Design of Bridge

ABUT. WELL(WALL TYPE ABUT) 191393012.xls.ms_office

11/25/2013 9:45 PM

ABUTMENT WELL BRIDGE OVER NAGRAHA NALA IN DISTT.AMBEDKAR NAGAR DESIGN DISCHARGE HFL LWL SPAN LENGTH OVERHANG ON ABUT. SIDE OVERHANG ON PIER SIDE LENGTH OF BRIDGE ROADWAY LOADING HEIGHT OF RAILING FOUNDATION THICKNESS OF WELL CAP THICKNESS OF SLAB EXPANSION GAP DEPTH OF GIRDER BEARING HEIGHT CAMBER WEARING COAT FORMATION LEVEL RL OF ABUT. CAP TOP BOTTOM LEVEL

729.00 100.02 92.00 90.20 0.40 0.88 93.25 10.90 2.00 0.85 1.20 0.80 6.00 0.04 1.25 0.200 2.1660 0.073 104.872 101.108 77.00

M^3/S M M M M M M M LANES CLASS A M M O/D I/DIA.OF WELL #REF! M CURB 1.25 M M M M M M M M M

BEARING CAPACITY

55.00 T/M^2

TOTAL WELL DEPTH MSL SOIL PROPERTIES FOR BACKFILL

15.00 M 83.98 M

C

?

0.04 Kg/cm^2

PHI

?

Ka

?

0.33

Kp

?

M. M.

26.00 DEG. 4.20

SOIL PROPERTIES FOR SOIL BELOW MSL C Ka

?

0.10 Kg/cm^2

PHI

?

0.28

Kp

?

NF 2.04 SQUAREROOT N DISTANCE BETWEEN BEARING $BACKWALL ? ECCENTRICITY OF WELL HEIGHT OF KERB ? MEAN RETARDING SURFACE ? r(total)

?

20.00 DEG. 5.74 1.43 0.20 0.20 0.225 96.50

M M M M

1.80 T/M^3

Page 1

SUDHIR

ABUT. WELL(WALL TYPE ABUT) 191393012.xls.ms_office

r(sub)

?

1.00 T/M^3

THICKNESS OF INTERPLUG

?

0.50 M

THICKNESS OF BOTTOM PLUG ? LENGTH OF WING WALL ? THICKNESS OF WING WALL ? SMALLER DEPTH OF WING WALL ? HEIGHT OFBACKWALL LENGTH OF BACKWALL ? THICKNESS OF BACKWALL ? HEIGHT OF PARAPET WALL ? LENGTH OF ABUT. ACROSS SPAN AT TOP ? LENGTH OF ABUT. ACROSS SPAN AT BOTTOM? HEIGHT OF ABUTMENT THICKNESS OF ABUT. WALL ? DEPTH OF TOP BEAM(STRAIGHT PORT.) ? DEPTH OF TOP BEAM(SPLAYED PORT.) ? WIDTH OF TOP BEAM ? LENGTH OF TOP BEAM AT TOP ? LENGTH OF TOP BEAM AT BOTTOM ? SURCHARGE ON BACK WALL ? LATREL ECCENTRICITY OF LL ? DL OF SUPERSTRUCTURE ? Vr.ltc ? HORIZONTAL FORCE LL REACTION

0.30 1.15 0.2 0.3 2.28 8.35 0.3 1.24 4.7 3 8.36 0.7 0.5 0.25 0.8 7.5 4.7 1.2 0.7 105 1 6 74.6971429

M M M M M M M M M M M M M M M M M M M T T T T

13.68 1.42 1.37 54.06 8.88 79.41

T T T T T T

11/25/2013 9:45 PM

DL OF SUBSTRUCTURE BACWALL WING WALL PARAPET WALL ABUTMENT WALL TOP BEAM TOTAL DL SUBSTRUCTURE WIND FORCE CALCULTION WIND FORCE ON SUPERSTRUCTURE EXPOSED HEIGHT OF SUPERSTRUTURE EXPOSED AREA AVG. Ht. OF SUPERSTRUCTURE ABOVE MEAN RETA. SUR. INTENSITY OF WIND WIND FORCE ON SUPERSTRUCTURE WIND FORCE ON LL WIND FORCE ON LL TOTAL WIND FORCE ON DL AND LL MIN. WIND FORCE ON DL AND LL

6.65 608.34 8.13 82.60 50.25

M M^2 M Kg/m^2 T

5.64 T 55.89 T 41.17 T

ACTING AT 0.15 -0.43 -0.575 0.35 0.4 0.29 OR -0.45

M(FROM THE EARTH FACE) M M M M M M (FROM CENTRE LINE OF WELL)

ACTING AT 16.15 m ABOVE LWL 14.37 m ABOVE LWL 15.97 m ABOVE LWL

Page 2

SUDHIR

ABUT. WELL(WALL TYPE ABUT) 191393012.xls.ms_office

THEREFORE WIND FORCE ON ABUT.

55.89 T

15.97 m ABOVE LWL

CALCULATION OF EARTH PRESSURE AEP AT THE TOP OF BACK WALL AEP AT THE BOTTOM OF BACK WALL TOTAL PRESSURE ON BACK WALL AEP INTENSITY AT TOP OF WELL CAP TOTAL PRESSURE ON ABUT. WALL EARTH OVER WELL CAP

0.72 2.07 26.48 7.06 146.90

WIDTH OF ABUT. ON LEFT OF CL OF WELL A1 V1

0.70 M -1.43 M^2 -15.20 M^3

A1

11/25/2013 9:45 PM

T/M^2 T/M^2 T T/M^2 T

9.31 m ABOVE LWL 3.42 m ABOVE LWL

-0.39 m FROM CL OF WELL

A2

0.60 A2 V2 TOTAL WEIGHT OF EARTH SUMMARY OF FORCES AND MOMENTS AT ABUT. BASE DESCRIPTION

1. DL OF SUPERSTRUCTURE 2. LL REACTION 3.HORIZONTAL FORCE 4.DL OF SUBSTRUCTURE 5.E.P.ON BACKWALL 6. E.P. ON ABUT. WALL 7.E.P. OVER WELL CAP 8.WIND FORCE (N+T) CASE (N+T+W) CASE

VERTICAL LOAD (T)

0.57 M^2 4.64 M^3 -19.01 T

FORCE (T)

52.5 74.70 6 79.41 26.48 146.90 -19.01 187.60 187.60

179.39 179.39

LONGI. DIR. L.A. (m) -0.20 -0.20 9.31 -0.45 9.31 3.42 -0.67

MOMENT (Tm) -10.5 -14.94 55.848 -35.63 246.60 502.18 12.73 756.29 756.29

0.25 m FROM CL OF WELL -0.67 m FROM CL OF WELL

FORCE (T)

27.9440683 _ 27.9440683

Page 3

TRANS. DIR L.A. (m)

MOMENT (Tm)

