 0.000 0.029 0.00
APPLIED JOINT LOADS, FREE JOINTS
IV
PAGE 4
'MSU STRESS-11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11:35:56
JOINT FORCE X FORCE Y MOMENT Z
5 0.024 -1.030 0.00
6 0.048 -1.030 0.00
7 0.073 -1.030 0.00
9 0.024 -1.030 0.00
10 0.048 -1.030 0.00
11 0.073 -1.030 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.090 0.00
2 0.000 -0.040 0.00
3 0.000 -0.012 0.00
4 -0.144 3.067 0.00
8 -0.146 3.067 0.00
12 0.000 0.100 0.00
13 0.000 0.059 0.00
14 0.000 0.029 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
5 0.4475 - 0.0103 - 0.0022
6 0.6326 - 0.0176 - 0.0012
7 0.7260 - 0.0212 - 0.0006
9 0.4475 - 0.0103 - 0.0021
10 0.6326 - 0.0176 - 0.0010
11 0.7260 - 0.0212 - 0.0003
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.4475 0.0000 0.0008
2 0.6326 0.0000 0.0002
3 0.7260 0.0000 - 0.0002
4 0.0000 0.0000 - 0.0104
8 0.0000 0.0000 - 0.0105
12 0.4475 0.0000 0.0013
13 0.6326 0.0000 0.0009
14 0.7260 0.0000 0.0007
Beam - Column Check
C 3.000x 3.000x 0.075 Fy = 50 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 3.1 8.5 58.0 40.0 18.95 27.03 48%
10 2.1 4.4 62.0 40.0 18.70 27.03 27%
11 1.1 2.9 62.0 40.0 18.70 27.03 17%
0 0.0 0.0 62.0 40.0 18.70 27.03 0%
0 0.0 0.0 62.0 40.0 18.70 27.03 0%
0 0.0 0.0 62.0 40.0 18.70 27.03 0%
Load Beam Check
4.00x 2.750x 0.075 Fy = 50 ksi
A = 0.963 in2 E = 29,500 E3 ksi
Sx = 0.908 in3 Ix = 1.934 in4
Length = 120 inches
Pallet Load 2000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 15.00 k -in
fb = 16.52 ksi Fb = 30 ksi 55%
Mcap = 27.24 k -in
36.33 k -in with 1/3 increase
Defl = 0.39 in = L/ 304
w/ 25% added to one pallet load
M = .282 PL = 16.92 k -in 62%
14e/
Base Plate Design
Column Load 3.6 kips
Allowable Soil 1500 psf basic
Assume Footing 18.5 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 4 "square base plate
w = 10.4 psi 1 = 4.74 in
Load factor = 1.67 M = 130 # -in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 31 psi
Fb = 5(phi) (f' c'.5) = 163 psi OK ! !
Shear :
Beam fv = 16 psi Fv = 85 psi OK !!
Punching fir = 25 psi Fv = 170 psi OK !!
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 222 psi
fb = 10661 psi Fb = 37500 psi OK !!
