Plans 6uPo2 G/ —CO ?I-
/0065 5v✓ /V s : /6-6
7373 SE Milwaukie, OR 97268
El MI ® PO Box 68348 - Portland, OR 97268
o n Brian Ferrick, Sales Representative
° OF OREGON, INC. Cell: 503 - 519 -3043
FAX: 503 - 653 -2536
City of Tigard
13125 SW Hall Blvd
Tigard OR 97223
Dan Nelson
In regards to Technical Service Electronics at 10565 SW Nimbus Ave Building S suite 100
The product to be stored is electronics and wiring class I -II -III
The product is not encapsulated on racks with open wire decking and no solid decking
The total square footage of racking storage with product storage over 12' high is approximately
1700 SQFT and nonpublic accessible
The aisles between the racks are 6' and 10'
The total storage height will be 15' the sprinklers are at approximately 20'
Transverse flues are provided at rack uprights and between pallet loads.
The sprinkler system is .30 GPM / 2000 SQFT
The heads are at 286 degrees
There will be 1 fire extinguisher for every 3000SQFT of warehouse space or 1 every 75' of
travel.
With commodity class III
NFPA 13
Table 16.2.1.3.2
Figure 12.2.1.3.2 (C) no in rack sprinklers curve G with 286 degree heads requires
.43GPM over 2000 Square feet
Apply figure 16.2.1.3.4.1
with 15' storage height .43 X .60 = .258 GPM over 2000 SQFT is required to meet the codes
for commodity class III
With the existing system at .30 the existing sprinkler system should meet all the codes
Per 2306.2 with the storage area less than 2500 SQFT building access is not required, smoke and
heat vents are not required
Thank you
Brian Ferrick
Cell phone 503- 519 -3043
TYPE A PERMANENT PLAQUE NOT LESS THAN R 50 SQ INCHES IN AREA T❑ BE PLACED IN CONSPICUOUS LOCATION STATING
, T
3500# CAPACITY @ 52', 104'
3 '-8' s' -o•
7 !LDING DIVISION
n .
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oc 194 • ' � Y''
LOAD BEAM
nu ■uu 1 O • ON
g 6 F o:s'
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[ EXP. DATE: 12/ leg t Z
n LOAD BEAM - - Q
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J = CONNECT ❑R =
BRACE °
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UPRIGHT LOAD BEAM ELEVATION LIJ
Q
W c
U Q
in I—I c
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LA
z Q w a : z w
14 GA THK P-57 x 3 ' Q A o A ID vi 3 0 COLUMN = C7 -- ° '-'
a v 3/8'x 5'x 8' C 1.5 x 1.5 1 .5
(32/8 1/2 0 ANCHORS ATE o W o d W U W #
m Co BASEPLATE 2' GA THK n 1/8 F1 - 1/2' 6'oc I J �J) U H
' OF 1/8' EA SIDE I� W cLl 1 j V) °O (2) 1/2 ANCHORS FILLET WELD BRACE �:� �: FF �, p N C)) w 1---1 z
3 EA END TO COLU _ x - w ce
N BRACE 1 6 MI 3 .25' ° A a w =
m 1/8 1 -1/2 EA FACE ■ 5 W t\ CL =I 3 Lij
al COLUMN & BASE PL P � � ` 5' CONCRETE SLAB ON GRADE Q -- (A W - 0) Z 0 L- W
ta �� C OLUMN BASE X- SECTION ds I n A U a M O N A ~~ U)
BRACE CONN � � 3 z a3 !iZ I —w� J
cc
pq II J wo � w �� Z
z >, J.. J N J W C] O
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f STEP (3) PIN CON 0 CONNECTO ' CK w II W V)
CC
'5 3.5' o (3) AISI A502 -2 RIVETS 0 4 w J C7 LL. Z
• LOAD BEAM 7/16'45 2'oc f 0 . N �-
a 14 GA THICK ,c, o HOOK THRU SLOTS 0 q J L g J
.0 2.7 3/ 6 /8 TH K x � o IN COLUMN ° 0 . �, ; Z Q u o D -
x 0 1/8 V VERT EDGES 0 w ii l7 W V) A I '"'' w ('7
:2 CONNECTOR o 0 I- II 0 1_- Q w w I U
z LOAD BEAM 0 SAFETY PIN TO RESIST D II W Q W 0 Z X (.4
u7 Q
w 1000# UPLIFT LOAD Z II A V) J Q
COL UMN -BEAM CONN ^- " '� '.' '�
', Ri () '1 tri
D
U
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TYPE C
TYPE "B" PERMANENT PLAQUE NOT LESS THAN
PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED
50 SQ INCHES IN AREA TO BE PLACED IN CONSPICUOUS LOCATION STATING C ,.
IN CONSPICUOUS L❑CATI ❑N STATING 400# CAPACITY @ 6', 22', 36', 48', 60', 72',
1000# CAPACITY @ 8', 42', 76', 110', 144' 84', 96', 108', 120', 132', 144' CEO PRo,t
2' -0' _ 8' -0' _ 8' -0' _ �� I N e . #
�
LOAD BEAM LOAD BEAM 0 :4 ON ,.