0.7

52.29

15.97

446.38 52.29 498.67

SUDHIR

ABUT. WELL(WALL TYPE ABUT) 191393012.xls.ms_office

11/25/2013 9:45 PM

RESULTANTS (N+T) MOMENT(Tm) 758.09 FORCE(T) 179.39 GOVERNING MOMENT GOVERNING FORCE EARTH PRESSURE CALCULATION FOR WELL 7.06 T/M^2 LWL 92 A1 2.16567 MSL 89.83433 7.06

z

=

(N+T+W) 905.90 181.55 758.09 179.39

TM T

21.27

T/M^2

2.85 M 14.20 12.83

P

A2 A3 FrL 77.00 13.03 ACTIVE EARTH PRESSURE MOMENTS AT WELL BASE MA1 MA2 MA3 PASSIVE EARTH PRESSURE MOMENTS AT WELL BASE Mp DL OF WELL Wt. OF WELL CAP Wt. OF STEINING Wt. OF INTERPLUG Wt. OF BOTTOM PLUG AND CURB Wt. OF SAND FILL Wt. OF WATER FILL 100%BUOYANCY ON ABUT. WELL NET Wt. AT ABUT. BASE MOMENT DUE TO TILT AND SHIFT TOTAL MOMENT AT ABUT. BASE PASSIVE RELIEF AT WELL BASE

50.18 255.27 Tm 697.54 Tm 184.90 Tm 3739.38 Tm 2.17 #REF! #REF! #REF! #REF! #REF! #REF! 17.33 #REF! 187.60 #REF! #REF! 1777.24

T T T T T T T T T T Tm Tm Tm

>

#REF!

Tm

#REF! BASE PRESSURE

#REF!

T/m^2 #REF!

CHECKING OF STEINING STRESSES LET ZSL BE z m BELOW MSL

Page 4

SUDHIR

11/25/2013 9:45 PM

ABUT. WELL(WALL TYPE ABUT) 191393012.xls.ms_office

INTENSITY OF AEP AT ZSL AEP FORCE AT ZSL INTENSITY OF PEP AT ZSL PEP FORCE AT ZSL AEP FORCE AT ZSL EXCLUDING SURCHARGE EQUATING FORCES 179.39 Z 0.40 z^2 RL OF ZSL WEIGHT UP TO ZSL Wt OF STEINING 15%BUOYANCY ON STEINING NET Wt. AT ABUT. BASE Wt. OF WELL CAP 15%BUOYANCY ON CAP MOMENT DUE TO TILT AND SHIFT AEP INTENSITY AT ZSL AEP MOMENT ATZSL PEP INTENSITY AT ZSL PEP MOMENT ATZSL AEP MOMENT ATZSL EXCLUDING SURCHARGE TOTAL APPLIED MOMENT AT ZSL RESIDUAL MOMENT TOTAL Wt. UP TO ZSL SIGMA1 SIGMA2 REINFORCEMENT AREA OF REINFORCEMENT No. OF 20 DIA. BARS No. OF BARS ON OUTER FACE No. OF BARS ON INNER FACE AREA OF REINFORCEMENT PROVIDED

= = = = = 18.34 +

7.06 18.34 24.05 37.14 0.42 z^2

0.49 8.47 2.04 28.86

8.47 4.48 5.96 85.35

=

#REF! #REF! #REF! 187.60 2.17 0.14 2.03 #REF! 9.26 187.20 33.18 518.09 7.96 #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!

z M z M T T T T T T T Tm T/m^2 Tm T/m^2 Tm Tm Tm Tm T T/m^2 T/m^2

z z z z

+

1.22 z^2

0.40 z^2 +

-179.16

+

14.43 z =

+

18.57

-144.38

PER STRESS 670 T/m^2 -17 T/m^2

% cm^2

cm^2

Page 5

SUDHIR

BEARING CAPACITY DGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHAR GENERAL LOCAL SHEAR SHEAR c 0.03 0.03 T/m^2 phi 26.00 17.33 degree Nc 22.60 12.78 Nq 12.21 5.09 Nr 13.18 3.93 r(sub) 1.00 1.00 T/m^2 W 0.50 0.50 B BASE DIA 4.15 4.15 m Df DEPTH 15.00 15.00 m NF 2.56 1.85 q 15.00 15.00 T/m^2 SHAPE FACTOR s Sc Sq Sr

DEPTH FACTOR d

1.3 1.2 0.6

2.156 1.578 1.578

SAFE BEARING CAPACITY IN CASE OF GENERAL SHEAR FAILURE(qd)=

INCLINATION FACTOR I 1.00 1.00 1.00

(cNcScdcic+q(Nq-1)SqdqIq+0.5BrNrSrdrirw)/2.5+q 148.26 T/m^2

SAFE BEARING CAPACITY IN CASE OF LOCAL SHEAR FAILURE(qd`)= =

(2/3cNc`Scdcic+q(Nq`-1)SqdqIq+0.5BrNr`Srdrirw)/2.5+q 63.27 T/m^2

DISTT.- MAHARAJ GANJ

rw)/2.5+q

`Srdrirw)/2.5+q

ACTIVE AND PASSIVE EARTH PRESSURE CO-EFFICIENT SL. NO.

F d q b DEGREE RADIANS DEGREE RADIANS DEGREE RADIANS DEGREE

Ka & Kp for PW

26.00

0.454

17.333

0.303

0

0

0

Ka FOR BACK FILL

30.00

0.524

20.000

0.349

0

0

0

Kp FOR BACKFILL

30.00

0.524

20.000

0.349

0 0.142857

0

Ka FOR LWL-MSL

30.00

0.524

20.000

0.349

0

0

0

Kp FOR LWL-MSL

30.00

0.524

20.000

0.349

0 0.142857

0

Ka FOR MSL-BASE

30.00

0.524

20.000

0.349

0

0

0

Kp FOR MSL-BASE Ka FOR WCB- LWL Kp FOR WCB- LWL

30.00 30 30

0.524 0.524 0.524

20.000 20.000 20.000

0.349 0.349 0.349

0 0 0 0 0 0.142857

0 0 0

0.766044 0.834512 0.881426 0.821645 0.766044 0.059915 0.978814 0.821645 b

q

FFICIENT

q=p/2

q=0 b RADIANS

Ka

Kp

4.199

0

0.331 0.279

-0.46365

0.249

1.045

0

0.279

-0.46365

0.249

0

0.279

0

0.279 0.279 0.249

0

-0.46365

Ka

0.331365 4.198845

5.737 0.279384

5.73716

0.249323 1.045086

5.737 0.279384

5.737

5.73716

0.249323 1.045086

5.737 0.279384

1.045

Kp

5.73716

0.279384 5.73716 5.737 0.279384 5.73716 1.045 0.249323 1.045086

` ABUTMENT WELL CAP ( Column Type) Name of Project:

B,O,R BASUHI ON SAHAJANI ROAD AT JOGIVIR GHAT , DISTT- JAUNPUR

Input: Governing case

N+T

Force (longitudnal)

84.46

T

Governing Mt. in trans - direction

44.74

T-M

Governing Moment (longitudnal)

274.9

T-M

Vertical load (Incl. Earth Wt. )

