Plans RECEIVED
JUN 15 2010
CITY OF TIGARD
BUILDING DIVISION
ill NORM 7373 SE Milwaukee, OR 97268
PO Box 68348 - Portland, OR 97268
Brian Ferrick, Sales Representative
OF OREGON, INC. Cell 503-519-3043
FAX: 503-653-2536
City of Tigard 6ttedei0-00//2.13125 SW Hall Blvd
Tigard OR 97223
Dan Nelson
In regards to Stone and Wood Outlet at 6777 SW Bonita Building B suite 120
The racks are 288 square feet They will be storing some wood flooring below 10' high if
required all wood can be stored on the floor. The racks will have stone tile on wood pallets to 20'
high top of product.
The racks will have open wire decking.
It is one single row of racking so there are no aisles
The stone tile would probably be considered a class I commodity
Commodity class IV
Thank you
• Brian Ferrick
Cell phone 503-519-3043
PERMANENT PLAQUE NOT LESS THAN RECEIVED
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS L❑CATION STATING JUN 15 2010
3600# CAPACITY @ 48', 96', 144', 192'
3'-0' - 8'-0' CT CITY OFTIGARD
���p PROFF�. BUILDING DIVISION CY
w LOAD BEAM ��.`,G I N e ,2 O
CONNECT❑R 1194•
•
4'-0' i
0., ;;* .
LOAD BEAM ID ��e 3, ��, Q
J. Re LD
CONNECTOR r-+
z 4'-0' EXP. DATL: 12/ U/D� t-
J
0 16'-0" t� LOAD BEAM m O ai
CONNECTOR ai
4'-0'
z W
L❑AD BEAM
J m m I-
.
BRACE / u ~ ~ V)
CONNECTOR
1--
LU
> > J
UPRIGHT LOAD BEAM ELEVATI❑N U) I-
N D13
I- in v) J
a_ w a , z f- Q P4
0
Q (� o La D CC
- z I D -- r �. D O
f
y u Q' Ul
14 GA THK 0� o COLUMN 3' U o O Q
—� 3
3' v 3/8x 4x 7 BASEPLATE to J U J U I--1
4'x C 1.5 x 1.25 1.5 C`) 1/2'0 ANCHORS I�
3/8x 4x 7' w � � w U
BASEPLATE 14 GA THK I—I 1/8 ►1-1/2' pq V) a) 06 Z
2' OF 1/8' r EA SIDE w X Q (� W
(2) 1/2'0 ANCHORS FILLET WELD BRACE X J w > w O
3' EA END TO COLUMN :=' FF ° �, o W Pa a BRACE
Pi
3.25' u w w Q F . Z
c., 1/8 F1-1/2' EA FACE • I ' N (� f- Z U' O
0 1/8' �1' S"
co COLUMN & BASE PL �Pc, ! 5' CONCRETE SLAB ON GRADE _J Cam_) (4 IO N Q CY I I— ()
° COLUMN BASE X-SECTI❑N U 3 ZZ 3 !I, z ~ w I I
N BRACE CENN pa II U ° W ~ z J 1
>,J : J v) J w O L 1
■01.1 < n < r-. z ~ Q
a N � L W � w Z
,., 'I U
m,, N > PqM ❑_
o ► . Ui II w (�
cs, 1-5/8'H x 1' W (2) PIN CONN 0 CONNECTOR L J o z
N
z 4L_[ '� STEP 0 (2) AISI A502-2 RIVETS z 0 0 Q Q U W ix
v) Q
LOAD BEAM 7/16'0 4'oc 0 W (D '-' ` I
g 14 GA THICK `D H❑❑K THRU SLOTS o 0 �' C') II Z C D U
.0 1-5/8x 3x o U ,• p W II �, W ( Q = z W o 8 3/16' THK IN C❑LUMN CI II Ld I--- < U ,-, Cc.75" 1/8V VERT EDGES 0 o II w Q w o Z c�
g CONNECTOR 0
o SAFETY PIN TO RESIST Z II Q (/) J Q CO 0
0 1000# UPLIFT LOAD ,� ^_ ^ ^ ^_ Q
o LOAD BEAM
COLUMN-BEAM CONN .� M CL
6
Calculations for :
STONE & WOOD OUTLET
TIGARD , OR
06/08/2010
Loading: 3600 # load levels
4 pallet levels @ 48 , 96, 144 , 192
Seismic per IBC 2006 100% Utilization
Sds = 0 . 707 Sdl = 0 . 387
I = 1 . 00
96 " Load Beams
Uprights : 36 " 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
•,���.EO P�aF�s'
F
11949
ff'
N. J
fXf', DATE: 12/ (7-7
Conterminous 48 States
•
2005 ASCE 7 Standard
Latitude = 45.4152
•
Longitude = -122.7461
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
SiteClassB - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05000000074505806 deg grid spacing
Period Sa
(sec) (g)
0.2 0.942 (Ss, Site Class B)
1.0 0.338 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.4152
