HomeMy WebLinkAboutFOUNDATION DESIGNFLORIDA ENGINEERING AND DESIGN, INC ' I N C
SCANNED
BY
St. Lucie Countv
Liberty Tire Concrete Foundation Design
in Building 4
Ago . 7 20
Project No: 14-1440 Public Worko
Task 8 St. Lucia County, FL
r
FTR- 2015-03
Prepared For
Liberty Tire Recycling Relza�sFo%i,�
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1 TIRE 0ECYCL4H0Lib6rt%� �
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9675 Range Line Rd AL
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Port St. Lucie, Florida 34987 /
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Florida Engineering & Design, Inc.
INC: 255 County Road 555 South
Bartow, FL 33830
www.fedinc.com
July 10, 2015
INC
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 equipment. Arrangement, dead and live
loadings of the main equipment are indicated in figure 1. The analysis and design of the
foundation based on the loading of the main equipment (bag house, dumpster/compactor, fan)
and their critical tributary areas are summarized in the following sections.
. .. •, DL 10 (Rips)
a 0 3 c LL �30 (Kips)
S
D.L.-4(Kips)
•
: 1 it:•�Y J �'
Figure 1- General arrangement, dead and live loading of the main equipment
2
Section 2
Analysis and Design of the foundation carrying the Bag house
�-A r- 111-61 ----1 -j
:)
'E'
'D'
TO
GROUND
AIR
5'-0'
B
7'-3 7/8'
6'-0' SEE
NOTES IS2
1
X-6'
'c'
Figure 2- Baghouse
3
Section 2 Input Output
1- Unfactored Load Determination
Diameter of the Baghouse
8
(inch)
11.5 (ft)
-103.8 - - W)
42.5 (ft)
3,685 (ft3)
Tributary Area
(1) = Tributary
Area (2)
0.083 II (ft)
2 i (ft)
-- -
Area of the Baghouse
14;949.5
J
j (inch)
+
Heigh of the Baghouse
5jl0
(inch)
Volume of the Baghouse
6,368,504
! (inch)
J
Content of the Baghouse
ire 'tiers
Density of the Content of the Baghouse
5
(lb/ft3)
Total Dead Weight of the Baghouse
1. 00
(lb)
Total Live Weight of the Baghouse
191,645
I
(lb)
J
Tributary Area (1)
0 (ftZ)
Tributary Area (1)
0 M
Density of Concrete
5' (lb/ft3)
Density of Steel Rebar
4 (lb/ft3)
Thickness of the Grout
(inch)
Thickness of Concrete Foundation
(inch)
Dead Weight of the Grout
3,613
I (lb)
-- Dea&Weight-ofthe Concrete='
Foundation in Tributary Area (1)
86,700
Dead Weight of Rebars in the Conc.
Found. In Tributary Area (1)
0 t5
(]b)
Dead Weight of the Concrete
Foundation in Tributary Area (1)
86,700 I
(lb)
Dead Weight of Rebars in the Conc.
Found. In Tributary Area (1)
- 3,035
(lb)
2 - Tributary Area
L
Pi,
-
- •" t-R-
Figure 3- Tributary Area (1) .
67
`4
3- Determination of Wind Loading
Risk Category of the Structure
V —V 0.6
n d = „!, 7(Equation
where:
V,,d= nominal design wind speed
Vitt = strength design wind speeds determined from Fig-
ures 1609A, 1609B, or 1609C.