365.57

T

Dead load of earth

106.13

T

Outer Diameter Of Well

4.00

M

Inner Diameter Of Well

3.00

M

Depth of Well Cap

1.00

M

C/C spacing of abutment column

3.40

M

Width of abutment column

0.60

M

m Grade of Concrete

0.25 25

M

1.01 0.99

0.44

-0.99

-0.87

-0.26

1.860

-0.20 0.00

Dispersion Area Calculations : Case 1 : 2.90 1.99

1.87

0.20

b

1

5.732

A1=

0.003

M2

A3=

3.088

M2

A2=

Dispersion Area =

9.352

Figure

1

Case 1 : 2.43

a1

5.732

A1

0.003

A2

3.088

A3

Dispersion Area = Figure 2

Figure

Goverining Case

9.352

2

Dia. of Equivalent Area d =

3.45

Moment of Inertia =

6.96

Intensity of loading :1 . U. D L. Due to vertical load = 2. U. D. L. Due to weight of earth= 3. U. D L. Due to self weight of well cap= 4. U. D. L Effect of transverse moment=

27.74 10.27 2.400 2.81

t/m2 t/m3 t/m2 t/m2

TOTAL U.D.L=

43.23

t/m2

CHECK

(a) BENDING MOMENT AT CENTER OF WELL CAP DUE TO U.D.L. M1C = 26.89 T-M For partial fixity reducing moment @ 20% I.e. M1C = 21.51 T-M

(b) Bending moment applied at base of the base of well cap per unit width M2C

Half of M2C

= =

90.61

T-M

45.30

T-M

Equation of parabola 1.01 y=Ax A

2

=

8.78

t-m/m

0.99

Y1 =

8.61

t-m/m

3.50

Y2 =

6.65

t-m/m

4.00

O1 =

18.28

t-m/m

3.00

O2 =

20.24

t-m/m

X1 =

26.15

t-m/m

X2 =

29.25

t-m/m

18.28

0.87

26.89

B M Due to U. D. L.

5.38 Max Positive Bending Moment at Well Cap Bottom in Longitudinal Direction = 55.47 t-m/m

12.91 21.51

Max Negative Bending Moment at Well Cap Top in Longitudinal Direction = 23.67 t-m/m Check for Shear

B.M.After Redistribution 45.30

W =

43.23 t-m/m

(a) Shear Force per meter width of inner face of Steining due to U.D.L = 32.42 t/m

26.15

(b) Shear Force per meter width due to applied Moments 'at inner face :Moment = 317.13 t-m/m 2 p = 68.35 t/m Shear Force = Total Shear Force =

25.63 58.05

B M Due to applied moments & loads

t/m t/m

Details of Reinforcement of Slab : Grade of Concrete Q s st j Depth Provided

25 10.97 2000 0.902 93.75

kg/cm2 cm

Design for Bending Serial no.

1 2

Type of

Moment

Depth Req.

Dia of bar

c/c Spacing

t-m/m

cm

Areaof Rein. cm2/m

Min Area

Reinforcement

cm2/m

cm

of bars(cm)

55.47 23.67

71.11 -

32.80 14.00

12 12

2.50 1.60

12.0 12.0

+ ve Reinforcement -ve ' Reinforcement'

Design for Shear

to K1 K2

4.0 0.50 1.00

tc

2.00

tmax Design Shear Force Shear Stress Dia of Bar Spacing of Bar No. of Legs per Meter Area of Shear Rein.(req) Area of Shear Rein.(req)per leg Area of Shear Rein.(pro.)

17.50 58.05 6.19 0.80 12.00 8.33 3.72 0.446 0.50

kg/cm2

kg/cm2 kg/cm2 t/m kg/cm2 cm cm cm2/m cm2/m

OK

T- JAUNPUR

C.L OF WELL

C.L OF BEARING

0.87

1.13

3.40

0.56

0.60

1

b

20.8

2

0.124

M2

a2

0.124

20.772

M

2

1.13

20.24

to U. D. L.

Redistribution

14.87

29.25

d moments & loads

Area Pro. cm2/m

40.91 16.76

BRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJ CALCULATIONS FOR CURB STEEL:OUTER DIA OF WELL 5.00 M. THICKNESS OF STEINING 0.95 M. HEIGHT OF CURB 1.85 M. DIA OF RING BARS 20 MM DIA OF STIRRUPS 12 MM NO. OF BARS ON OUTER FACE 9 NO. NO. OF BARS ON INNER FACE 8 NO. NO. OF BARS ON TOP 2 NO. SPACING OF RING BARS = 18 CM. NO. OF STIRRUPS 57 NO. 0.95

0.075

0.30

209 MM

V1 0.30 1.734 1.434

1.85

V2 V3

0.116 0.83

3.10 5.15

INNER DIA OF WELL = BASE DIA = VOLUME OF CURB TOTAL VOLUME = 38.54 V1= 2.26 V2= 19.56 V3= 2.42 VOLUME OF CURB = 14.30 TOTAL STEEL REQUIRED N CURB = VOLUME OF OUTER RINGS = VOLUME OF INNER RINGS = VOLUME OF TOP RINGS = TOTAL VOLUME OF RINGS = TOTAL WEIGHT OF RINGS = WEIGHT OF STIRRUPS REQUIRED VOLUME OF ONE SET OF STIRRUPS = WEIGHT OF ONE SET OF STIRRUPS = NO. OF STIRRUPS

CUM CUM CUM CUM CUM 1029.44 0.04 0.03 0.01 0.08 657.55 371.89 0.00 6.62 57.00

Kg. CUM CUM CUM CUM Kg. Kg. CUM Kg. NO.

DIA OF OUTER RINGS = DIA OF INNER RINGS = BOTTOM RING SPACING

5.05 3.20 0.21

0.86 0.14

1.44 0.00 63.92 9.66

1.56

MAHARAJ GANJ

11/25/2013 9:45 PM

LIVELOAD 191393012.xls.ms_office

span on left side span on right side over hang on common pier side over hang on abut. Side

21.00 21.00 0.88 0.40

m m m m

6.8

0.88

21.00

2.7

11.4

M

21

A

0.88

C

B

D

1.8 1.2 11.4

Distance From A Moment

Load

11.4

3.00 6.8

3 6.8

3 6.8

20 6.8

1.1 2.7

3.2 2.7

1.2 11.4

4.3 11.4

3 6.8

3 6.8

3 6.8

6.8

21.88

20.68

16.38

13.38

10.38

7.38

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

249.43

235.75

111.38

90.98

70.58

50.18

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

11.4

11.4

6.8

6.8

6.8

6.8

0

0

0

0

0

0

0

0

4.3

About A Load Over Span

50 38.49

Total Load Over Span = Reaction At B = Right hand side.