- - w w W
LOAD BEAM I W P , 11-0' 6 F� 3, 101' 2 -10 W LOAD BEAM � C0 • 1-0 �/ J. FllEk''
LOAD BEAM W LOAD BEAM I W 1 , -0 ,
W w W 1' -0' EXP_- DATE: 12/
z / 2CONNECT ❑R LOAD BEAM I 72 U
' -10' m LOAD BEAM W 1' -0'
of W LOAD BEAM W m W 1' -0' Z
En 12' -0'
LOAD BEAM
O
F 2' -10' LOAD BEAM
w 1 0•
I I 1W LOAD BEAM �W l'-0'
j Q W LOAD BEAM � � � LOAD BEAM � 1' -0' U
BRACE of SW SW . 1' -2' �J I�
U 2' -10' W LOAD BEAM W 1' -4' J O
W
LOAD BEAM OD 8' W LOAD BEAM VD 6 ' W
- - - - Q
UPRIGHT LOAD BEAM ELEVATION LOAD BEAM ELEVATION LLJ
U Q
In H rJ
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w F
-
Q Q ° A 0 (4
14 GA THK 9 n� S 3' _ - O e 1-1
1 -5/8' a COLUMN U
3/8x 5x 8 BASEPLATE F— CL P Q 0 J
a v 3/8'x 5'x 8' C 1.5 x 1.5 1 5 (2) 1/2'0 ANCHORS o Li o W U W Q
• 16 GA THK n 1/8 �1 -1/2' 6'oc in
n; pp BASEPLATE 2' OF 1/8' EA SIDE I J Cll J N (__) h-I
so
3 (2) 1/2'� ANCHORS FILLET WELD BRACE % �:� L �:� FF �, W pq v) CD W /---I U Z
' EA END TO COLUMN _ _ W )) Q W Z
BRACE 6' I■ 3.25 v' o J > w =
ri
m 1/8 P1 -1/2' EA FACE \ 5 '
N L N CL q 3
1/8' r1' I 5' CONCRETE SLAB ON GRADE (%) -- W F- J CA I- C� I— LLJ
COLUMN & BASE PL � V ' + Q VI g W o x W I W V-
COLUMN BASE X- SECTION 06 to J V co O - `� i___ in
BRACE C ❑NN 0 U') Z ) U Z I U V)
a
,-2, I >J _,WC7 0 <a-- O
mLLQLf< ��
3 O 0) -- = U ,
° a
ffi 1 -5/8'H x 1' W (3) P IN CONN 41 U . Li L co Li
v f STEP 0 CONNECTOR C WCL II W
a 4.13' o (3) AISI A502 -2 RIVETS 0 I W N VI J El Z
u
LOAD BEAM 7/16 2'oc E 0 1044 - 0 i _ C] (lJ
a ! 16 GA THICK o J - N J HOOK THRU SLOTS 0 q
X 1 -5/8x 3x� 0 IN COLUMN W— U W N D Q •--4
i 2.75' 3/16' THK UO (4 11 ZC� g 7' LLl
Q 1/8V VERT EDGES 0 W I I L 7 WA z W
o CONNECTOR 0 0 I- II 1 ( 7 1 ) 1- " a U I L7
LOAD BEAM 0 SAFETY PIN TO RESIST El II W Q W C7 Z v) U) Q
m 1000# UPLIFT LOAD Z q E l/) J II Q
COLUMN -BEAM C❑NN ,.
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Calculations for :
TECHNICAL SERVICE ELECTRONICS
TIGARD, NV
05/03/2011
Loading: 3500 # load levels
2 pallet levels @ 52,104
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 0.060 Braces
5.00x 8.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
3.50x 2.750x 0.075 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer NV# 6328
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l1 ATE: T2/ a�Z
0
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.4436
Longitude = - 122.78580000000001
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 0.942 (Ss, Site Class B)
1.0 0.339 (S1, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.4436
Longitude = - 122.78580000000001
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 = Fv x S1
Site Class D - Fa = 1.123 ,Fv = 1.721
Period Sa
(sec) (g)
0.2 1.058 (SMs, Site Class D)
1.0 0.584 (SM1, Site Class D)
IBC 2009 LOADING
SEISMIC: Ss= 94.2 % g
S1= 33.9 %g
Soil Class D
Modified Design spectral response parameters
Sms= 105.8 % g Sds= 70.5 % g
Sm1= 58.4 % 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
Flange 3.000 in Fy = 55 ksi
Lip 0.750 in
Thickness 0.0750 in
R 0.1000 in COLUMN SECTION
Blank = 9.96 in
A = wt = 2.5 plf
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
c 0.5750 m 1.6690
c bar 0.7125 x0 - 2.9114
u 0.2160 J 0.0014
x web 1.2798
gamma 1.0000 x lip 1.7202
R' 0.375 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
I'x = x bar = 1.478 in
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 Flange 1.500 in = 55 ksi
Lip 0.000 in
Thickness 0.0600 in
R 0.1000 in BRACE SECTION
Blank = 4.27 in wt =
A = 0.256 in2 0 9 plf
Ix = 0.103 in4 Sx = 0.137 in3 Rx =
Iy = 0.061 in4 0.689 in
a 1.1800 SY = 0.064 in3 Ry = 0.489 in
Web w/t 19.6667
a bar 1.4400 Flg w/t 22.3333
b 1.3400 x bar 0.5068
b bar 1.4700
c 0.0000 m 0.6544
c bar 0.0000 x0 0.0003
u 0.2042 J 0.0003
x web 0.5368
gamma 0.0000
R' 0.1300 x lip 0.9632
h/t 23.0000
•
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
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 14%
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 @ 1.25 IN FROM BTM OF CONN
M = PL L = 1.25 IN
Pmax = Mcap /L = 4.185 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 3.750 10.664 RIVET OK
P2 1.327 1.750 2.322
P3 0.000 0.000 0.000
P4 0.000 0.000 0.000
TOTAL 4.171 12.986 CONNECTOR OK
WELDS
0.125 " x 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
O " x 1.000 " FILLET WELD STEP BOTTOM
O " x 2.750 " FILLET WELD ACROSS BOTTOM
O " 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 W /1/3 INCR= 10.62 K -IN
7
In Upright Plane
Seismic Load Distribution
per 2009 IBC Sds = 0.707
1.33 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
104 3560 370 562 58
52 3560 185 281 15
0 0 0 0 0 KLx = 52 in
0 0 0 0 0 KLy = 41 in
0 0 0 0 0 A= 0.595 in
0 0 0 0 0 Pcap = 21072 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
7120 555 843 73 Column
26% Stress
Max column load = 5220 #
Min column load = 373 #
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -454 # MIN
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 5571 # MAX
