PIPE CULVERT DESIGN

PROJECT NAME:

INFRASTRUCTURE WORK FOR VIKRAM UDYOGPURI NEAR UJJAIN, MADHYA PRADESH

EMPLOYER:

VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH

EMPLOYER’S CONSULTANT:

AECOM ASIA COMPANY LTD. EPC CONTRACTOR:

SPML-OM METALS (JV) CONSULTANT:

SANGUINE INFRA TECH PVT. LTD. 38 Mezzanine Floor, Kuber Complex, Opposite Laxmi Industrial Estate, Lind Road, Andheri (West), Mumbai 400053 Mobile : 9820349717 Ph: 91-22-26743321 Email:[email protected] Website : www.sanguineinfra.com

TITLE:

APPROVAL STAMP:

DESIGN OF PIPE CULVERT (HT ABOVE BED LEVEL UTPO 1.35 m)

DOCUMENT NO.

REVISION: R0

VUL-RD-PIPLCD-401 COMMENTS:

(No. of Pages)

0

0

1

To

0

1

9

REFERENCE DOCUMENTS AND DRAWINGS: 1) VUL-RD-PIPLCD-C-GA-401-R0

REVISION STATUS: REVISION

DATE

DESCRIPTION

PREPARED BY

CHECKED BY

R0 R1 R2 R3

06-02-2016

For Approval

ARIF

KAMATH

This document is not to be reproduced, copied or used for any purpose other than that for which it is prepared.

Sanguine Infra Tech Pvt.Ltd., Mumbai

APPROVED BY


SPML - OM METALS (JV)

CONTENT Cl.

Description

Page

No.

No.

1

Scope of the Report

2

2

Design Methodology

3

3

Design Data

4

4

Design Assumptions

5

5

References

6

6

List of Drawings

7

7

Head wall Design

8

Appendix - A

18


Drawings

Page | 1



1.0) SCOPE OF THE REPORT : 1.1 This submission contains the design procedure of CROSS DRAINAGE WORK with Pipe culvert type. The pipe type culvert includes head wall at both end of road & RCC hume pipe embedded in concrete cradle. The head wall supports the road embakment fill at both end of road. Head wall design is presented in this document. RCC hume pipe of class NP3 & NP4 for vehicular loads are considered. 1.2 The details considered in design are as follows: Bed block depth

= 1.01 m

RCC Hume pipe dia

= 1.00 m

RCC Hume pipe thickness

=

RCC Hume pipe class

= NP3 & NP4 for vehicular loads

Head Wall height

= 1.34 m

Minimum cushion considered above pipe

= 0.50 m

SBC below abutment restricted to

= 12.5 T/m


100 mm

above Bed block (NGL) 2

Page | 2



2.0 )DESIGN METHODOLOGY : 2.1) The design approach is to consider Head wall subjected to earth pressure & surcharge pressure from sides and vertical load due to its self wt. 2.2 )Earth pressure coefficients are calculated as per coloumb's theory. Earth pressures due to seismic effects are calculated as per IS 1893-1984 / Cl. 8.1. Passive pressure available below Bed is neglected in stability calculations for conservative. 2.3 )Basic horizontal seismic coefficient considered is 0.04 for zone III (as per IS1893:1984 Cl. 3.4.2.3 (a) importance factor considered is 1.5 and soil foundation system factor considered is 1.2. Thus, design horizontal seismic coeff. is 0.072. 2.4 )The wall is checked for conditions of stability against overturning, sliding and allowable bearing pressure for normal case and seismic case as per IRC 78-2000 / Cl. 706.3.4 as follows : Factor of safety overturningsliding Normal case

2

1.5

Seismic case

1.5

1.25 2

2.5) The allowable bearing pressure is restricted to 150kN/m in normal case and for seismic case this is 2

restricted to 188 kN/m . In the Seismic case, allowable bearing pressure is increased by 25% as per IRC 78: 2000 / Cl. 706.1.2. The base pressure at base in all case is kept compressive. 2.6) The permissible compressive stress and tensile stress in plain cement concrete is restricted as per IRC21:2000 Table 9 & 11. 2.7) Point of application of total horizontal pressure on wall shall be as follows:Normal case:Active Earth Pressure -

0.42 h (IRC-6:2000, Cl 214.1)

