Plans PERMANENT PLAQUE NOT LESS THAN
a rr 50 SQ INCHES IN AREA TO BE PLACED
TYPE A IN C❑NSPICU❑US LOCATION STATING r= • y , , � 1 RECEIVED
2200# CAPACITY @ 90', 180' Code V GL/
SI41� ny 0 '� •
MAR 3 2020
MAX 1-3 COrICret. c,: a rCei
I T.. CITY OF TIGARD
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LOAD BEAM 1000* UPLIFT LOAD r „ „ CL
COLUMN-BEAM C❑NN r, nI �' v In
PERMANENT PLAQUE NOT LESS THAN
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IN C❑NSPICU❑US L❑CATION STATING
2200# CAPACITY @ 90'
3'-8' 12'-0"
MAX
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TYPE 1C" PERMANENT PLAQUE NOT LESS THAN
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IN C❑NSPICUOUS LOCATION STATING
1600# CAPACITY @ 90'
3'-8" 12'-0'
[ MAX
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• C 1.5 x 1.5 1.5 W � w N
BASEPLATE <u 1/2'� ANCHOR CI) W
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EA END TO COLUMN
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COLUMN & BASE PL 6" ¢ Y a CO\ W
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as 3 z 3 i° 0 NI w5 in I—I 0's,
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�� z0 tit QJ . J
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= LOAD BEAM 7/16'0 2'oc Z x W
o i 16 GA THICK ,.a 0 u 0t W II LU ra W O
HOOK THRU SLOTS v1 Z1-5/8x 3x� o IN COLUMN O 0 p i— 1 i E7 II v) Q W lJ Z CL I 0
p 2.75" 3/16' THK
1/8 V VERT EDGES 0 SAFETY PIN TO RESIST Z II q (1 J Q (11 Q
a.o CONNECTOR 1000# UPLIFT LOAD .. CL
0 LOAD BEAM .-4 i 4 tri
0 6 cu r COLUMN-BEAM CONN
Calculations for :
STOUT TANKS r;
TIGARD , OR
02/18/2020
Loading: 2300 # load levels
2 pallet levels @ 90, 180
Seismic per IBC 2018 10096 Utilization
Sds = 0 . 682 Sdl = 0 . 682
I = 1 . 00
144 " Load Beams
Uprights : 44 " wide
C 3 . 000x 3 . 000x 0 . 075 Columns
C 1 . 500x 1 . 500x 0 . 075 Braces
4 . 00x 7 . 00x 0 . 375 Base Plates
with 2- 0 . 500in x 3 . 25in Embed Anchor/Column
4 . 50x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
(R,q PROit
v4,�G � NFt•c•
ac 11949, �.
OFC tq$'1
IF YR DATE: 1-21 '____
11/26/2019 U.S.Seismic Design Maps
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16490 SW 72nd Ave, Tigard, OR 97224, USA
Latitude, Longitude: 45.40144, -122.74825709999999
1 General Parts Group
Oregon 6us ndss Park I II
.
