HomeMy WebLinkAboutENGINEERINGLC�F21L3A ENG;Ii�itliiC a4N[7 DE�i.Ct�l. !!�i C 'INC
Liberty Tire Concrete Foundation Design
in Building 6
s
�
Project No: 19-1872 ���, ) Fp O
Prepared For
Liberty Tire Recycling
100 Liberty
RECYCI,I`tVG.'
�iJl
9675 Range Line Rd
� Port St. Lucie, Florida 34987
D.. �q.s�"J
°'6 Prepared By
�lSTAlFOF : '� Florida Engineering & Design, Inc.
O� 0 N C 255 County Road 555 South.
/Ssl l-I II III\�����\\ Bartow, FL 33830
www.fedinc.com
CEP 2 5 2019 �5^ (_September 22, 2019
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 main
equipment are indicated in figure 1. The analysis and design of the foundation based on the
loading of the baghouse and their critical tributary areas are summarized in the following
sections.
Figure 1- General arrangement of baghouse
Section 2
Lt
NC
Analysis and Design of the foundation carrying the Bag house
11'-6•
I
AIR'
DISCHARGE
j 3'-5'
1 I
ID' I DOER 111
L6•
TO
GROUND,
II
L 1
T-3I 7/D'
1 I'
SEE.
Ij NOTES A2
1
Figure 2- Baghouse
.'� « f A
1- Unfactored Load Determination
nput Output
Diameter of the Baghouse
138
(inch)
11.5
(ft)
Area of the Baghouse
14,949.5
(inch)
103.8
Heigh of the Baghouse
510
I (inch)
42.5
(ft)
Volume ofthe B house
a9
61368,504
� (inch3)
II
3,685
(ft3)
Content of the Baghouse
Tire Fibers
Density of the Content of the Baghouse
52' f (Ib/ft )
Total Dead Weight of the Baghouse
21,300 (Ib)
TributaryArea
Total Live Weight of the Baghouse
191,645 (Ib)
Tri butary Area (1)
289.0
1 (ft)
(1)=Tributary
I
Arm(2)
Tributary Area (1)
289.0 (ft2)
i
Density of Concrete
150 (Ib/ft)
Density of Steel Rebar
490 (Ib/ft3)
Thickness of the Grout
1
(i nch)
0.083
(ft)
Thickness of Concrete Foundation
24
(inch)
2
(ft)
Dead Weight of the Grout
3,613
(I b)
Dead Wright of the Concrete
g6,700 (Ib)
Foundation in Tributary Area (1)
Dead Weight of Rebars in the Conc.
3,- (Ib)
Found. In Tributary Area (1)
Dead Weight of the Concrete
86,700 (Ib)
Foundation in Tributary Area (1)
Dead Weight of Rebars in the Conc.
3111
3,035 J (1b)
Found. In Tributary Area (1)
i
2 - Tributary Area
Figure 3- Tributary Area (1)
u
Wind Exposure Exposure
Wind Loading on the Baghousewas Determined Based on
the Provisions of the Alternate all Heights Method in Section
1609.6.
1609.63 Design equations When using -the.altemative
all-heightsmefhod,'the MYVFRS;-an8 components and c)ad
ding ofeverysfructureshall be designed to resist the effects
of 41nd pressures on,I6e buddenp 6i,,iJope en;sccor&nce
-Aq Iquation 1673,4
prsn= is C n Iu7 {Equation 16=:31)
Cnet (h/D= 4)
E.;
0.73
Kz(MaximumSelected)
1.1
Kzt
1
i
i
95(psf) for Vmt
43.3
gs(psf) for Vasa
28.2
P"t(Isf), for Vwt _.
