calculation of box culvert based on lrfd bridge design aashtoFull description
Full description
Design of box culvert
Box Culvert DesignFull description
Description complète
Descrição completa
Design of box culvert bridge
Full description
Full description
box culvertFull description
TMS Box culvert system
Box CulvertFull description
Box CulvertDeskripsi lengkap
MethodolgyDeskripsi lengkap
Secara rinci menjelaskan tentang metode pelaksanaan pekerjaan box culvert
BOX Culvert Load Details
Full description
Description : Box Culvert
Descripción: Project on the design of a concrete box culvert, contains introduction, methodology and lit review
Project on the design of a concrete box culvert, contains introduction, methodology and lit reviewDescription complète
Project on the design of a concrete box culvert, contains introduction, methodology and lit review
Report on the structural design of box culverts
Reference
Calculation
Output
Ac
Area of concrete
Acc
Area of concrete in compression
As As min
Area of tension reinforcement Minimum area of tension reinforcement
av
Length of that part of member traversed by shear failure plane
b
With (breath) or effective width of section
c
Cover to outer diameter
d Fc
Effective depth of section Basic force used in defining compressive forces
Ft
Basic force used in defining tie forces
fcu
Characteristic strength of concrete
fs
Estimated design service stress in the tension reinforcement
fy
Characteristic strength of reinforcement
G
Shear modulus
H Hx
Maximum horizontal force Horizontal force in x direction
Hy
Horizontal force in y direction
h
Overall depth
KEL
Knife edge load
L lx
Critical perimeter Dimension of element on x direction
ly
Dimension of element on y direction
lz
Dimension of element on z direction
M Mx
Design ultimate resistance moment Moment on x axis
My
Moment on y axis
Mz
Moment on z axis
q
Surcharge load
r
Internal radius of bend
SLS
Serviceability limit state
T
Traction force
t
Thickness of the element
ULS
Ultimate limit state
V
Shear force due to design ultimate loads or design ultimate value of a concentrated load
v
Design shear stress
vc
Design shear stress in concrete
x
Neutral axis depth
x'
Distance from Y axis to the centroid of an element
y'
Distance from X axis to the centroid of an element
z
Lever arm
z'
Distance from X - Y plane to point where the considered resultant
s
a fL f3
D E C
DESIGN UNIT EPC DIVISION
force acting Coefficient, variously defined, as appropriate Strain in tension reinforcement Nominal range of movement Soil friction angle, or diameter Active earth pressure Unit weight of soil Partial load factor Partial load factor
Doc. No. Designed Checked
Date Date
D E C CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Reference Calculation
D E C
DESIGN UNIT
Job Code
Page Output
Doc. No. Designed
Date
D E EPC DIVISION C CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Reference Calculation
Checked Job Code
Date Page Output
Doc. No.
D DESIGN UNIT E EPC DIVISION C CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Reference Calculation
Designed Checked Job Code
Date Date Page Output
D DESIGN UNIT E EPC DIVISION C CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Reference Calculation
Doc. No. Designed Checked Job Code
Date Date Page Output
D E C
DESIGN UNIT EPC DIVISION CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB)
Doc. No. Designed Checked Job Code
Date Date Page
Reference
Calculation
Output
Design of Box Culvert Ground Level
X hs
A
B H
hw
Y
hw
h l
D
C
hs
Figure 01 Dimentional Properties h
=
1.2 m
l
=
1.5 m
H
=
7.2 m
Safe Bearing Pressure
=
150 kN/m2
Section Thickness Main R/F Cover to R/F Grade of Concrete
=
0.2 m
= =
12 mm 45 mm 25 N/mm2 24 kN/m3
Soil Cover ,
=
( hw , h
= span/(10 ~15))
Properties of Soil
γc
=
γs
=
γw
=
Φ'
=
20
kN/m3
9.81 kN/m3 25
o
1 - Permanent Loads 1.1 Dead Loads The nominal dead doad consist of the weight of the materials and the part of the structure Structural
Unit Weight of Concrete shall be taken as 24 kN/m3
Engineering
Becouse of the arching of soil, check whether the depth above culvert is
Design in
> 3 x width of culvert ( in which case limit depth to 3 x width )
preactice (Roger -
=
Depth of cover (H)
westbrook)
3 x width
(page-94)
7.2 = 3 x =
m 1.6
4.8 m
3 x width < =
7.2 m
=
4.8 m
=
4.8 x
20
=
96
kN/m2
Depth limited to
So
Surcharge on Roof Surcharge Presure (qr) qr
Soil Engineering (Spangler & Handy)
Casses of conduit installation consider as Ditch Conduit Ditch Conduit A ditch conduit is defined as one which is instaled in a relatively narrow ditch dug in passive or undisturbed soil and wich is then covered with earth backfill.