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FedEx Ship Center
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SW RE ev iod St
Map data 02019
Date 11/26/2019,7:38:05 AM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D-Default(See Section 11.4.3)
Type Value Description
Ss 0.853 MCER ground motion.(for 0.2 second period)
Si 0.39 MCER ground motion.(for 1.0s period)
SMS 1.023 Site-modified spectral acceleration value
SM1 null-See Section 11.4.8 Site-modified spectral acceleration value
Sos 0.682 Numeric seismic design value at 0.2 second SA
SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null-See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null-See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.388 MCEG peak ground acceleration
FpGq 1.212 Site amplification factor at PGA
PGA 0.47 Site modified peak ground acceleration
Ti_ 16 Long-period transition period in seconds
SsRT 0.853 Probabilistic risk-targeted ground motion.(0.2 second)
SsUH 0.962 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration
, SsD 1.5 Factored deterministic acceleration value.(0.2 second)
S1 RT 0.39 Probabilistic risk-targeted ground motion.(1.0 second)
S1 UH 0.45 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. I
S1D 0.6 Factored deterministic acceleration value.(1.0 second)
PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration)
CRS 0.886 Mapped value of the risk coefficient at short periods
CR1 0.866 Mapped value of the risk coefficient at a period of 1 s
https://seismicmaps.org 1/2
IBC 2018 LOADING
SEISMIC: Ss= 85.3 % g
S1= 39.0 % g Fv= 2
T= 1.66
Soil Class D 1.5Ts = 1.14
Modified Design spectral response parameters
Sms= 102.3 % g Sds= 68.2 %g
Sm1= 78.0 % g Sd1= 52.0 % g
Sm1 EQ= 102.3 % g Sd1 EQ = 68.2 % g
Seismic Use Group 2
Seismic Design Category D
or D
le = 1
R= 3.5 R = 3
Cs = 0.1949 W Cs= 0.2273 W
Using Working Stress Design
V= Cs*W/1.4
V= 0.1392 W V= 0.1624 W
Cold Formed Channel
Depth 3.000 in Fy = 55 ksi
Flange 3.000 in
Lip 0.750 in
Thickness 0.0750 in COLUMN SECTION
R 0.1000 in
Blank = 9.96 in wt = 2.5 plf
A = 0.747 in2
Ix = 1.191 in4 Sx = 0.794 in3 Rx = 1.263 in
Iy = 0.935 in4 Sy = 0.544 in3 Ry = 1.119 in
a 2.6500 Web w/t 35.3333
a bar 2.9250 Flg w/t 35 .3333
b 2.6500 x bar 1.2423
b bar 2.9250 m 1.6690
c 0.5750 x0 -2.9114
c bar 0.7125 J 0.0014
u 0.2160 x web 1.2798
gamma 1.0000 x lip 1.7202
R' 0.1375 h/t 38.0000
Section Removing:
0.640 inch slot 0 .75 inches each side of center on web
0.375 inch hole 0.87 inches from web in each flange
A- = 0.152 in2 A' = 0.595 in2
x bar = 1.478 in
I'x = 1.014 in4 S'x= 0.676 in3 R'x= 1.305 in
I'y = 0.743 in4 S'y= 0.476 in3 R'y= 1.117 in
Cold Formed Channel
Depth 1.500 in Fy = 55 ksi
Flange 1.500 in
Lip 0.000 in
Thickness 0.0750 in BRACE SECTION
R 0.1000 in
Blank = 4.23 in wt = 1.1 plf
A = 0.317 in2
Ix = 0.125 in4 Sx = 0.166 in3 Rx = 0.627 in
Iy 0.075 in4 Sy = 0.079 in3 Ry = 0.487 in
a 1.1500 Web w/t 15.3333
a bar 1.4250 Flg w/t 17.6667
b 1.3250 x bar 0.5060
b bar 1.4625 m 0.6531
c 0.0000 x0 -1.1592
c bar 0.0000 J 0.0006