_ 34.8
Pnet(PSO, for Vasa i
22.6
FBC2017
1609.4.3
FBC2017
1609.1.1
FBC2017
1609.6.3
FBC2017-
Table
1609.6.2 2
ASCE7-16,
Table 27.3-1
ASCE7-16,
Table 26.8-2
FBC2017-
` Table
1609.6.2(1)
4- Load Combinations
A- Load Combinations using Strenght
Design or Load and Resistance Factor
Design (To eval uate the carryi ng
capacity of concrete f oundati on) 1.4D
L: Live Load
W: Wind Load
B- Load Combi nations using
Allowable Stress Design (Toevaluate
the Carrying Capacity of the soil under
the Concrete Foundation)
D+L,
D+0.75L
D+0.6Wwd,
D+0.75L+0.45Wa
0.6D+0.6W'
0.6D
5- Evaluation of the Lateral Resistance of the Soil
FBC2017-1605
FBC2017-
1605
FBC2017-
Coefficient of friction 0.25
1806.2
Analysis is based on the Tributary Area
(1 or 2)
Lateral Capacity Load "
Combinations
Compression Force
Lateral
Sliding Force
Siding
below the
Load Combinations
below the Concrete
Resistance
Concrete
Sliding Status
Foundation (Kips),
Foundation
IN(Kips),
p . N
(Kips)
D+L
306
77
D+0.75L
258
65
0.0
OK
D+0.6Wa
115
29
5.5
OK
D+0.75L+0.45Wa,d
259
65
4.2 '.
OK _
0.6D+0.6W,,d
69
17
-- - 5.5
OK-
0.6D
69, ; . '_ _
.. 17
0.0
OK
6- Evaluation of the Vertical Carrying Capacity of the Soil
Allowable Vertical Foundation I 2000
Pressure (psi)
M oment of I nerti a of the I 6, 960
-i butary Area (1 or 2). (ft4)
i s based on the Tri butary
P M:y
Stress Distribution 6 _ A-+ I
Without
Presence of
Geatechnical
Report -Table
Vertical Capacity Load Combinations
Moment
Maximum
below the
Compressive
Compression Force
Concrete
Stressbelow
Vertical
Load Combinations
below the Concrete
Foundatio
the Concrete
Compression
Foundation (Kips)
n
Foundation
Status
(Kips-ft)
(Kipstfe)
D+L
�_ 806 ._......
0
_:� 1.06 _ :
_ OK
D+0.75L
258
0
0.89
D+0.6W,w
115
137
0.56
OK
D+0.75L+0.45Wa,d
258
103
102
OK
0.6D+0.6Wa,d
69
137
0.41
OK
0.6D
69
0..
224,717
, OK
7- Evaluation of the Carrying Capacity of Concrete Against Punching Shear and
M oment
ysis is based on the Tributary
'.1. Evaluation of the Concrete Foundation Punching
Shear Capacity
b0 (in), Perimeter around the Base
PI ate
d (in), Specific Depth of Concrete
Foundation
Width of Tributary Area
ni mum Temperature Shri nkage Steel
tudi nal As
132
21
204 _
0.52 Ae=
0.0018bh
1.178
d
. Vc (kips), Per Column 526.0
Distributed in
2 Layers
ACI-318
Use 96 @ 9" 1 Top and Bottom
60 Ksi Steel
17.2. Evaluation of the Concrete Foundation Moment Capacity
i4 `i,,M?� _:. 0 9: As fy. j A ACI-318
�. Mn, AlIcwableflexural Strength of 52:9
Concrete Foundation (Ki p-ft/ft)
Table 4 - Load Combinations for Concrete Foundation Moment Capacity
Critical
Punching Force on the
Moment
Load Combinations
Concrete Foundation,
Appliede
Design Status
Per Column (Kips)
the Concrete
Foundation
(Kips-ft/ft)
1.4D
8.7
2.4
OK
1.2D+1.6L
84.1
6.9
OK
1.2D +0.5W it
12.6
12.4
OK
1.2D + 1 W it
17.8
22.8
OK
0.9D + 1 Wwt
15.9
22.2
OK
8- Evaluation of the Baseplate Anchor Boltsstrength for Rigid Connections under
Wind Loading
M axi mum M oment due to Wi nd
Loading on the Concrete Foundation,
137.3
M u (ki p-ft), From Part 6
Total Number of Anchor Bolts, for one
4
base pl ates
Distance between center of Bolts along
11
theApplied Moment (ft)
Diamter of the bolts (in)
.1.000
Yielding strength of the bolts (ksi)
55
Ultimate Strength of the Bolts (ksi)
70
7-5
Eowable`tens�e"stren0g h F A�9-- = (3 �Fm
2.0f7 .