V it (mile/h) G
Vmd (mile/h) I 101
Figure 4 - Project Site
11
FBC2010 -
Table 1604.5
FBC2010 -
1609.3.1
FBC2010 -
Figure 1609B
Wind Exposure Exposure C I I FBC2010
1609.4.3
Wind Loading on the Baghouse was Determined Based on
:he Provisions of the Alternate all Heights Method in Sectior
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.K=4,KzCm [Kv]
(Equation'16-34)
C.et (h/D= 4) .73
Kz (Maximum Selected)
Kzt
% (psi) for V.',
q, (psf) for V8,d 2'8a
P.,t (psf)t for Vuu _ 34.8
P.,t (psf), for Vmd C. 22.'.6 ;
FBC2010
1609.1.1
FBC2010
1609.6.3
FBC2010-
Table
1609.6.2 2
ASCE7-10,
Table 27.3-1
ASCE7-10,
Table 26.8-2
FBC2010-
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)
5- Evaluation of the Lateral Resistance of the Soil
Coefficient of friction 0.25
Analysis is based on the Tributary Area
(I or 2)
F
C2010- 1605
FBC2010-
1605
FBC2010-
1806.2
Compression Force
Lateral
Sliding Force
below the Concrete
Sliding
below the
-
- -
Load Combinations
-Foundation-(Kips),
Resistance
Concrete
Sliding Stz
_—N=-=
—(ps)j�z
�-Foundations
--
µ : N
(Kips)
-- —
D+L
306
77
' 0
OK
D+0.75L
258 -
65
0`.0
OK
D+0.6WId
115
29
5.5,
OK
D+0.75L+0.45Wasd
258
65
4.2
OK
0.6D+0.6Wasd
69
17
5.5.
OK
0.6D
69
17
0.0 : "
OK
a
6- Evaluation of the Vertical Carrying Capacity of the Soil
Allowable Vertical Foundation I 2000
Pressure (f
Moment of Inertia of the
Tributary Area (1 or 2), (ft°) 6,960
Analysis is based on the Tributary Area
(1)
Stress Distribution 07 _ P M-Y
A+ I
FBC2010-
Without
Presence of
Geotechnical
Report -Table
Vertical Capacity Load Combinations
Moment
Maximum
below the
Compressive
Compression Force
Concrete
Stress below
Vertical
Load Combinations
below the Concrete
Foundatio
the Concrete
Compression
Foundation (Kips)
Foundation
Status
n
(Kips-ft)
(Kips/ft )
D+L
306
0
1.06
OK
D+0.75L
258
0
U9
OK
D+0.6Wnd
11'5 "
137
0.56
OK
D+0.75L+0.45W.d
258
103
1.02
OK
0.61)+0.6W.d
69
137'
0.41
OK'
0.61)
69
0
0.24
OK
I
7- Evaluation of the Carrying Capacity of Concrete Against Punching Shear and
Moment
is based on the Tributary Area
7.1. Evaluation of the Concrete Foundation Punching
Shear Capacity
Minimum Concrete Strenght (psi) O:QO�
b0 (in), Perimeter around the Base
Plate 12
d (in), Specific Depth of Concrete
L (in), Width of Tributary Area
Minimum Temperature Shrinkage
As
0.52 As=
0.0018bh
�. V, = 0.75. 471 f',- bod
�. Vc (kips), Per Column 526.0
Distributed in
2 Layers
ACI-318
Use #5 @ 9" Top and Bottom
60 Ksi Steel Layer
ACI-318
17.2. Evaluation of the Concrete Foundation Moment Capacity
(�. M,t = 0.9. A, fy. j. d ACI-318
�. Mn, Allowable flexural Strength of
Concrete Foundation (Kip-ft/8 36.7
)
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-ft/R)
1AD
8.7
2.4
OK
1.2D+1.6L
84.1
6.9
OK
1.2D+0.5W tt
12.6
12.4
OK
1.2D + 1 W tt
17.8
22.8
OK
0.913 + 1 W tt
15.9
22.2
OK
10
8- Evaluation of the Baseplate Anchor Bolts strength for Rigid Connections under
Wind Loading
Maximum Moment due to Wind
Loading on the Concrete Foundation,
137.3
Mu (kip-ft), From Part 6
Total Number of Anchor Bolts, for one
4
base plates
Distance between center of Bolts along
1 I
the Applied Moment (ft)
Diamter of the bolts (in)
0.815
Yielding strength of the bolts (ksi)
36
Ultimate Strength of the Bolts (ksi)
58
Allowable tensile strength = 0.75 F,,Ab = 0.375Fz,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
the Wind Loading (kips)
11
13.1 (kips)> The Design is
1.6(kips) Adequate
ENGINEERING AND DESIGN. INC'
Section 3
Liberty Tire Dumpster and Compactor Concrete Foundation Design in
Building 4
Report of Findings and Analysis
Project Location
This project entails the design of concrete foundation to resist the dead and live loads resulted
from the proposed dumpster and compactor. Arrangement of the equipment is indicated in
Figure 1. The analysis and design of the foundation based on the loading of the main equipment
(dumpster and compactor) are summarized in the following section.