u 0.2160 x web 0.5435
gamma 0.0000 x lip 0. 9565
R' 0.1375 h/t 18 .0000
1
Cold Formed Section
HEIGHT OF BEAM 4.500 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 4.1800 2.2500 9.4050 21.1613 6.0862 0.0300 0.1254
TOP 1.4300 4.4700 6.3921 28.5727 0.0000 0.8750 1.2513
STEP SIDE 1.3650 3.6575 4.9925 18.2600 0.2119 1.7200 2.3478
STEP BOTT 0.7400 2.8450 2.1053 5.9896 0.0000 2.2200 1.6428
SHORT SID 2.5550 1.4375 3.6728 5.2797 1.3899 2.7200 6.9496
BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413
CORNERS 0.2042 4.4228 0.9031 3.9944 0.0003 0.0772 0.0158
2 0.2042 4.4228 0.9031 3.9944 0.0003 1.6728 0.3416
3 0.2042 2.8922 0.5906 1.7082 0.0003 1.7972 0.3670
4 0.2042 2.7978 0.5713 1.5984 0.0003 2.6728 0.5458
5 0.2042 0.0772 0.0158 0.0012 0.0003 2.6728 0.5458
6 0.2042 0.0772 0.0158 0.0012 0.0003 0.0772 0.0158
TOTALS 13.9252 29.3800 29.6403 90.5632 7.6901 17.9100 17.4898
AREA = 0.836 IN2
CENTER GRAVITY = 2.129 INCHES TO BASE 1.256 INCHES TO LONG SIDE
Ix = 2.110 IN4 Iy = 0.956 IN4
Sx = 0.890 IN3 Sy = 0.640 IN3
Rx = 1.589 IN Ry = 1.070 IN
B
BEAM END CONNECTOR
COLUMN MATERIAL THICKNESS = 0.075 IN
LOAD BEAM DEPTH = 4.5 IN
TOP OF BEAM TO TOP OF CONN= 0.000 IN
WELD @ BTM OF BEAM = 0.000 IN
LOAD = 2300 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 575 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 9%
CONNECTOR
6 " LONG CONNECTOR ANGLE Fy = 50 KSI
1.625 " x 3 " x 0.1875 " THICK
S = 0.131 IN3 Mcap = 3.924 K-IN
3.924 K-IN
RIVET MOMENT RESULTANT @ 0.7 IN FROM BTM OF CONN
M = PL L = 0.8 IN
Pmax = Mcap/L = 4.905 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 4.300 12.228 RIVET OK
P2 1.521 2.300 3 .498
P3 0.198 0.300 0.060
P4 0.000 0.000 0.000
TOTAL 4.563 15.786 CONNECTOR OK
WELDS
0.125 " x 4.500 " FILLET WELD UP OUTSIDE
0.125 " x 2.875 " FILLET WELD UP INSIDE
0.125 " x 1.625 " FILLET WELD UP STEP SIDE
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 = 9.00 IN A = 0.540 IN2
S = 0.405 IN3 Fv = 26.0 KSI
Mcap = 10.53 K-IN 10.53 K-IN
In Upright Plane
Seismic Load Distribution
per 2018 IBC Sds = 0.682
1.00 Allowable Stress Increase
I = 1.00 R = 4 .0
E = (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
180 2360 425 359 65
90 2360 212 180 16
O 0 0 0 0 KLx = 90 in
0 0 0 0 0 KLy = 43 in
O 0 0 0 0 A = 0.595 in
O 0 0 0 0 Pcap = 13249 lbs
---- ---- ---- ----
---- ---- ---- ----
4720 637 539 81 Column
32% Stress
Max column load = 4198 #
Min column load = -482 # Uplift
Overturning
( .6- .14Sds)D+ (0.6- .14Sds)Papp- 1.4E = -1383 # MIN
(1+0.14Sds)D+ (0 .85+0.14Sds) .7P + .91E = 3261 # MAX
REQUIRED HOLD DOWN = -1383 #
Anchors: 1
T = 1383 #
2 0.5 in dia HILTI TZ
3.25 inches embed in 3500psi concrete
Tcap = 3104 # 45% Stressed
V = 283 # per leg Vcap = 5103 # = 6% Stressed
COMBINED = 50% Stressed
OK
Braces:
Brace height = 43 "
Brace width = 44 "
Length = 62 "
P = 754 #
Use : C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 126
Pcap = 3015 # 25%
Io
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2018 IBC Sds = 0.682
1.00 Allowable Stress Increase
I = 1.00 R = 4.0
