Design of PCC Wall

 

L&T CONSTRUCTION INFRASTRUCTURE, EDRC&T PROJECT  

DOCUMENT NO.

WESTERN D DE EDI CA CATED F FR REI GH GHT CO CORRIDOR

TI TLE

DATE

DOC/CTP1&2/DGN/BR/

Design of PCC Wal l for soak pi t

03.07.2017

DESI GNED

CHECKED

PG

KVS

SHEET

2.00 Design of PCC Boundary Wall of Height 11.5m and Width 0.5m 2.01 Input Inputs: s:

Geometry Height above ground level/bed level Depth ground level/bed level Thickness of Wall at top Thickness of Wall at bottom Bottom Slab Width Width of Heel Thickness of bottom slab Angle of internal friction Unit weight of backfill eath Unit weight of Masonay Wall L.L surcharge (Road Surcharge) Unit weight of water  Slope of earth at point A Angle of friction between wall and earth fill

 

j  

j

S i δ

SBC of Soil On Active Side Angle of wall On Passive Side Angle of wall Angle of back fill Load combination factors- (Table 12-IRS CBC) Working Load case 1.00 D.L = 1.00 SIDL = 1.00 L.L = 1.00 E.P = 2.02

SLS 1.00 1.20 1.10 1.00

= = = = = = = = = = = = = =

11500 mm 3000 mm 500 mm 6500 mm 8100 mm 800 mm 600 mm 30 0 2.00 t/m3 2.60 t/m3 2.40 t/m 1.00 t/m3 00 20 0

=

100.00 t / m2

a

=

5.79 0

a i

= =

0.00 0 0.00 0

ULS 1.25 2.00 1.75 1.70

Sketch :  Active Side

Passive Side

0.50

14.50

11.50 R.L

0.80

6.50

0.80

3.00 0.60

8.10 2.03

a

Coefficient of Earth pressure  On Active Side

    a    sin      sin    i   a cos a    1   cos a    cos a  i   2

cos

Ka

=

2

cos

2

=

0.34

= =

0.31 0.15

(As per cl: 5.7.1 of IRS Substructure code) Horizontal component Vertical component

0.34 0.34

x Cos δ+a x Sin δ+a

 

On toe side For Stability purpose passive pressure on other side is considered Coefficient of passive earthpressure

 b

   a    sin     sin    i   a cos a    1   cos a    cos a  i   2

cos

Kp

= 2

cos

=

2

=

Base pressure from Wall on Top (from Staad File)

 I  2.04

 Normal condition with SIDL and LL (if applicable): Base Pressure calculation : Taking moments about x

Sl NO

6.11

About Heel FACTO H.LOAD R  (t)

DESCRIPTION

V.LOAD LEVER (t) ARM(m)

t/m2

6.4

About Toe LEVER

MOMENT tm

MOMENT tm

ARM(m)

(i)

Wall

1.00

126.490

5.121

647.810

2.979

376.760

( ii )

Bottom Slab

1.00

12.636

4.050

51.176

4.050

51.176

( iii iii )

Ear Earthth-fill fill on he heel el si side de

1.00

105.640

4.721

498.772

7.700

813.428

( iiv v)

Earth th--fill o on n tto oe side

1.00

3.840

7.700

29.568

0.400

1.54

Earthfill on Wall Face

1.00

83.400

2.800

233.520

5.3

442.02

(v (v))

Ea Eart rth hp pre ress ssur uree - Hori Horizo zont ntal al co comp mpon onen entt

1.00

4.833

311.976

4.833

311.976

(v (vi) i)

Ea Eart rth h pre press ssur uree - Vert Vertic ical al co comp mpon onen entt

1.00

0.000

0.000

8.100

252.698

(v (vii ii))

Pass Passiv ivee pre press ssur uree on Pa Pass ssiv ivee Si Side de

1.00

-18.32

1.000

-18.316

1.000

18.316

 (viii  (viii))