/7
Calculations for :
CTX COPYTRONIX
TIGARD, OR
05/12/2008
Loading: 2000 # load levels
3 pallet levels @ 60,120,180
Seismic per IBC 2006 100% Utilization
Sds = 0.700 Sdl = 0.387
I = 1.00
96 " Load Beams
Uprights: 44 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.250x 0.075 Braces
4.00x 7.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
3.00x 2.750x 0.075 Load beams w/ 2 -Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
Cold Formed Section
HEIGHT OF BEAM 3.000 INCHES
MAT'L THICKNESS 0.075 INCHES
INSIDE RADIUS 0.100 INCHES LOAD BEAM
WIDTH 2.750 INCHES
STEEL YIELD 50.0 KSI
STEP 0.750 INCHES HIGH 1.000 INCHES WIDE
ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC
L Y LY LY2 Ii X LX
LONG SIDE 2.6500 1.5000 3.9750 5.9625 1.5508 0.0375 0.0994
TOP 1.4000 2.9625 4.1475 12.2870 0.0000 0.8750 1.2250
STEP SIDE 0.4750 2.5875 1.2291 3.1802 0.0089 1.7125 0.8134
STEP BOTT 0.7250 2.2125 1.6041 3.5490 0.0000 2.2125 1.6041
SHORT SID 1.9000 1.1250 2.1375 2.4047 0.5716 2.7125 5.1538
BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000
CORNERS 0.2160 2.9125 0.6291 1.8322 0.0004 0.0875 0.0189
2 0.2160 2.9125 0.6291 1.8322 0.0004 1.6625 0.3591
3 0.2160 2.2625 0.4887 1.1056 0.0004 1.8000 0.3888
4 0.2160 2.1625 0.4671 1.0101 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 10.8459 20.8500 15.4348 33.1700 2.1336 17.8875 14.1314
AREA = 0.813 IN2
CENTER GRAVITY = 1.423 INCHES TO BASE 1.303 INCHES TO LONG SIDE
Ix = 1.000 IN4 Iy = 0.892 IN4
Sx = 0.634 IN3 Sy = 0.617 IN3
Rx = 1.109 IN Ry = 1.047 IN
BEAM END CONNECTOR •
COLUMN MATERI =
MATERIAL THICKNESS = 0.075 IN ,
LOAD BEAM DEPTH = 3 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 12%
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 @ 1.2 IN FROM BTM OF CONN
M = PL L = 1.8 IN
Pmax = Mcap /L = 2.906 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 3.800 10.806 RIVET OK
P2 0.000 -0.200 0.000
P3 0.000 0.000 0.000
P4 0.000 0.000 0.000
TOTAL 2.844. 10.806 CONNECTOR OK
WELDS
0.125 " x 3.000 " FILLET WELD UP OUTSIDE
0.125 " x 2.250 " FILLET WELD UP INSIDE
0.125 " x 0.750 " 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 = 6.00 IN A = 0.450 IN2
S = 0.225 IN3 Fv = 26.0 KSI
Mcap = 5.85 K -IN W /1/3 INCR= 7.80 K -IN
212
In Upright Plane
Seismic Load Distribution
- per 2006 IBC Ca = 0.280
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (2.5 *Ca *I) /(R *LF) *P1 *.67
LF = 1.4
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
180 2060 371 259 47
120 2060 247 173 21
60 2060 124 86 5 KLx = 60 in
0 0 0 0 0 KLy = 40 in
0 0 0 0 0 A= 0.595 in
0 0 0 0 0 Pcap = 18830 lbs
6180 742 518 72 Column
25% Stress
Max column load = 4737 #
Min column load = 423 #
Overturning
OTM = 72.5 K -IN X 1.15 = 83.3 K -IN
RM = 136.0 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 0 No uplift anchors req'd 2
2 0.5 " diameter Hilti TZ
3.25 "embedment in 2500 psi concrete
Tcap = 4356 # 0% Stressed
V = 259 # per leg Vcap = 5678 # = 5% Stressed
COMBINED = 5% Stressed
OK
Braces:
Brace height = 40 "
Brace width = 44 "
Length = 59 "
P = 699 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 147
Pcap = 2608 # 27%
2/1
In Upright Plane _
Seismic Load Distribution TOP LOAD ONLY
per 2006 IBC Ca = 0.280
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (2.5 *Ca *I) /(R *LF) *P1
LF = 1.4
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
180 2060 371 265 48
120 60 7 5 1
60 60 4 3 0 KLx = 60 in
0 0 0 0 0 KLy = 40 in
0 0 0 0 0 A= 0.595 in
0 0 0 0 0 Pcap = 18830 lbs
2180 382 273 48 Column
12% Stress
Max column load = 2191 #
Min column load = -11 # Uplift
Overturning
OTM = 48.4 K -IN X 1.15 = 55.7 K -IN
RM = 48.0 K -IN
REQUIRED HOLD DOWN = 0.18 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 176 # 2
2 0.5 " diameter Hilti TZ
3.25 "embedment in 2500 psi concrete
Tcap = 4356 # 4% Stressed
V = 136 # per leg Vcap = 5678 # = 2% Stressed
COMBINED = 6% Stressed
OK
Braces:
Brace height = 40 "
Brace width = 44 "
Length = 59 "
P = 368 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 147
Pcap = 2608 # 14%
11
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11:42:49
•
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 7' 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
