HomeMy WebLinkAboutFOUNDATION DESIGNFLCF2IDA ENGINEERING i4ND_OESIGN.,.INC,
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BY LU 0
St. Lucie County
Liberty Tire Concrete Foundation Design
for Baghouse by Building 6
Project No: 14-1440
Task 15
Prepared For
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Port St. Lucie, Florida 34987
RECEIVED
OCT 18 2017
PERMITTMG
St. Lucie County, FL
Av4ml re'-Z� Prepared By
Florida Engineering & Design, Inc.
255 County Road 555 South
Ahmadreza Sedaghat�NC Bartow, FL 33830
'•,. -
P.E. #74461 www.fedinc.com
OCT 5 0 my October 7, 2017
Report of Findings and Analysis
Sectionl
1. Introduction
Project Location
9675 Range Line Rd
Port St. Lucie, Florida 34987
This project entails the structural analysis and design of concrete foundation to resist the Dead,
Live and Wind loadings resulted from the proposed baghouse. Arrangement of the baghouse is
indicated in Figure 1. The analysis and design of the foundation based on the loading of the
baghouse and its critical tributary area is summarized in section 2.
Figure 1- Baghouse
Section 2 Input
1- Unfactored Load Determination
Output
Diameter of the Baghouse
120
(inch)
10.0
(ft)
Base Area of the Baghouse
11,304.0.
(inch)
78.5
(ft
Heigh of the Baghouse
487
(inch)
40.6
(ft)
Volume of the Baghouse
4,691,160
I (inch)
2,715
(ft')
Content of the Baghouse
Tire Fibers
TriMlarea
(qary
Density of the Content of the Baghouse
52
(lb/ft)
Total Dead Weight of the Baghouse
1 ;700
(lb)
Total Live Weight of the Baghouse
141;169 - (1b)
Tributary Area (1)
2890 (ft')
Tributary Area (1)
28.0 (ftz)
Density of Concrete
150 (lb/ft')
Density of Steel Rebar
4' (lb/ft')
Thickness of the Grout
1
(inch)
6.083
(ft)
Thickness of Concrete Foundation
2
(inch)
2 I
(ft)
Dead Weight of the Grout
3 6133-",I
z
(lb)
Dead Weight of the Concrete
86;700'^�,
(lb)
Foundation in Tributary Area (1)
Dead Weight of Rebars in the Cone.
03-
(lb),
Found. In Tributary Area (1)
Dead Weight of the Concrete
g6;700=j�
(1b)
Foundation in Tributary Area (1)
Dead Weight of Rebars in the Cone.li
,'' 'I
335,;
(lb)
Found. In Tributa v Area (1)
F
2 - Tributary Area
Figure 2- Tributary Area (1)
3- Determination of Wind Loading
Risk Category of the Structure
I
Va =V„ -0b
(Equation16-32)
where:
V a= nominhbdesign wind speed
V„= strength design wind speeds determined from Fig-
ures 1609A, 1609B. or 1609C.
V„, (mile/h)
45
V„d (mile/h)
112-
Figure3 - Project Site
FBC 2014 -
Table 1604.5
FBC 2014 -
1609.3.1
FBC 2014 -
Figure 1609C
Wind Exposure Exposure C
Wind Loading on the Baghouse was Determined Based on
the Provisions of the Alternate all Heights Method in Section
1609.6.
1609.6.3 Design equations. When using the alternative
all -heights method; the MWFRS, and components and clad-
ding of every structure shall be designed to resist the effects
of wind, pressures on the building envelope in accordance
with,Equation 16-34.