AIIowableTensileStrength ofthe Bolts 20.6
(Kips)
M axi mum Appl i ed Force on a Si ngl e 20.6(kips)> TheDesignis
Bolt due to the Moment Resulted from 1.6 1.6(kips) Adequate
the Wind Loading (kips)
To: Keith Bloomer
General Manager- Port St. Lucie
Liberty Tire Recycling, LLC
9675 Range Line Rd
Port St. Lucie, F134987
Phone: (772)-645-0477
Email: kbloomer@libertytire.com
Project Number: 19-1872 C
Project Name: Concrete Foundation Design for Baghouse by Building 6
Drawing Number: 06-C-001
Date: 09/25/2019
It appeared to the Engineer of Record (Ahmadreza Sedaghat) responsible for foundation design
of this project that the note appeared as " Compact Backfill to 95% proctor before pouring the
concrete foundation" is not required to be executed by the concrete contractor since there is no
backfill of any type Ioccur in this project.
C4--
No.74461 %
is STAT' zz
`® ORIDA G���i��� SEP 2 5 20195��
Ahmadreza SQJ4"� \\\�\
Structural Engineer
P.E.# 74461
Florida Engineering and Design Inc,
255 County Rd 555 South,
Bartow, F133830
Cell: 813-406-2566
Office:863-665-6363
Email: ahmadreza.sedaghat@fedinc.com
FLQP1DA ,ENGINEERING. AND DESI'Gtrl: 1NC ESSHMONC
Liberty Tire Concrete Foundation Design
in Building 6
SCgN
Project No: 19-1872 St �Uc1eC Una
ty
Prepared For
Liberty Tire Recycling
..;lb_ •
Liberty
Tl`R E R'E.0 YC LI N.G
9675 Range Line Rd
F ti Port St. Lucie, Florida 34987
_ No. 74461
i00STATE OF
6 ; � \
Prepared By
0 Florida Engineering & Design, Inc.
N C: 255 County Road 555 South
SEP 2019 Bartow, FL 33830
www.fedine.com
September 22, 2019
!>
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 main
equipment are indicated in ,figure 1. The analysis and design of the foundation based on the
loading of the baghouse and their critical tributary areas are summarized in the following
sections.
Figure I- General arrangement of baghouse
Section 2
Lk
INC
Analysis and Design of the foundation carrying the Bag house
Il'-6•
J
I
AIR
DISCHARGE o
I
�6.
'A' .D. o:®•I
TO
GROUND
.B. I
'G�
I
7 =3 7/V
'..13,-01
6'-.0' SEE
NO7ES;1&2
Figure 2- Baghouse
Input ! Output
I- Unfactored Load Determination
Diameter of the Baghouse
138
(inch)
11.5
(ft)
Area of the Baghouse
14,949.5
(inch2)
103.8
Heigh of the Baghouse
510 ]
(inch)
42.5
(ft)
Volume of the Baghouse
6,368,' 04
(inch)
3,685
(ft3)
Content of the Baghouse
1
Tire Fibers
Tributay Area
Density of the Content of the Baghouse
52° (Ib/ft)
Total Dead Weight of the Baghouse
21,300 (I b)
Total Live Weight of the Baghouse
191,645 j (I b)
Tributary Area (1)
289.0
(ft2)
(1)=TributZ
Area (2)
Tributary Area (1)
289.0 (ft2)
Density of Concrete
150 - (Ib/ft3)
Density of Steel Rebar
490 (Ib/fe)
Thickness of the Grout
1° -
(inch)
0.083
(ft)
Thickness of Concrete Foundation
24 j
(inch)
2
(ft)
Dead Weight of the Grout
3t613 ,
(I b)
Dead Weight of the Concrete
86,700 (1 b)
Foundation in Tributary Area (1)
Dead Wei ght of Rebars i n the Conc.