Loading of the foundation
Approximate dead weight of dumpster and compactor: 10,000 (lbs)
Live load of the dumpster and compactor: 30,000 (lbs)
Dead weight of concrete foundation: 38,250 (lbs)
Evaluation of the dimensions of the concrete foundation (10 (ft) x 34 (ft))
Allowable vertical. foundation pressure on the soil: 2000 (lb/ft2);
Based on FBC2010- without Presence of Geotechnical Report -Table 1806.2
Maximum compressive stress below the concrete foundation (lb/ftZ); (ASD,
Allowable method)
-- - - -- (Dead=+Live)/Area of the Pad = 231.0 (lb/ft2) < 2000-(lb/ft2) — OK
Minimum required temperature shrinkage steel (inZ/ft) = 0.0018bh = 0.2 (inz/ft)
Provided steel rebar: #5@9" = 0.41 (inz/ft) > required 0.2 (inZ/ft) OK
12
i
FLORIDA ENGINEERING ANO DESIGN. INC: _®;INC
Liberty Tire Concrete Foundation Design
in Building 4
SCANNED
BY
Project No: 14-1440 St. Lucie County
Task 8
FTR- 2015-03
Prepared For ��O\\11
Liberty Tire Recycling NO.74461
10 * ;:w_ STATE OF I �1
Uberty��\�TIRE RE.CYCLING
9675 Range Line Rd
Port St. Lucie, Florida 34987 E' xh 7-`1y61
- - P%IM1asWon S
DYOY.OY��-{liv
Florida Engineering & Design, Inc.
INC 255 County Road555 Sou"RECEj V ED
Bartow, FL 33830
www.fedine.com AUG - 7 2015
PubUc'dlorks
July 10, 2015 St. Lucie County, FL
1
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 equipment. Arrangement, dead and live
loadings of the main equipment are indicated in figure 1. The analysis and design of the
foundation based on the loading of the main equipment (bag house, dumpster/compactor, fan)
and their critical tributary areas are summarized in the following sections.
o ) L.L.=.JO (IGps)r1E
b�
p
Figure 1- General arrangement, dead and live loading of the main equipment
E
r
Section 2
Analysis and Design of the foundation carrying the Bag house
�
AIR
'E' DISCHARGE
I
3'-6'
L 6•
I
'A'
TO
GROUND
'B' I
I i
I
7'-3' 7/8' - - - - -
6'-0' SEE
NOTES M2
Figure 2- Baghouse
3
Section 2 Ihput Output
1- Unfactored Load Determination
Diameter of the Baghouse
8
(inch)
11.5
(ft)
Area of the Baghouse
14 949.5
(inch2)-10
8 -
(ftZ)
Heigh of the Baghouse
510
(inch)
42.5
(R)
Volume of the Baghouse
61368,504
(inch3)
3,685
(ft3)
Content of the Baghouse
ire ihers
Density of the Content of the Baghouse
52
(lb/ft3)
Total Dead Weight of the Baghouse
Z , 0'
1
(lb)
Total Live Weight of the Baghouse
191,645
I (lb)
Tributary Area
Tributary Area (1) Ill
( ftZ) (1) = Tributary
Area (2)
Tributary Area (1) (ftZ)
Density of Concrete Density of Steel Rebar (lb/ft3)
Thickness of the Grout
(inch)
0.083 1 (ft)
Thickness of Concrete Foundation
4 (inch)
2 j (ft)
Dead Weight of the Grout
3;613
(lb)
-_Dead-Weight of the Concrete —
86,700
II
f (lb)
Foundation in Tributary Area (1)
Dead Weight of Rebars in the Cone.