E _ (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
180 2360 425 407 73
90 60 5 5 0
O 0 0 0 0 KLx = 90 in
O 0 0 0 0 KLy = 43 in
O 0 0 0 0 A = 0.595 in
O 0 0 0 0 Pcap = 13249 lbs
2420 430 413 74 Column
22% Stress
Max column load = 2887 #
Min column load = -583 # Uplift
Overturning
( .6-.14Sds)D+ (0.6-.14Sds)Papp- 1.4E = -1417 # MIN
(1+0.14Sds)D+ (0.85+0.14Sds) .7P + .91E = 2397 # MAX
REQUIRED HOLD DOWN = -1417 #
Anchors: 1
T = 1417 #
2 0.5 in dia HILTI TZ
3.25 inches embed in 3500psi concrete
Tcap = 3104 # 46% Stressed
V = 206 # per leg Vcap = 5103 # = 4t Stressed
COMBINED = 50% Stressed
OK
Braces:
Brace height = 43 "
Brace width = 44 "
Length = 62 "
P = 577 #
Use : C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 126
Pcap = 3015 # 19%
//
PAGE 1
MSU STRESS-11 VERSION 9/89 --- DATE: 02/18/<0 --- TIME OF DAY: 08:37:22
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 2 Levels
Type Plane Frame
Number of Joints 10
Number of Supports 6
Number of Members 10
Number of Loadings 1
Joint Coordinates
1 0.0 90.0 S 2 5 8 10
2 0.0 180.0 S
3 73 .5 0.0 S
4 73 .5 90.0
5 73.5 180.0
6 220.5 0.0 S 1 4 7 9
7 220.5 90.0
8 220.5 180.0
9 294.0 90.0 S
10 294.0 180.0 S 6
Joint Releases 3
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 0.836 Ay 0.585 Iz 2.110
3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
7 Thru 10 Prismatic Ax 0.836 Ay 0.585 Iz 2.110
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
4 Force Y -1.18
5 Force Y -1.18
7 Force Y -1.18
8 Force Y -1.18
4 Force X 0.032
It
PAGE 2
MSU STRESS-11 VERSION 9/89 --- DATE: 02/18/<0 --- TIME OF DAY: 08:37:22
5 Force X 0.064
7 Force X 0.032
8 Force X 0.064
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2018 IBC
wi di widi2 fi fidi
# in #
2360 0.9952 2337 64 63 .7 32 64
2360 1.2594 3743 128 161.2 64 128
O 0.0000 0 0 0.0 0 0
O 0.0000 0 0 0.0 0 0
O 0.0000 0 0 0.0 0 0
O 0.0000 0 0 0.0 0 0
4720 6081 192 224.9 192
g = 32.2 ft/sec2 T = 1.6620 sec
I = 1.00 Cs = 0.0684 or 0.1137
Sdl = 0.682 Cs min = 0.08525
R = 6 Cs = 0.0852
V = (Cs*I*.7)*W* .7
V = 0.0597 W* .7
= 192 # 100
13
PAGE 3
• MSU STRESS-11 VERSION 9/89 --- DATE: 02/18/<0 --- TIME OF DAY: 08:37:22
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 -5.24
2 2 0.000 -0.019 0.00
2 5 0.000 0.019 -1.38
3 3 2.352 0.095 0.00
3 4 -2.352 -0.095 8.58
4 4 1.176 0.060 2.22
4 5 -1.176 -0.060 3.18
5 6 2.352 0.097 0.00
5 7 -2.352 -0. 097 8.70
6 7 1.176 0.068 2.54
6 8 -1. 176 -0. 068 3.58
7 4 -0 . 003 -0.075 -5.56
7 7 0.003 0.075
8 7 0.000 -0.079 l2/ • �.vNe
_ -.,rw
8 9 0.000 0.079 0.00 N676.
9 5 0.004 -0.023 -1.80
9 8 -0.004 0 .023 -1.59
10 8 0.000 -0.027 -2.00
10 10 0.000 0.027 0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
4 0.032 -1.180 0.00
5 0.064 -1.180 0.00
7 0.032 -1.180 0.00
8 0,064 -1.180 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
/4
PAGE 4
MSU STRESS-11 VERSION 9/89 --- DATE: 02/18/<0 --- TIME OF DAY: 08:37:22
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.071 0 . 00
2 0.000 -0.019 0.00
3 -0.095 2.352 0.00
6 -0.097 2.352 0.00
9 0.000 0.079 0.00