Ceylon Electricity Board
C E B
Dam Safety Environmental & Civil Structure Maintanance
Doc. No. Designed Checked Job Code
S.M.P
Date 31.05.2010 Date 1 Page
Reference
Calculation
Output
Maximum load on ditch condition Depth of cover
=
7.2
m
Surcharge on Roof Surcharge Presure (qr) (qr) = Cd.γ.Bd2 Cd
=
,
1-e-2Kµ'(H/Bd) 2.K.µ'
µ'
= tan φ'
K
=
1-sin φ 1+sin φ
µ'
-
coedicient of friction between fill material and side of ditch
K
-
Active Lateral earth pressure coeficient
Bd
-
Horizontal width of ditch at top of conduit
γ
-
Unit weight (wet density) of filling material
H
-
Height of fill above top of conduite
Cd
-
Load coeficient for ditch condition
So, K
=
1-sin φ
Bd =
3.60 m, Consider 1m length of Roof slab
1+sin φ = µ'
= 2.K.µ'.(H/Bd) = Cd
Structural
0.406
= tan φ'
=
0.466 0.76 1.403
(qr)
= Cd.γ.Bd2
(qr)
=
101.0 kN/m2
1.2 Horizontal Earth Pressure
Engineering
Design in
If the backfill properties are known,
preactice
If wall friction is to be ignored
(Roger westbrook)
K0
= 1-sin Φ'
=
0.58
(page-94)
Ka
= ( 1-sin Φ' ) / ( 1+sin Φ' )
=
0.41
q max
Ceylon Electricity Board
C E B
Dam Safety Environmental & Civil Structure Maintanance
(δ = 0 )
= γ.Ka.h = 20 x 0.41 x = 73.9 kN/m2
qep
= 20 x 0.41 x = 15.42 kN/m2
q q
= qmax - qep = 58.44 kN/m2
Doc. No. Designed Checked Job Code
9.1
1.9
S.M.P
Date 31.05.2010 Date 1 Page
Reference AASHTO
Calculation
Output
2 - Vertical Live Loads
3.7.1 For Fill Depths H ≥ 8 feet (2400 mm) and Culvert Clear Span Length, The effect of live load is neglected in design when the depth of fill is more than
8 feet 3 - Hydrostatic Pressure (Internal)
q ip
= C.h = 9.81 x 1.7 = 16.68 kN/m2
4 - Analysis Reinforced Concrete
Constant K
=
h
Designers
l
{ hhs } 3
=
1.21
k1 k3
= =
K+1 K+3
= =
2.21 4.21
k5 k7
=
2K+3
=
5.43
= =
2K+7
=
9.43
3K+8
=
11.64
w
Manual (ref-5.1)
k8
4.1 Load Case -01 Testing Condition 4.1.1 Hydrostatic Pressure-(Internal) Reinforced
A
B
MA =
2 MB = qip.h .K.k7 60.k1.k3 = 0.99 kN.m/m
MC =
MD = Ma. K8 k7 = 1.22 kN.m/m
Concrete qip
Designers Manual
C
D
(ref-5.1)
q = qip Pressures
B.M.D
4.1.2 Flexure due to weight of wall = hw.γ.h
Wall weight ( G )
=
8.2 kN/m
q1 = 2.G l.hw
=
10.20 kN/m2
Reinforced A
Concrete
B
MA =
2 MB = q1.l .K 12.k1.k3 = 0.22 kN.m/m
MC =
MD = Ma. K5 K = -0.97
Designers G
Manual
G
(ref-5.1)
C
D q1 Pressures
B.M.D
kN.m/m
4.1.3 Flexure due to weight of Roof q
C E B
Dam Safety Environmental & Civil Structure Maintanance
= hs.γc
=
4.8
Doc. No. Designed Checked Job Code
kN/m2
S.M.P
Date 31.05.2010 Date 2 Page
Reference
Calculation A
Output
B