3,035 (1 b)
Found. I n Tri butary Area (1)
Dead Weight of the Concrete
86,700 J (I b)
Foundation in Tributary Area (1)
Dead Weight of Rebars i n the Conc.
3,035 (I b)
Found. In Tributary Area (1)
2 - Tributary Area
is
x1-A
[I j43
w
y C
Figure 3- Tributary Area (1)
2.
y'+r _ -•,mod 1� � .�`�`a'�g � ���� `� t 1g�''�rs
XI
21
Li6ertyiTirell
eels " f 4 '.'.
�?'"l3;
Wind Exposure Exposure C
Wind Loading on the Baghouse was Determined Based on
the Provisionsofthe Alternate aI Hei ghts M ethod i n Secti on
1609.6.
TtiW9.63 Design equations "When using &.Atemati6e
all heights meihbd; the MVVFRS and components and ciad»
drttg ofevery structurzshall be designed -to resist' -the efFeds
oMihd pressurzs on the_=-buildtnp etivelope in sccdr&hge
Kaitfi^l3quatton
I
Cnet (h/D= 4)
0.73
Kz (Maximum Selected)
1.1
Kzt
1
gs(psf) for Vmt i
43.3
qs(Psf) for Vag
28.2
Put (Psf), for V wt 4
--
34.8
Pn.t(PSOr for Vag
4.6 _
FBC2017
1609.4.3
FBC2017
1609.1.1
FBC2017
1609.6.3
FBC2017-
Table
1609.6.2 2
ASCE7-16,
Table 27.3-1
ASCE7-16,
Table 26.8-2
FBC2017-
Table
1609.6.2(1)
n
4- Load Combinations
A- Load Combinations using Strenght
Design or Load and Resistance Factor
Design (To e✓aluatethe carrying
capacity of concrete foundation) 1.4D'
D: Dead Load
L: Live Load
W: Wind Load
B- Load Combi nations using
AI I owable Stress Design (To evaluate
the Carryi ng Capacity of the soi I under
the Concrete Foundation)
D+L
D+0.75L
D+0.6Wmd
D+0,75L+0:45W�
0,6D+0.6W
0.6D
5- Evaluation of the Lateral Resistance of the Soil
FBC2017-1605
FBC2017-
1605
FBC2017-
Coefficient of friction 0.25
1806.2
Analysis is based on the Tributary Area
(1 or 2)
Lateral Capacity Load
Combinations
Lateral
Siding Force
Compression Force
Siding
below the
Load Combinations
below the Concrete
Resistance
Concrete
Sliding Status
Foundation (Kips),
(Kips),
Foundation
N
p . N
(Kips)
D+L
306
77
0
�OKti '
D+0.75L
258
65
0.0 _:..
- .. OK
D+0.6Wa,d
115
29
5.5
OK
D+0.75L+0.45Waw
258..-
65
4.2, ..
OK
0.6D+0.6Wasd
69
17
5.5..
OK
0.6D
65 ___ _
_ _ 17 ' _
0.0`_ -
_ , OK _ _
6- Evaluation of the Vertical Carrying Capacity of the Soil
Allowable Vertical Foundation I 2000
Pressure (psf)
M oment of I nerti a of the I
• - • I ,rya. 6,960
on
Stress Distribution P —
6= A+ I
FBC2017-
Without
Presence of
Geotechnical
Report -Table
Vertical Capacity Load Combinations
Moment
Maximum
below the
Compressive
Compression Force
Concrete
Stress below
Vertical
Load Combi nations
below the Concrete
Foundatio
the Concrete
Compression
Foundation (Kips)
n
Foundation
Status
(Kips•ft)
(Kipstfe)
D+L
306 _-
0
1 06 J _
OK'
D+0.75L
258
0
40.89_ .