T T

Load

2.7

2.7

6.8

6.8

6.8

6.8

11.4

11.4

2.7

2.7

6.8

6.8

6.8

6.8

Distance From D

18.68

17.58

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Moment

50.44

47.47

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

2.7

2.7

0

0

0

0

0

0

0

0

0

0

0

0

About D Load Over Span

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LIVELOAD 191393012.xls.ms_office

5.4 4.66 43.15 11.08 5.54

Total Load Over Span = Reaction At C = Reaction Rb+Rc= Horizontal force On each pier

T T T T T

1.2

4.3

3

1.1 20

0.40 11.4

6.8

3.2 2.7

11.4

21.00 A

B

Load

11.4

11.4

6.8

6.8

6.8

6.8

2.7

2.7

11.4

11.4

6.8

6.8

6.8

6.8

Distance From B

21.40

20.20

15.90

12.90

9.90

6.90

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Moment

243.96

230.28

108.12

87.72

67.32

46.92

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

11.4

11.4

6.8

6.8

6.8

6.8

0

0

0

0

0

0

0

0

About B Load Over Span

TOTAL LOAD OVER SPAN REACTION AT A

50 37.35

T T

PAGE 24

SUDHIR

ABUT. WELL 191393012.xls.ms_office

11/25/2013 9:45 PM

ABUTMENT WELL BRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJ !!! INSERT DATA IN YELLOW CELLS AND THEN PRESS ctrl+shift+A TO SEE THE FINAL RESULTS FOUNDATION (WELL DIA) 6.000 M O/D BASE LEVEL/FOUNDING LEVEL 34.000 M WELL CAP TOP= 67.500 M. WELL CAP THICKNESS = 1.000 M SOIL STRATA (SAND/HARD CLAY/ROCK) S SOIL PROPERTIES FOR BACKFILL C ? 0.000 T/m^2 PHI ? 30.000 DEG. SOIL PROPERTIES FOR SOIL BETWEEN WCB AND LWL C 0.000 T/m^2 30.000 DEG. SOIL PROPERTIES FOR SOIL BETWEEN LWL AND MSL C 0.000 T/SQM PHI ? 30.000 DEG. SOIL PROPERTIES FOR SOIL BETWEEN MSL AND BASE LEVEL (FOR 1.27Dsm) C 0.000 T/SQM PHI ? 30.000 DEG. ECCENTRICITY OF WELL 0.250 M HEIGHT OF KERB ? 0.225 M Y(DRY) 1.900 T/M^3 FILL BELOW MSL SAND Y(sub) 1.000 T/M^3 FILL ABOVE MSL WATER THICKNESS OF INTERPLUG ? 0.300 M THICKNESS OF BOTTOM PLUG ? 0.300 M LENGTH OF BACKWALL 8.580 M HEIGHT OF PARAPET WALL ? 1.250 M DL OF SUPERSTRUCTURE ? 339.000 T THICKNESS OF ABUT. (FOR WALL TYPE, HALF THE AVG. LENGTH OF WALL) 0.600 M LIVE LOAD SURCHARGE( FOR DESIGN OF COLUMN ONLY) 0.000 M TYPE OF COLUMN SPILL SHAPE OF WING WALL 3 GRADE OF CONCRETE M 30.000 DIA OF VERTICAL BARS 20.000 MM DIA OF HORIZONTAL RINGS 8.000 MM COVER*2= 12.000

PAGE 25 OF 59

ABUT. WELL 191393012.xls.ms_office

DESIGN TEMP DIFF= LATERAL ECCENTRICITY OF LL(for class A)? HEIGHT OF RAILING BEARING CAPACITY AT BASE LEVEL SEISMIC ZONE BETA GAMMA 1

40.000 0.700 0.850 57.000

11/25/2013 9:45 PM

DEG. C M M T/M^2

IV 1.0 1.0 2

3 1.185

8.580

10.950

8.580

10

8.580

1.185

0.710 135.000 DEG. 4.000 Dsm INNER DIA OF WELL CURB HEIGHT ST. THICKNESS BASE PRESSURE TENSION AT BASE NET HORIZONTAL FORCE AT ZSL= DEPTH OF ZSL BELOW MSL = #NUM! MIN. No. OF BARS ON OUTER FACE MIN. No. OF BARS ON INNER FACE SPACING OF HOOP REIN.

1.150 8.021 3.900 2.000 1.050 #NUM! #NUM!

4.000 M M M M T/m^2 T/m^2

#NUM! #NUM! #NUM!

#NUM!

2.630 SIGMA 1= SIGMA 2=

#NUM! #NUM!

PERMISSIBLE #NUM! T/m^2 #NUM! T/m^2

#NUM! NO. #NUM! NO. 24.000 CM

PAGE 26 OF 59

ABUT. WELL 191393012.xls.ms_office

11/25/2013 9:45 PM

YOU MAY CHANGE THE TH. OF ST.ABOVE MSL THICKNESS OF STEINING REQUIRED ABOVE MSL= THICKNESS OF STEINING ABOVE MSL PROVIDE THICKNESS OF STEINING ABOVE MSL OUTER DIA OF WELL ABOVE MSL Wt. OF WELL STEINING HEIGHT OF EARTH FILL UP TO WCT 4.000

#NUM!

SAY

#NUM! 0.550 M.

0.550 5.000 1557.659 37.224

N

M. M. T. M

0.300

0.300

slope 1.5:1

5.216

1.150

0.500 1.100

32.508

0.50

33.108

slope 2:1

q 30.786 b=

2.678

31.688 WC TOP 67.500 5.794 -24.500 0.550

5.000 92.000 M. LWL

PAGE 27 OF 59

ABUT. WELL 191393012.xls.ms_office

11/25/2013 9:45 PM

PAGE 28 OF 59

ABUT. WELL 191393012.xls.ms_office

BEARING SIZE 400.000 200.000 SMALLER DEPTH OF WING WALL ? LENGTH OF TOP BEAM ? THICKNESS OF BACKWALL ? THICKNESS OF WING WALL ? ANGLE BETWEEN B/W $W/W 135.000 MSL Vr.ltc MEAN RETARDING SURFACE (DEFAULT IS LWL) DEPTH OF TOP BEAM (TOTAL) ? DEPTH OF TOP BEAM (STRAIGHT PORTION) DEPTH OF TOP BEAM (TAPERED PORTION) WIDTH OF TOP BEAM ? WIDTH OF SCREEN WALL DEPTH OF SCREEN WALL HEIGHT OF ABUTMENT WIDTH OF ABUT. AT BOTTOM TOTAL WELL DEPTH DESIGN DISCHARGE HFL

44.000 0.300 6.750 0.300 0.200 2.356 83.979 1.455 1.100 1.100 0.000 1.150 0.300 0.500

M M M M rad. M T ? M M M M M M M M M

100.021 M

32.508 5.794 33.500 729.000 M^3/S 100.021 M

LWL TOTAL SPAN LENGTH C/C SPAN LENGTH OVERHANG ON ABUT. SIDE OVERHANG ON PIER SIDE LENGTH OF BRIDGE ROADWAY LOADING

92.000 22.800 21.000 0.400 0.880 90.280 10.900 2.000

LENGTH OF WING WALL HEIGHT OFBACKWALL

4.000 M 5.216 M

THICKNESS OF WELL CAP THICKNESS OF SLAB EXPANSION GAP

11/25/2013 9:45 PM

M M M M M M M LANES CLASS A

1.000 M 1.250 M 0.040 M

PAGE 29 OF 59

ABUT. WELL 191393012.xls.ms_office

DEPTH OF GIRDER BEARING+ PEDESTAL HEIGHT CAMBER WEARING COAT FORMATION LEVEL RL OF ABUT. CAP TOP ALFA ? TOTAL WELL DEPTH

2.166 0.200 0.073 0.075 104.872 101.108 0.120 33.500

MIN.ST. THICKNESS

1.042

Adopt ST. THICKNESS

1.050 2.031

CURB HEIGHT HORIZONTAL FORCE LL REACTION I/DIA.OF WELL A'= G'= t'= Vr= ltc=

2.00

6.455 74.697 3.900 729.440 0.009 32.000 0.205 7.091

11/25/2013 9:45 PM

M M M M M M M M. M. M. M. T T M. SQCM T/SQCM MM T/MM MM

DL OF SUBSTRUCTURE BACKWALL WING WALL PARAPET WALL ABUTMENT COLUMAN / WALL TOP BEAM TOTAL DL SUBSTRUCTURE

32.222 10.591 4.800 325.059 15.147 387.819

WIND FORCE CALCULTION WIND FORCE ON SUPERSTRUCTURE EXPOSED HEIGHT OF SUPERSTRUTURE

T T T T T T

ACTING AT 0.150 -1.406 -2.000 1.995 0.725 1.650 OR 0.660

M(FROM THE EARTH FACE OF ABUTMENT) M M M M M(FROM THE EARTH FACE OF ABUTMENT) M (FROM CENTRE LINE OF WELL)