10 0.000 0. 027 0.00
FREE JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
4 0.9952 -0.0123 -0.0023
5 1.2594 -0.0184 -0.0008
7 0.9952 -0.0123 -0.0022
8 1.2594 -0.0184 -0.0006
SUPPORT JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
1 0.9952 0.0000 0.0009
2 1.2594 0.0000 0.0000
3 0.0000 0.0000 -0.0154
6 0. 0000 0.0000 -0.0155
9 0.9952 0.0000 0.0013
10 1.2594 0.0000 0.0006
Beam-Column Check
C 3.000x 3.000x 0.075 Fy = 55 ksi
A = 0.595 in2
Sx = 0.676 in3
Rx = 1.305 in Ry = 1.117 in
kx = 1.00 ky = 1.00
Stress Factor 1.000
Point P M Lx Ly Pcap Mcap Ratio
7 2.4 8.7 90.0 43.0 13 .25 22.30 57%
8 1.2 3.6 90.0 43.0 13.25 22.30 25%
O 0.0 0.0 90.0 43.0 13.25 22.30 0%
O 0.0 0.0 90.0 43.0 13.25 22.30 0%
O 0.0 0.0 90.0 43.0 13.25 22.30 0%
O 0.0 0.0 90.0 43.0 13.25 22.30 0%
Load Beam Check
4.50x 2.750x 0.060 Fy = 55 ksi
A = 0.836 in2 E = 29,500 E3 ksi
Sx = 0.890 in3 Ix = 2.110 in4
Length = 144 inches
Pallet Load 2300 lbs
Assume 0.5 pallet load on each beam
M = PL/8= 20.70 k-in
fb = 23 .27 ksi Fb = 33 ksi 71%
Mcap = 29.36 k-in
39.14 k-in with 1/3 increase
Defl = 0.72 in = L/ 200
w/ 25% added to one pallet load
M = .22 PL = 18.22 k-in 62%
g'
Base Plate Design
Column Load 3.1 kips
Allowable Soil 1500 psf basic
Assume Footing 17.4 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"‘2/3
Use 4 "square base plate
w = 10.4 psi 1 = 3.69 in
Load factor = 1.67 M = 79 #-in
6 in thick slab f'c = 3500 psi
s = 6.00 in3 fb = 13 psi
Fb = 5 (phi) (f'c".5) = 177 psi OK ! !
Shear :
Beam fv = 11 psi Fv = 79 psi OK ! !
Punching fv = 15 psi Fv = 158 psi OK ! !
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 197 psi
fb = 9446 psi Fb = 37500 psi OK ! !
f ,
Calculations for :
STOUT TANKS
TIGARD , OR
02/18/2020
Loading: 2300 # load level @ 124"
Seismic per IBC 2018 100% Utilization
Sds = 0 . 682 Shc = 0 . 682
I = 1 . 00
144 " 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 1- 0 . 500in x 3 . 25in Embed Anchor/Column
4 . 50x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2018 IBC Sds = 0.682
1.00 Allowable Stress Increase
I = 1.00 R = 4.0
E = (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
124 2360 293 402 50
0 0 0 0 0
0 0 0 0 0 KLx = 210.8 in
0 0 0 0 0 KLy = 41 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 3465 lbs
---- ---- ---- ----
---- ---- ---- ----
2360 293 402 50 Column
67% Stress
Max column load = 2314 #
Min column load = -67 # Uplift
Overturning
( .6-.14Sds)D+ (0.6-.14Sds)Papp- 1.4E = -740 # MIN
(1+0.14Sds)D+ (0.85+0.14Sds) .7P + .91E = 1870 # MAX
REQUIRED HOLD DOWN = -740 #
Anchors: 1
T = 740 #
1 0.5 in dia HILTI TZ
3.25 inches embed in 3500psi concrete
Tcap = 2025 # 37% Stressed
V = 201 # per leg Vcap = 2551 # = 8% Stressed
COMBINED = 44% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 44 "
Length = 60 "
P = 550 #
Use : C 1.500x 1.500x 0.060
A = 0.278 in
L/r = 113
Pcap = 3301 # 17%
PAGE 1
MSU STRESS-11 VERSION 9/89 --- DATE: 02/18/<0 --- TIME OF DAY: 08:50:17
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 1 Levels
Type Plane Frame
Number of Joints 6
