HomeMy WebLinkAboutAPPROVED 5 - Project 21-1951-Calculations-03-16-2021
Concrete Foundation Design for Baghouse and
Cyclone in Port St. Lucie Plant
Project No: 21-1951
Prepared For
Liberty Tire Recycling
9675 Range Line Rd, Port St. Lucie, FL 34987
Prepared By
Florida Engineering & Design, Inc.
255 County Road 555 South
Bartow, FL 33830
www.fedinc.com
March 11, 2021
Report of Findings and Analysis
Section1
1. Introduction
Project Location
9675 Range Line Rd,
Port St. Lucie, FL 34987
This project entails the structural analysis and design of concrete foundations to resist the Dead, Live and
Wind loadings resulted from the proposed baghouse (KICE INDUSTRIES, INC.; TITLE: CR344-12N,
VJOT18x14x14; ORDER NO.:361335) and cyclone (CK120 RH w SUPPORT STRUCTURE, 71B14-3,
VJOT18x14x14; ORDER NO.:361335). Arrangement of the baghouse and cyclone are indicated
respectively in Figure 1 and Figure 2. The analysis and design of the baghouse and cyclone foundations
are respectively summarized in section 2 and section 3.
Figure 1- Baghouse
Figure 2- Cyclone
Section 2
(Baghouse Foundation Design)Input Output
2.1 Unfactored Load Determination
Diameter of the Baghouse 165 (inch) 13.8 (ft)
Area of the Baghouse 21,371.6 (inch2)148.4 (ft2)
Heigh of the Baghouse 600 (inch) 50.0 (ft)
Volume of the Baghouse 9,403,515 (inch3)5,442 (ft3)
Content of the Baghouse Tire Fibers
Density of the Content of the Baghouse 52 (lb/ft3)
Total Dead Weight of the Baghouse 29,000 (lb)
Total Live Weight of the Baghouse 282,976 (lb)
Tributary Area (1) 315.1 (ft2)Tributary Area (1) =
Tributary Area (2)
Tributary Area (1) 315.1 (ft2)
Density of Concrete 150 (lb/ft3)
Density of Steel Rebar 490 (lb/ft3)
Thickness of the Grout 2 (inch) 0.167 (ft)
Thickness of Concrete Foundation 24 (inch) 2 (ft)
Dead Weight of the Grout 100 (lb)
Dead Weight of the Concrete Foundation
in Tributary Area (1)94,519 (lb)
Dead Weight of Rebars in the Conc.
Found. In Tributary Area (1)3,308 (lb)
Dead Weight of the Concrete Foundation
in Tributary Area (1)94,519 (lb)
Dead Weight of Rebars in the Conc.
Found. In Tributary Area (1)3,308 (lb)
Figure 3- Tributary Area (1)
2.2 Tributary Area
2.3 Wind Loading Determination
Risk Category of the Structure I FBC2020- Table
1604.5
FBC2020 - 1609.3.1
Vult (mile/h)145 FBC2020 - Figure
1609B
Vasd (mile/h)112
Figure 4 - Project Site
Wind Exposure Exposure C FBC2020 1609.4.3
FBC2020 1609.1.1
Kd (Wind Directionality Factor) 1
ASCE 7-16 Table
26.6-1
Kzt (Topographic factor)1
ASCE 7-16 Section
26.8.2
Ke (Ground Eelevation Factor)1
ASCE 7-16 Section
26.9
Kz (Velocity Pressure Exposure Coefficient) 1.09
ASCE 7-16 Table
26.10.1
F= qz . G . Cf . As (lb)Equation
ASCE 7-16 Section
29.4
G (Gust Effect Factor) 0.85
ASCE 7-16 Section
26.11
Cf 0.6
ASCE 7-16 Figure
29.4-1
As (ft3)1
qz = 0.00256 . K z . Kzt . Kd . Ke . V2 Equation
ASCE 7-16 Equation
26.10-1
F (psf), for Vult 29.9
F (psf), for Vasd 17.95
Wind Loading on the Baghouse was Determined Based on the
Provisions of the Alternate all Heights Method in Section
1609.6.