4.214 M

PAGE 30 OF 59

ABUT. WELL 191393012.xls.ms_office

EXPOSED AREA AVG. Ht. OF SUPERSTRUCTURE ABOVE MEAN RETA. SUR. INTENSITY OF WIND WIND FORCE ON SUPERSTRUCTURE 8.969 WIND FORCE ON LL 6.090 TOTAL WIND FORCE ON DL AND LL 15.059 MIN. WIND FORCE ON DL AND LL 10.026 THEREFORE WIND FORCE ON ABUT. 7.529

93.888 M^2 11.415 M 95.528 Kg/m^2 43.936 38.872 41.888

T T T T T

11/25/2013 9:45 PM

ACTING AT m ABOVE ABUT BASE m ABOVE ABUT BASE m ABOVE ABUT BASE

41.888 m ABOVE ABUT BASE

SOIL PROPERTIES FOR BACKFILL Ka= 0.279 SOIL PROPERTIES FOR SOIL BETWEEN WCB AND LWL Ka= 0.279 SOIL PROPERTIES FOR SOIL BETWEEN LWL AND MSL Ka= 0.279 SOIL PROPERTIES FOR SOIL BETWEEN MSL AND BASE LEVEL (FOR 1.27Dsm) Ka= 0.279 Kp= 5.737 CALCULATION OF EARTH PRESSURE AEP INTENSITY AT THE TOP OF BACK WALL 0.000 AEP INTENSITY AT THE BOTTOM OF BACK WALL 2.769 TOTAL AEP PRESSURE ON BACK WALL 79.070 AEP INTENSITY AT TOP OF WELL CAP 19.760 TOTAL AEP ON ABUT. COL.(INCREASED 50% FOR TWO COL.) EARTH PRESSURE ON WING WALL

T/M^2 T/M^2 T T/M^2

34.199 m ABOVE ABUT BASE 648.980 T

14.073 m ABOVE ABUT BASE

4.000 0.000 0.159

0.300

T/m^2

4.916

PAGE 31 OF 59

ABUT. WELL 191393012.xls.ms_office

EARTH PRESSURE ON ST. PORTION OF WING WALL EARTH PRESSURE ON TAPERED PORTION OF WING WALL = TOTAL EARTH PRESSURE ON WING WALL FOR TWO WING WALLS COMPONENT OF EP IN THE DIR. NORMAL TO B/W EARTH OVER WELL CAP WIDTH OF ABUT. ON LEFT OF CL OF WELL