REQUIRED HOLD DOWN = -454 #
Anchors: 1
T = 454 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 16% Stressed
V = 421 # per leg Vcap = 2181 # = 19% Stressed
COMBINED = 11% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 44 "
Length = 60 "
P = 1152 #
Use : C 1.500x 1.500x 0.060
A = 0.256 in
L/r = 123
Pcap = 3431 # 34%
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC Sds = 0.707
1.33 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 3.000x 0.075
104 3560 370 634 66
52 60 3 5 0
O 0 0 0 0 KLx = 52 in
O 0 0 0 0 KLy = 41 in
O 0 0 0 0 A= 0.595 in
O 0 0 0 0 Pcap = 21072 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
3620 373 640 66 Column
16% Stress
Max column load = 3315 #
Min column load = 126 #
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -424 # MIN
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 3320 # MAX
REQUIRED HOLD DOWN = -424 #
Anchors: 1
T = 424 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 15% Stressed
V = 320 # per leg Vcap = 2181 # = 15% Stressed
COMBINED = 8% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 44 "
Length = 60 "
P = 874 #
Use : C 1.500x 1.500x 0.060
A = 0.256 in
L/r = 123
Pcap = 3431 # 25%
I
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 16:20:25
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 52.0 S 2 5 8 10
2 0.0 104.0 S
3 49.5 0.0 S
4 49.5 52.0
5 49.5 104.0
6 148.5 0.0 S 1 4 7 9
7 148.5 52.0
8 148.5 104.0
9 198.0 52.0 S
10 198.0 104.0 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 0.888 Ay 0.622 Iz 1.389
3 Thru 6 Prismatic Ax 0.595. Ay 0.298 Iz 1.014
7 Thru 10 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
4 Force Y -1.78
5 Force Y -1.78
7 Force Y -1.78
8 Force Y -1.78
4 Force X 0.057
•
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 16:20:25
5 Force X 0.114
7 Force X 0.057
8 Force X 0.114 -
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
•
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
3560 0.3931 550 114 44.8 57 114
3560 0.5197 962 228 118.5 114 228
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
0 0.0000 0 0 0.0 0 0
7120 1512 342 163.3 342
g = 32.2 ft /sec2 T = 0.9725 sec
I = 1.00 Cs = 0.0663 or 0.1178
Sdl = 0.387 Cs min = 0.070666 or 1.5%
R = 6 Cs = 0.0707
V = (Cs *I) *W *.67
V = 0.0707 W *.67
= 342 # 100%
/t
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 16:20:25
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 -0.103 0.00
1 4 0.000 0.103 -5.11
2 2 0.000 -0.029 0.00
2 5 0.000 0.029 -1.44
3 3 3.543 0.169 0.00
3 4 -3.543 -0.169 8.80
4 4 1.771 0.102 1.86
4 5 -1.771 -0.102 3.45
5 6 3.543 0.173 0.00
5 7 -3.543 -0.173 8.98
6 7 1.771 0.126 2.38
6 8 -1.771 -0.126 4.15
7 4 -0.010 -0.111 -5.55
7 7 0.010 0.111 -5.46
8 7 0.000 -0.119 -5.90 064/4940dGah
8 9 0.000 0.119 �,(�
9 5 0.012 -0.038 -2.01 i'�6
9 8 -0.012 0.038 -1.79
10 8 0.000 -0.048 -2.36
10 10 0.000 0.048 0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
4 0.057 -1.780 0.00
5 0.114 -1.780 0.00
7 0.057 -1.780 0.00
8 0.114 -1.780 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
(2-
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 16:20:25
- JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.103 0.00
2 0.000 -0.029 0.00
3 -0.169 3.543 0.00
6 -0.173 3.543 0.00
9 0.000 0.119 0.00
10 0.000 0.048 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
4 0.3931 - 0.0107 - 0.0023
5 0.5197 - 0.0160 - 0.0009
7 0.3931 - 0.0107 - 0.0022
8 0.5196 - 0.0160 - 0.0007
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.3931 0.0000 0.0008
2 0.5197 0.0000 0.0000
3 0.0000 0.0000 - 0.0101
6 0.0000 0.0000 - 0.0102
9 0.3931 0.0000 0.0014
10 0.5196 0.0000 0.0008
13
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
7 3.6 9.0 52.0 41.0 21.07 29.73 47%
8 1.8 4.2 52.0 41.0 21.07 29.73 23%
0 0.0 0.0 52.0 41.0 21.07 29.73 0%
0. 0.0 0.0 52.0 41.0 21.07 29.73 0%
0 0.0 0.0 52.0 41.0 21.07 29.73 0%
0 0.0 0.0 52.0 41.0 21.07 29.73 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%
41
•
Base Plate Design
Column Load 4.2 kips
Allowable Soil 1500 psf basic
Assume Footing 20.0 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 = 5.01 in
Load factor = 1.67 M = 146 # -in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 35 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 = 167 psi
fb = 8022 psi Fb = 37500 psi OK !!
es
Calculations for :
TECHNICAL SERVICE ELECTRONICS
TIGARD, NV
05/03/2011
Loading: 1000 # load levels
5 pallet levels @ 8,42,76,110,144
Seismic per IBC 2009 100% Utilization
Sds = 0.707 Sdl = 0.387
I = 1.00
120 " Load Beams
Uprights: 24 " wide
C 3.000x 1.625x 0.075 Columns
C 1.500x 1.500x 0.060 Braces
5.00x 8.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.13x 2.750x 0.060 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer NV# 6328
169
•
Cold Formed Channel
Depth 3.000 in Fy = 55 ksi
Flange 1.625 in
. Lip 0.750 in
Thickness 0.0750 in COLUMN SECTION
R 0.1000 in
•
Blank = 7.21 in wt = 1.8 plf
A = 0.541 in2