7 49.5 180.0 1 5 9 12
8 148.5 0.0 S
9 148.5 60.0
10 148.5 120.0 4 8
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 0.813 Ay 0.569 Iz 1.000
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11:42:49
4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
10 Thru 15 Prismatic Ax 0.813 Ay 0.569 Iz 1.000 .
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
5 Force Y -1.03
6 Force Y -1.03
7 Force Y -1.03
9 Force Y -1.03
10 Force Y -1.03
11 Force Y -1.03
5 Force X 0.024
6 Force X 0.049
7 Force X 0.072
9 Force X 0.024
10 Force X 0.049
11 Force X 0.072
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2006 IBC
wi di widi2 fi fidi
in
2060 0.5558 636 48 26.7 24 48
2060 0.7832 1264 98 76.8 49 98
2060 0.9033 1681 144 130.1 72 144
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
6180 3581 290 233.5 290
g = 32.2 ft /sec2 T = 1.2517 sec
I = 1.00 Cs = 0.0666 or 0.2800
Cv = 0.386666 Cs min = .14 *Sds= 0.0980 or 1.5%
R = 6 Cs = 0.0980
LF = 1.4 V = (Cs *I) /(LF) *W *.67
V = 0.07 W *.67
290 # 100%
PAGE 3 .
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11:42:49
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 -0.111 0.00
1 5 0.000 0.111 -5.50
2 2 0.000 -0.051 0.00
2 6 0.000 0.051 -2.53
3 3 0.000 -0.017 0.00
3 7 0.000 0.017 -0.85
4 4 3.065 0.144 0.00
4 5 -3.065 -0.144 8.62
5 5 2.040 0.115 2.69
5 6 -2.040 -0.115 4.22
6 6 1.021 0.061 1.40
6 . 7 -1.021 -0.061 2.27
7 8 3.065 0.146 0.00
7 9 -3.065 -0.146 8.78
8 9 2.040 0.127 3.03
8 10 -2.040 -0.127 4.58
9 10 1.021 0.083 1.96
9 11 -1.021 -0.083 3.02
10 5 -0.005 -0.117 -5.81
10 9 0.005 0.117 5 !
11 9 0.000 -0.122 6.06 b��1,
11 12 0.000 0.122 0.00
12 6 -0.005 - 0.061 -3.08 't W -
12 10 0.005 0.061 -3.00
13 10 0.000 -0.072 -3.55
13 13 0.000 0.072 0.00
14 7 0.011 -0.027 -1.42
14 11 -0.011 0.027 -1.23
15 11 0.000 -0.036 -1.79
15 14 0.000 0.036 0.00
APPLIED JOINT LOADS, FREE JOINTS
(-1;:?