(lb)
Found. In Tributary Area (1)
Dead Weight of the Concrete
8b;700 .-
1 (lb)
Foundation in Tributary Area (1)
1111�
Dead Weight of Rebars in the Cone.
3,035
(lb)
Found. In Tributary Area (1)
4
2 Tributary Area
:I Rot)
- -L• fir t• -j'� 6
i. ! •: � - --- - `"°., - rig
;
Figure 3- Tributary Area (1)
3
3- Determination of Wind Loading
Risk Category of the Structure
V.�d =V 0.6 (Equation 16-32)
i
where:
Vdd= nominal design wind speed
f
V.r, = strength design wind speeds determined from Fi,
i ures 1609A, 1609B, or 1609C.
V ]t (mile/h) 13'0
Vasd (mile/h) k 101
Figure 4 - Project Site
FBC2010 -
Table 1604.5
FBC2010 -
1609.3.1
FBC2010 -
Figure 1609B
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,,,,=grKzGnnlKal (Equation'i6-34)
C.et (h/D= 4)
0,73
Kz (Maximum Selected)
1,
KA
qg (psf) for Vmt
q.^
qs (psf) for V84dg
Poet (psf), for V u (
34.8
P.et (psi), for V.,d
216
FBC2010
1609.4.3
FBC2010
1609.1.1
FBC2010
160%6.3
FBC2010-
Table
1609.6.2 2
ASCE7-10,
Table 27.3-1
ASCE7-10,
Table 26.8-2
FBC2010-
Table
1609.6.2 1
4- Load Combinations
A- Load Combinations using Strenghl
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)
BADD
DDT
5- Evaluation of the Lateral Resistance of the Soil
Coefficient of friction 0.25
Analysis is based on the Tributary Area
(1 or 2)
Lateral Capacity Load
FBC2010- 1605
fBC2010-
1605
FBC2010-
1806.2
Compression Force
Lateral
Sliding Force
below the Concrete
Sliding
below the
Load Combinations —
dati
_Founon (Kips);
Resistance
Concrete
(Kips),-
-=Foundation-
µ . N
(Kips)
D+L
306
77
0
►�Ta
ll+U.6wud
115:
29
5.5
OK
D+0.75L+0.45W�d
258
65
4.2
OK
0'.613+0.6W�d
69
17
5.5
OK
0.6D
69
17
0.0
OK
8
6- Evaluation of the Vertical Carrying Capacity of the'Soil
Allowable Vertical Foundation I 2000
Pressure (psfl
I Moment of Inertia of the4 I 6,960
Tributary Area (1 or-21. (ft 1
Analysis is based on
M.y
Stress Distribution � P = A :.� 1
FBC2010-
Without
Presence of
Geotechnical
Report -Table
Vertical Capacity Load Combinations
Moment
Maximum
below the
Compressive
Compression Force
Concrete
Stress below
Vertical.
Load Combinations
below the Concrete
Foundatio
the Concrete
Compression
Foundation (Kips)
Foundation
Status
n
(Kips-ft)
(Kips/fe)
D+L
306
0
1:06
OK
D+0.75L
258
0
0.89
OK
D+0.6Wod
115' "'
1:37
0:56
OK
D+0.75L+0.45W.d
258
103
1.02 _.