2.4 Load Combinations
A- Load Combinations using Strenght
Design or Load and Resistance Factor
Design (To evaluate the carrying capacity
of concrete foundation)1.4D
1.2D+1.6L
D: Dead Load 1.2D +0.5Wult
L: Live Load 1.2D + 1Wult
W: Wind Load 0.9D + 1Wult
B- Load Combinations using
Allowable Stress Design (To evaluate the
Carrying Capacity of the soil under the
Concrete Foundation)D+L
D+0.75L
D+0.6Wasd
D+0.75L+0.45Wasd
0.6D+0.6Wasd
0.6D
Coefficient of friction 0.25 FBC2017- 1806.2
Analysis is based on the Tributary Area (1
or 2)
Lateral Capacity Calculations
Load Combinations
Compression Force
below the Concrete
Foundation (Kips),
N
Lateral
Sliding
Resistance
(Kips),
μ . N
Sliding Force
below the Concrete
Foundation (Kips)
Sliding Status
D+L 410 102 0 OK
D+0.75L 339 85 0.0 OK
D+0.6Wasd 127 32 6.4 OK
D+0.75L+0.45Wasd 339 85 4.8 OK
0.6D+0.6Wasd 76 19 6.4 OK
0.6D 76 19 0.0 OK
FBC2017- 1605
FBC2017- 1605
2.5 Evaluation of the Lateral Resistance of the Soil
Allowable Vertical Foundation Pressure
(psf)2000
FBC2017- Without
Presence of
Geotechnical
Report-Table
1806.2
Moment of Inertia of the
Tributary Area (1 or 2), (ft4)8,272
Analysis is based on the Tributary Area
(1)
Stress Distribution
Load Combinations
Compression Force
below the Concrete
Foundation (Kips)
Moment
below the
Concrete
Foundation
(Kips-ft)
Maximum
Compressive
Stress below the
Concrete
Foundation
(Kips/ft2)
Vertical
Compression
Status
D+L 410 0 1.30 OK
D+0.75L 339 0 1.08 OK
D+0.6Wasd 127 182 0.59 OK
D+0.75L+0.45Wasd 339 136 1.22
OK
0.6D+0.6Wasd 76 182 0.43 OK
0.6D 76 0 0.24 OK
2.6 Evaluation of the Vertical Carrying Capacity of the Soil
Soil Capacity Evaluation
Analysis is based on the Tributary Area (1)
Minimum Concrete Strenght (psi) 4000
b0 (in), Perimeter around the Base Plate 80.5
Distributed in 2
Layers
d (in), Specific Depth of Concrete
Foundation 21
L (in), Width of Tributary Area 1 213
Minimum Temperature Shrinkage Steel
(in2/ft)0.52 As=
0.0018bh ACI-318
Proposed Longitudinal As (in2/ft)1.320 Use #6 @ 8"Top and Bottom
60 Ksi Steel Layer
ACI-318-19
ϕ. Vc (kips), Per Column 320.7
ACI-318-19
ϕ. Mn, Allowable flexural Strength of
Concrete Foundation (Kip-ft/ft)59.3
Load Combinations
Punching Force on the
Concrete Foundation,
Per Column (Kips)
Critical
Moment
Applied on the
Concrete
Foundation
(Kips-ft/ft)
Design Status
1.4D 10.2 13.0 OK
1.2D+1.6L 121.9 45.1 OK
1.2D +0.5Wult 16.1 21.8 OK
1.2D + 1Wult 23.6 32.4 OK
0.9D + 1Wult 21.4 29.6 OK
2.7 Evaluation of the Carrying Capacity of Concrete
Against Punching Shear and Moment
Evaluation of the Concrete Foundation Punching Shear Capacity
2.8. Evaluation of the Concrete Foundation Moment Capacity