Surcharge Pressure -

0.50 h (IS-1893:2000, Cl 8.1.3.1)

Dynamic increment in seismic case:Active Earth Pressure -

0.42 h (IS-1893:2000, Cl 8.1.1.2)

Surcharge Pressure -

0.66 h (IS-1893:2000, Cl 8.1.3.1)


Page | 3



3.0) DESIGN DATA 3.1) D =

1.00 m


Dia of Hume pipe

Page | 4



4.0) DESIGN ASSUMPTIONS : Following assumption are made here: 4.1) The SBC of the Founding strata considered is


150 KN/m2

Page | 5



5.0) REFERENCES 5.1) IRC 21-2000 "Standard specifications and code of practice for Road bridges, Section III. 5.2) IS 456-2000 "Plain and Reinforced concrete - Code of practice. 5.3) IRC 6-2000 "Standard specification and code of practice for Road bridges Section II. 5.4) IS1893-1984 "Criteria for Earthquake resistant design of structures.


Page | 6



6.0 )LIST OF DRAWINGS 6.1) Pipe culvert detail

VUL-RD-PIPLCD-C-GA-401-R0


Page | 7



7.0) HEAD WALL DESIGN : In a pipe culverts, the head walls are retaining walls at pipe outlet at both end. Head walls are provided at both ends of the pipe to retain the earth filling of the roadways. The head wall is subjected to earth pressure, surcharge pressure & vertical load due to its self weight. The earth pressure co-efficient under normal and seismic condition are calculated and presented in Cl 7.1.1 & 7.1.2. The wall is checked for two different load combination and presented in Cl 7.1.3 & 7.1.4. LC 1 DL+EP+SP

Ref Cl 7.1.3

LC 2 DL+EP+0.5 SP+EQ

Ref Cl 7.1.4

The head Wall is checked for maximum and minimum base pressure, sliding and overturning at base. The head wall is checked for concrete maximum and minimum stresses at height of 1.34 m from Road level for all load case. The dimensions of Head Wall for heigth 1.34 m above bed considered for design is shown in Figure 1.


Page | 8

VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH 0.45

Head Wall


Road Lvl

W7

0

0 W3

.1

1.34

.

P

1.6 W2

W3

B . 1

W6

1

8.5 W1

Pah=PaxCos(δ+α)

2.35

58

0.00

0.83

1.5

1.01

W7

0.5*2.35

1 W4 W4W5

0.5*2.35

1.6

0.42*2.35

W5

A 0.00

0.62

0.45

17.0

8.7

0

1.90

1.90

Normal case (LC1): GROSS 135 PRESSURE

Earth pressure diagram

21

Surchar ge Pressur

Over burden Pressure diagram

Note: - Notation W3, W4, W5 & W7 are not shown.

Figure 1 Earthqake case (LC2): GROSS 134 PRESSURE

4

Design Summary Stability check

@ Base Base pressure

@ 1.34m from Road Level Stability check Concrete stress

Maximum without Overturning Slinding overburden Minimum

DL + EP + SP DL + EP + 0.5 SP + EQL Sanguine Infra Tech Pvt.Ltd., Mumbai

3.45 2.86

1.84 1.56

117 116

Max

Min

Shear combined combined Overturning Stress stress stress 21 Safe 3.79 14.17 72 23 Safe 4 Safe 3.32 13.22 70 10 Safe Page | 9


7.1.1) A


Coulomb Earth pressure Theory :

Coefficient of active earth pressure : ( Refer equation 11-3 / Foundation analysis and design by Joseph E. Bowles ) a = 58 deg = 1.016 rad f = 30 deg = 0.524 rad d = 20 deg = 0.349 rad b = 0 deg = 0.000 rad A= B= C= D= E= F= Ka

=

2

Sin ( 2 Sin a Sin ( Sin ( Sin ( Sin (

a a f f a

+ f + +

d d b b

) =

0.999

= = = = =

0.723 0.619 0.766 0.500 0.850

) ) ) )

A B * C * (1+SQRT((D*E)/(C*F)))


Ka =

b

d a

0.650

2

Page | 10



7.1.2) IS1893 - Earth pressure Co-efficient Calcuation : A Coefficient of Active earth pressure : ah = 0.07 = =