COS(ALPHA) ALPHA L1 COS(BETA) BETA L2

10.118 10.214 20.427 0.000

``````

0.814 T T T T

2.769 0.096 T 4.916 -0.432 y^2 +

y

x

yx 0.531 1.994 y +

11/25/2013 9:45 PM

0.159 0.637

ACTING AT 34.199 m ABOVE WC TOP

0.990 M CL OF WELL

CL OF BEARING 0.396 1.164 rad. 4.591 M 1.922 #NUM! rad. A1 #NUM! M L1

BETA L2 A2.

0.990 A1 5.000 V1 186.123 A2 #NUM! V2 #NUM! VOLUME OF EARTH IN BETWEEN COLUMNS TOTAL WT. OF EARTH OVER WELL CAP

CALCULATION OF SEISMIC FORCE ALPHAxBETAxGAMA BACKWALL WINGWALL PARAPET WALL

4.804 -2.304 M^2 M^3 M^2 M^3 #NUM! M^3 #NUM! T

ACTING AT #NUM! m FROM EARTH FACE OF WELL OR #NUM! m TO WARDS EARTH SIDE FROM C/L OF WELL

0.120 3.867 T 1.271 T 0.576 T

34.616 m ABOVE WELL CAP TOP 35.480 m ABOVE WELL CAP TOP 37.997 m ABOVE WELL CAP TOP

PAGE 32 OF 59

ABUT. WELL 191393012.xls.ms_office

ABUTMENT COLUMAN 39.007 T TOP BEAM 1.818 T TOTAL SEISMIC FORCE ON SUBSTRUCTURE 46.538 T SUMMARY OF FORCES AND MOMENTS AT ABUT. BASE DESCRIPTION

1. DL OF SUPERSTRUCTURE 2. LL REACTION 3.HORIZONTAL FORCE 4.DL OF SUBSTRUCTURE 5.E.P.ON BACKWALL 6. E.P. ON ABUT. COL 7.EARTH OVER WELL CAP 8.AEP ON WING WALL 8.SEISMIC FORCE ON SUP. STR. 9.SEISMIC FORCE ON SUB. STR. 10.WIND FORCE (N+T) CASE (N+T+S) CASE (N+T+W) CASE RESULTANTS MOMENT(Tm) FORCE(T)

VERTICAL LOAD (T) 169.500 74.697 1.464 387.819

FORCE (T)

6.455 79.070 648.980

#NUM! 0.000 20.340 46.538 #NUM! #NUM! #NUM!

12.631 m ABOVE WELL CAP TOP 33.058 m ABOVE WELL CAP TOP 16.193 m ABOVE WELL CAP TOP

LONGI. DIR. L.A. (m) -0.250 -0.250 33.808 0.660 34.199 14.073 #NUM! 34.199 36.128 16.193

734.505 801.383 734.505

(N+T) #NUM! 734.505

GOVERNING CASE #NUM! EARTH PRESSURE CALCULATIONS FOR WELL 19.760 T/M^2 A1 20.039 T/M^2 A2 20.039 A3 A4 19.760 T/M^2 20.290 A5 A6 A8 20.895 T/M^2 178.922 T/M^2 20.365 P1 A7 P2 35.964 T/M^2 499.252 T/M^2 AEP INTENSITY DIAGRAM PEP INTENSITY DIAGRAM

11/25/2013 9:45 PM

MOMENT (Tm) -42.375 -18.674 218.221 255.819 2704.106 9132.946 #NUM! 0.000 734.833 753.595 #NUM! #NUM! #NUM!

(N+T+W) #NUM! 734.543

FORCE (T)

7.529 _ _ 7.529

TRANS. DIR L.A. (m)

MOMENT (Tm)

0.700

52.288

41.888

315.395 52.288 52.288 367.683

(N+T+S) #NUM! 801.383 FOS=

WC TOP

#NUM! 67.500

1.000 WC BOTTOM

66.500 0.000

LWL

92.000 2.166

MSL

89.834 55.834

BASE

34.000

PAGE 33 OF 59

ABUT. WELL 191393012.xls.ms_office

DEPTH BELOW WCT AT WHICH AEP INTENSITY IS ZERO DEPTH BELOW WCB AT WHICH AEP INTENSITY IS ZERO DEPTH BELOW LWL AT WHICH AEP INTENSITY IS ZERO DEPTH BELOW MSL AT WHICH AEP INTENSITY IS ZERO ACTIVE EARTH PRESSURE FORCES AND MOMENTS AT WELL BASE MA1= 6817.054 Tm FA1= 118.557 MA2= 48.127 Tm FA2= 0.838 MA3= 0.000 Tm FA3= 0.000 MA4= 0.000 Tm FA4= 0.000 MA5= 7907.028 Tm FA5= 140.153 MA6= 168.398 Tm FA6= 2.995 MA7= #NUM! Tm FA7= #NUM! MA8= #NUM! Tm FA8= #NUM! PASSIVE EARTH PRESSURE FORCES AND MOMENTS AT WELL BASE MP1 #NUM! Tm FP1 #NUM! MP2 #NUM! Tm FP2 #NUM! TOTAL PEP MOMENT DL OF WELL WELL BASE DIA WELL BASE AREA Z OF WELL BASE Wt. OF WELL CAP Wt. OF STEINING Wt. OF INTERPLUG Wt. OF BOTTOM PLUG AND CURB Wt. OF FILL BELOW MSL(1.27Dsm) Wt. OF FILL ABOVE MSL TOTAL WT OF WELL

#NUM!

11/25/2013 9:45 PM

N.A. N.A. N.A. N.A.

T T T T T T T T

AEP MOMENT ABOUT ZSL AEP MOMENT ABOUT MSL 509.324 197.478 3.534 1.329 0.000 0.000 0.000 0.000 450.336 81.686 9.042 1.164

T T

Tm 6.150 29.706 22.836 47.100 1557.659 7.880 144.816 1144.098 -278.608 2622.945

M M2 M3 T T T T T T T

PAGE 34 OF 59

ABUT. WELL 191393012.xls.ms_office

100%BUOYANCY ON ABUT. WELL NET Wt. OF WELL TOTAL Wt. AT ABUT. BASE BUOYANCY ON ABUTMENT COL. NET Wt. AT ABUT. BASE NET Wt. AT WELL BASE MOMENT DUE TO TILT AND SHIFT TOTAL MOMENT AT WELL BASE PASSIVE RELIEF AT WELL BASE RESULTANT MOMENT AT WELL BASE BASE PRESSURE TENSION AT BASE FOR GOV. CASE( MOMENT AND WT. AT MSL) Wt. OF STEINING UP TO MSL(1.27 Dsm) Wt. OF WELL CAP TOTAL WT UP TO MSL AEP MOMENT BETWEEN WCT AND LWL = AEP MOMENT BETWEEN LWL AND MSL = MOMENT DUE TO TILT AND SHIFT TOTAL MOMENT AT MSL(N+T) TOTAL MOMENT AT MSL(N+T+W) TOTAL MOMENT AT MSL(N+T+S)

SIGMA1 SIGMA2

1639.911 983.033 #NUM! 0.000 #NUM! #NUM! #NUM! #NUM! #NUM! #NUM! #NUM! #NUM!

T T T T T T Tm Tm Tm Tm T/m^2 T/m^2

-914.431 44.156 #NUM! 0.000 281.656 #NUM! #NUM! #NUM! #NUM!

T T T Tm Tm Tm Tm Tm Tm

N+T+W #NUM! #NUM! #NUM! #NUM! #NUM!

11/25/2013 9:45 PM

N+T+S #NUM! #NUM! #NUM! #NUM! #NUM!

#NUM! #NUM! #NUM!

PAGE 35 OF 59

ABUT. WELL 191393012.xls.ms_office

CHECKING OF STEINING STRESSES TOTAL ACTIVE PRESSURE BETWEEN WCT AND LWL = 0.000 TOTAL ACTIVE PRESSURE BETWEEN LWL AND MSL = 262.544 ASSUME ZSL BELOW MSL(IN Mt.)= 2.630 R.L. OF ZSL= AEP INTENSITY AT ZSL= 21.100 T/M^2 AEP FORCE BETWEEN MSL AND ZSL #NUM! T PEP FORCE BETWEEN MSL AND ZSL #NUM! T AEP FORCE UPTO ZSL= #NUM! T AEP MOMENT BETWEEN WCT AND LWL ABOUT ZSL = 0.000 AEP MOMENT BETWEEN LWL AND MSL ABOUT ZSL = 972.236 AEP MOMENT UPTO ZSL= #NUM! Tm NET HORIZONTAL FORCE AT ZSL= #NUM! T WEIGHT UP TO ZSL STEINING AREA 16.328 Z OF STEINING 17.420 Wt OF STEINING -810.941 15%BUOYANCY ON STEINING 9.293 BUOYANT Wt. OF STEINING= -820.234 TOTAL Wt. AT ABUT. BASE #NUM! 15% BUOYANCY ON ABUT. 0.000 NET Wt. AT ABUT. BASE #NUM! Wt. OF WELL CAP 47.100 15%BUOYANCY ON CAP 2.944 BUOYANT Wt. OF WELL CAP = 44.156 MOMENT DUE TO TILT AND SHIFT #NUM! TOTAL APPLIED MOMENT AT ZSL RESIDUAL MOMENT TOTAL Wt. UP TO ZSL SIGMA1 SIGMA2