Ix = 0.750 in4 Sx = 0.500 in3 Rx = 1.177 in
Iy = 0.217 in4 Sy = 0.223 in3 Ry = 0.633 in
a 2.6500 Web w/t 35.3333
a bar 2.9250 Flg w/t 17.0000
b 1.2750 x bar 0.6139
b bar 1.5500 m 0.9488
c 0.5750 x0 - 1.5627
c bar 0.7125 J 0.0010
u 0.2160 x web 0.6514
gamma 1.0000 x lip 0.9736
R' 0.1375 h/t 38.0000
Section Removing:
0.640 inch slot 0.75 inches each side of center on web
0.375 inch hole 0.87 inches from web in each flange
A- = 0.152 in2 A' = 0.389 in2
x bar = 0.728 in
I'x = 0.573 in4 S'x= 0.382 in3 R'x= 1.213 in
I'y = 0.172 in4 S'y= 0.184 in3 R'y= 0.665 in
Cold Formed Channel
Depth 1.500 in Fy = 55 ksi
Flange 1.500 in
Lip 0.000 in
Thickness 0.0600 in BRACE SECTION
R 0.1000 in
Blank = 4.27 in wt = 0.9 plf
A = 0.256 in2
Ix = 0.103 in4 Sx = 0.137 in3 Rx = 0.633 in
Iy = 0.061 in4 Sy = 0.064 in3 Ry = 0.489 in
a 1.1800 Web w/t 19.6667
a bar 1.4400 Flg w/t 22.3333
b 1.3400 x bar 0.5068
b bar 1.4700 m 0.6544
c 0.0000 x0 - 1.1612
c bar 0.0000 J 0.0003
u 0.2042 x web 0.5368
gamma 0.0000 x lip 0.9632
R' 0.1300 h/t 23.0000
•
/7
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 0.07.72 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
l8
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 = 0.000 IN
LOAD = 1000 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 250 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 4%
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 @ 0.75 IN FROM BTM OF CONN
M = PL L = 1.12 IN
Pmax = Mcap /L = 4.671 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 4.250 12.086 RIVET OK
P2 1.506 2.250 3.387
P3 0.167 0.250 0.042
P4 0.000 0.000 0.000
TOTAL 4.517 15.515 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
O " x 1.000 " FILLET WELD STEP BOTTOM
O " x 2.750 " FILLET WELD ACROSS BOTTOM
O " x 1.750 " FILLET WELD ACROSS TOP
USE EFFECTIVE 0.06 " THICK WELD
L = 8.26 IN A = 0.496 IN2
S = 0.341 IN3 Fv = 26.0 KSI
Mcap = 8.87 K -IN W /1/3 INCR= 11.83 K -IN
/1
In Upright Plane
Seismic Load Distribution
per 2009 IBC Sds = 0.707
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (Sds /R) *I *P1 *.67
Weight
60 # per level frame weight
Columns @ 24 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075
144 1060 153 238 34
110 1060 - 117 182 20
76 1060 81 125 10 KLx = 8 in
42 1060 45 69 3 KLy = 41 in
8 1060 8 13 0 A = 0.389 in
0 0 0 0 0 Pcap = 11940 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
5300 403 627 67 Column
48% Stress
Max column load = 5432 #
Min column load = -1268 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -1864 # MIN
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 5691 # MAX
REQUIRED HOLD DOWN = -1864 #
Anchors: 1
T = 1864 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 67% Stressed
V = 314 # per leg Vcap = 2181 # = 14% Stressed
COMBINED = 55% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 24 "
Length = 48 "
P = 1242 #
Use : C 1.500x 1.500x 0.060
A = 0.256 in
L/r = 97
Pcap = 5438 # 23%
•
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC Sds = 0.707
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (Sds /R) *I *P1
Weight
60 # per level frame weight
Columns @ 24 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075
144 1060 153 210 30
110 60 7 9 1
76 60 5 6 0 KLx = 8 in
42 60 3 3 0 KLy = 41 in
8 60 0 1 0 A= 0.389 in
0 0 0 0 0 Pcap = 11940 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
1300 167 230 32 Column
17% Stress
Max column load = 1979 #
Min column load = -743 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -951 # MIN
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 1991 # MAX
REQUIRED HOLD DOWN = -951 #
Anchors: 1
T = 951 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 34% Stressed
V = 115 # per leg Vcap = 2181 # = 5% Stressed
COMBINED = 17% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 24 "
Length = 48 "
P = 455 #
Use : C 1.500x 1.500x 0.060
A = 0.256 in
L/r = 97
Pcap = 5438 # 8%
2�
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 16:48:56
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 5 Levels
Type Plane Frame
Number of Joints 22
Number of Supports 12
Number of Members 25
Number of Loadings 1
Joint Coordinates
1 0.0 8.0 S 5 11 17 22
2 0.0 42.0 S
3 0.0 76.0 S 4 10 16 21
4 0.0 110.0 S
5 0.0 144.0 S 3 9 15 20
6 61.5 0.0 S
7 61.5 8.0 2 8 14 19
8 61.5 42.0
9 61.5 76.0 1 7 13 18
10 61.5 110.0
11 61.5 144.0 6 12
12 184.5 0.0 S
13 184.5 8.0
14 184.5 42.0
15 184.5 76.0
16 184.5 110.0
17 184.5 144.0
18 246.0 8.0 S
19 246.0 42.0 S
20 246.0 76.0 S
21 246.0 110.0 S
22 246.0 144.0 S
Joint Releases
6 Moment Z
12 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
4 Force X Moment Z
5 Force X Moment Z
18 Force X Moment Z
19 Force X Moment Z
20 Force X Moment Z
21 Force X Moment Z
22 Force X Moment Z
Member Incidences
1 1 7
2 2 8
3 3 9
4 4 10
5 5 11
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 16:48:56
6 6 7
7 7 8
8 8 9
9 9 10
10 10 11
11 12 13
12 13 14
13 14 15
14 15 16
15 16 17
16 7 13
17 13 18
18 8 14