P.=q;K;C.[Ka] (Equation'16-34)
Cnm(h/D=4)
0.3
Kz (Maximum Selected)
.1
Kzt
q:(psf)for V,m
q, (psf) for V,:a
3'0'2S
Pops (psfl, for V,r
P.e,(psf), for Va:a
,, 24.3
FBC 2014
1609.4.3
FBC 2014
1609.1.1
FBC 2014
1609.6.3
FBC 2014-
Table
1609.6.2 2
ASCE 7-16,
Table 27.3-1
ASCE 7-16,
Table 26.8-2
FBC 2014-
Table
1609.6.2(1)
4- Load Combinations
A- Load Combinations using Strenght
Design or Load and Resistance Factor
Design (To evaluate the carrying capacity
of concrete foundation)
D: Dead Load
L: Live Load
W: Wind Load
B- Load Combinations using Allowable
Stress Design (To evaluate the Carrying
Capacity of the soil under the Concrete
Foundation)
D+tJ� S
i�p�0!bW��
jp 0.951E tl!45W�
�076D'
5- Evaluation of the Lateral Resistance of the Soil
FBC 2014-
1605
FBC 2014-
1605
FBC 2014-
Coefficient of friction 0,25
1806.2
Analysis is based on the Tributary Area
I or 2
Lateral Capacity Load
Combinations
Lateral
Sliding Force
Compression Force
Sliding
below the
Load Combinations
below the Concrete
Resistance
Concrete
Sliding Status
Foundation) (Kips),
p
(Kips),
Foundation
N
µ . N
(Kips)
D+L
252
63
0
OK
— D+0.75L _
217
54
0.0
OK
D+0.6Wa,
111
1 28
4.9
1 OK
D+0.75L+0.45W,,,
217
54
3.7
OK
0.613+0.6W„a
67
17
4.9
OK
0.61)
67
17
0.0
OK
6- Evaluation of the Vertical Carrying Capacity of the Soil
Allowable Vertical Foundation I 2000
Pressure (psi)
I Moment of Inertia of the 4,219
Tributary Area (1 or 2), (ft°)
Analysis is based on the Tributary Area
Stress Distribution P M'y
A + 1
FBC 2014-
Without
Presence of
Geotechnical
Report -Table
1806.2
Vertical Capacity Load Combinations
Moment .
Maximum
below the
Compressive
Compression Force
Concrete
Stress below
Vertical
Load Combinations
below the Concrete
Compression
Foundatio
the Concrete
Foundation (Kips)
� F)
Status
n
Foundation
(Kips-ft)
(Kips/ft')
D+L
252
0
0.87
OK
D+0.75L
217
1 0
0.75
OK
13+0.6W,,
111
116
0.62
OK
13+0.751,+0.45W°,
.217
87
0.93
OK
0.613+0.6W„°
67
116
0.47
OK
0.61)
67
0
0:23
OK
7- Evaluation of the Carrying Capacity of Concrete Against Punching Shear and
Moment
is based on the Tributary
.1. Evaluation of the Concrete Foundation Punching
hear Capacity
b0 (in), Perimeter around the Base
Distributed in
Plate
2 Layers
d (in), Specific Depth of Concrete
Foundation
L (in), Width of Tributary Area 1
�01�
Minimum Temperature Shrinkage Steel
As=
(in'/ft)
0.52
0.0018bh
ACI-318-11
Proposed Longitudinal As (in`/ft) 0.818 Use #5 @ 9" Top and Bottom
Vc J = .0.75.47i pb 60 Ksi Steel Layer
�• c Od ACI.318
�. Vc (kips), Per Column 526.0
17.2. Evaluation of the Concrete Foundation Moment Capacity
,(V Mn _ b.9. AS. far. J. d ACI-318-11
�. Mn Allowable flexural Strength of
Concrete Foundation Ki -ft/ft- -
Table 4 - Load Combinations for Concrete Foundation Moment Capacity
Critical
Punching Force on the
Moment
Load Combinations
Concrete Foundation,
Applied on
Design Status
Per Column (Kips)
the Concrete
Foundation
(Kips J[Vft)
1.413
7.5
2.7
OK
1.2D+1.6L
62.9
6.3
OK
1.21)+0.5W„h
10.8
Il.l
OK
1.21)+1W h
15.2
19.8
OK
0.91)+1W n
13.6
19.2
OK
8- Evaluation of the Baseplate Anchor Bolts strength for Rigid Connections under
Wind Loading
Maximum Moment due to Wind
Loading on the Concrete Foundation,
116.5
Mu (kip-ft), From Part 6
Total Number of Anchor Bolts, for one
4
base plates
Distance between center of Bolts along
9
the Applied Moment ft
Diamter of the bolts in
0.875
Yielding strength of the bolts.(ksi)
36
Ultimate Strength of the Bolts (ksi)
58
0:75
,Allowable tensile strength F,Ab 0.375F�Ab,
2.00 '
Allowable Tensile Strength of the Bolts 13.1
(Kips)
Maximum Applied Force on a Single
Bolt due to the Moment Resulted from 1.6 13.1 (kipsp The Design is
the Wind Loading (kips) I.5(kips) Adequate