Longitude = -122.7461
Spectral Response Accelerations SMs and SM1
SMs = Fax Ss and SM1 = FvxS1
Site Class D - Fa = 1.123 ,Fv = 1.725
Period Sa
(sec) (g)
0.2 1.058 (SMs, Site Class D)
1.0 0.583 (SM1, Site Class D)
IBC 2006 LOADING
SEISMIC: Ss= 94.2 %g
S1= 33.8 %g
Soil Class D
Modified Design spectral response parameters
Sms= 105.8 %g Sds= 70.5 % g
Sm1= 58.3 %g Sd1= 38.9 %g
Seismic Use Group 2
Seismic Design Category D
or D
le= 1
R = 4 R= 6
Cs = 0.1763 W Cs= 0.1176 W
Using Working Stress Design
V= Cs`W/1.4
V= 0.1260 W V= 0.0840 W •
Cold Formed Channel
. Depth 3.000 in Fy = 55 ksi
Flange 3 .000 in
Lip 0.750 in
Thickness 0.0750 in COLUMN SECTION
• R 0.1000 in
Blank = 9.96 in wt = 2.5 plf
A = 0.747 in2
Ix = 1.191 in4 Sx = 0.794 in3 Rx = 1.263 in
Iy = 0. 935 in4 Sy = 0.544 in3 Ry = 1. 119 in
a 2.6500 Web w/t 35.3333
a bar 2.9250 Flg w/t 35.3333
b 2 .6500 x bar 1.2423
b bar 2.9250 m 1.6690
c 0.5750 x0 -2.9114
c bar 0.7125 J 0.0014
u 0.2160 x web 1.2798
gamma 1.0000 x lip 1.7202
R' 0.1375 h/t 38.0000
Section Removing:
0.640 inch slot 0.75 inches each side of center on web
0.375 inch hole 0.87 inches from web in each flange
A- = 0.152 in2 A' = 0.595 in2
x bar = 1.478 in
I'x = 1.014 in4 S'x= 0.676 in3 R'x= 1.305 in
I'y = 0.743 in4 S'y= 0.476 in3 R'y= 1. 117 in
Cold Formed Channel
. Depth 1.500 in Fy = 55 ksi
Flange 1.250 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
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 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 .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
BEAM END CONNECTOR
COLUMN MATERIAL THICKNESS = 0.075 IN
LOAD BEAM DEPTH = 4 IN
TOP OF BEAM TO TOP OF CONN= 0.300 IN
WELD @ BTM OF BEAM = 0.000 IN
LOAD = 3600 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 900 LBS EACH
RIVETS
2 RIVETS @ 4 " oc 0.4375 " DIA A502-2
1st @ 1 "BELOW TOP OF CONNECTOR
AREA = 0.150 IN2 EACH Fv = 22.0 KSI
Vcap = 3.307 KIPS EACH RIVET
BEARING Fb = 65.0 KSI
BRG CAP= 2 .133 KIPS EACH RIVET
TOTAL RIVET VERTICAL CAPACITY = 4.266 KIPS 21%
CONNECTOR
6 " LONG CONNECTOR ANGLE Fy = 50 KSI
1.625 " x 3 " x 0.1875 " THICK
S = 0.131 IN3 Mcap = 3.924 K-IN
W/ 1/3 INCREASE = 5.232 K-IN
RIVET MOMENT RESULTANT @ 0. 15 IN FROM BTM OF CONN
M = PL L = 1.55 IN
Pmax = Mcap/L = 3 .375 KIPS
RIVET LOAD DIST MOMENT
P1 2 .844 4 .850 13 .792 RIVET OK
P2 0.498 0.850 0.424
P3 0.000 0.000 0.000
P4 0.000 0.000 0.000
TOTAL 3 .342 14.216 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 0.08 " THICK WELD
L = 8.00 IN A = 0.640 IN2
S = 0.427 IN3 Fir = 26.0 KSI
Mcap = 11.09 K-IN W/1/3 INCR= 14.79 K-IN
In Upright Plane •
Seismic Load Distribution
per 2006 IBC Ca = 0.283
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 ® 36 "
Levels Load WiHi Fi FiHi Column:
(inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075
192 3660 703 495 95
144 3660 527 371 53
96 3660 351 248 24 KLx = 48 in
48 3660 176 124 6 KLy = 43 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 21190 lbs
14640 1757 1238 178 Column
58% Stress
Max column load = 12271 #
Min column load = -47 # Uplift
Overturning
OTM = 178.2 K-IN X 1.15 = 205.0 K-IN
RM = 175.7 K-IN
REQUIRED HOLD DOWN = 0.81 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 814 # 2