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11 :42:49
JOINT FORCE X FORCE Y MOMENT Z
5 0.024 -1.030 0.00
6 0.049 -1.030 0.00
7 0.072 -1.030 0.00
9 0.024 -1.030 0.00
10 0.049 -1.030 0.00
11 0.072 -1.030 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.111 0.00
2 0.000 -0.051 0.00
3 0.000 -0.017 0.00
4 -0.144 3.065 0.00
8 -0.146 3.065 0.00
12 0.000 0.122 0.00
13 0.000 0.072 0.00
14 0.000 0.036 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
5 0.5558 - 0.0107 - 0.0034
6 0.7832 - 0.0178 - 0.0018
7 0.9033 - 0.0213 - 0.0009
9 0.5558 - 0.0107 - 0.0033
10 0.7833 - 0.0178 - 0.0017
11 0.9033 - 0.0213 - 0.0006
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.5558 0.0000 0.0013
2 0.7832 0.0000 0.0004
3 0.9033 0.0000 - 0.0002
4 0.0000 0.0000 - 0.0122
8 0.0000 0.0000 - 0.0122
12 0.5558 0.0000 0.0019
13 0.7833 0.0000 0.0014
14 0.9033 0.0000 0.0009
!/ `
Beam - Column Check
C 3.000x 3.000x 0.075 Fy = 50 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 3.1 8.8 60.0 40.0 18.83 27.03 49%
10 2.1 4.6 60.0 40.0 18.83 27.03 280
11 1.1 3.0 60.0 40.0 18.83 27.03 17%
0 0.0 0.0 60.0 40.0 18.83 27.03 0%
0 0.0 0.0 60.0 40.0 18.83 27.03 0%
0 0.0 0.0 60.0 40.0 18.83 27.03 0%
Load Beam Check
3.00x 2.750x 0.075 Fy = 50 ksi
A = 0.813 in2 E = 29,500 E3 ksi
Sx = 0.634 in3 Ix = 1.000 in4
Length = 96 inches
Pallet Load 2000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 12.00 k -in
fb = 18.92 ksi Fb = 30 ksi 63%
Mcap = 19.03 k -in
25.38 k -in with 1/3 increase
Defl = 0.39 in = L/ 246
w/ 25% added to one pallet load
M = .282 PL = 13.54 k - 71%
Z?
Base Plate Design
Column Load 3.6 kips
Allowable Soil 1500 psf basic
Assume Footing 18.5 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 = wl"2/3
Use 4 "square base plate
w = 10.4 psi 1 = 4.73 in
Load factor = 1.67 M = 130 # -in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 31 psi
Fb = 5(phi)(f'c = 163 psi OK !!
Shear :
Beam fv = 16 psi Fv = 85 psi OK !!
Punching fv = 25 psi Fv = 170 psi OK !!
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 222 psi
fb = 10658 psi Fb = 37500 psi OK !!
Calculations for :
6%
CTX COPYTRONIX
TIGARD, OR
05/12/2008
Loading: 2000 # load levels
3 pallet levels @ 60,120,180
Seismic per IBC 2006 100'6 Utilization
Sds = 0.700 Sdl = 0.387
I = 1.00
144 " Load Beams
Uprights: 44 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.250x 0.075 Braces
4.00x 7.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 2 -Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
• 16`�
Beam - Column Check
C 3.000x 3.000x 0.075 Fy = 50 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 3.1 8.8 60.0 40.0 18.83 27.03 49%
10 2.1 4.6 60.0 40.0 18.83 27.03 28%
11 1.1 3.0 60.0 40.0 18.83 27.03 17%
0 0.0 0.0 60.0 40.0 18.83 27.03 0%
0 0.0 0.0 60.0 40.0 18.83 27.03 0%
0 0.0 0.0 60.0 40.0 18.83 27.03 0%
Load Beam Check
4.00x 2.750x 0.075 Fy = 50 ksi
A = 0.963 in2 E = 29,500 E3 ksi
Sx = 0.908 in3 Ix = 1.934 in4
Length = 144 inches
Pallet Load 2000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 18.00 k -in
fb = 19.82 ksi Fb = 30 ksi 66%
Mcap = 27.24 k -in