OK ....
D+0.6W.,,
115
137
0,56I _
OK
D+0.75L+0.45Wasd
258
103
1.02
OK
0.6D+0.6Wasd
m: jN
137
0.41
OK':
0.6D
, 69.
_0 ._..
Q.24 ._
OK� _ .
7- Evaluation of the Carrying Capacity of Concrete Against Punching Shear and
M oment
is based on the Tri butary
.1. Evaluation of the Concrete Foundation Punching
shear Capacity
b0 (in), Perimeter around the Base
PI ate
d (in), Specific Depth of Concrete
Foundation
L (in), Width of Tributary Area 1
M i ni mum Temperature Shri nkage Ste
As
132,
204
0.5�
1.178
rp. Vc (kips), Per Column 526.0
Distributed in
2 Layers
/ As-- ACI-318
0.0018bh
Use #6 @ 9" Top and Bottom
60 Ksi Steel Layer
ACI-318
17.2. Evaluation of the Concrete Foundation M oment Capacity
M; =' a 9.S
fy d ACI 318
�?• .l -
�. Mn, AlIowableflexural Strength of 529
Concrete Foundation (Kip-ft/ft)
Table 4 - Load Combinations for Concrete Foundation Moment Capacity
Critical
Punching Force on the
Moment
Load Combinations
Concrete Foundation,
Applied on
the Concrete
Design Status
Per Column (Kips)
Foundati on
(Kips-ft)ft)
1.4D
8.7
2.4
OK
1.2D+1.6L
84.1
6.9
OK
1.2D +0.5W it
12.6
12.4
OK
1.2D + 1 Wort
17.8
22.8
OK
0.91D + 1 Wort
15.9
22.2
OK
8- Evaluation of the Baseplate Anchor Bolts strength for Rigid Connections under
Wind Loading
M axi mum M oment due to Wi nd
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
theApplied Moment (ft)
Diamter of the bolts (in)
1.000
Yielding strength of the bol ts (ksi)
55
Ultimate Strength of the Bolts (ksi)
70
0 7S
A1�,wa�Ie tezas�Ie str�ngtii ~ F,.f1�. _ � ���F'tl�ls.
AllowableTensileStrengthoftheBolts 20.6
(Kips)
M axi mum Appl ied Force on a Si ngle
Bolt due to the Moment Resulted from 1.6 216 (ki ps)> The Deli .6(kipS) Adequate
is
the Wi nd Loading (kips)
FLORIDA ENGINSERIWG AND DESIGN. INC:
To: Keith Bloomer
General Manager- Port St. Lucie
Liberty Tire Recycling, LLC
9675 Range Line Rd
Port St. Lucie, FI 34987
Phone:(772)-645-0477
Email: kbloomer@libertytire.com
Project Number: 19-1872
Project Name: Concrete Foundation Design for Baghouse by Building 6
Drawing Number: 06-C-001
Date: 09/25/2019
It appeared to the Engineer of Record (Ahmadreza Sedaghat) responsible for foundation design
of this project that the note appeared as " Compact Backfill to 95% proctor before pouring the
concrete foundation" is not required to be executed by the concrete contractor since there is no
backfill of any type may occ�rl}�yjlp�� roject.
���� ���/
5�
E S7i.,,o
No. 74461
' O , STATE OF
0.
%^^ cZORIO?'.-0§ 7z7�
S�ORiA i ��\\�\NSEP 2 S 2019
Ahmadreza Sedaghat, PE
Structural Engineer
P.E.# 74461
Florida Engineering and Design Inc,
255 County Rd 555 South,
Bartow, F133830
Cell: 813-406-2566
Office: 863-665-6363
Email: ahmadreza.sedaghat@fedinc.com
s�b��