2 0.5 " diameter Hilti TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 29% Stressed
V = 619 # per leg Vcap = 2181 # = 28% Stressed
COMBINED = 25% Stressed
OK
Braces:
Brace height = 43 "
Brace width = 36 "
Length = 56 "
P = 1928 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 139
Pcap = 2933 # 66%
•
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2006 IBC Ca = 0.283
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 @ 36 "
Levels Load WiHi Fi FiHi Column:
(inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075
192 3660 703 473 91
144 60 9 6 1
96 60 6 4 0 KLx = 48 in
48 60 3 2 0 KLy = 43 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 21190 lbs
3840 720 485 92 Column
21% Stress
Max column load = 4479 #
Min column load = -639 # Uplift
Overturning
OTM = 92.1 K-IN X 1.15 = 105.9 K-IN
RM = 69.1 K-IN
REQUIRED HOLD DOWN = 1.02 KIPS
Anchors: Special Inspection(Y or N) ? YES 2
T = 1022 # 2
2 0.5 " diameter Hilti TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 36% Stressed
V = 242 # per leg Vcap = 2181 # = 11% Stressed
COMBINED = 21% Stressed
OK
Braces:
Brace height = 43 "
Brace width = 36 "
Length = 56 "
P = 755 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 139
Pcap = 2933 # 26%
PAGE 1
MSU STRESS-11 VERSION 9/89 --- DATE: 06/08/;0 --- TIME OF DAY: 17:01:11
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 4 Levels
Type Plane Frame
Number of Joints 18
Number of Supports 10
Number of Members 20
Number of Loadings 1
Joint Coordinates
1 0.0 48.0 S 4 9 14 18
2 0.0 96. 0 S
3 0.0 144 .0 S 3 8 13 17
4 0.0 192.0 S
5 49.5 0. 0 S
6 49.5 48.0 2 7 12 16
7 49.5 96.0
8 49.5 144 . 0
9 49.5 192.0 1 6 11 15
10 148.5 0. 0 S
11 148.5 48.0 5 10
12 148.5 96.0
13 148.5 144 .0
14 148.5 192 .0
15 198.0 48.0 S
16 198 .0 96.0 S
17 198.0 144 . 0 S
18 198.0 192. 0 S
Joint Releases
5 Moment Z
10 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
4 Force X Moment Z
15 Force X Moment Z
16 Force X Moment Z
17 Force X Moment Z
18 Force X Moment Z
Member Incidences
1 1 6
2 2 7
3 3 8
4 4 9
5 5 6
6 6 7
7 7 8
8 8 9
9 10 11
10 11 12
11 12 13
PAGE 2
MSU STRESS-11 VERSION 9/89 --- DATE: 06/08/;0 --- TIME OF DAY: 17:01:11
12 13 14
13 6 11
14 11 15
15 7 12
16 12 16
17 8 13
18 13 17
19 9 14
20 14 18
Member Properties
1 Thru 4 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
5 Thru 12 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
13 Thru 20 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
6 Force Y -1.830
7 Force Y -1.830
8 Force Y -1.830
9 Force Y -1.830
11 Force Y -1.830
12 Force Y -1.830
13 Force Y -1.830
14 Force Y -1.830
6 Force X 0.035
7 Force X 0.069
8 Force X 0.104
9 Force X 0.139
, 11 Force X 0.035
12 Force X 0.069
13 Force X 0.104
. 14 Force X 0.139
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2006 IBC
wi di widi2 fi fidi
in
3660 0.6054 1341 70 42.4 35 70
3660 0.8393 2578 138 115.8 69 138
3660 1.0001 3661 208 208.0 104 208
3660 1.0917 4362 278 303.5 139 278
0 0.0000 0 0 0.0 0 0
0 0.0000 0 0 0.0 0 0
14640 11942 694 669.7 693
g = 32.2 ft/sect T = 1.3498 sec
I = 1.00 Cs = 0.0633 or 0.2827
Cv = 0.386666 Cs min = .14*Sds= 0.0989 or 1.5%
R = 6 Cs = 0.0989
LF = 1.4 V = (Cs*I) /(LF) *W*.67
V = 0.070666 W*.67
693 # 100%
PAGE 3
MSU STRESS-11 VERSION 9/89 --- DATE: 06/08/;0 --- TIME OF DAY: 17:01:11 .