MA =
2 = q.l 12.k1 = -0.35
C
D q = q1 Pressures
MB =
B.M.D
MC =
MD
kN.m/m
Addition of moment for Load case 01 Position
Hydrostatic
γf
ulsMb
Walls
Roof
Walls + Roof
γf
ulsMb
Total uls
A and B
0.99
1.4
1.38
0.22
-0.35
-0.14
1.4
-0.19
1.19
C and D
1.22
1.4
1.70
-0.97
-0.35
-1.32
1.4
-1.85
-0.15
Roof midSpan
0.99
1.4
1.38
0.22
1.04
1.4
1.45
2.83
Base midSpan
1.22
1.4
1.70
** 1.53
0.82
2.35
1.4
3.29
5.00
Walls middle
* -2.06
1.4
-2.88
-0.38
-0.35
-0.73
1.4
-1.02
-3.90
** 0.82
**
Table - 01 Fixed end mement of the wall for Hydrostatic load MA
=
MC
W.L
=
W.L
=
2.41 kN.m/m
15 =
10
1.61 kN.m/m
Maximum (-ve) moment
=
(Where x is 0.45L from C)
W.L 23.3
=
-1.0 kN.m/m
* Calculation of moment at mid span of walls done by aproximatly by adding moment transferred to mid span from FEM to the Maximum negative meoment occurred at 0.45L after moment distribution ** Moment at mid span of the wall is calculated by considering full bending Calculation of midspan moment due to wall load Niutral axis depth from A
=
0.26 m
4.2 Load Case -02 Culvert empty and trench filled
Lateral soil pressurees giving rise to flexture in the structure "q"is the rectanguler pressure and "qep" is the triangular pressure 4.2.1 Trianguler Pressure,qep Reinforced Concrete
A
B
MA =
2 MB = qep.h .K.k7 60.k1.k3 = -0.91 kN.m/m
MC =
MD = MA. K8 k7 = -1.13 kN.m/m
Designers Manual (ref-5.1) qep
qep Pressures
C E B
Dam Safety Environmental & Civil Structure Maintanance
C
D B.M.D
Doc. No. Designed Checked Job Code
S.M.P
Date 31.05.2010 Date 3 Page
Reference
Calculation
Output
4.2.2 Surcharge on walls,q
A
MA =
Reinforced Concrete Designers Manual (ref-5.1)
MB = MC = MD 2 = q.h .K 12.k1 = -7.72 kN.m/m 4.2.3 Surcharge on Roof ,qr MA = MB = MC = MD 2 = q.l 12.k1 = -7.45 kN.m/m Addition of moment for Load Case 2
B
B.M.D A
B.M.D
Walls & Surcharg - Total Roof(LC-1) e (Roof) (Survice)
γf
Total U.L.S.
-16.22
1.4
-22.70
-7.45
-17.62
1.4
-24.66
1.04
17.29
9.70
1.4
13.58
2.35
17.29
10.80
1.4
15.12
-0.73
-7.45
6.65
1.4
9.31
q
A and B
-0.91
-7.72
-0.14
-7.45
C and D
-1.13
-7.72
-1.32
Roof midSpan
-0.91
-7.72
Base midSpan
-1.13
-7.72
*
** 13.39
C
D
qep
1.43
B
Pressures
Posotion
Walls middle
C
D Pressures
Fixed end mement of the wall due to qep MA
=
MC
W.L
=
W.L
=
2.23 kN.m/m
15 =
10
1.49 kN.m/m
Maximum (-ve) moment
=
(Where x is 0.45L from C)
W.L 23.3
=
-1.0 kN.m/m
4.2 Load Case -03 4.2.1 This is load case 02 + Hydrostatic load from Load case 01
C E B
Posotion
L.C.02 (Service)
Hydrost. (Service)
Total (Service)
L.C.02 (U.L.S.)
Hydrost. (U.L.S.)