30 = 0 = For calculation of a h f t

0.524 rads 0 rads

= =

a d

= =

ah

= 0.04 x 1.2 x 1.5

l1

= tan

=

=

0.55 rads 0.35 rads

+

-1

= tan

)=

-

=

0.069

=

0.075

=

4.27

av

1.036

(1

-

2

(

f

-

l1

-

a

)=

0.990

2

cos cos cos 2 cos cos cos sin sin sin cos

( f l1 l2

-

l2

-

a

)= = =

0.989 0.998 0.997

= )= )= = )= )= =

0.723 0.563 0.559 0.766 0.439 0.434 0.850

Ca Ca

= =

d d f f f a

+ + + 2.53 x 0.75


a a d t t t

3.98

av

ah 1

(1 + av

0.072

ah 1

a ( ( ( ( ( (

= =

0.04 For Zone III

-1

cos

32 20

using IS 1843:1984 Clause 3.4.2 1.2 Table 3 IS 1893: 1984 1.5 Table 4 IS 1893: 1984

b I a0

l2

Refer IS 1893 - 1984 / Clause 8.1.1 av = 0.04

+ +

l1 l2 )

-

0.296 =

l1 l2 ) 0.75

Ca

av

)=

0.96 t a d

=

2.37 x

0.3 =

0.7 Page | 11



7.1.3)

Head wall design in normal case: ( LC 1 - DL + EP + SP )

7.1.3.1)

Design parameters :

(Ref. Fig -1 )

Grade of concrete Height of wall above Footing level Depth of foundation top below Road lvl Total height of wall H g Saturated Density of soil Angle of internal friction ' phi' Coeff. Of friction m Surcharge load SL = 1.2*18 Over burden load SL = 1*18 Concrete density

= = = = = = = = = =

15 2.350 -2.350 2.35 18 30 0.5 21.6 0 24

Coefficient of earth pressure Ka Dynamic increament in Ka due to EQ, ' Ka1 0.748 - 0.650 Earth pressure at Base = Ka * g * H * Cos (δ+(90-α))

=

0.650

=

0.098

0.65 x 18 x 2.35 x 0.62

=

2

N/mm m m m 3 kN/m Degree 2

kN/m 2 kN/m 3 kN/m

17 kN/m

2

Passive pressure at Base = Kp * g * H 2 = #REF! = 0.0 kN/m Surcharge pressure Ka*SL* Cos (δ+(90-α)) 2 = 0.65 x 21.6 x 0.62 = 8.7 kN/m Over burden pressure Ka*OB* Cos (δ+(90-α)) 2 = 0.65 x 0 x 0.62 = 0.0 kN/m 7.1.3.2) Design of Head wall @ Base : 7.1.3.2.1) Summary of forces @ Base of Head Wall: Stem depth = 1.90 m Load Load in kN L.A @ A Moment (kN) (kN-m) W1 1/2 x 0.83 x 1.34 x 24 13.35 0.727 9.70 W2 0.45 x 2.35 x 24 25.38 0.225 5.71 W3 1/2 x 0.83 x 1.34 x 18 10.01 1.003 10.04 W4 0.83 x 1.01 x 24 20.12 0.865 17.40 W5 1/2 x 0.62 x 1.01 x 24 7.51 1.487 11.17 W6 0.62 x 1.34 x 18 14.95 1.590 23.78 W7 1/2 x 0.62 x 1.01 x 18 5.64 1.693 9.54 Total 96.96 87.35 Earth pressure : Horizontal component of Active ( Ka * g * H * Cos (δ+(90-α)))/2 * H P1 19.99 0.987 19.73 P2 Ka*SL* Cos (δ+(90-α)) * H 20.42 1.175 23.99 Total 40.41 43.72 Vertical component of Active ( Ka * g * H * Sin (δ+(90-α)))/2 * H V1 25.38 1.291 32.77 Vertical component of Surcharge V2 Ka*SL* Sin (δ+(90-α)) * H 25.92 1.175 30.46 7.1.3.2.2) Load combination under DL+EP+SP condition Total vertical load = 96.96+25.38+25.92+0 = Total Stabilizing moment @ A= 87.35+32.77+30.46+0= Total horizontal Load = 40.41+0= Total overturning moment = 43.72+0+0= Net stabilizing moment = Sanguine Infra Tech Pvt.Ltd., Mumbai