OK
0.6D+0.6W.d
69' n
137
0.41
OK
0.613
69
0
0.24
OK
9
7- Evaluation of the Carrying Capacity of Concrete Against Punching Shear and
Moment
is based on the Tributary Area
.1. Evaluation of the Concrete Foundation Punching
hear Capacity
b0 (in), Perimeter around the Base
Plate 1
d (in), Specific Depth of Concrete
L (in), Width of Tributary Area 1
nimum Temperature Shrinkage SI
As
0.52 Y As=
��
cp. V, = 0.7S. 44X f', bod
�. Vc (kips), Per Column 526.0
Distributed in
2 Layers
ACI-318
Jse #5 @ 9" Top and Bottom
60 Ksi Steel Layer
ACI-318
17.2. Evaluation of the Concrete Foundation Moment Capacity
4). Mn = 0.9. A, fy.1. d ACI-318
�. Mn, Allowable flexural Strength of
Concrete Foundation (Ki -ft/ft) 3-
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-R/ft)
— —
-_
1.413
8.7
2.4
OK
1.2D+1.6L
84.1
6.9
OK
1.213+0.5W n
12.6
12.4
OK
1.213 + 1 W tt
17.8
22.8
OK
0.9D + 1 Wit
15.9
22.2
OK
10
8- Evaluation of the Baseplate Anchor Bolts strength for Rigid Connections under
Wind Loading
Maximum Moment due to Wind
Loading on the Concrete Foundation,
137.3
Mu (kip-ft), From Part 6
Total Number of Anchor Bolts, for one
base plates
4
Distance between center of Bolts along
11
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
Allowable tensile strength = 0.75 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
the Wind Loading (kips)
11
13.1 (kips)> The Design is
1.6(kips) Adequate
FLORIDA ENGINEERING AND DESIGN. INC
Section 3
INC
Liberty Tire Dumpster and Compactor Concrete Foundation Design in
Building 4
Report of Findings and Analysis
Project Location
This project entails the design of concrete foundation to resist the dead and live loads resulted
from the proposed dumpster and compactor. Arrangement of the equipment is indicated in
Figure 1. The analysis and design of the foundation based on the loading of the main equipment
(dumpster and compactor) are summarized in the following section.
Loading of the foundation
Approximate dead weight of dumpster and compactor: 10,000 (lbs)
Live load of the dumpster and compactor: 30,000 (lbs)
Dead weight of concrete foundation: 38,250 (lbs)
Evaluation of the dimensions of the concrete foundation (10 (ft) x 34 (ft))
Allowable vertical foundation pressure on the soil: 2000 (lb/ftz);
Based on FBC2010- without Presence of Geotechnical Report -Table 1806.2
Maximum compressive stress below the concrete foundation (lb/ft); (ASD,
Allowable method)
_ (Dead + Live)/Area of the -Pad = 231.0 (115/ft2) < 2000-(lb/ft2) OK
Minimum required temperature shrinkage steel (inz/ft) = 0.0018bh = 0.2 (inz/ft)
Provided steel rebar: #5@9" = 0.41 (in'/ft) > required 0.2 (in2/ft) OK
12
FLORIDA ENGINEERING AND DESIGN: tNC,-,,.�••AWKINC
MG = 3 2015
t2utaoc works
IL
Liberty Tire Concrete FoundhtibduDesign
in Building. 4
Project No: 14-1440
Task 8
FTR- 2015-03
Prepared For
Liberty Tire Recycling
SCANNED
BY
St. Lucie County
I ,\\�,EZA SFoi
.g0 -'
No.74461 '
� � •,, STATE OF , �\
Liberty '° P,,��,�
�.,� ss; ----- 'ate\\••
TIRE RECYCLING_ �/1110N
9675 Range Line Rd
Port St. Lucie, Florida 34987
11\%
AQit,,j. SedVAJ-
F..E. eye fyy61
:113/o?0/S
Florida Engineering & Design, Inc.
INC: 255 County Road 555 South
Bartow, FL 33830
www.fedinc.com
July 10, 2015
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 equipment. Arrangement, dead and live
loadings of the main equipment are indicated in figure 1. The analysis and design of the
foundation based on the loading of the main equipment (bag house, dumpster/compactor, fan)
and their critical tributary areas are summarized in the following sections.
EDL=10(Kips) �
r M- 30 QGps) $$.
DJ- =J Q{ips��. ,.%+ � a'
ic.= Li(ldim)
Ile
Figure I- General arrangement, dead and live loading of the main equipment
2
P
Section 2
Analysis and Design of the foundation carrying the Bag house
�-A 1- 111-61 ----1 -wi
AIR
'E'
I .D.