19 14 19
20 9 15
21 15 20
22 10 16
23 16 21
24 11 17
25 17 22
Member Properties
1 Thru 5 Prismatic Ax 0.791 Ay 0.554 Iz 1.702
6 Thru 15 Prismatic Ax 0.389 Ay 0.194 Iz 0.573
16 Thru 25 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
7 Force Y -0.53
8 Force Y -0.53
9 Force Y -0.53
10 Force Y -0.53
11 Force Y -0.53
13 Force Y -0.53
14 Force Y -0.53
15 Force Y -0.53
16 Force Y -0.53
17 Force Y -0.53
7 Force X 0.005
8 Force X 0.023
9 Force X 0.042
10 Force X 0.061
11 Force X 0.081
13 Force X 0.005
14 Force X 0.023
15 Force X 0.042
16 Force X 0.061
17 Force X 0.081
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
2;
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 16:48:56
Structure Storage Rack in Load Beam Plane 5 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.042 0.00
1 7 0.000 0.042 -2.60
2 2 0.000 -0.049 0.00
2 8 0.000 0.049 -2.99
3 3 0.000 -0.039 0.00
3 9 0.000 0.039 -2.37
4 4 0.000 -0.023 0.00
4 10 0.000 0.023 -1.41
5 5 0.000 -0.007 0.00
5 11 0.000 0.007 -0.41
6 6 2.626 0.210 0.00
6 7 -2.626 - 0.210 1.68
7 7 2.097 0.204 3.59
7 8 -2.097 -0.204 3.33
8 8 1.570 0.176 2.91
8 9 -1.570 -0.176 3.08
9 9 1.046 0.132 2.07
9 10 -1.046 -0.132 2.41
10 10 0.524 0.066 0.93
10 11 -0.524 -0.066 1.31
11 12 2.626 0.214 0.00
11 13 -2.626 -0.214 1.72
12 13 2.097 0.210 3.67
12 14 -2.097 -0.210 3.48
13 14 1.570 0.192 3.15
13 15 -1.570 -0.192 3.37
14 15 1.046 0.152 2.41
14 16 -1.046 -0.152 2.77
15 16 0.524 0.096 1.39
15 17 -0.524 -0.096 1.88
16 7 -0.001 -0.043 -2.67
16 13 0.001 0.043 -2.66
17 13 0.000 -0.044 -2.73
17 18 0.000 0.044 0.00
18 8 -0.004 -0.052 -3.25
18 14 0.004 0.052 -3.19
19 14 0.000 -0.056 -3.44
19 19 0.000 0.056 0.00
20 9 -0.002 -0.044 -2.78
20 15 0.002 0.044 -2.69
21 15 0.000 -0.050 -3.09
21 20 0.000 0.050 0.00
211
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 16:48:56
• 22 10 -0.005 -0.030 -1.93
22 16 0.005 0.030 -1.82
23 16 0.000 -0.038 -2.34
•
23 21 0.000 0.038 0.00
24 11 0.015 -0.013 -0.90
24 17 -0.015 0.013 -0.70
25 17 0.000 -0.019 -1.19
25 22 0.000 0.019 0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
7 0.005 -0.530 0.00
8 0.023 -0.530 0.00
9 0.042 -0.530 0.00
10 0.061 -0.530 0.00
11 0.081 -0.530 0.00
13 0.005 -0.530 0.00
14 0.023 -0.530 0.00
15 0.042 -0.530 0.00
16 0.061 -0.530 0.00
17 0.081 -0.530 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.042 0.00
2 0.000 -0.049 0.00
3 0.000 -0.039 0.00
4 0.000 -0.023 0.00
5 0.000 -0.007 0.00
6 -0.210 2.626 0.00
12 -0.214 2.626 0.00
18 0.000 0.044 0.00
19 0.000 0.056 0.00
20 0.000 0.050 0.00
21 0.000 0.038 0.00
22 0.000 0.019 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
7 0.0118 - 0.0019 - 0.0011
8 0.0974 - 0.0082 - 0.0014
9 0.1786 - 0.0129 - 0.0012
10 0.2414 - 0.0161 - 0.0009
11 0.2776 - 0.0176 - 0.0005
13 0.0118 - 0.0019 - 0.0011
14 0.0974 - 0.0082 - 0.0013
-252-
PAGE 5
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 16:48:56
15 0.1786 - 0.0129 - 0.0011
16 0.2414 - 0.0161 - 0.0007
17 0.2775 - 0.0176 - 0.0002
SUPPORT JOINT DISPLACEMENTS
•
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.0118 0.0000 0.0005
2 0.0974 0.0000 0.0005
3 0.1786 0.0000 0.0003
4 0.2414 0.0000 0.0000
5 0.2776 0.0000 - 0.0002
6 0.0000 0.0000 - 0.0015
12 0.0000 0.0000 - 0.0015
18 0.0118 0.0000 0.0006
19 0.0974 0.0000 0.0008
20 0.1786 0.0000 0.0008
21 0.2414 0.0000 0.0007
22 0.2775 0.0000 0.0005
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
1060 0.0118 0 10 0.1 5 10 _
1060 0.0974 10 46 4.5 23 46
1060 0.1786 34 84 15.0 42 84
1060 0.2414 62 122 29.5 61 122
1060 0.2776 82 162 45.0 81 162
0 0.0000 0 0 0.0 0 0
5300 187 424 94.0 424
g = 32.2 ft /sect T = 0.4513 sec
I = 1.00 Cs = 0.1428 or 0.1178
Sdl = 0.387 Cs min = 0.070666 or 1.5%
R = 6 Cs = 0.1178
V = (Cs *I) *W *.67
V = 0.1178 W *.67
= 424 # 100%
Beam - Column Check
C 3.000x 1.625x 0.075 Fy = 55 ksi
A = 0.389 in2
Sx = 0.382 in3
Rx = 1.213 in Ry = 0.665 in
kx = 1.00 ky = 1.00
Stress Factor 1.333
Point P M Lx Ly Pcap Mcap Ratio
13 2.7 1.7 8.0 41.0 12.21 16.79 32%
14 2.2 3.7 34.0 41.0 12.21 16.79 40%
15 1.7 3.4 34.0 41.0 12.21 16.79 34%
16 1.2 2.8 34.0 41.0 12.21 16.79 26%
17 0.6 1.9 34.0 41.0 12.21 16.79 17%
0 0.0 0.0 8.0 41.0 12.21 16.79 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 = 120 inches
Pallet Load 1000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 7.50 k -in
fb = 9.66 ksi Fb = 33 ksi 29%
Mcap = 25.63 k -in
34.17 k -in with 1/3 increase
Defl = 0.22 in = L/ 536
w/ 25% added to one pallet load
M = .232 PL = 6.96 k -in 27%
21
Base Plate Design
Column Load 4.3 kips
Allowable Soil 1500 psf basic
Assume Footing 20.2 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 = 5.12 in
Load factor = 1.67 M = 152 # -in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 36 psi
Fb = 5(phi)(f'c".5) = 163 psi OK !!
Shear :
Beam fv = 18 psi Fv = 85 psi OK !!
Punching fv = 27 psi Fv = 170 psi OK !!
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 171 psi
fb = 8195 psi Fb = 37500 psi OK !!