Foundation Moment Capacity Calculation
Maximum Moment due to Wind Loading
on the Concrete Foundation, Mu (kip-ft),
From Part 6
181.5
Total Number of Anchor Bolts, for one
base plates 4
Distance between center of Bolts along
the Applied Moment (ft)13.8
Diamter of the bolts (in) 1.000
Yielding strength of the bolts (ksi) 55
Ultimate Strength of the Bolts (ksi) 75
Allowable Tensile Strength of the Bolts
(Kips)22.1
Maximum Applied Force on a Single Bolt
due to the Moment Resulted from the
Wind Loading (kips)
1.6 22.1 (kips)>
1.6(kips)
The Design is
Adequate
2.9 Evaluation of the Baseplate Anchor Bolts strength for Rigid Connections under Wind Loading
Section 3
(Cyclone Foundation Design)Input Output
3.1 Unfactored Load Determination
Diameter of the Cyclone 124 (inch) 10.3 (ft)
Area of the Cyclone 12,070.2 (inch2)83.8 (ft2)
Heigh of the Cyclone 428 (inch) 35.7 (ft)
Volume of the Cyclone 2,414,032 (inch3)1,397 (ft3)
Content of the Cyclone Tire Fibers
Density of the Content of the Cyclone 52 (lb/ft3)
Total Dead Weight of the Cyclone 10,500 (lb)
Total Live Weight of the Cyclone 72,644 (lb)
Tributary Area (1) 177.7 (ft2)Tributary Area (1) =
Tributary Area (2)
Tributary Area (1) 177.7 (ft2)
Density of Concrete 150 (lb/ft3)
Density of Steel Rebar 490 (lb/ft3)
Thickness of the Grout 2 (inch) 0.167 (ft)
Thickness of Concrete Foundation 24 (inch) 2 (ft)
Dead Weight of the Grout 100 (lb)
Dead Weight of the Concrete Foundation
in Tributary Area (1)53,307 (lb)
Dead Weight of Rebars in the Conc.
Found. In Tributary Area (1)1,866 (lb)
Dead Weight of the Concrete Foundation
in Tributary Area (1)53,307 (lb)
Dead Weight of Rebars in the Conc.
Found. In Tributary Area (1)1,866 (lb)
Figure 5- Tributary Area (1)
3.2 Tributary Area
3.3 Wind Loading Determination
Risk Category of the Structure I FBC2020- Table
1604.5
FBC2020 - 1609.3.1
Vult (mile/h)145 FBC2020 - Figure
1609B
Vasd (mile/h)112
Figure 4 - Project Site
Wind Exposure Exposure C FBC2020 1609.4.3
FBC2020 1609.1.1
Kd (Wind Directionality Factor) 1
ASCE 7-16 Table
26.6-1
Kzt (Topographic factor)1
ASCE 7-16 Section
26.8.2
Ke (Ground Eelevation Factor)1
ASCE 7-16 Section
26.9
Kz (Velocity Pressure Exposure Coefficient) 1.09
ASCE 7-16 Table
26.10.1
F= qz . G . Cf . As (lb)Equation
ASCE 7-16 Section
29.4
G (Gust Effect Factor) 0.85
ASCE 7-16 Section
26.11
Cf 0.6
ASCE 7-16 Figure
29.4-1
As (ft3)1
qz = 0.00256 . K z . Kzt . Kd . Ke . V2 Equation
ASCE 7-16 Equation
26.10-1
F (psf), for Vult 29.9
F (psf), for Vasd 17.95
Wind Loading on the Cyclone was Determined Based on the
Provisions of the Alternate all Heights Method in Section
1609.6.