To
GROUND
6•-0' SEE
NOTES lag
1
Figure 2- Baghouse
3
1
3'-6'
Section 2 Input Output
1- Unfactored Load Determination
Diameter of the Baghouse
38
(inch)
11.5' . " (ft)
103.8 .. (ftZ)
. 42.5 (ft)
3,685 (ft3)
Tributary Area
(1).=Tributary
Area (2)
0.083
2, II) (ft)
Area of the Baghouse
14 949.5- -
(inch)
Heigh of the Baghouse
S10
(inch)
Volume of the. Baghouse
6068,504
(inch)
Content of the Baghouse
Tire ibers
Density of the Content of the Baghouse
52
(lb/ft3)
Total Dead Weight of the Baghouse
2 00
(lb)
Total Live Weight of the. Baghouse
.,,,1 91,'645
(lb)
Tributary Area (1)
9.0
(ftZ)
Tributary Area (1)
0
(ftZ)
Density of Concrete
1 S0
(Ib/ft3)
Density of Steel Rebac
490
(Ib/ft3)
Thickness of the Grout
(inch)
Thickness of Concrete Foundation
4
(inch)
Dead Weight of the Grout
3,613
j (lb)
-
aDead=Weight--oof-=the Concrete—
Foundation in Tributary Area.(1)
8�,700,
-
- -- —` - -- -- - - - - - - - -
Dead Weight of Rebars in the Conc.
Found. In Tributary Area (1)
35
(lb)
Dead Weight of the Concrete
Foundation in Tributary Area (1)
86,700
1 (lb)
Dead Weight of Rebars in the Conc.
Found. In Tributary Area (1)
'3,035
(lb)
2 - Tributary Area
a
Yr
r i
Ati
T
I �—
s,.
Figure 3- Tributary Area (1)
5
3- Determination of Wind Loading
Risk Category of the Structure 1
i
Va d =V�t, 0.6 (Equation 16-32)
where:
V„d= nominal design wind speed
i
Vun = strength design wind speeds determined from Fio-
ures 1609A. 1609B, or 1609C.
V lt(mile/h) 1
Vwd (mile/h) 101
Figure 4 - Project Site
FBC2010 -
Table 1604.5
FBC2010 -
1609.3.1
FBC2010 -
Figure 1609B
Wind Exposure
Exposure C
Wind Loading on the Baghouse was Determined Based on
ie Provisions of the Alternate all Heights Method in Sectio.
1609.6.
1 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
1 with Equation 16-34.
i
P,d=%K,C g [Kuj (Equation'I6-34)
C.ct (h/D= 4)
Kz (Maximum Selected)
1.
Kzt
q, (psf) for Vint
# .:
• (psf) for Vued
Pnet (PSOt for Vint
..._ r34.8
P et (psi), for V.,d
22.6
FBC2010
1609.4.3
FBC2010
1609.1.1
FBC2010
1609.6.3
FBC2010-
Table
,1609.6.2(2)
ASCE7-10,
Table 27.3-1
ASCE7-10,
Table 26.8-2
FBC2010-
Table
1609.6.2 1
4- Load Combinations
A- Load Combinations using Strenghl
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)
Dx9: `5
D 0.6 a
.t0. r5L_0 4-5
0. D 0. '
IMMM0._
5- Evaluation of the Lateral Resistance of the Soil
Coefficient of friction 0.25
Analysis is based on the Tributary Area
0 or 2)
Compression Force Lateral
below the Concrete _ Sliding
FBC2010- 1605
FBC2010-
1605
FBC2010-
1806.2
Sliding Force
below the
idina Status I
µ . lv
I (&Ips)
D+L
306
77
0
OK
D+0.75L
258
65
0.0
OK
D+0.6WId
1'15
29
5.5
OK
1)+0.75L+0.45Wasd
258
65
4.2,
OK
0.6D+0.6W.d
69
17
5.5
OK
0.61)
69
17
0.0
OK
7
6- Evaluation of the Vertical Carrying Capacity of the Soil
Allowable Vertical Foundation I 2000
Pressure (pst)
Moment of Inertia of the
Tributary Area (1 or 21. (ft41 6,960
Analysis is based on
Stress Distribution U = P A + M.y I
FBC2010-
Without
Presence of
Geotechnical
Report -Table
t R06.2
Vertical Capacity Load Combinations
Moment
Maximum
below the
Compressive
Compression Force
Concrete
Stress below
Vertical
Load Combinations
below the Concrete
Foundatio
the Concrete
Compression
Foundation (Kips)
Foundation
Status
n
(Kips-ft)
(Kips/ft2)
D+L
306
0
1:06
OK
D+0.75L
258
0
0.89
OK
D+0.6Wazd
115
1,37
0.56
OK
D+0.75L+0.45W.d
258
103
1.02
OK
0.613+0.6Wazd
69
137
0.41
_ OK
0.61)
69
0
0`.24
'OK
9
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
Minimum Concrete Strenght (psi) 40_C
b0 (in), Perimeter around the Base
Plate 1 13 22
d (in), Specific Depth of Concrete
L (in), Width of Tributary Area 1
nimum Temperature Shrinkage Sl
As
0.52 As=
0.0018bh
rIT. .