Structure Storage Rack in Load Beam Plane 4 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.216 0.00
1 6 0.000 0.216 -10.71
2 2 0.000 -0.105 0.00
2 7 0.000 0.105 -5.21
3 3 0.000 -0.047 0.00
3 8 0.000 0.047 -2.34
4 4 0.000 -0.001 0.00
4 9 0.000 0.001 -0.04
5 5 7.185 0.342 0.00
5 6 -7.185 -0.342 16.42
6 6 5.374 0.287 6.08
6 7 -5.374 -0.287 7.71
7 7 3.577 0.209 4.62
7 8 -3.577 -0.209 5.42
8 8 1.792 0.088 1.75
8 9 -1.792 -0.088 2.46
9 10 7.185 0.352 0.00
9 11 -7.185 -0.352 16.89
10 11 5.374 0.337 7.17
10 12 -5.374 -0.337 9.00
11 12 3.577 0.277 6.20
11 13 -3.577 -0.277 7.09
12 13 1.792 0.190 3.96
12 14 -1.792 -0.190 5.17
13 6 -0.020 -0.235 -11.79
13 11 0.020 0.235 - • 9
14 11 0.000 -0.254 41110 /44x, GivoU
14 15 0.000 0.254 • . s0
15 7 -0.009 -0.139 -7.12 /4,44.41X/r-
15 12 0.009 0.139 -6.64
16 12 0.000 -0.173 -8.55
16 16 0.000 0.173 0.00
17 8 -0.017 -0.092 -4.84
17 13 0.017 0.092 -4.27
18 13 0.000 -0.137 -6.77
18 17 0.000 0.137 0.00
19 9 0.051 -0.039 -2.42
19 14 -0.051 0.039 -1.39 •
20 14 0.000 -0.076 -3.78
20 18 0.000 0.076 0.00
11
PAGE 4
MS.0 STRESS-11 VERSION 9/89 --- DATE: 06/08/;0 --- TIME OF DAY: 17:01:11
APPLIED JOINT LOADS, FREE JOINTS
• JOINT FORCE X FORCE Y MOMENT Z
6 0.035 -1.830 0.00
7 0.069 -1.830 0.00
8 0.104 -1.830 0.00
9 0.139 -1.830 0.00
11 0.035 -1.830 0.00
12 0.069 -1.830 0.00
13 0.104 -1.830 0.00
14 0.139 -1.830 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.216 0.00
2 0.000 -0. 105 0.00
3 0.000 -0.047 0.00
4 0.000 -0.001 0.00
5 -0.342 7.185 0.00
10 -0.352 7.185 0.00
15 0.000 0.254 0.00
16 0.000 0.173 0.00
17 0.000 0.137 0.00
18 0.000 0.076 0.00
FREE JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
6 0.6054 -0.0200 -0. 0036
7 0.8393 -0.0349 -0.0023
8 1.0001 -0.0449 -0.0016
9 1.0917 -0.0499 -0 . 0010
11 0.6055 -0.0200 -0.0033
12 0.8393 -0.0349 -0. 0018
13 1. 0002 -0.0449 -0. 0011
14 1.0915 -0.0499 -0. 0001
SUPPORT JOINT DISPLACEMENTS
12
PAGE 5
MSU STRESS-11 VERSION 9/89 --- DATE: 06/08/;0 --- TIME OF DAY: 17:01:11
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
1 0.6054 0.0000 0.0011
2 0.8393 0.0000 0.0000
3 1.0001 0.0000 -0.0006
4 1.0917 0.0000 -0.0010
5 0.0000 0.0000 -0.0170
10 0.0000 0.0000 -0.0171
15 0.6055 0.0000 0.0022
16 0.8393 0.0000 0.0019
17 1.0002 0.0000 0.0019
18 1.0915 0.0000 0.0016
I3
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
11 7.3 16.9 48.0 43.0 21.19 29.73 91%
12 5.5 9.0 48.0 43.0 21.19 29.73 56%
13 3.7 7.1 48.0 43.0 21.19 29.73 41%
14 1.9 5.2 48.0 43.0 21.19 29.73 27%
0 0.0 0.0 48.0 43.0 21.19 29.73 0%
0 0.0 0.0 48.0 43.0 21.19 29.73 0%
Load Beam Check
4.00x 2.750x 0.075 Fy = 55 ksi
A = 0.963 in2 E = 29,500 E3 ksi
Sx = 0.908 in3 Ix = 1.934 in4
Length = 96 inches
. Pallet Load 3600 lbs
Assume 0.5 pallet load on each beam
M = PL/8= 21.60 k-in
fb = 23.78 ksi Fb = 33 ksi 72%
Mcap = 29.97 k-in
39.96 k-in with 1/3 increase
Defl = 0.36 in = L/ 264
w/ 25% added to one pallet load
M = .282 PL = 24.36 k-in 81%
•
hfu
Base Plate Design
Column Load 9.2 kips
Allowable Soil 1500 psf basic
Assume Footing 29.7 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 = 10.36 in
Load factor = 1.67 M = 623 #-in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 149 psi
Fb = 5 (phi) (f'c".5) = 163 psi OK ! !
Shear :
Beam fv = 36 psi Fv = 85 psi OK ! !
Punching fv = 78 psi Fv = 170 psi OK ! !
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 575 psi
fb = 27610 psi Fb = 37500 psi OK ! !