Number of Supports 4
Number of Members 5
Number of Loadings 1
Joint Coordinates
1 0 . 0 124.0 S 1 3 5 6
2 73 .5 0.0 S
3 73.5 124.0
4 220.5 0.0 S
5 220.5 124.0
6 294.0 124.0 S 2 4
Joint Releases
1 Force X Moment Z
6 Force X Moment Z
2 Moment Z
4 Moment Z
Member Incidences
1 1 3
2 2 3
3 4 5
4 3 5
5 5 6
Member Properties
1 Prismatic Ax 1.500 Ay 0.800 Iz 7.600
2 Thru 3 Prismatic Ax 0.600 Ay 0.300 Iz 1. 000
4 Thru 5 Prismatic Ax 1.500 Ay 0.800 Iz 7.600
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
3 Force Y -1.18
5 Force Y -1.18
3 Force X 0.071
5 Force X 0.071
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
PAGE 2
MSU STRESS-11 VERSION 9/89 --- DATE: 02/18/<0 --- TIME OF DAY: 08:50:17
Structure Storage Rack in Load Beam Plane 1 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.056 0.00
1 3 0.000 0.056 -4.10
2 2 1.176 0.071 0.00
2 3 -1.176 -0.071 8.75
3 4 1.176 0.071 0.00
3 5 -1.176 -0.071 8.86
4 3 0.000 -0.060 -4 .64
4 5 0.000 0.060 -4 .16
5 5 0.000 -0.064 (4.70.N. ,6j.1.4
5 6 0.000 0.064 v.0 , `
"
-
APPLIED JOINT LOADS, FREE JOINTS /�
JOINT FORCE X FORCE Y MOMENT Z
3 0.071 -1.180 0.00
5 0.071 -1.180 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.056 0.00
2 -0.071 1.176 0.00
4 -0.071 1.176 0.00
6 0.000 0.064 0.00
FREE JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
3 1.6199 -0.0084 -0.0006
5 1.6199 -0.0084 -0.0004
V
PAGE 3
MSU STRESS-11 VERSION 9/89 --- DATE: 02/18/<0 --- TIME OF DAY: 08:50:17
SUPPORT JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
1 1.6199 0.0000 0.0001
2 0.0000 0.0000 -0.0193
4 0.0000 0.0000 -0.0194
6 1.6199 0.0000 0.0004
Seismic Analysis per 2018 IBC
wi di widi2 fi fidi
# in #
2360 1.6199 6193 142 230.0 70 141
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
0 0.0000 0 0 0.0 0 0
0 0.0000 0 0 0.0 0 0
2360 6193 142 230.0 141
g = 32.2 ft/sec2 T = 1.6585 sec
I = 1.00 Cs = 0.0685 or 0.1137
Sdl = 0.682 Cs min = 0.08525
R = 6 Cs = 0.0852
V = (Cs*I* .7) *W
V = 0.0597 W
= 141 # 99%-
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 = 1.70 ky = 1.00
Stress Factor 1.000
Point P M Lx Ly Pcap Mcap Ratio
5 1.2 8.9 124.0 41.0 3.47 22.30 74%
0 0.0 0.0 124.0 41.0 3.47 22.30 0%
0 0.0 0.0 124.0 41.0 3.47 22.30 0%
0 0.0 0.0 124.0 41.0 3.47 22.30 0%
0 0.0 0.0 124.0 41.0 3.47 22.30 0%
0 0.0 0.0 124.0 41.0 3.47 22.30 0%
Load Beam Check
4.50x 2.750x 0.060 Fy = 55 ksi
A = 0.836 in2 E = 29,500 E3 ksi
Sx = 0.890 in3 Ix = 2 .110 in4
Length = 144 inches
Pallet Load 2300 lbs
Assume 0.5 pallet load on each beam
M = PL/8= 20.70 k-in
fb = 23.27 ksi Fb = 33 ksi 71%
Mcap = 29.36 k-in
39.14 k-in with 1/3 increase
Defl = 0.72 in = L/ 200
w/ 25% added to one pallet load
M = .22 PL = 18.22 k-in 62%
Z3
Base Plate Design
Column Load 1.5 kips
Allowable Soil 1500 psf basic
Assume Footing 11.8 in square on side
Soil Pressure 1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1A2/3
Use 5 "square base plate
w = 10.4 psi 1 = 0.41 in
Load factor = 1.67 M = 1 #-in
6 in thick slab f'c = 3500 psi
s = 6.00 in3 fb = 0 psi
Fb = 5(phi) (f'c'.5) = 177 psi OK ! !