1>. V, = 0.75.4A f', bod
�. Vc (kips), Per Column 526.0
Distributed in
2 Layers
ACI-318
Use #5 @ 9' Top and Bottom
60 Ksi Steel Layer
ACI-318
17.2. Evaluation of the Concrete Foundation Moment Capacity
4 p. M,t = 0.9. A, fy. j. d ACI-318
�. Mn, Allowable flexural Strength of
36.7
Concrete Foundation ft/ft
Table 4 - Load Combinations for Concrete Foundation Moment Capacity
Critical
Punching Forceon the
Moment
_
Load Combinations
Concrete Foundation,
Applied on
Design Status
- -- -- -
—Per rColumn°(Kips)—
the Concrete
_--- —_ -- - - - -----
— -- - - - --
-Foundation
(Kips-ft/ft)
--- -
- --
-
v _
IAD
8.7
2.4
OK
1.2D+1.6L
84.1
6.9
OK
1.213+0.5W t,
12.6
12.4
OK
1.21) + 1 W tt
17.8
22.8
OK
0.91) + 1 W tt
15.9
22.2
OK
10
8- Evaluation of the Baseplate Anchor Bolts strength for Rigid Connections under
Wind Loading
Maximum Moment due to Wind
Loading on the Concrete Foundation,
137.3
Mu (kip-ft), From Part 6
Total Number of Anchor Bolts, for one
4
base plates
Distance between center of Bolts along
11
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
Allowable tensile strength" = 0.75 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
the Wind Loading (kips)
11
13.1 (kips)> The Design is
1.6(kips) Adequate
FLORIDA ENGINEERING AND DESIGN, INC 10.INC
Section 3
Liberty Tire Dumpster and Compactor Concrete Foundation Design in
Building 4
Report of Findings and Analysis
Project Location
This project entails the design of concrete foundation to resist the dead and live loads resulted
from the proposed dumpster and compactor. Arrangement of the equipment is indicated in
Figure 1. The analysis and design of the foundation based on the loading of the main equipment
(dumpster and compactor) are summarized in the following section.
Loading of the foundation
Approximate dead weight of dumpster and compactor: 10,000 (lbs)
Live load of the dumpster and compactor: 30,000 (lbs)
Dead weight of concrete foundation: 38,250 (lbs)
Evaluation of the dimensions of the concrete foundation (10 (ft) x 34 (ft))
Allowable vertical foundation pressure on the soil: 2000 (lb/ft');
Based on FBC2010- without Presence of Geotechnical Report -Table 1806.2
Maximum compressive stress below the concrete foundation (lb/ft2); (ASD,
Allowable method)
- '
(Dead + Live)/Area of the Pad= 231.0-(lb/ft2) < 2000-(lb/ft2) - OK -
--
t Ev`a nation of t >I a amount of�steel re >l ars in the of�ation �—
Minimum required temperature shrinkage steel (in2/ft) = 0.0018bh = 0.2 (in2/ft)
Provided steel rebar: #5@9" = 0.41 (in2/ft) > required 0.2 (in2/ft) OK
12