36.33 k -in with 1/3 increase
Defl = 0.68 in = L/ 211
w/ 25% added to one pallet load
M = .282 PL = 20.30 k -in 75%
IP
•
Calculations for :
CTX COPYTRONIX
TIGARD, OR
05/12/2008
Loading: 2000 # load levels
2 pallet levels @ 104,164
Seismic per IBC 2006 100' Utilization
Sds = 0.700 Sdl = 0.387
I = 1.00
144 " Load Beams
Uprights: 44 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.250x 0.075 Braces
4.00x 7.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 2 -Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
In Upright Plane
Seismic Load Distribution
per 2006 IBC Ca = 0.280
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (2.5 *Ca *I) /(R *LF) *P1 *.67
LF = 1.4
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
164 2060 338 211 35
104 2060 214 134 14
O 0 0 0 0 KLx = 104 in
O 0 0 0 0 KLy = 40 in
O 0 0 0 0 A = 0.595 in
O 0 0 0 0 Pcap = 15065 lbs
4120 552 345 49 Column
21% Stress
Max column load = 3164 #
Min column load = 277 #
Overturning
OTM = 48.6 K -IN X 1.15 = 55.8 K -IN
RM = 90.6 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 0 No uplift anchors req'd 2
2 0.5 " diameter Hilti TZ
3.25 "embedment in 2500 psi concrete
Tcap = 4356 # 0% Stressed
V = 173 # per leg Vcap = 5678 # = 3% Stressed
COMBINED = 3% Stressed
OK
Braces:
Brace height = 40 "
Brace width = 44 "
Length = 59 "
P = 466 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 147
Pcap = 2608 # 18%
3Z
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2006 IBC Ca = 0.280
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (2.5 *Ca *I) /(R *LF) *Pl
LF = 1.4
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
164 2060 338 260 43
104 60 6 5 0
0 0 0 0 0 KLx = 104 in
0 0 0 0 0 KLy = 4 0 in
0 0 0 0 0 A= 0.595 in
0 0 0 0 0 Pcap = 15065 lbs
2120 344 265 43 Column
14% Stress
Max column load = 2041 #
Min column load = 79 #
Overturning
OTM = 43.2 K -IN X 1.15 = 49.6 K -IN
RM = 46.6 K -IN
REQUIRED HOLD DOWN = 0.07 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 68 # 2
2 0.5 " diameter Hilti TZ
3.25 "embedment in 2500 psi concrete
Tcap = 4356 # 2% Stressed
V = 133 # per leg Vcap = 5678 # = 2% Stressed
COMBINED = 4% Stressed
OK
Braces:
Brace height = 40 "
Brace width = 44 "
Length = 59 "
P = 358 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 147
Pcap = 2608 # 14%
3
PAGE 1
MSU STRESS-11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11:50:10
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 0.0 104.0 S 2 5 8 10
2 0.0 164.0 S
3 73.5 0.0 S
4 73.5 104.0
5 73.5 164.0
6 220.5 0.0 S 1 4 7 9
7 220.5 104.0
8 220.5 164.0
9 294.0 104.0 S
10 294.0 164.0 S
Joint Releases 3 6
3 Moment Z
6 Moment Z
1 Force X Moment Z
2 Force X Moment Z
9 Force X Moment Z
10 Force X Moment Z
Member Incidences
1 1 4
2 2 5
3 3 4
4 4 5
5 6 7
6 7 8
7 4 7
8 7 9
9 5 8
10 8 10
Member Properties
1 Thru 2 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
7 Thru 10 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
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 0.038
PAGE 2
Mai' STRESS -11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11:50:10
5 Force X 0.059