148.3 150.6 40.4 43.7 106.9

kN kN-m kN kN-m kN-m Page | 12


7.1.3.2.3) Stability Check : a) FOS against overturning


( 150.6 / 43.7 )

=

3.45 >

Eccenticity from 'A'

( 106.9 / 148.3 )

=

0.72 m

Eccenticity from C.G. of base

( 1.9/2 -0.72)

=

0.230 m

2 SAFE

b) FOS against sliding 0.5 c) Check for pressure : P/A =

x 148 40

1.84 > Width of Wall @ base =

( 148.3 / 1.9 )

M/Z ( 148.3 x 0.23 x 6 ) / 1.9^2 Over burden pressure below Bed = Maximum pressure = P/A + M/Z Net pressure Minimum pressure =

1.01*18

135-18 P/A - M/Z

1.5 SAFE

1.90 m 2

=

78.1 kN/m

= = =

56.7 kN/m 2 18.18 kN/m 2 135 kN/m 2 117 kN/m

= =

2

21 kN/m

2

150 SAFE

7.1.3.3) Design of Head Wall @ Height 1.340 m from Wall top 7.1.3.3.1) Summary of forces @ Height 1.34 m from wall top = Stem depth = 1.280 m Load Load in kN L.A @ B Moment (kN) (kN-m) W1 1/2 x 0.83 x 1.34 x 24 13.35 0.727 W2 0.45 x 1.34 x 24 14.47 0.225 W3 1/2 x 0.83 x 1.34 x 18 10.01 1.003 Total 37.83 Earth pressure : Horizontal component of Active ( Ka * g * H * Cos (δ+(90-α)))/2 * H P1 6.50 0.563 P2 Ka*SL* Cos (δ+(90-α)) * H 11.64 0.67 Total 18.14 Vertical component of Active ( Ka * g * H * Sin (δ+(90-α)))/2 * H V1 8.25 0.931 Vertical component of Surcharge V2 Ka*SL* Sin (δ+(90-α)) * H 14.78 0.865

7.1.3.3.2) Load combination under DL+EP+SP condition Total vertical load = 37.83+8.25+14.78+0 = Total Stabilizing moment @ B= 23+7.68+12.78+0 Total horizontal Load = 18.14+0 Total overturning moment = 11.46+0+0 Net stabilizing moment 7.1.3.3.3) Stability Check : a) FOS against overturning Sanguine Infra Tech Pvt.Ltd., Mumbai

( 43.46 / 11.46)

60.86 43.46 18.14 11.46 32.00

=

kN kN-m kN kN-m kN-m

3.79 >

2 SAFE Page | 13

9.70 3.26 10.04 23.00

3.66 7.80 11.46 7.68 12.78




( 32 / 60.86)

=

0.53 m


( 1.28/2 -0.53)

=

0.110 m

Width of STEM =

1.28 m

b) Check for pressure : P/A =

( 60.86 / 1.28 )

=

47.5 kN/m

2

M/Z

( 60.86 x 0.11 x 6 ) / 1.28^2

=

24.5 kN/m

2

Permissible concrete stresses Ref IRC21:2000, Tab 9 & 11 Maximum pressure =

P/A + M/Z

=

72 kN/m

2

5000 kN/sq mt SAFE

Minimum pressure =

P/A - M/Z

=

23 kN/m

2

-400 kN/sq mt SAFE


Page | 14

VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH 7.1.4)


Head wall design in Seismic case: ( LC 2 - DL + EP + 0.5 SP + EQ )

(Ref. Fig -1 )

7.1.4.1) Design parameters : Grade of concrete Height of wall above ground Depth of foundation below ground Total height of wall H g Saturated Density of soil Angle of internal friction Coeff. Of friction m

= = = = = = =

15 2.35 -2.35 2.35 18 30 0.5

Concrete density = 21.6 kN/m Horizontal Siesmic coeff. = 0.072 Vertical Siesmic coeff. = 0.036 Coefficient of earth pressure Ka = 0.650 Dynamic increament in Ka due to EQ, ' Ka1 0.748 - 0.650 = 0.099 Dynamic decreament in Kp due to EQ, ' Kp1 = -0.240 2.817 - 3.057 Dyn increment Earth pressure at Base = Ka * g * H* Cos (δ+α) = 0.099 x 18 x 2.35*0.62

