Design Of Box Culvert(aashto) 1e3t5v
This document was ed by and they confirmed that they have the permission to share it. If you are author or own the copyright of this book, please report to us by using this report form. Report 3i3n4
Overview 26281t
& View Design Of Box Culvert(aashto) as PDF for free.
More details 6y5l6z
- Words: 1,257
- Pages: 12
STRUCTURAL DESIGN OF SINGLE CELL BOX CULVERT Based on AASHTO LRFD Bridge Design 2007 SI Client:
GeoData Survey Company
Designed By:
Job Name/Station:
Culvert Structural Design
Verified By:
Ali Akbar Shaikhzadeh
Date:
1-Jul-12
Revision: Version 1.0
INPUT DATA CONCRETE COMPRESSIVE STRENGTH, f'c REBAR YIELD STRENGTH, fy CONCRETE UNIT WEIGHT, gc SATURATED SOIL UNIT WEIGHT, gs HEIGHT OFCULVERT, H WIDTH OF CULVERT, B THICKNESS OF SIDE WALLS, tw THICKNESS OF TOP SLAB, tts THICKNESS OF BOTTOM SLAB, tbs DEPTH OF FILL, hf IMPOSED SERVICE DEAD LOADS, wd ALLOWABLE SOIL PRESSURE, Qa SOIL ANGLE OF FRCITION, f PREFERRED REBAR SIZE CONCRETE COVER TO REBAR CENTER NO. OF REINFORCEMENT LAYERS MAIN REINFORCEMENT SPACING TEMPERATURE REINFOR. SPACING
28 420 24 18 1500 2000 350 350 350 2000 0 144 30 12 75 2 200 200
MPA MPA kN/cum kN/cum mm mm mm mm mm mm KPa KPa Deg. mm
Design Summary
mm
Shear Status
O.K.
mm
Flexure Status
O.K.
mm
Soil Pressure Status
O.K.
LOADS ON THE CULVERT For the design purposes a one-meter length of the culvert is considered. Top Slab Vehicular Live Loads (HS 20 AASHTO Truck) Include live loads if hf < 2400mm hf = Multiple presence factor Width of distributed load (parallel to span) Length of distributed load (perpend. to span) Pressure intensity at the specified depth of fill Linear load on the top slab
2000 1.20 2250 4510 7.14 7.14
Dynamic Load Allowance (Impact Factor) IM = 33(1 - 0.00041 hf) > 0% Increased linear live load
5.94 9.08
Weight of earth fill Linear weight of fill on the slab Imposed dead loads Linear imposed dead loads on the slab Selfweight Linear selft weight of the slab
mm
mm mm KPa
(AASHTO 3.6.1.2.6) (AASHTO 3.6.1.1.2) (AASHTO 3.6.1.2.6)
Equiv. wheel loads don't overlap. Wheel Load = 72.5 KN
(AASHTO 3.6.1.2.6)
KN/m
(AASHTO 3.6.2.2) % KN/m
36.00
KN/m
0
KN/m
8.4
KN/m
Side Walls Soil pressure kah = (1 - sinf ) / (1 + sinf ) Surcharge on side walls due to top soil
LL considered. Design Based on → Traffic travelling parallel to span
0.333 36.0
KPa
Factor for increasing live load due to impact effects Impact and multiple presence factor included.