A and B
-16.22
0.99
-15.23
-22.70
1.38
-21.32
C and D
-17.62
1.22
-16.40
-24.66
1.70
-22.96
Roof midSpan
9.70
0.99
10.69
13.58
1.38
14.96
Base midSpan
10.80
1.22
12.02
15.12
1.70
16.83
Walls middle
6.65
-2.06
4.59
9.31
-2.88
6.43
Dam Safety Environmental & Civil Structure Maintanance
Doc. No. Designed Checked Job Code
Total
(U.L.S.)
S.M.P
Date 31.05.2010 Date 4 Page
Reference
Calculation
Output
5 - Check on ground safe bearing pressure 5.1 Load Case -01 Hydrostatic Pressure
=
16.68
kN/m2
Weight of walls
=
10.20
kN/m2
Weight of Roof + Floor
=
9.60
kN/m2
Total Pressure
=
36.48
Weight of walls
=
10.20
kN/m2
Weight of Roof + Floor
=
9.60
kN/m2
Surcharge on Roof Total Pressure
= =
96.00
kN/m2 115.80 kN/m2 hence ok
Weight of walls
=
10.20
kN/m2
Weight of Roof + Floor
=
9.60
kN/m2
Surcharge on Roof Hydrostatic Pressure
= =
96.00
kN/m2
Total Pressure
=
Total Pressure
<
kN/m2 hence ok
150 kN/m2
5.2 Load Case -02
Total Pressure
<
150 kN/m2
5.3 Load Case -03
Total Pressure
<
150 kN/m2
16.68
kN/m2 122.28 kN/m2 hence ok
6 - U.L.S. of Flexture Maximum Moments kN.m/m Member
Hogging
Sagging
Roof
-22.70
(L.C-01)
14.96
(L.C-03)
Walls
-24.66
(L.C-02)
9.31
(L.C-02)
Base
-24.66
(L.C-02)
16.83
(L.C-03)
i - Slabs Maximum Moment
C E B
Dam Safety Environmental & Civil Structure Maintanance
=
24.15
kN.m/m
Doc. No. Designed Checked Job Code
S.M.P
Date 31.05.2010 Date 5 Page
Reference
Calculation 6-
Output
Design Calculation for Box Culvert
6.1 U.L.S. of Flexture Analysis was carried out for several load cases of various loading arrangements to find out the maximum effect on the Box culvert =
12
=
12
Section Thickness
mm mm = 200 mm
Maximum Bending Moment
=
Diameter of main reinforcement Diameter of secondary reinforcement
24.15
kN.m/m
Assume severe environment condition, for driving rain = 45 mm Cover =
Effective depth, d
200 -
45 -
6
d
= 149
mm
= 149 k
mm 2 = M / (bd fcu)
2
= (24.15x106 /(1000x1492x25) = 0.044 < 0.156 Hence no compression r/f is required M z
= (0.87fy)Asz = (1 - 1.1fyAs/ fcubd) d z z
equation 1 equation 5
from these two equations
= d (0.5+(0.25-k/0.9)1/2 1/2 = d [0.5+(0.25-0.044/0.9) =
141.41
< 0.950 d
Take Z as 0.95d Z = 0.95 d = 0.95 x 149
= 142
mm
6.1.1 Design of main reinforcement As = M / 0.87fyz = 24.15 x106 / 0.87x460x142 = 426 mm2/m Use
T
12
@
250
( As
=
As req
=
426 452
2
mm /m
As pro = 452
Minimum area of main rainforcement for slabs 100As / bad = 100x452/(1000x149)
= 0.30
## 0.13
mm2/m mm2/m
Main r/f T
12
@
250
Hence o.k
6.2 Design for Shear Reinforcement
Check shear in U.L.S. on roof and floor slabs Take Load case 02 Shear across support = ( 115.80 - Wt of Base x γf ) = 109.08 kN/m2 Therefore shear in the support = =
C E B
Dam Safety Environmental & Civil Structure Maintanance
109.08 x 1.2 /2 65.45 kN/m Doc. No. Designed Checked Job Code
S.M.P
Date 31.05.2010 Date 6 Page
Reference
Calculation Design shear force, V design
=
Output
65.45 kN/m
=
149 mm Tension steel across shear plane = Y12 -250 c/c