3.4 Load Combinations
A- Load Combinations using Strenght
Design or Load and Resistance Factor
Design (To evaluate the carrying capacity
of concrete foundation)1.4D
1.2D+1.6L
D: Dead Load 1.2D +0.5Wult
L: Live Load 1.2D + 1Wult
W: Wind Load 0.9D + 1Wult
B- Load Combinations using
Allowable Stress Design (To evaluate the
Carrying Capacity of the soil under the
Concrete Foundation)D+L
D+0.75L
D+0.6Wasd
D+0.75L+0.45Wasd
0.6D+0.6Wasd
0.6D
Coefficient of friction 0.25 FBC2017- 1806.2
Analysis is based on the Tributary Area (1
or 2)
Lateral Capacity Calculations
Load Combinations
Compression Force
below the Concrete
Foundation (Kips),
N
Lateral
Sliding
Resistance
(Kips),
μ . N
Sliding Force
below the Concrete
Foundation (Kips)
Sliding Status
D+L 138 35 0 OK
D+0.75L 120 30 0.0 OK
D+0.6Wasd 66 16 3.2 OK
D+0.75L+0.45Wasd 120 30 2.4 OK
0.6D+0.6Wasd 39 10 3.2 OK
0.6D 39 10 0.0 OK
FBC2017- 1605
FBC2017- 1605
3.5 Evaluation of the Lateral Resistance of the Soil
Allowable Vertical Foundation Pressure
(psf)2000
FBC2017- Without
Presence of
Geotechnical
Report-Table
1806.2
Moment of Inertia of the
Tributary Area (1 or 2), (ft4)8,272
Analysis is based on the Tributary Area
(1)
Stress Distribution
Load Combinations
Compression Force
below the Concrete
Foundation (Kips)
Moment
below the
Concrete
Foundation
(Kips-ft)
Maximum
Compressive
Stress below the
Concrete
Foundation
(Kips/ft2)
Vertical
Compression
Status
D+L 138 0 0.78 OK
D+0.75L 120 0 0.68 OK
D+0.6Wasd 66 68 0.44 OK
D+0.75L+0.45Wasd 120 51 0.73
OK
0.6D+0.6Wasd 39 68 0.29 OK
0.6D 39 0 0.22 OK
3.6 Evaluation of the Vertical Carrying Capacity of the Soil
Soil Capacity Evaluation
Analysis is based on the Tributary Area (1)
Minimum Concrete Strenght (psi) 4000
b0 (in), Perimeter around the Base Plate 64
Distributed in 2
Layers
d (in), Specific Depth of Concrete
Foundation 8.5
L (in), Width of Tributary Area 1 160
Minimum Temperature Shrinkage Steel
(in2/ft)0.25 As=
0.0018bh ACI-318
Proposed Longitudinal As (in2/ft)1.320 Use #6 @ 8"Top and Bottom
60 Ksi Steel Layer
ACI-318-19
ϕ. Vc (kips), Per Column 103.2
ACI-318-19
ϕ. Mn, Allowable flexural Strength of
Concrete Foundation (Kip-ft/ft)24.0
Load Combinations
Punching Force on the
Concrete Foundation,
Per Column (Kips)
Critical
Moment
Applied on the
Concrete
Foundation
(Kips-ft/ft)
Design Status
1.4D 3.7 6.7 OK
1.2D+1.6L 32.2 14.5 OK
1.2D +0.5Wult 6.0 9.2 OK
1.2D + 1Wult 8.7 12.7 OK
0.9D + 1Wult 7.9 11.3 OK
3.7 Evaluation of the Carrying Capacity of Concrete
Against Punching Shear and Moment
Evaluation of the Concrete Foundation Punching Shear Capacity
2.8. Evaluation of the Concrete Foundation Moment Capacity
Foundation Moment Capacity Calculation
Maximum Moment due to Wind Loading
on the Concrete Foundation, Mu (kip-ft),
From Part 6
68.1
Total Number of Anchor Bolts, for one
base plates 4
Distance between center of Bolts along
the Applied Moment (ft)10.33
Diamter of the bolts (in) 0.750
Yielding strength of the bolts (ksi) 55
Ultimate Strength of the Bolts (ksi) 75
Allowable Tensile Strength of the Bolts
(Kips)12.4
Maximum Applied Force on a Single Bolt
due to the Moment Resulted from the
Wind Loading (kips)
0.8 12.4 (kips)>
0.8(kips)
The Design is
Adequate
3.9 Evaluation of the Baseplate Anchor Bolts strength for Rigid Connections under Wind Loading