(cont'd)
Height of surcharge (h' = s / gs ) Linear pressure at the bottom of the side wall
2.0 21.0
m
Selfweight Two side walls = tw (H - tbs - tts) gc
13.4
KN
Bottom Slab Self weight of the whole structure Linear soil pressure due to stru. selfweight
kN/m
59.52
kN/m
See note 1
Vehicular Live Loads (HS 20 AASHTO Truck) Linear soil pressure due to live loads
9.08
KN/m
See note 1
FACTORED LOAD DIAGRAMS Load factor for dead load Load factor for horizontal earth pressure Load factor for live load
1.25 1.50 1.75
(AASHTO 3.4.1) (AASHTO 3.4.1) (AASHTO 3.4.1)
55.50
15.89 18.00
18.00
31.5
31.5
74.4
15.89
ANALYSIS OF THE STRUCTURE The structure is analyzed using the moment distribution method. The fixed-end moment at each t is the superposition of the fixed-end moments due to dead, live and earth pressure loads. t Member Length Moment of Inertia Distrib. Factor FEM Distribution Carry Over Distribution Carry Over Distribution Carry Over Distribution Carry Over Distribution Carry Over Distribution Carry Over Distribution
A AC AB 0.80 2.00 0.0292 0.0292 0.71 0.29 1.25 -23.80 16.11 6.44 -10.25 -3.22 9.62 3.85 -4.34 -1.92 4.48 1.79 -2.34 -0.90 2.31 0.92 -1.13 -0.46 1.14 0.46 -0.57 -0.23 0.57 0.23 -0.29 -0.11 0.29 0.11
B BA 2.00 0.0292 0.29 23.80 -6.44 3.22 -3.85 1.92 -1.79 0.90 -0.92 0.46 -0.46 0.23 -0.23 0.11 -0.11
BD 0.80 0.0292 0.71 -1.25 -16.11 10.25 -9.62 4.34 -4.48 2.34 -2.31 1.13 -1.14 0.57 -0.57 0.29 -0.29
D DB DC 0.80 2.00 0.0292 0.0292 0.71 0.29 1.39 -30.10 20.50 8.20 -8.05 -4.10 8.68 3.47 -4.81 -1.74 4.68 1.87 -2.24 -0.94 2.27 0.91 -1.15 -0.45 1.15 0.46 -0.57 -0.23 0.57 0.23 -0.29 -0.11 0.29 0.11
C CD CA 2.00 0.80 0.0292 0.0292 0.29 0.71 30.10 -1.39 -8.20 -20.50 4.10 8.05 -3.47 -8.68 1.74 4.81 -1.87 -4.68 0.94 2.24 -0.91 -2.27 0.45 1.15 -0.46 -1.15 0.23 0.57 -0.23 -0.57 0.11 0.29 -0.11 -0.29
Moment Sum
16.84
16.84
-16.84
22.41
22.41
-16.84
-22.41
-22.41
(cont'd)
SHEAR MOMENT DIAGRAMS
Top Slab Moment Diagram Top Slab
25.0 20.0
5.0 1.80
1.50
1.20
0.0 -5.0
0.90
kN/m
10.0
0.60
kN/m
0.30
18.86
kN/m
0.00
Design Moment
18.86 -16.84
Moment (kN-m)
15.0
Mmax (+) Mmax (-)
-10.0 -15.0 -20.0
Distance x (m)
Top Slab Shear Diagram 80.0 60.0
Design Shear
26.77
kN
20.0 1.80
1.50
1.20
0.90
0.0 -20.0
0.60
kN
0.30
kN
0.00
71.39 -64.26
Shear (kN)
40.0
Vmax (+) Vmax (-)
-40.0
At distance d from the face of the
-60.0 -80.0
Distance x (m)
Bottom Slab
Bottom Slab Moment Diagram 25.0 20.0
5.0 1.80
1.50
1.20
0.0 -5.0
0.90
kN/m
10.0
0.60
22.73
kN/m
15.0
0.30
kN/m
0.00
Design Moment
22.41 -22.73
Moment (kN-m)
Mmax (+) Mmax (-)
-10.0 -15.0 -20.0 -25.0
Distance x (m)
Bottom Slab Shear Diagram 100.0 80.0
20.0
-40.0 -60.0 -80.0 -100.0
Distance x (m)
1.80
1.50
1.20
0.0 -20.0
0.90
kN
At distance d from the face of the
40.0
0.60
kN
0.30
33.86
60.0
kN
0.00
Design Shear
90.29 -90.29
Shear (kN)
Vmax (+) Vmax (-)
(cont'd)
Side Walls
Side Walls Moment Diagram 25.0 20.0
5.0 0.72
0.60
0.48
0.0 -5.0
0.36
kN/m
10.0
0.24
22.41
kN/m
0.12
kN/m
0.00
Design Moment
22.41 -14.92
Moment (kN-m)
15.0
Mmax (+) Mmax (-)
-10.0 -15.0 -20.0
Distance x (m)
Side Walls Shear Diagram 0.72
0.60
0.48
0.36
0.24
0.12
0.00
0.0
Vmax (+) Vmax (-) Design Shear
-38.26 -50.86 49.03
Shear (kN)
-10.0
kN kN
kN
-20.0 -30.0 -40.0 -50.0
At distance d from the face of the
-60.0
Distance x (m)
THICKNESS CHECK Shear strength provided by concrete = fVc = f0.17 (f'c)0.5 bw d d (mm)
fVc (kN)
Vd (kN)
Status
Top slab
275
185.5
26.8
O.K.