Ho Hori rizo zont ntal al ffor orce ce due due tto o reta retain ining ing wal walll ab abov ovee

1.00

31.645

7.250

229.425

7.250

229.425

 (i  (ix) x)

Vert Vertic ical al Lo Load ad on tthe he wall wall fro from mW Wal alll on To Top p

1.00

46.720

3.650

170.528

4.45

207.904

 (x)  (x)

Live Live lo load ad su surc rcha harg rgee ((ve vert rtic ical al Road Road Su Surc rcha harg rge) e) = 2.4 x 0.80 Ho Horriz izon onta tall Roa Road Su Surrcha harrge x 2.4 x 3.0 x =   0.31 1

0.00

0.00

7.700

0.000

0.400

0.000

1.500

0.000

1.500

2.250

(x (xi) i)

0.00

64.547 31.197

0.000

96.19 409.92 Overturning Moment Restoring Moment

2154.459

2707.49 541.40 2166.09

= =

  Resultant

"R"

2154.459 409.92 Eccentricity " e " = 8.10 x 0.5 Distance of middle third portion of the base width from centre Hence eccentricity is 1.206 < 1.35 m Maximum Pressure

Minimum Pressure

=

=

409.92 8.10

=

95.82

=

409.92 8.10

= 3.00

5.40

1

-

5.26

+

6x

=

5.26

m

= =

1.206 1.350

m m

1.206 8.10

t / m2

< 1

-

Safe

100

6x

1.206 8.10

t / m2

>

0

Safe

CHECK FOR SLIDING :

Total Horizontal Force

=

Total Vertical Force Frictional resistance due to total Vertical reaction = (   j = 0.5 )

= = =

0.5×409.92

96.19  

t

409.92 t x W 204.96 t

j

 

Factor of safety against sliding =

2.32

>

=

223.28 96.19

= =

541.40 tm 2166.09 tm

1.50

Safe 4.00

CHECK FOR OVERTURNING :

Moment about toe -

Overturning moment Resisting moment

Factor of safety against overturning

= =

2166.09/541.40 4.00 >

= 2.00

4.00 Safe

 

 

1 486954.214 2 9 94 42065.54 2 486955.466 2942071.508

453.738 442.499

6.097912 0.877251

11.239 0.032

3 486955.679 4 486 48695 955. 5.79 799 9 5 486959.242 6 48 486957.56 7 486957.33 8 48 4869 6957 57.3 .3

442.467 441. 441.88 885 5 4 45 53.695 442.631 442.607 44 442. 2.31 311 1

0.12015

0.582

5.814592 0.825681 0.033541

11.064 0.024 0.296

2942072.359 2942 2942072 072.3 .353 53 2942088.259 2942082.693 2942081.9 294 29420 2081 81..88 885 5

445.5

3

-0.426

 

L&T CONSTRUCTION INFRASTRUCTURE, EDRC&T PROJECT

TITLE

WESTERN DEDICATED FREIGHT CORRIDOR

Design of

DOCUMENT NO.

DATE

DOC/CTP1&2/DGN/BR/

24.04.2017

DESIGNED NO

CHECKED JTS

SHEET

 Material Specifications Concrete Grade Unit wt of Concrete

 

=

20 M 2.40 t/m3

=

14.50 m

=

80.91 kN/sqm

=

80.91 kN/sqm

=

39.00 kN

=  

Soil Data

γe

18.00 kN/m3

 

Φ

 

30.0 o

α

 

0.00 o

i

 

0.00 o

δ

 

10.00 o

ka

 

0.310

 Design of Walls Max. Earth fill upto bottom of wall Earth pressure at base of wall Total Pressure, w Self weight of wall, P Cross sectional area of wall, A

         

Section modulus, Z Serviceability limit state (SLS) SLS Moment SLS Shear 

   

= =

= =

Calculation of stresses acting on the wall :Stress = P/A ± M/Z P/A M/Z

= =

0.078 N/sqmm 68.0453 N/sqmm

P/A + M/Z

=

68.1233 N/sqmm

Revise

P/A - M/Z Revise

=

-67.967 N/sqmm

Revise

 

  E ICATE FREIGHT CORRI OR CORPORATION OF IN IA LIMITE

0.50 sqm 41666666.7 mm^3

2835.2 kN-m 586.6 kN

W FC PHASE-1 COMBINE PACKAGE CTP-1 AN CTP-2

  esign of PCC WALL FOR FOR RUB APPROACH ROA

ocument No.