Shear :
Beam fv = 1 psi Fv = 79 psi OK 11
Punching fv = 1 psi Fir = 158 psi OK ! !
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 58 psi
fb = 2793 psi Fb = 37500 psi OK ! !
Calculations for :
STOUT TANK
S
TIGARD , OR
02/18/2020
Loading: 1600 # load level @ 120"
Seismic per IBC 2018 100% Utilization
Sds = 0 . 682 Shc = 0 . 682
I = 1 . 00
144 " Load Beams
Uprights : 44 " wide
C 3 . 000x 1 . 625x 0 . 075 Columns
C 1 . 500x 1 . 500x 0 . 060 Braces
3 . 00x 4 . 00x 0 . 130 Base Plates
with 1- 0 . 500in x 3 . 25in Embed Anchor/Column
4 . 50x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
i f
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 0.300 in
Thickness 0.0600 in BRACE SECTION
R 0.1000 in
Blank = 4.64 in wt = 0 .9 plf
A = 0.278 in2
Ix = 0.108 in4 Sx = 0.145 in3 Rx = 0.624 in
Iy = 0.079 in4 Sy = 0. 088 in3 Ry = 0.532 in
a 1.1800 Web w/t 19.6667
a bar 1.4400 Flg w/t 19.6667
b 1.1800 x bar 0.5802
b bar 1.4400 m 0.8072
c 0.1400 x0 -1.3875
c bar 0.2700 J 0.0003
u 0.2042 x web 0.6102
gamma 1.0000 x lip 0.8898
R' 0.1300 h/t 23.0000
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2018 IBC Sds = 0 .682
1.00 Allowable Stress Increase
I = 1.00 R = 4 .0
E = (Sds/R) *I*P1
Weight
60 # per level frame weight
Columns @ 44 "
Levels Load WiHi Fi FiHi Column:
(inches) (#) (k-in) (#) (k-in) C 3.000x 1.625x 0.075
120 1660 199 283 34
O 0 0 0 0
O 0 0 0 0 KLx = 204 in
O 0 0 0 0 KLy = 50 in
O 0 0 0 0 A = 0.389 in
O 0 0 0 0 Pcap = 2090 lbs
---- ---- ---- ----
---- ---- ---- ----
1660 199 283 34 Column
77% Stress
Max column load = 1602 #
Min column load = -21 # Uplift
Overturning
(.6- .14Sds)D+ (0.6-.14Sds)Papp- 1.4E = -488 # MIN
(1+0.14Sds)D+ (0.85+0.14Sds) .7P + .91E = 1295 # MAX
REQUIRED HOLD DOWN = -488 #
Anchors: 1
T = 488 #
1 0.5 in dia HILTI TZ
3.25 inches embed in 3500psi concrete
Tcap = 2025 # 24% Stressed
V = 142 # per leg Vcap = 2551 # = 6% Stressed
COMBINED = 30% Stressed
OK
Braces:
Brace height = 50 "
Brace width = 44 "
Length = 67 "
P = 428 #
Use : C 1.500x 1.500x 0.060
A = 0.278 in
L/r = 125
Pcap = 2692 # 16%
V
PAGE 1
" MSU STRESS-11 VERSION 9/89 --- DATE: 02/18/<0 --- TIME OF DAY: 09:06:56
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 1 Levels
Type Plane Frame
Number of Joints 6
Number of Supports 4
Number of Members 5
Number of Loadings 1
Joint Coordinates
1 0.0 124.0 S
2 73.5 0.0 S 1 3 5 6
3 73.5 124.0
4 220.5 0.0 S
5 220.5 124.0
6 294.0 124.0 S 2 4
Joint Releases
1 Force X Moment Z
6 Force X Moment Z
2 Moment Z
4 Moment Z
Member Incidences
1 1 3
2 2 3
3 4 5
4 3 5
5 5 6
Member Properties
1 Prismatic Ax 1.500 Ay 0.800 Iz 7.600
2 Thru 3 Prismatic Ax 0.400 Ay 0.200 Iz 0.600
4 Thru 5 Prismatic Ax 1.500 Ay 0.800 Iz 7.600
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