Bottom slab
275
185.5
33.9
O.K.
Side walls
275
185.5
49.0
O.K.
Component
(ACI 11.2.1.2)
REINF. CALCULATIONS Minimum reinforcement ratio for main reinforcement, ρmin Minimum reinforcement ratio for temperature reinforcement, ρmin Maximum center to center spacing of reinforcement, smax
0.0007 0.0008 525
mm
MAIN REINFORCEMENT
Component
See note 2
(AASHTO 5.10.8)
See note 2
(AASHTO 5.10.8)
Max (1.5 t, 450)
(AASHTO 5.10.3.2)
TEMPRATURE REINF.
d (mm)
Mu(kN-m)
As (mm2)
As prov
ρact
ρmin
Status
ρact
ρmin
Status
Top slab
275
21.0
202
1131
0.0032
0.0013
O.K.
0.0032
0.0015
O.K.
Bottom slab
275
25.3
243
1131
0.0032
0.0013
O.K.
0.0032
0.0015
O.K.
Side walls
275
24.9
240
1131
0.0032
0.0013
O.K.
0.0032
0.0015
O.K.
SOIL PRESSURE CHECK Pressure on soil Allowable soil pressure Status
68.60 144.00 O.K.
KPa KPa
1- In reality, the uplift soil pressure on the bottom slab may not be uniform. However, for simplicity, it shall be assumed to be uniform. 2- Minimum reinforcement ratio found is for one layer of reinforcement and shall be multiplyed by 2 if there is 2 layers of reinforcement. 3- Clear distance between two layers of reinforcement shall not be more than 150mm and less than 25mm. 4- All soil has been assumed to be saturated soil. 5- It has been assumed that only one axle of the design truck comes on the culvert at a time. This is true for culvert width up to 4300. For more widths
this design spreadsheet can not be used since it is possible that two axle loads come on the culvert.
DESIGN OF SINGLE CELL BOX CULVERT
ed on AASHTO LRFD Bridge Design 2007 SI 1-Jul-12
GeoData Survey Company
Designed By:
Job Name/Station:
Culvert Structural Design
Verified By:
Ali Akbar Shaikhzadeh
Date:
1-Jul-12
Revision: Version 1.0
INPUT DATA CONCRETE COMPRESSIVE STRENGTH, f'c REBAR YIELD STRENGTH, fy CONCRETE UNIT WEIGHT, gc SATURATED SOIL UNIT WEIGHT, gs HEIGHT OFCULVERT, H WIDTH OF CULVERT, B THICKNESS OF SIDE WALLS, tw THICKNESS OF TOP SLAB, tts THICKNESS OF BOTTOM SLAB, tbs DEPTH OF FILL, hf IMPOSED SERVICE DEAD LOADS, wd ALLOWABLE SOIL PRESSURE, Qa SOIL ANGLE OF FRCITION, f PREFERRED REBAR SIZE CONCRETE COVER TO REBAR CENTER NO. OF REINFORCEMENT LAYERS MAIN REINFORCEMENT SPACING TEMPERATURE REINFOR. SPACING
28 420 24 18 1500 2000 350 350 350 2000 0 144 30 12 75 2 200 200
MPA MPA kN/cum kN/cum mm mm mm mm mm mm KPa KPa Deg. mm
Design Summary
mm
Shear Status
O.K.
mm
Flexure Status
O.K.
mm
Soil Pressure Status
O.K.
LOADS ON THE CULVERT For the design purposes a one-meter length of the culvert is considered. Top Slab Vehicular Live Loads (HS 20 AASHTO Truck) Include live loads if hf < 2400mm hf = Multiple presence factor Width of distributed load (parallel to span) Length of distributed load (perpend. to span) Pressure intensity at the specified depth of fill Linear load on the top slab
2000 1.20 2250 4510 7.14 7.14
Dynamic Load Allowance (Impact Factor) IM = 33(1 - 0.00041 hf) > 0% Increased linear live load
5.94 9.08
Weight of earth fill Linear weight of fill on the slab Imposed dead loads Linear imposed dead loads on the slab Selfweight Linear selft weight of the slab
mm
mm mm KPa
(AASHTO 3.6.1.2.6) (AASHTO 3.6.1.1.2) (AASHTO 3.6.1.2.6)
Equiv. wheel loads don't overlap. Wheel Load = 72.5 KN
(AASHTO 3.6.1.2.6)
KN/m
(AASHTO 3.6.2.2) % KN/m
36.00
KN/m
0
KN/m
8.4
KN/m
Side Walls Soil pressure kah = (1 - sinf ) / (1 + sinf ) Surcharge on side walls due to top soil
LL considered. Design Based on → Traffic travelling parallel to span
0.333 36.0
KPa
Factor for increasing live load due to impact effects Impact and multiple presence factor included.