  OC/CTP1&2/ GN/BR/

0

05/02/17

N.Ojha

Ravi Sankar

Name Rev.

Date

Sign

Name

Prepared by

JTS Sign

Reviewed by

Name

Sign

Approved by

 

L&T CONSTRUCTIO CONSTRUCTION N INFRASTRUCTURE,, EDRC&T INFRASTRUCTURE PRO J JE ECT  

TI TLE

WES WEST ER ER N D E ED DI C CA AT TE E D FR E EII G GH HT C CO ORR IID DO OR R Desi gn of PCC Wall for soak pit

2.00 Design of PCC Boundary Wall of Height 0.7m and Width 0.23m 2.01 Inpu Inputs: ts:

DOCUMENT NO.

DATE

DOC/CTP1&2/DGN/ BR/

03.07.2017

DESIGNED

CHECKED

NO

JTS

SHEET

2.01 Inpu Inputs: ts:

Geometry Height above ground level/bed level Depth ground level/bed level Thickness of Wall at top Thickness of Wall at bottom Bottom Slab Width Width of Heel Thickness of bottom slab Angle of internal friction Unit weight of backfill eath Unit weight of concrete L.L surcharge (Road Surcharge) Unit weight of water  Slope of earth at point A Angle of friction between wall and earth fill

 

j  

j

S i δ

SBC of Soil On Active Side Angle of wall On Passive Side Angle of wall Angle of back fill Load combination factors- (Table 12-IRS CBC) Working Load case D.L SIDL L.L E.P 2.02

= = = =

1.00 1.00 1.00 1.00

SLS

ULS

1.00 1.20 1.10 1.00

1.25 2.00 1.75 1.70

= = = = = = = = = = = = = =

700 mm 600 mm 230 mm 230 mm 430 mm 0 mm 200 mm 30 0 1.80 t/m3 2.00 t/m3 2.40 t/m 1.00 t/m3 00 0 10

=

20.00 t / m2

a

=

0.00 0

a i

= =

0.00 0 0.00 0

Sketch :  Active Side

Passive Side

0.23

1.30

0.70 R.L

0.00

0.23

0.00

0.60 0.20

0.43 2.03

a

Coefficient of Earth pressure  On Active Side

cos    a 2

Ka

=

   2 cos a cos a    1  





     cos a    cos a  i  sin      sin    i

2

=

0.31

= =

0.30 0.05

=

4.14

(As per cl: 5.7.1 of IRS Substructure code) Horizontal component Vertical component

0.31 0.31

x Cos δ x Sin δ

 

 b

On toe side For Stability purpose passive pressure on other side is considered Coefficient of passive earthpressure

   a    sin      sin    i   a cos a    1   cos a    cos a  i    2

cos

Kp

= 2

cos

2

 I  2.04

 Normal condition with SIDL and LL (if applicable): Base Pressure calculation : Taking moments about x

Sl NO

About Heel FACTO H.LOAD V.LOAD LEVER R  (t) (t) ARM(m)

DESCRIPTION

About Toe

MOMENT tm

LEVER

MOMENT tm

ARM(m)

(i)

Wall

1.00

0.506

0.115

0.058

0.115

0.058

( ii )

Bottom Slab

1.00

0.172

0.215

0.037

0.215

0.037

( iii iii )

Ear Earthth-fill fill on he heel el si side de

0.00

0.000

0.115

0.000

0.230

0.000

( iiv v)

Earth th--fill o on n tto oe side

0.00

0.000

0.230

0.000

0.000

0.00

(v (v))