#NUM! #NUM! #NUM! #NUM! #NUM! #NUM! #NUM! #NUM! #NUM! #NUM! #NUM! #NUM!

11/25/2013 9:45 PM

T T 87.204 M PEP INTENSITY AT ZSL= ACTING AT ACTING AT PEP FORCE UPTO ZSL= Tm Tm PEP MOMENT UPTO ZSL=

194.012 1.307 1.297 #NUM! T

#NUM!

T/M^2 M ABOVE ZSL M ABOVE ZSL

Tm

M2 M3 T T T T T T T T T Tm Tm Tm T T/m^2 T/m^2

REINFORCEMENT % AREA OF REINFORCEMENT cm^2 No. OF 20.000 DIA. BARS REQUIRED MIN. No. OF BARS ON OUTER FACE MIN. No. OF BARS ON INNER FACE AREA OF REINFORCEMENT PROVIDED cm^2 HOOP STEEL REQUIRED= 51.271 KG/M PROVIDE 8.000 MM DIA. HOOP REIN. SO Wt. PER SET OF RING= SPACING OF HOOP REIN. 24.000 CM

PER STRESS #NUM! T/m^2 #NUM! T/m^2

13.498 KG

PAGE 36 OF 59

ABUT. WELL 191393012.xls.ms_office

11/25/2013 9:45 PM

FOR ABUTMENT WELL DRAWING BRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJ BEARING CAPACITY 57.00 T/M2 AT BASE R.L. 34.000 M W.C. TOP 67.500 M LWL 92.000 M MSL 89.834 M BASE LEVEL 34.000 M ST.TH. 1.05 M WELL DIA(OUTER) 6.000 M WELL DIA(INNER) 3.900 M WELL DEPTH 33.50 M WELL CAP TH. 1.000 M TH. OF INT.PLUG. 0.300 M FILL BELOW MSL SAND FILL ABOVE MSL WATER CURB HT. 2.00 M GRADE OF CONC. IN ST. M 30 GRADE OF CONC. IN CURB M 25 GRADE OF CONC. IN BOTTOM PLUG M 25 DIA OF VER. BAR IN STEINING 20.00 MM No. OF BARS ON OUTER FACE #NUM! No. OF BARS ON INNER FACE #NUM! PROVIDE HOOP REINF. OF DIA 8.000 MM @ 240 MM C/C SPACING OF BARS ON OUTER FACE SPACING OF BARS ON INNER FACE

#NUM! #NUM!

MM MM

PAGE 37 OF 59

RESULTANTS IN CONSIDERATION (PIER WELL) [N+T]CASE F= 6.15 T M= [N+T+W]CASE F= 15.92 T M= [N+T+S]CASE-LONGITUDINAL F= 50.42 T M= [N+T+S]CASETRANSVERSE F= 51.39 T M= SECTION MODULUS OF STEINING AREA OF STEINING 35.95444 12.80734 -3.70457 -6.78374

0 0 0 4 4 N+T+S(TRANS)

11.767 M^3 9.417 M2

348.45 571.09 791.64 845.99

T-M T-M T-M T-M

VER. LOAD 617.43 35.95444 617.43 17.03376 581.20 -5.55686 581.20 -10.1756

H

V

P

0 2 4 6 8 10 15 20 25 30 40 50 60 70 80 90 100 110

80 91 100 107 113 118 128 136 142 147 155 162 168 173 177 180 183 186

Av ht. Above HFL=

3.32 11.34

Av ht. Above LWL=

VELOCITY PRESSURE_hfl VELOCITY 40 52 63 73 82 91 107 119 130 141 157 171 183 193 202 210 217 224

0 96.94 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 96.94

0 59.26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 59.26

0 0 0 0 0 120.682 0 0 0 0 0 0 0 0 0 0 0 120.682

FOR ABUTMENT WELL Av ht. Above LWL= 11.415

PRESSURE_lwl 0 0 0 0 0 95.2912 0 0 0 0 0 0 0 0 0 0 0 95.2912

FOR ABUTMENT WELL V P 0 0 0 0 0 0 0 0 0 0 120.83 95.528 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 120.83 95.528

191393012.xls.ms_office

GAD CALCULATION BRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJ

DATA SHEET & RESULTS DESIGN DISCHARGE ? 729.000 HFL ? 100.021 LWL ? 92.000 BED LEVEL ? 93.250 SPAN LENGTH GIRDER ? 21.000 NO. OF SPAN ? 4.000 OUTER DIA.OF PIER(OR THICKNESS OF WALLTYPE PIER ) 1.200 INNER DIA.OF PIER 0.000 OUTER DIA.OF WELL ? 6.000 THICKNESS OF SLAB ? 1.250 DEPTH OF GIRDER ? 2.166 CAMBER 2.50% 0.073 WEARING COAT 1 0.075 Ksf ? 1.200 ROADWAY 10.900 CATCHMENT AREA 0.000 RESTRICTION DUE TO ABUT. 0.800 EXPANSION GAP 0.040 LOADING CLASS A 2.00 C/C BEARING ON PIER 1.800 OVER HANG ON ABUTMENT 0.400 BEARING Ht.= 0.056 PEDESTAL+ BEARING Ht.= 0.200 SOIL STRATA (SAND/HARD CLAY/ROCK) C PIERCAP HT. 1.450 LENGTH OF BRIDGE ? 90.20 INCREASE IN DISCHARGE FOR CONCENTRATION ? DISGHARGE FOR DESIGN OF FOUNDATION 947.70 LACY'S WATERWAY 4.8*Q^.5 129.60 CLEAR WATERWAY 85.00 RESTRICTION 34.41 SCOUR DEPTH HFL-LWL 8.02 UNIT DISCHARGE 11.15 MEAN SCOUR DEPTH 6.29

M^3/SEC; FINAL RESULTS M 2xdsm 16.042 M M MSL 83.979 M M GRIP REQUIRED 5.347 M M C/C OF BEARING DEPTH OF WELL 13.368 M. 15.00 M. NO. BASE LEVEL 77.000 M (ADOPTED) M. FORMATION LEVEL 104.872 M M. GRIP PROVIDED 6.979 M 43.50% M. I/DIA.OF WELL 4.900 M. STNG THK M ADOPT ST. THICKNESS 0.550 M. M HIGHT OF CURB 1.25 M. M AFFLUX 0.087 M AFFLUX (ADOPTED) 0.087 M RESTRICTION 34.414 % M. LENGTH OF BRIDGE 90.280 M. Sq.Km. R.L. OF PIER CAP TOP101.108 M M. HEIGHT OF PEIR 7.658 M M LANE CHECK PIER WELL FOR DEPTH M. FOR DRAWING PUPOSE M C= 0.035 kg/cm2 M. phi= 26.00 deg. M. SBC= 55.00 T/m2 at base level

0.80

M M. 30.0 % M^3/SEC; M M % M M^3/SEC/M M

DESIGN BY 41

CHECKED BY

191393012.xls.ms_office dsm SCOURED LEVEL 2Dsm MSL FIRST TRIAL dsm MSL EFFECTIVE WATERWAY RESTRICTION SECOND TRIAL UNIT DISCHARGE dsm dsm MSL EFFECTIVE WATERWAY RESTRICTION THIRD TRIAL UNIT DISCHARGE dsm dsm MSL EFFECTIVE WATERWAY RESTRICTION FOURTH TRIAL UNIT DISCHARGE dsm dsm MSL EFFECTIVE WATERWAY RESTRICTION CLEARANCE AFFLUX DEPTH BEFORE RESTRICTION(HFL-LWL) DEPTH AFTER RESTRICTION (dsm) AREA BEFORE RESTRICTION (A) AREA AFTER RESTRICTION (a) VEL. IN FEET AFFLUX VEL.AFTER RESTRICTION