2

N/mm m m m 3 kN/m Degree 3

2.59 kN/m

2

0.0 kN/m

2

=

1.33 kN/m

2

=

0.00 kN/m

2

=

Dyn. Decrement in passive pressure at Base = Kp' * g * H =

0

=

Surcharge pressure Ka*SL* Cos (δ+α) = 0.099 x 21.6 x 0.62 Over burden pressure Ka*SL* Cos (δ+α) = 0.099 x 0.0 x 0.62 7.1.4.2) Design of Head Wall @ Base : 7.1.4.2.1) Summary of forces @ Base of Head Wall : Load W1 1/2 x 0.83 x 1.34 x 24 W2 0.45 x 2.35 x 24 W3 1/2 x 0.83 x 1.34 x 18 W4 0.83 x 1.01 x 24 W5 1/2 x 0.62 x 1.01 x 24 W6 0.62 x 1.34 x 18 W7 1/2 x 0.62 x 1.01 x 18 Total Dynamic increment in Earth pressure : P1 2.591 2.35 2.0 P2 1.33 x 2.4 x 1.00 Total Passive Pp 0.0 x 0.0 x 0.5


x 0.072 x 0.072 x 0.072 x 0.072 x 0.072 x 0.072 x 0.072

Load in kN L.A @ A Moment (kN) (kN-m) 0.96 1.457 1.83 1.175 0.72 1.903 1.45 0.505 0.54 0.337 1.08 1.680 0.41 0.673 6.98

1.40 2.15 1.37 0.73 0.18 1.81 0.27 7.91

3.04 3.12 6.16

1.175 1.551

3.58 4.83 8.41

0.0

0.00

0

Page | 15



7.1.4.2.2) Load summary under EQ condition : Total vertical load 96.96+25.38+25.92/2 +0*(1-0.036) = Total Stabilizing moment @ A =(150.6-0.5*30.46)*(1-0.036)+0+0 = Total horizontal Load = 3.04+0.5*3.12+6.98+19.99+0.5*20.42+0= Total overturning moment=3.58+0.5*4.83+7.91+43.72-0.5*23.99= Net stabilizing moment = 7.1.4.2.3) Stability Check : a) FOS against overturning

130.43 130.50 41.78 45.63 84.87

( 130.5 / 45.63 ) =

2.86 >


( 84.87 / 130.43 ) =

0.65 m


( 1.9/2 -0.65) =

kN kN-m kN kN-m kN-m

1.5 SAFE

0.300 m

b) FOS against sliding 0.5 c) Check for pressure :

x 130 = 42 Width of Wall @ base =

1.56 >

1.25 SAFE

1.90 m

P/A =

( 130.43 / 1.9 )

=

68.6 kN/m

2

M/Z

( 130.43 x 0.3 x 6 ) / 1.9^2

=

65.0 kN/m

2

Over burden pressure below Bed = 1.01*18 Maximum pressure = P/A + M/Z Net pressure 134-18 Minimum pressure =

P/A - M/Z

= = = =

18.2 134 116 4

2

kN/m 2 kN/m 2 kN/m kN/m

2

188 SAFE

7.1.4.3) Design of Head Wall @ Height 1.340 m from Wall top 7.1.4.3.1) Summary of forces @ Height 1.34 m from wall top = stem depth 1.280 = m Load Load in kN L.A @ B Moment (kN) (kN-m) W1 1/2 x 0.83 x 1.34 x 24 x 0.072 0.96 0.447 W2 0.45 x 1.34 x 24 x 0.072 1.04 0.670 W3 1/2 x 0.83 x 1.34 x 18 x 0.072 0.72 0.893 Total 2.72 Dynamic increment in Earth pressure : P1 1.478 1.34 2.0 0.99 0.670 P2 1.33 x 1.3 x 1.00 1.78 0.884 Total 2.77

7.1.4.3.2) Load summary under EQ condition : Total vertical load 37.83+0.5*14.78+8.25+0*(1-0.036) = Total Stabilizing moment @ B =(43.46-0.5*12.78)*(1-0.036)+0+0 = Total horizontal Load = 2.77-0.5*1.78+2.72+6.5+0.5*11.64+0 = Total overturning moment = 0.66+0.5*1.57+1.77+11.46-0.5*7.8 = Sanguine Infra Tech Pvt.Ltd., Mumbai