. 7 Force X 0.038
8 Force X 0.059
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2006 IBC
wi di widi2 fi fidi
# in #
2060 1.4897 4572 76 113.2 38 76
2060 1.6165 5383 118 190.7 59 118
0 0.0000 0 0 0.0 0 0 1
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
4120 9954 194 304.0 193
g = 32.2 ft /sec2 T = 1.8292 sec
I = 1.00 Cs = 0.0517 or 0.2800
Cv = 0.386666 Cs min = .14 *Sds= 0.0980 or 1.5%
R = 6 Cs = 0.0980
LF = 1.4 V = (Cs * I) /(LF) *W *.67
V = 0.07 W *.67
= 193 # 100%
.;5
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11:50:10
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 -0.071 0.00
1 4 0.000 0.071 -5.22
2 2 0.000 -0.014 0.00
2 5 0.000 0.014 -1.04
3 3 2.052 0.097 0.00
3 4 -2.052 -0.097 10.04
4 4 1.026 0.052 0.70
4 5 -1.026 -0.052 2.44
5 6 2.052 0.097 0.00
5 7 -2.052 -0.097 10.13
6 7 1.026 0.066 1.06
6 8 -1.026 -0.066 2.88
7 4 -0.006 -0.075 -5.52
7 7 0.006 0.075 -5.44 �
8 7 0.000 -0.078 5775 c 4/
8 9 0.000 0.078 0.00
9 5 0.007 -0.018 -1.40
9 8 -0.007 0.018 -1.26
10 8 0.000 -0.022 -1.62
10 10 0.000 0.022 0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
4 0.038 -1.030 0.00
5 0.059 -1.030 0.00
7 0.038 -1.030 0.00
8 0.059 -1.030 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
/?01i0.47
PAGE 4
•MSU STRESS -11 VERSION 9/89 - -- DATE: 05/12/:8 - -- TIME OF DAY: 11:50:10
JOINT FORCE X FORCE Y MOMENT Z
• 1 0.000 -0.071 0.00
2 0.000 -0.014 0.00
3 -0.097 2.052 0.00
6 -0.097 2.052 0.00
9 0.000 0.078 0.00
10 0.000 0.022 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
4 1.4897 - 0.0124 - 0.0025
5 1.6165 - 0.0159 - 0.0007
7 1.4897 - 0.0124 - 0.0024
8 1.6164 - 0.0159 - 0.0005
SUPPORT JOINT DISPLACEMENTS
JOINT -X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 1.4897 0.0000 0.0010
2 1.6165 0.0000 0.0000
3 0.0000 0.0000 - 0.0202
6 0.0000 0.0000 - 0.0203
9 1.4897 0.0000 0.0014
10 1.6164 0.0000 0.0006
•
3°7
Beam - Column Check
C 3.000x 3.000x 0.075 Fy = 50 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
7 2.1 10.1 104.0 40.0 15.07 27.03 51%
8 1.1 2.9 60.0 40.0 18.83 27.03 16%
0 0.0 0.0 60.0 40.0 18.83 27.03 0%
0 0.0 0.0 60.0 40.0 18.83 27.03 0%
0 0.0 0.0 60.0 40.0 18.83 27.03 0%
0 0.0 0.0 60.0 40.0 18.83 27.03 0%
Load Beam Check
4.00x 2.750x 0.075 Fy = 50 ksi
A = 0.963 in2 E = 29,500 E3 ksi
Sx = 0.908 in3 Ix = 1.934 in4
Length = 144 inches
Pallet Load 2000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 18.00 k -in
fb = 19.82 ksi Fb = 30 ksi 66%
Mcap = 27.24 k -in
36.33 k -in with 1/3 increase
Defl = 0.68 in = L/ 211
w/ 25% added to one pallet load
M = .282 PL = 20.30 k -in 75%
•
340
Base Plate Design
Column Load 2.4 kips
Allowable Soil 1500 psf basic
Assume Footing 15.1 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 4 "square base plate
w = 10.4 psi 1 = 3.05 in
Load factor = 1.67 M = 54 # -in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 13 psi
Fb = 5(phi)(f'c'.5) = 163 psi OK !!
Shear :
Beam fv = 11 psi Fv = 85 psi OK !!
Punching fv = 14 psi Fv = 170 psi OK !!
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 148 psi
fb = 7118 psi Fb = 37500 psi OK !!
e3.1