(cont'd)
Height of surcharge (h' = s / gs ) Linear pressure at the bottom of the side wall
2.0 21.0
m
Selfweight Two side walls = tw (H - tbs - tts) gc
13.4
KN
Bottom Slab Self weight of the whole structure Linear soil pressure due to stru. selfweight
kN/m
59.52
kN/m
See note 1
Vehicular Live Loads (HS 20 AASHTO Truck) Linear soil pressure due to live loads
9.08
KN/m
See note 1
FACTORED LOAD DIAGRAMS Load factor for dead load Load factor for horizontal earth pressure Load factor for live load
1.25 1.50 1.75
(AASHTO 3.4.1) (AASHTO 3.4.1) (AASHTO 3.4.1)
55.50
15.89 18.00
18.00
31.5
31.5
74.4
15.89
ANALYSIS OF THE STRUCTURE The structure is analyzed using the moment distribution method. The fixed-end moment at each t is the superposition of the fixed-end moments due to dead, live and earth pressure loads. t Member Length Moment of Inertia Distrib. Factor FEM Distribution Carry Over Distribution Carry Over Distribution Carry Over Distribution Carry Over Distribution Carry Over Distribution Carry Over Distribution
A AC AB 0.80 2.00 0.0292 0.0292 0.71 0.29 1.25 -23.80 16.11 6.44 -10.25 -3.22 9.62 3.85 -4.34 -1.92 4.48 1.79 -2.34 -0.90 2.31 0.92 -1.13 -0.46 1.14 0.46 -0.57 -0.23 0.57 0.23 -0.29 -0.11 0.29 0.11
B BA 2.00 0.0292 0.29 23.80 -6.44 3.22 -3.85 1.92 -1.79 0.90 -0.92 0.46 -0.46 0.23 -0.23 0.11 -0.11
BD 0.80 0.0292 0.71 -1.25 -16.11 10.25 -9.62 4.34 -4.48 2.34 -2.31 1.13 -1.14 0.57 -0.57 0.29 -0.29
D DB DC 0.80 2.00 0.0292 0.0292 0.71 0.29 1.39 -30.10 20.50 8.20 -8.05 -4.10 8.68 3.47 -4.81 -1.74 4.68 1.87 -2.24 -0.94 2.27 0.91 -1.15 -0.45 1.15 0.46 -0.57 -0.23 0.57 0.23 -0.29 -0.11 0.29 0.11
C CD CA 2.00 0.80 0.0292 0.0292 0.29 0.71 30.10 -1.39 -8.20 -20.50 4.10 8.05 -3.47 -8.68 1.74 4.81 -1.87 -4.68 0.94 2.24 -0.91 -2.27 0.45 1.15 -0.46 -1.15 0.23 0.57 -0.23 -0.57 0.11 0.29 -0.11 -0.29
Moment Sum
16.84
16.84
-16.84
22.41
22.41
-16.84
-22.41
-22.41
(cont'd)
SHEAR MOMENT DIAGRAMS
Top Slab Moment Diagram Top Slab
25.0 20.0
5.0 1.80
1.50
1.20
0.0 -5.0
0.90
kN/m
10.0
0.60
kN/m
0.30
18.86
kN/m
0.00
Design Moment
18.86 -16.84
Moment (kN-m)
15.0
Mmax (+) Mmax (-)
-10.0 -15.0 -20.0
Distance x (m)
Top Slab Shear Diagram 80.0 60.0
Design Shear
26.77
kN
20.0 1.80
1.50
1.20
0.90
0.0 -20.0
0.60
kN
0.30
kN
0.00
71.39 -64.26
Shear (kN)
40.0
Vmax (+) Vmax (-)
-40.0
At distance d from the face of the
-60.0 -80.0
Distance x (m)
Bottom Slab
Bottom Slab Moment Diagram 25.0 20.0
5.0 1.80
1.50
1.20
0.0 -5.0
0.90
kN/m
10.0
0.60
22.73
kN/m
15.0
0.30
kN/m
0.00
Design Moment
22.41 -22.73
Moment (kN-m)
Mmax (+) Mmax (-)
-10.0 -15.0 -20.0 -25.0
Distance x (m)
Bottom Slab Shear Diagram 100.0 80.0
20.0
-40.0 -60.0 -80.0 -100.0
Distance x (m)
1.80
1.50
1.20
0.0 -20.0
0.90
kN
At distance d from the face of the
40.0
0.60
kN
0.30
33.86
60.0
kN
0.00
Design Shear
90.29 -90.29
Shear (kN)
Vmax (+) Vmax (-)