51.55 35.74 16.92 10.78

kN kN-m kN kN-m Page | 16

0.43 0.70 0.64 1.77 0.66 1.57 2.23



Net stabilizing moment 7.1.4.3.3) Stability Check : a) FOS against overturning

=

24.96 kN-m

( 35.74 / 10.78 ) =

3.32 >


( 24.96 / 51.55 ) =

0.48 m


( 1.28/2 -0.48) =

b) Check for pressure :

1.5 SAFE

0.160 m

Width of STEM =

1.28 m

P/A =

( 51.55 / 1.28 )

=

40.3 kN/m

2

M/Z

( 51.55 x 0.16 x 6 ) / 1.28^2

=

30.2 kN/m

2

Permissible concrete stresses

Ref IRC21:2000, Tab 9 & 11

Maximum pressure =

P/A + M/Z

= 70 kN/m

2

5000 kN/sq mt SAFE

Minimum pressure =

P/A - M/Z

= 10 kN/m

2

-400 kN/sq mt SAFE


Page | 17

VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML-OM METALS (JV) -------------------------------------------------------------------------------------------------------------------------------------------------------

DRAWINGS

Page | 18

ROW = 30 m PARAPET WALL B1

ROAD LVL

SLOPE 2.5% E

PARAPET WALL

SLOPE 2.5%

B1 D/S SIDE

ROAD CRUST

2

KEY PLAN

BED LVL

1

1500

3000

P.C.C. M15

SECTION :- A-A

C

1) ALL DIMENSIONS ARE IN MILLIMETRES LEVELS UNLESS OTHERWISE MENTIONED. ONLY WRITTEN DIMENSIONS SHALL BE FOLLOWED. 2) BACK FILL FOR EARTH RETAINING STRUCTURES SHALL BE AS PER CLAUSE NO. 305.2 OF LATEST SPECIFICATION OF ROADS & BRIDGES WORK OF MOST. 3) GRADE OF CONCRETE FOR STRUCTURAL MEMBER SHALL BE:A) HEAD WALL, PCC LEVELING COURSE & CC CRADLE - M15 4) CLEAR COVER TO OUTERMOST REINFORCEMENT SHALL BE 40MM. 5) STEEL REINF. GRADE SHALL BE OF Fe 500 (HYSD BARS). 6) MINIMUM LAP LENGTH SHALL BE AS PER IRC 21:2000, CL NO. 304.6.2. 7) NOT MORE THAN 25% REINF. SHALL BE LAPPED AT ANY ONE SECTION. 8) TWO COAT OF COAL TAR EPOXY PAINT TOTAL THK 210 MICRON SHOULD BE PROVIDED TO ALL CONC. SURFACE IN CONTACT WITH SOIL IN FOUNDATION & SUB STRUCTURE 9) 100mm DIA PVC PIPE FOR WEEP HOLES ARE TO BE PROVIDED @1000c/c IN STAGGERED MANNER (BOTH HORIZONTALLY & VERTICALLY) IN 1:20 SLOPE (TYP.). 10) ALL DIMENSIONS SHOULD BE VERIFIED AT SITE 11) SBC CONSIDERED ARE : - REFER TABLE 12) SAFE BEARING CAPACITY SHOULD BE CHECKED AT SITE IF FOUND LESS THAN REQUIED THEN PROPER TREATMENT SHOULD BE GIVEN TO SUB GRADE. IF SBC IS NOT ACHIEVED THEN SECTION HAS TO BE REVISED. DDC SHALL BE INFORMED. 13) OFFSET TO PCC SHALL BE GREATER THAN THICKNESS OF LAYER. 14) RCC HUME PIPE SHALL BE OF CLASS NP3, NP4 FOR VEHICULAR LOAD. 15) HUME PIPE SHALL BE LAID LONGITUDINALLY AT SLOPE OF 1 in 1000 16) CUSHION ABOVE PIPE SHALL NOT BE LESS THAN 0.50m. THIS SHALL BE CONFIRMED WITH HUME PIPE MANUFACTURER.

C

SCALE :- 1/100

CRASH BARRIER REINF REFER SEPARATE DRG.