Zc
Calculations for :
TECHNICAL SERVICE ELECTRONICS
TIGARD, NV
05/03/2011
Loading: 400 # load levels @ 6,22,36,48,60,72,
84,96,108,120,132,144
Seismic per IBC 2009 100% Utilization
Sds = 0.707 Sdl = 0.387
I = 1.00
120 " Load Beams
Uprights: .24 " wide
C 3.000x 1.625x 0.075 Columns
C 1.500x 1.500x 0.060 Braces
5.00x 8.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.13x 2.750x 0.060 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer NV# 6328
In Upright Plane
Seismic Load Distribution
per 2009 IBC Sds = 0.707
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (Sds /R) *I *Pl *.67
Weight
60 # per level frame weight
Columns @ 24 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075
144 460 66 101 15
132 460 61 93 12
120 460 55 84 10
108 460 50 76 8
96 460 44 68 6
84 460 39 59 5
72 460 33 51 4
60 460 28 42 3
48 460 22 34 2 KLx = 8 in
36 460 17 25 1 KLy = 41 in
22 460 10 15 0 A = 0.389 in
6 460 3 4 0 Pcap = 11940 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
5520 427 653 66 Column
48% Stress
Max column load = 5500 #
Min column load = -1164 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -1785 # MIN
(1+0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 5770 # MAX
REQUIRED HOLD DOWN = -1785 #
Anchors: 1
T = 1785 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 64% Stressed
V = 327 # per leg Vcap = 2181 # = 15% Stressed
COMBINED = 51% Stressed
OK
Braces:
Brace height = 41 "
Brace width •= 24 "
Length = 48 "
P = 1293 #
Use : C 1.500x 1.500x 0.060
A = 0.256 in
L/r = 97
Pcap = 5438 # 24%
Pij
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC Sds = 0.707
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (Sds /R) *I *P1
Weight
60 # per level frame weight
Columns @ 24 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075
144 460 66 110 16
132 60 8 13 2
48 60 3 5 0 KLx = 8 in
36 60 2 4 0 KLy = 41 in
22 60 1 2 0 A = 0.389 in
6 60 0 1 0 Pcap = 11940 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
760 81 134 18 Column
10% Stress
Max column load = 1129 #
Min column load = -407 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL = -533 # MIN
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL = 1141 # MAX
REQUIRED HOLD DOWN = -533 #
Anchors: 1
T = 533 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 19% Stressed
V = 67 # per leg Vcap = 2181 # = 3% Stressed
COMBINED = 7% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 24 "
Length = 48 "
P = 266 #
Use : C 1.500x 1.500x 0.060
A = 0.256 in
L/r = 97
Pcap = 5438 # 5%
31
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 17:37:20
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 12 Levels
Type Plane Frame
Number of Joints 50
Number of Supports 26
Number of Members 60
Number of Loadings 1
Joint Coordinates
1 0.0 6.0 S
2 0.0 22.0 S 12 25 38 50
3 0.0 36.0 S 11 24 37 49
4 0.0 48.0 S
5 0.0 60.0 S 10 23 36 48
6 0.0 72.0 S 9 22 35 47
7 0.0 84.0 S 8 21 34 46
8 0.0 96.0 S
9 0.0 108.0 S 7 20 33 45
10 0.0 120.0 S 6 19 32 44
11 0.0 132.0 S 43
12 0.0 144.0 S 5 18 31
13 61.5 0.0 S 4 17 30 42
14 61.5 6.0 41
15 61.5 22.0 3 16 29
16 61.5 36.0 2 15 28 40
17 61.5 48.0 1 14 27 39
18 61.5 60.0
19 61.5 72.0 13 26
20 61.5 84.0
21 61.5 96.0
22 61.5 108.0
23 61.5 120.0
24 61.5 132.0
25 61.5 144.0
26 184.5 0.0 S
27 184.5 6.0
28 184.5 22.0
29 184.5 36.0
30 184.5 48.0
31 184.5 60.0
32 184.5 72.0
33 184.5 84.0
34 184.5 96.0
35 184.5 108.0
36 184.5 120.0
37 184.5 132.0
38 184.5 144.0
39 246.0 6.0 S
40 246.0 22.0 S
41 246.0 36.0 S
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1, - -- TIME OF DAY: 17:37:20
42 307.5 48.0 S
43 307.5 60.0 S
44 307.5 72.0 S
• 45 307.5 84.0 S
46 307.5 96.0 S
47 307.5 108.0 •S
48 307.5 120.0 S
49 307.5 132.0 S
50 307.5 144.0 S
Joint Releases
13 Moment Z
26 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
4 Force X Moment Z
5 Force X Moment Z
6 Force X Moment Z
7 Force X Moment Z
8 Force X Moment Z
9 Force X Moment Z
10 Force X Moment Z
11 Force X Moment Z
12 Force X Moment Z
39 Force X •Moment Z
40 Force X Moment Z
41 Force X Moment Z
42 Force X Moment Z
43 Force X Moment Z
44 Force X Moment Z
45 Force X Moment Z
46 Force X Moment Z
47 Force X Moment Z
48 Force X Moment Z
49 Force X Moment Z
50 Force X Moment Z
Member Incidences
1 1 14
2 2 15
3 3 16
4 4 17
5 5 18
6 6 19
7 7 20
8 8 21
9 9 22
10 10 23
11 11 24
12 12 25
13 13 14
14 14 15
3 3
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 17:37:20
15 15 16
16 16 17
17 17 18
18 18 19
19 19 20
20 20 21
21 21 22
22 22 23
23 23 24
24 24 25
25 26 27
26 27 28
27 28 29
28 29 30
29 30 31
30 31 32
31 32 33
32 33 34
33 34 35
34 35 36
35 36 37
36 37 38
37 14 27