(cont'd)
Side Walls
Side Walls Moment Diagram 25.0 20.0
5.0 0.72
0.60
0.48
0.0 -5.0
0.36
kN/m
10.0
0.24
22.41
kN/m
0.12
kN/m
0.00
Design Moment
22.41 -14.92
Moment (kN-m)
15.0
Mmax (+) Mmax (-)
-10.0 -15.0 -20.0
Distance x (m)
Side Walls Shear Diagram 0.72
0.60
0.48
0.36
0.24
0.12
0.00
0.0
Vmax (+) Vmax (-) Design Shear
-38.26 -50.86 49.03
Shear (kN)
-10.0
kN kN
kN
-20.0 -30.0 -40.0 -50.0
At distance d from the face of the
-60.0
Distance x (m)
THICKNESS CHECK Shear strength provided by concrete = fVc = f0.17 (f'c)0.5 bw d d (mm)
fVc (kN)
Vd (kN)
Status
Top slab
275
185.5
26.8
O.K.
Bottom slab
275
185.5
33.9
O.K.
Side walls
275
185.5
49.0
O.K.
Component
(ACI 11.2.1.2)
REINF. CALCULATIONS Minimum reinforcement ratio for main reinforcement, ρmin Minimum reinforcement ratio for temperature reinforcement, ρmin Maximum center to center spacing of reinforcement, smax
0.0007 0.0008 525
mm
MAIN REINFORCEMENT
Component
See note 2
(AASHTO 5.10.8)
See note 2
(AASHTO 5.10.8)
Max (1.5 t, 450)
(AASHTO 5.10.3.2)
TEMPRATURE REINF.
d (mm)
Mu(kN-m)
As (mm2)
As prov
ρact
ρmin
Status
ρact
ρmin
Status
Top slab
275
21.0
202
1131
0.0032
0.0013
O.K.
0.0032
0.0015
O.K.
Bottom slab
275
25.3
243
1131
0.0032
0.0013
O.K.
0.0032
0.0015
O.K.
Side walls
275
24.9
240
1131
0.0032
0.0013
O.K.
0.0032
0.0015
O.K.
SOIL PRESSURE CHECK Pressure on soil Allowable soil pressure Status
68.60 144.00 O.K.
KPa KPa
1- In reality, the uplift soil pressure on the bottom slab may not be uniform. However, for simplicity, it shall be assumed to be uniform. 2- Minimum reinforcement ratio found is for one layer of reinforcement and shall be multiplyed by 2 if there is 2 layers of reinforcement. 3- Clear distance between two layers of reinforcement shall not be more than 150mm and less than 25mm. 4- All soil has been assumed to be saturated soil. 5- It has been assumed that only one axle of the design truck comes on the culvert at a time. This is true for culvert width up to 4300. For more widths
this design spreadsheet can not be used since it is possible that two axle loads come on the culvert.
DESIGN OF SINGLE CELL BOX CULVERT
ed on AASHTO LRFD Bridge Design 2007 SI 1-Jul-12
Related Documents 3h463d
Design Of Gear Box 4pe2f
December 2019 64
Design Of Box Culvert(aashto) 1e3t5v
June 2020 3
Vba Box Gutter Design 6j2b6s
November 2019 48
Gold Sluice Box Design 4v355x
November 2019 216
Gear Box Design Report cq6u
October 2019 88
Box Culvert Design Manual 5r5934
November 2019 178More Documents from "Sudhir Reddy Nallamilli" s82g
Design Of Box Culvert(aashto) 1e3t5v
June 2020 3
Tata Motors And Csr 1373h
August 2021 0
List Of Countries By Gdp Sector Composition - Wikipedia, The Free Encyclopedia 453b17
December 2019 40
Guru Movie Learning's 602l43
December 2021 0
Satellite Based Tsunami And Earthquake Alert System y6sj
April 2022 0