300mm THICK DRY STONE/ BRICK REVETMENT OVER FILTER GRANULAR MATERIAL BACKING 150mm THICK

B1

K1


K1

NOTES :

300

1 IN 1000

300

F 450

H1 D+t

U/S SIDE BED LVL

OF ALIGNMENT

WEARING COAT

ROAD LVL

500

K t

500

D

K

B

t

A

500

D

A

FILLING

t

300mm THICK DRY STONE/BRICK PITCHING FOR APPRON

Y8 @ 300 Y8

500

D

300mm THICK DRY STONE/BRICK PITCHING FOR APPRON

Y8 @ 300

t

1

500

D

H

500

t

0 30

D

@

Y8 @ 300

D

t t

500

500 D

1.6

REFERENCE DRAWINGS :

t t

300

K

K1

REV.

DATE

DESCRIPTION

DWG. APPD. BY

R3

COMPACTED EARTH

SCALE :- 1/100


1500

150mm THK P.C.C. M15

PLAN

B K1

Y8 @ 300

371 (TYP)

500 (TYP)

K

D

500

D

166

R2

B C


R1

TYPICAL HEAD WALL DETAIL

3000 K1

R0

SCALE :- 1/15

06/02/2016

FOR APPROVAL

DHARM ARIF

L ROAD CRUST TOP

(1m C/C STAGERRED)

500

D

500

E D

500

D

500

D

500

D

500

H1 D

500 150

160 M

H

D

INFRASTRUCTURE WORK FOR VIKRAM UDYOGPURI NEAR UJJAIN, MADHYA PRADESH.

PROJECT NAME:

BED LVL

F

500

520

D

t

t

100

500

t

t

260

D

I.S.I. CLASS NP3 & NP4 PIPE

100 160 260

500 150


t

t

t

E


t

t

E

APROVAL STAMP:

P.C.C. M15

EMPLOYER:

VIKRAM UDYOGPURI LIMITED UJJAIN, MADHYA PRADESH.

COMPACTED EARTH 150mm THK P.C.C. M15

SECTION B-B

No. Particulars

Designation

1

Location

@ Chainage

2

Height of head wall above bed

H1

3

Diameter of hume pipe

D

m

1.00

1.00

1.00

1.00

4

Thickness of hume pipe

t

mm

100

100

100

100

5

Height of head wall below bed

F

m

1.01

1.01

1.01

1.01

1) DENSITY OF CONCRETE 3 PCC - 2.4T/M 3 2) DENSITY OF SOIL 1.8T/M

6

Total Height of head wall

H = H1 + F

m

2.35

2.35

2.35

2.35

7

Minimum cushion above pipe

E

m

0.50

0.50

0.50

0.50

4) LIVE LOAD SURCHARGE EQUIVALENT TO 1.2M HEIGHT OF EARTH FILL

8

Top width of head wall

B1

m

0.45

0.45

0.45

0.45

9

Bottom width of head wall

B

m

1.90

1.90

1.90

1.90

SCALE :- 1/30

DESIGN LOADS

Unit Value Value Value Value 0/060 0/270 1/400 4/960 m 3/200 m

EMPLOYERS CONSULTANT:

AECOM ASIA COMPANY. LTD.

EPC CONTRACTOR:


CONSULTANT:

10 Width of bed concrete

C

m

2.20

2.20

2.20

2.20

11 No of pipes

Nos. of rows

Nos.

3

4

5

9

12 Length of concrete cradle

M={Nos of rows x (D+2t+0.5)}-0.2 m

4.90

6.60

8.30

15.1

m

0.50

0.50

0.50

0.50

13 Length of head wall on either side of pipe K 14 Total Length of head wall

L=M+2K-2x0.15

m

5.60

7.30

9.00

15.8

15 Pitching length @ base

K1=2x(H1+0.26)

m

3.20

3.20

3.20

3.20

16 Safe bearing capacity below wall

SBC

T/m2

12.5

12.5

12.5

12.5

TITLE: DRAWN BY DHARMESH

SANGUINE INFRA TECH PVT. LTD. CROSS DRAINAGE STRUCTURE ON PIPLODHA DWARKADHISH ROAD - PIPE CULVERT DETAIL (HEIGHT RANGE ABOVE BED LVL UPTO 1.34 m) CHECKED BY ARIF DRG. NO.:

APPROVED BY DIGVIJAY

VUL-RD-PIPLCD-C-GA-401

SCALE DWG SIZE DISPLAYED A1 SHEET NO REVISION 1 OF 1

R0

PIPE CULVERT DESIGN

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