38 15 28
39 16 29
40 17 30
41 18 31
42 19 32
43 20 33
44 21 34
45 22 35
46 23 36
47 24 37
48 25 38
49 27 39
50 28 40
51 29 41
52 30 42
53 31 43
54 32 44
55 33 45
56 34 46
57 35 47
58 36 48
59 37 49
60 38 50
Member Properties
1 Thru 12 Prismatic Ax 0.757 Ay 0.400 Iz 1.020
13 Thru 36 Prismatic Ax 0.389 Ay 0.195 Iz 0.573
37 Thru 60 Prismatic Ax 0.757 Ay 0.400 Iz 1.020
Constants E 29000. All G 12000. All
3E1
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 17:37:20
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
• 14 Force Y -0.230
15 Force Y -0.230
16 Force Y -0.230
17 Force Y -0.230
18 Force Y -0.230
19 Force Y -0.230
20 Force Y -0.230
21 Force Y -0.230
22 Force Y -0.230
23 Force Y -0.230
24 Force Y -0.230
25 Force Y -0.230
26 Force Y -0.230
27 Force Y -0.230
28 Force Y -0.230
29 Force Y -0.230
30 Force Y -0.230
31 Force Y -0.230
32 Force Y -0.230
33 Force Y -0.230
34 Force Y -0.230
35 Force Y -0.230
36 Force Y -0.230
37 Force Y -0.230
38 Force Y -0.230
14 Force X 0.002
15 Force X 0.005
16 Force X 0.008
17 Force X 0.012
18 Force X 0.014
19 Force X 0.017
20 Force X 0.020
21 Force X 0.023
22 Force X 0.026
23 Force X 0.028
24 Force X 0.032
25 Force X 0.034
27 Force X 0.002
28 Force X 0.005
29 Force X 0.008
30 Force X 0.012
31 Force X 0.014
32 Force X 0.017
33 Force X 0.020
34 Force X 0.023
35 Force X 0.026
36 Force X 0.028
37 Force X 0.032
•
PAGE 5
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 17:37:20
38 Force X 0.034
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
460 0.0080 0 4 0.0 2 4
460 0.0313 0 10 0.3 5 10
460 0.0500 1 16 0.8 8 16
460 0.0646 2 24 1.6 12 24
460 0.0787 3 28 2.2 14 28
460 0.0919 4 34 3.1 17 34
460 0.1040 5 40 4.2 20 40
460 0.1147 6 46 5.3 23 46
460 0.1239 7 52 6.4 26 52
460 0.1312 8 56 7.3 28 56
460 0.1367 9 64 8.7 32 64
460 0.1403 9 68 9.5 34 68
5520 54 442 49.5 442
g = 32.2 ft /sec2 T = 0.3335 sec
I = 1.00 Cs = 0.1932 or • 0.1178
Sdl = 0.387 Cs min = 0.070666 or 1.5%
R = 6 Cs = 0.1178 _
V = (Cs *I) *W *.67
V = 0.1178 W *.67
= 442 # 100%
-ga
PAGE 6
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 17:37:20
Structure Storage Rack in Load Beam Plane 12 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.025 0.00
1 14 0.000 0.025 -1.51
2 2 0.000 -0.024 0.00
2 15 0.000 0.024 -1.46
3 3 0.000 -0.021 0.00
3 16 0.000 0.021 -1.27
4 4 0.000 -0.018 0.00
4 17 0.000 0.018 -1.13
5 5 0.000 -0.017 0.00
5 18 0.000 0.017 -1.04
6 6 0.000 -0.015 0.00
6 19 0.000 0.015 -0.91
7 7 0.000 -0.012 0.00
7 20 0.000 0.012 -0.76
8 8 0.000 -0.010 0.00
_ 8 21 0.000 0.010 -0.60
9 9 0.000 -0.007 0.00
9 22 0.000 0.007 -0.42
10 10 0.000 -0.004 0.00
10 23 0.000 0.004 -0.23
11 11 0.000 -0.001 0.00
11 24 0.000 0.001 -0.04
12 12 0.000 0.001 0.00
12 25 0.000 -0.001 0.08
13 13 2.705 0.219 0.00
13 14 -2.705 -0.219 1.31
14 14 2.476 0.215 1.74
14 15 -2.476 -0.215 1.70
15 15 2.247 0.204 1.33
15 16 -2.247 -0.204 1.53
16 16 2.020 0.207 1.16
16 17 -2.020 -0.207 1.32
17 17 1.794 0.207 1.19
17 18 -1.794 -0.207 1.30
18 18 1.569 0.190 1.06
18 19 -1.569 -0.190 1.23
19 19 1.344 0.169 0.90
19 20 -1.344 -0.169 1.12
20 20 1.119 0.145 0.74
. 20 21 -1.119 -0.145 1.00
21 21 0.895 0.118 0.56
21 22 -0.895 -0.118 0.86
PAGE 7
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 17:37:20
22 22 0.671 0.089 0.37
22 23 -0.671 -0.089 0.70
23 23 0.448 0.056 0.16
23 24 -0.448 -0.056 0.51
24 24 0.224 0.017 -0.02
24 25 -0.224 -0.017 0.22
25 26 2.847 0.223 0.00
25 27 -2.847 -0.223 1.34
26 27 2.618 0.223 1.78
26 28 -2.618 -0.223 1.78
27 28 2.389 0.224 1.43
27 29 -2.389 -0.224 1.70
28 29 2.162 0.205 1.28
28 30 -2.162 -0.205 1.18
29 30 1.916 0.181 1.00
29 31 -1.916 -0.181 1.16
30 31 1.670 0.170 0.92
30 32 -1.670 -0.170 1.12
31 32 1.426 0.157 0.82
31 33 -1.426 -0.157 1.06
32 33 1.184 0.141 0.70
32 34 -1.184 -0.141 0.99
33 34 0.943 0.122 0.57
33 35 -0.943 -0.122 0.89
34 35 0.704 0.099 0.42
34 36 -0.704 -0.099 0.77
35 36 0.467 0.076 0.27
35 37 -0.467 -0.076 0.64
36 37 0.233 0.051 0.12
36 38 -0.233 -0.051 0.50
37 14 -0.002 -0.025 -1.54
37 27 0.002 0.025 -1.54
38 15 -0.006 -0.025 -1.56
38 28 0.006 0.025 -1.55
39 16 0.011 -0.023 -1.42
39 29 -0.011 0.023 -1.40
40 17 0.013 -0.023 -1.38
40 30 -0.013 0.023 -1.40
41 18 -0.003 -0.022 -1.32
41 31 0.003 0.022 -1.33
42 19 -0.004 -0.020 -1.22
42 32 0.004 0.020 -1.23
43 20 -0.004 -0.018 -1.10
43 33 0.004 0.018 -1.11
44 21 -0.004 -0.016 -0.96
44 34 0.004 0.016 -0.96
45 22 -0.004 -0.013 -0.80
45 35 0.004 0.013 -0.80
46 23 -0.004 -0.010 -0.63
46 36 0.004 0.010 -0.62
47 24 -0.008 -0.007 -0.44
47 37 0.008 0.007 -0.43
48 25 0.017 -0.005 -0.30
48 38 -0.017 0.005 -0.26 _
49 27 0.000 -0.026 G
49 39 0.000 0.026 I..'