Ea Eart rth hp pre ress ssur uree - Hori Horizo zont ntal al co comp mpon onen entt

1.00

0.433

0.200

0.433

0.200

(v (vi) i)

Ea Eart rth h pre press ssur uree - Vert Vertic ical al co comp mpon onen entt

0.00

0.230

0.000

0.430

0.000

(v (vii ii))

Pass Passiv ivee pre press ssur uree on Pa Pass ssiv ivee Si Side de

1.00

0.200

-0.089

0.200

0.089

 (viii  ( viii))

Live Live loa load d ssurc urchar harge ge (ve (verti rtica call R Road oad Sur Surcha charge rge)) = 2.4 x 0.00 Ho Horriz izon onta tall Roa Road Su Surrcha harrge x 2.4 x 0.6 x 1 =   0.31

1.00

0.230

0.000

0.000

0.000

0.300

0.000

0.300

0.090

(x (xi) i)

0.00

0.461 0.000 -0.45 0.00 0.000

0.01 0.68 Overturning Moment Restoring Moment   Resultant

"R"

0.205 0.68 Eccentricity " e " = 0.43 x 0.5 Distance of middle third portion of the base width from centre Hence eccentricity is 0.088 > 0.07 m

Minimum Pressure

=

0.68 0.43

=

3.51

=

0.68 0.43

=

-0.36

1

0.30

+

t / m2

6x <

1

-

t / m2

=

0.30

m

= =

0.088 0.072

m m

0.088 0.43 Safe

20

6x

<

0.47 0.20 0.27

= =

=

Maximum Pressure

3.00

0.205

0.088 0.43 Revise

0

CHECK FOR SLIDING :

Total Horizontal Force Total Vertical Force Frictional resistance due to total Vertical reaction = 0.5×0.68 (   j = 0.5 )

= = = =

Factor of safety against sliding

=

0.34 0.01

= =

0.20 0.27

=

1.38

=

25.32

>

 

j

0.01 t 0.68 t x W 0.34 t

1.50

Safe 4.00

CHECK FOR OVERTURNING :

Moment about toe -

Overturning moment Resisting moment

Factor of safety against overturning

= =

0.27/0.20 1.38

<

2.00

tm tm

Revise

 

L&T CONSTRUCTION INFRASTRUCTURE, INFRASTRUCTUR E, EDRC&T PR O OJ J EC EC T  

TI TLE

WES WES T TE ERN D DE ED DII C CA AT ED ED FR FR E EII G GH HT C CO ORR IID DO OR R Design of PCC Wall for soak pit

2.00 Design of PCC Boundary Wall of Height 1m and Width 0.23m 2.01Inputs:

DOCUMENT NO.

DATE

DOC/CTP1&2/ DGN/BR/

03.07.2017

DESI GNED

CHECKED

NO

JTS

SHEET

Geometry Height above ground level/bed level Depth ground level/bed level Thickness of Wall at top Thickness of Wall at bottom Bottom Slab Width Width of Heel Thickness of bottom slab Angle of internal friction Unit weight of backfill eath Unit weight of concrete Unit weight of brick masonry L.L surcharge (Road Surcharge) Unit weight of water  Slope of earth at point A Angle of friction between wall and earth fill

 

j  

j

S i δ

SBC of Soil On Active Side Angle of wall On Passive Side Angle of wall Angle of back fill

= = = = = = = = = = = = = = =

1000 mm 1800 mm 230 mm 460 mm 660 mm 0 mm 200 mm 30 0 1.80 t/m3 2.40 t/m3 2.00 t/m3 2.40 t/m 1.00 t/m3 0 0 10 0