3 Force Y -1.18
5 Force Y -1.18
3 Force X 0.05
5 Force X 0.05
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
7
PAGE 2
MSU STRESS-11 VERSION 9/89 --- DATE: 02/18/<0 --- TIME OF DAY: 09:06:56
Structure Storage Rack in Load Beam Plane 1 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.036 0.00
1 3 0.000 0.036 -2.68
2 2 1.174 0.050 0.00
2 3 -1.174 -0.050 6.15
3 4 1.174 0.050 0.00
3 5 -1.174 -0.050 6.25
4 3 0.000 -0.042 -3.47
4 5 0.000 0.042 -2.73
5 5 0.000 -0.048 iialla /1'f, CC,N/u
5 6 0.000 0.048 0.00
Air-
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
3 0.050 -1.180 0.00
5 0.050 -1.180 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.036 0.00
2 -0.050 1.174 0. 00
4 -0.050 1.174 0. 00
6 0.000 0.048 0.00
FREE JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
3 1.8721 -0.0126 -0.0005
5 1.8721 -0.0126 -0.0002
11
PAGE 3
.MSU STRESS-11 VERSION 9/89 --- DATE: 02/18/<0 --- TIME OF DAY: 09:06:56
SUPPORT JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
1 1.8721 0.0000 0.0000
2 0.0000 0.0000 -0.0224
4 0.0000 0.0000 -0.0225
6 1.8721 0.0000 0.0004
Seismic Analysis per 2018 IBC
wi di widi2 fi fidi
# in #
1660 1.8721 5818 100 187.2 50 99
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
0 0.0000 0 0 0.0 0 0
1660 5818 100 187.2 99
4 = 32.2 ft/sec2 T = 1.7819 sec
I = 1.00 Cs = 0.0638 or 0.1137
Sdl = 0.682 Cs min = 0.08525
R = 6 Cs = 0.0852
V = (Cs*I*.7) *W
V = 0.0597 W
= 99 # 99%
Beam-Column Check
C 3.000x 1.625x 0.075 Fy = 55 ksi '
A = 0.389 in2
Sx = 0.382 in3
Rx = 1.213 in Ry = 0.665 in
kx = 1.70 ky = 1.00
Stress Factor 1.000
Point P M Lx Ly Pcap Mcap Ratio
5 0.8 6.3 120.0 50.0 2.09 12.60 90%
0 0.0 0.0 120.0 50.0 2.09 12.60 0%
0 0.0 0.0 120.0 50.0 2.09 12.60 0%
0 0.0 0.0 120.0 50.0 2.09 12.60 0%
0 0. 0 0.0 120.0 50.0 2.09 12.60 0%
0 0.0 0.0 120.0 50.0 2.09 12.60 0%
Load Beam Check
4.50x 2.750x 0.060 Fy = 55 ksi
A = 0.836 in2 E = 29,500 E3 ksi
Sx = 0.890 in3 Ix = 2.110 in4
Length = 144 inches
Pallet Load 1600 lbs
Assume 0.5 pallet load on each beam
M = PL/8= 14.40 k-in
fb = 16.19 ksi Fb = 33 ksi 49%
Mcap = 29.36 k-in
39.14 k-in with 1/3 increase
Defl = 0.50 in = L/ 288
w/ 25% added to one pallet load
M = .22 PL = 12.67 k-in 43%
(/---
�1
4 t
Base Plate Design
Column Load 1.0 kips
Allowable Soil 1500 psf basic
Assume Footing 9.8 in square on side
Soil Pressure 1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1A2/3
Use 3 "square base plate
w = 10.4 psi 1 = 0.42 in
Load factor = 1.67 M = 1 #-in
6 in thick slab f'c = 3500 psi
s = 6.00 in3 fb = 0 psi
Fb = 5 (phi) (f'cA .5) = 177 psi OK ! !
Shear :
Beam fv = 1 psi Fv = 79 psi OK ! !
Punching fv = 1 psi Fv = 158 psi OK ! !
Base Plate Bending Use 0.13 " thick
1 = 1.5 in w = 112 psi
fb = 44839 psi Fb = 37500 psi Upsize