3 i
PAGE 8
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 17:37:20
50 28 0.000 -0.027 A A , (4j
50 40 0.000 0.027 �.•� /�/
51 29 0.000 -0.026 -1.58 /�t�
51 41 0.000 0.026 0.00 4 to T
52 30 0.000 -0.006 -0.78
52 42 0.000 0.006 0.00
53 31 0.000 -0.006 -0.75
53 43 0.000 0.006 0.00
54 32 0.000 -0.006 -0.71
54 44 0.000 0.006 0.00
55 33 0.000 -0.005 -0.66
55 45 0.000 0.005 0.00
56 34 0.000 -0.005 -0.59
56 46 0.000 0.005 0.00
57 35 0.000 -0.004 -0.51
57 47 0.000 0.004 0.00
58 36 0.000 -0.003 -0.42
58 48 0.000 0.003 0.00
59 37 0.000 -0.003 -0.33
59 49 0.000 0.003 0.00
60 38 0.000 -0.002 -0.23
60 50 0.000 0.002 0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
14 0.002 -0.230 0.00
15 0.005 -0.230 0.00
16 0.008 -0.230 0.00
17 0.012 -0.230 0.00
18 0.014 -0.230 0.00
19 0.017 -0.230 0.00
20 0.020 -0.230 0.00
21 0.023 -0.230 0.00
22 0.026 -0.230 0.00
23 0.028 -0.230 0.00
24 0.032 -0.230 0.00
25 0.034 -0.230 0.00
27 0.002 -0.230 0.00
28 0.005 -0.230 0.00
29 0.008 -0.230 0.00
30 0.012 -0.230 0.00
31 0.014 -0.230 0.00
32 0.017 -0.230 0.00
33 0.020 -0.230 0.00
34 0.023 -0.230 0.00
35 0.026 -0.230 0.00
36 0.028 -0.230 0.00
37 0.032 -0.230 0.00
38 0.034 -0.230 0.00
?74171
PAGE 9
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 17:37:20
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.025 0.00
2 0.000 -0.024 0.00
3 0.000 -0.021 0.00
4 0.000 -0.018 0.00
5 0.000 -0.017 0.00
6 0.000 -0.015 0.00
7 0.000 -0.012 0.00
8 0.000 -0.010 0.00
9 0.000 -0.007 0.00
10 0.000 -0.004 0.00
11 0.000 -0.001 0.00
12 0.000 0.001 0.00
13 -0.219 2.705 0.00
26 -0.223 2.847 0.00
39 0.000 0.026 0.00
40 0.000 0.027 0.00
41 0.000 0.026 0.00
42 0.000 0.006 0.00
43 0.000 0.006 0.00
44 0.000 0.006 0.00
45 0.000 0.005 0.00
46 0.000 0.005 0.00
47 0.000 0.004 0.00
48 0.000 0.003 0.00
49 0.000 0.003 0.00
50 0.000 0.002 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
14 0.0080 - 0.0014 - 0.0011
15 0.0313 - 0.0050 - 0.0011
16 0.0500 - 0.0077 - 0.0010
17 0.0647 - 0.0099 - 0.0010
18 0.0787 - 0.0118 - 0.0009
19 0.0919 - 0.0135 - 0.0009
20 0.1040 - 0.0149 - 0.0008
21 0.1147 - 0.0161 - 0.0007
22 0.1238 - 0.0170 - 0.0006
23 0.1312 - 0.0178 - 0.0005
24 0.1367 - 0.0182 - 0.0003
25 0.1403 - 0.0185 - 0.0002
•
27 0.0080 - 0.0015 - 0.0011
28 0.0313 - 0.0052 - 0.0011
29 0.0500 - 0.0082 - 0.0010
30 0.0646 - 0.0105 - 0.0010
31 0.0787 - 0.0125 - 0.0009
LIB
PAGE 10
MSU STRESS -11 VERSION 9/89 - -- DATE: 05/03/;1 - -- TIME OF DAY: 17:37:20
32 0.0919 - 0.0143 - 0.0009
33 0.1040 - 0.0158 - 0.0008
34 0.1147 - 0.0171 - 0.0007
' 35 0.1239 - 0.0181 - 0.0006
36 0.1312 - 0.0188 - 0.0004
37 0.1367 - 0.0193 - 0.0003
38 0.1402 - 0.0196 - 0.0002
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.0080 0.0000 0.0005
2 0.0313 0.0000 0.0004
3 0.0500 0.0000 0.0003
4 0.0647 0.0000 0.0002
5 0.0787 0.0000 0.0002
6 0.0919 0.0000 0.0001
7 0.1040 0.0000 0.0000
8 0.1147 0.0000 - 0.0001
9 0.1238 0.0000 - 0.0001
10 0.1312 0.0000 - 0.0002
11 0.1367 0.0000 - 0.0003
12 0.1403 0.0000 - 0.0003
13 0.0000 0.0000 - 0.0013
26 0.0000 0.0000 - 0.0013
39 0.0080 0.0000 0.0006
40 0.0313 0.0000 0.0007
41 0.0500 0.0000 0.0007
' 42 0.0646 0.0000 0.0006
43 0.0787 0.0000 0.0006
44 0.0919 0.0000 0.0006
45 0.1040 0.0000 0.0006
46 0.1147 0.0000 0.0005
47 0.1239 0.0000 0.0005
48 0.1312 0.0000 0.0004
49 0.1367 0.0000 0.0004
50 0.1402 0.0000 0.0003
/II
Beam - Column Check
C 3.000x 1.625x 0.075 Fy = 55 ksi
A = 0.389 in2
Sx = 0.382 in3
Rx = 1.213 in Ry = 0.665 in
kx = 1.00 ky = 1.00
Stress Factor 1.333
Point P M Lx Ly Pcap Mcap Ratio
27 2.8 1.3 6.0 41.0 12.21 16.79 30%
28 2.6 1.8 16.0 41.0 12.21 16.79 32%
29 2.4 1.7 16.0 41.0 12.21 16.79 29%
30 2.2 1.3 16.0 41.0 12.21 16.79 25%
31 2.0 1.2 16.0 41.0 12.21 16.79 23%
32 1.8 1.1 16.0 41.0 12.21 16.79 21%
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 = 120 inches
Pallet Load 400 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 3.00 k -in
fb = 3.86 ksi Fb = 33 ksi 12%
Mcap = 25.63 k -in
34.17 k -in with 1/3 increase
Defl = 0.09 in = L/ 1339
w/ 25% added to one pallet load _
M = .232 PL = 2.78 k -in 11%
L i Z
Base Plate Design
Column Load 4.3 kips
Allowable Soil 1500 psf basic
Assume Footing 20.4 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 = 5.19 in
Load factor = 1.67 M = 156 # -in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 38 psi
Fb = 5(phi)(f'c = 163 psi OK !!
Shear :
Beam fv = 18 psi Fv = 85 psi OK !!
Punching fir = 27 psi Fv = 170 psi OK !!
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 173 psi
fb = 8309 psi Fb = 37500 psi OK !!
/13
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