=

20.00 t / m2

a

=

0.00 0

a i

= =

0.00 0 0.00 0

Load combination factors- (Table 12-IRS CBC) Load case D.L SIDL L.L E.P 2.02

Working 1.00 1.00 1.00 1.00

= = = =

SLS 1.00 1.20 1.10 1.00

ULS 1.25 2.00 1.75 1.70

Sketch :  Active Side

Passive Side

0.23         5   .         0

2.80

1.00

0.35

0.10

0.46 0.66

2.03

a

Coefficient of Earth pressure  On Active Side

cos    a 2

Ka

=

   2 cos a cos a    1  



        0         5   .         0

0.10

R.L

1.80 0.20



     cos a    cos a  i  sin      sin    i

2

=

0.31

= =

0.30 0.05

=

4.14

(As per cl: 5.7.1 of IRS Substructure code) Horizontal component Vertical component

0.31 0.31

x Cos δ x Sin δ

 

 b

On toe side For Stability purpose passive pressure on other side is considered Coefficient of passive earthpressure

   a    sin      sin    i   a cos a    1   cos a    cos a  i    2

cos

Kp

= 2

cos

2

 I  2.04

 Normal condition with SIDL and LL (if applicable): Base Pressure calculation : Taking moments about x

Sl NO

(i)

FACTO H.LOAD V.LOAD LEVER R  (t) (t) ARM(m)

DESCRIPTION

Wall

About Heel

LEVER

MOMENT tm

ARM(m)

1.00

0.230

0.345

0.079

0.115

0.026

step 2 step 3

1.00 1.00

0.345 1.472

0.288 0.230

0.099 0.339

0.173 0.230

0.060 0.339

1.00

0.264

0.330

0.087

0.330

0.087

0.00

0.345

0.331

0.114

0.610

0.210

0.288

0.610

0.176

0.050

0.01

0.933

1.995

0.933

1.995

0.460

0.174

0.660

0.249

0.600

-2.416

0.600

2.416

0.610

0.146

0.050

0.012

0.900

1.833

0.900

0.810

Bottom Slab

( iii )

Earth-fill on heel side

( iiv v)

Earth th--fill o on n tto oe side

0.00

(v (v))

Ea Eart rth hp pre ress ssur uree - Hori Horizo zont ntal al co comp mpon onen entt

1.00

(v (vi) i)

Ea Eart rth h pre press ssur uree - Vert Vertic ical al co comp mpon onen entt

1.00

(v (vii ii))

Pass Passiv ivee pre press ssur uree on Pa Pass ssiv ivee Si Side de

1.00

 (viii  ( viii))

Live Live loa load d ssurc urchar harge ge (ve (verti rtica call R Road oad Sur Surcha charge rge)) = 2.4 x 0.10

1.00

Ho Horriz izon Ro Sur har  tall0Roa .31ad Su x rcha 2.4rgex = onta

1.00

step 1 step 2

1.8 x

1

2.138 0.377 -4.03 0.24

2.036

0.15 3.56 Overturning Moment Restoring Moment   Resultant

2.626 3.56 Eccentricity " e " = 0.66 x 0.5 Distance of middle third portion of the base width from centre Hence eccentricity is 0.407 > 0.11 m

"R"

2.626

Minimum Pressure

=

3.56 0.66

=

25.36

=

3.56

1

0.74

+

t / m2

6x >

1

-

=

-14.57

=

0.74

m

= =

0.407 0.110

m m

0.407 0.66 Revise

20

6x

0.66

6.22 2.00 3.83

= =

=

Maximum Pressure

3.00

MOMENT tm

step 1

( ii )

(x (xi) i)

About Toe

0.407 0.66

t / m2

<

Revise

0

CHECK FOR SLIDING :

Total Horizontal Force Total Vertical Force Frictional resistance due to total Vertical reaction = 0.5×3.56 (   j = 0.5 )

= = = =

Factor of safety against sliding

=

1.78 0.15

= =

2.00 3.83

=

1.92 Revise

=

12.13

>

 

j

0.15 t 3.56 t x W 1.78 t

1.50

Safe 4.00

CHECK FOR OVERTURNING :

Moment about toe -

Overturning moment Resisting moment

 

Factor of safety against overturning

= =

3.83/2.00 1.92

<

2.00

tm tm