8.02 92.00 16.04 83.98

M M M M

1.34[q^2/Ksf]^.333 >OFDsm,HFL-LWL (adopted)

8.02 83.98 85.00 34.41

M M M %

11.15 6.28 8.02 83.98 85.00 34.41

M^3/SEC/M M M M M %

11.15 6.28 8.02 83.98 85.00 34.41

M^3/SEC/M M M M M %

11.15 6.28 8.02 83.979 85.00 34.41 1.20

M^3/SEC/M M M M M % M

8.02 8.02 910.85 553.11 2.63 0.087 1.32

M M M^2 M^2 Ft/S M m/s

(adopted)

(adopted)

(adopted)

MIN.ST. THICKNESS HIGHT OF CURB

0.767 M. 1.30 M.

(Q/A*3.2808)= 0.80 m/s .3048[V2/58.6+.05][{A/a}2-1]

DESIGN BY 42

CHECKED BY

% of main steel

0.32 Permissible Shear Stress in Concrete

Permissible Shear Stress in Concrete in N/mm2 Grade of Concrete (100*As)/b*dM20 M25 M30 M35 M40 0.15 0.25 0.5 0.75 1 1.25 1.5 1.75 2 2.25 2.5 2.75 3.00 and above

Note :tc= tc=

0.18 0.22 0.3 0.35 0.39 0.42 0.45 0.47 0.49 0.51 0.51 0.51 0.51

0.19 0.23 0.31 0.36 0.4 0.44 0.46 0.49 0.51 0.53 0.55 0.56 0.57

0.2 0.23 0.31 0.37 0.41 0.45 0.48 0.5 0.53 0.55 0.57 0.58 0.6

0.2 0.23 0.31 0.37 0.42 0.45 0.49 0.52 0.54 0.56 0.58 0.6 0.62

M20

M25

0.2 0.23 0 0 0.32 0.241326 0.251326 0.38 0 0 0.42 0 0 0.46 0 0 0.49 0 0 0.52 0 0 0.55 0 0 0.57 0 0 0.6 0 0 0.62 0 0 0.63 0 0 0.241326 0.251326

As is area of longitudinal tension reinforcement in mm2 b width of section in mm d eff. Depth of section in mm 0.251326 N/mm^2 2.513255 Kg/cm^2

M30

M35

M40

0 0 0 0.251326 0.251326 0.253991 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.251326 0.251326 0.253991

DESIGN OF PIER WELL CAP IN PUT DATA RESULTANT FORCES AND MOMENTS AT PIER BASE CASE HORZ. FORCE(T) MOMENT™ V. LOAD(T) N+T 10.91 285.4 680.05 N+T+W 22.83 490.132 680.05 N+T +S (L) 10.91 285.4 680.05 N+T +S(T) 10.91 285.4 680.05 OUTER DIA OF WELL 6.5 m ST.TH. 0.85 m TH. OF WELL CAP 1.2 m PIER DIA 2.5 m CLEAR COVER FOR WELL CAP 75 mm NO OF DIA OF BAR USED AT BOTTOM 1 DIA FOR MAIN R/F AT BOTTOM 25 mm NOT REQUIRED mm NO OF DIA OF BAR USED AT TOP 2 DIA FOR MAIN REINFORCEMENT AT TOP 20 mm SECOND DIA OF BAR 16 mm DIA FOR SHEAR REINFORCEMENT 12 mm POISSON RATIO 0.15 GRADE OF CONCRETE M 30 GRADE OF STEEL Fe 415 PER.STRESS FOR STEEL 200 N/mm2 MODULAR RATIO 10 (I) EFFECTIVE DEPTH OF W/ C PROVIDED 108.8 cm EFFECTIVE SPAN 5.65 m LOAD DISPERSION DIA 4.676 m DISPERSION AREA 17.173 m2 SECTION MODULS OF WELL CAP 17.707 m3 (II) BM AT WELL CAP BOTTOM N+T 297.27008 Tm N+T+W 514.97104 Tm N+T+S 297.27008 Tm (III) INTENSITY OF LOADING (a) DUE TO SELF WT. 2.88 T/m2 (b) DUE TO VERTICAL LOAD N+T 39.600618 T/m2 N+T+W 39.600618 T/m2 N+T+S 39.600618 T/m2 TOTAL N+T 42.481 T/m2 N+T+W 42.481 T/m2 N+T+S 42.481 T/m2 (IV) BENDING MOMENT AT CENTRE (a) DUE TO UDL MAX BM AT CENTRE

OUT PUT DATA DEPTH PROVIDED IS OK REINFORCEMENT AT BOTTOM DIA OF BAR 25 mm NR AT SPACING 140.00 mm C\C IN BOTH DIR.

REINFORCEMENT AT TOP 20 mm AND AT SPACING 140 mm C\C ALT. IN BOTH DIR. SHEAR REINFORCEMENT PROVIED 2 LEGGED STIRRUPUS AT 140.00 ENCLOSING TWO MAIN BARS

N+T N+T+W N+T+S

66.745 Tm/m 66.745 Tm/m 66.745 Tm/m

20%REDUCTION IN MOMENT DUE TO PARTIAL FIXITY OF WELL CAP N+T N+T+W N+T+S -

13.349 Tm/m 13.349 Tm/m 13.349 Tm/m

B

13.349

+

C

-

C

-

C

-

53.396

L = 5.65 B.M. DUE TO UDL FOR (N+T)

-

B

13.349

+

53.396

L = 5.65 B.M. DUE TO UDL FOR (N+T+W)

13.349

B +

53.396

L = 5.65 B.M. DUE TO UDL FOR (N+T+S)

ORDINATE AT B X = 1.575 m H(N+T) = 66.745 Tm/m H(N+T+W) = 66.745 Tm/m H(N+T+S) = 66.745 Tm/m Y (N+T) = 53.68 Tm/m Y=4*H*X*(L-X)/L^2 Y (N+T+W) = 53.68 Tm/m Y (N+T+S) = 53.68 Tm/m MAX (+) B.M. AT' B 'DUE TO VERTICAL LOAD (N+T) MAX (+) B.M. AT' B 'DUE TO VERTICAL LOAD (N+T+W) MAX (+) B.M. AT' B 'DUE TO VERTICAL LOAD (N+T+S) (b) DUE TO APPLIED MOMENT MOMENT PER m WIDTH(N+T) 52.614 MOMENT PER m WIDTH(N+T+W) 91.145 MOMENT PER m WIDTH(N+T+S) 52.614

40.328 Tm/m 40.328 Tm/m 40.328 Tm/m Tm/m Tm/m Tm/m

END MOMENT(N+T) END MOMENT(N+T+W) END MOMENT(N+T+S) MOMENT AT PERIPHERY(N+T) MOMENT AT PERIPHERY(N+T+W) MOMENT AT PERIPHERY(N+T+S)

13.154 22.786 13.154 26.307 45.573 26.307

Tm/m Tm/m Tm/m Tm/m Tm/m Tm/m

26.307

13.154 -

+

26.307 B

-

+

13.154 C B.M. DIA DUE TO APPLIED MOMENT (N+T) 45.573

22.786 -

+

45.573 B

-

+

22.786 C B.M. DIA DUE TO APPLIED MOMENT (N+T+W) 26.307

13.154 -

+

26.307 B

-

+

13.154 C B.M. DIA DUE TO APPLIED MOMENT (N+T+S)

© DESIGN B.M. MAX.(+) B.M.(N+T) 66.635 MAX.(+) B.M.(N+T+W) 85.901 MAX.(+) B.M.(N+T+S) 66.635 MAX.(-) B.M.(N+T) -26.503 MAX.(-) B.M.(N+T+W) -36.135 MAX.(-) B.M.(N+T+S) -26.503 GOV. CASE (FOR (+) MOMENT) GOV. CASE (FOR (-) MOMENT) GOV.MOMENT (+) MOMENT (-)MOMENT (V)

Tm/m Tm/m Tm/m Tm/m Tm/m Tm/m

DESIGN FOR DEPTH OF WELL CAP DESIGN MOMENT FOR DEPTH PER. STRESS FOR CONCRETE

66.635 64.5870949 44.4235097 26.503 27.1694103 19.9267142 N+T N+T+W

66.635

27.169

66.6352645 Tm/m -36.1353157 Tm/m

66.635264 Tm/m 10 N/mm2 n 0.333 J 0.889 Q 14.815 Kg/cm2

EFFECTIVE DEPTH REQUIRE (VI)

(VII)

d

DESIGN FOR REINFORCEMENT (a) FOR (+) MOMENT AREA OF REIN. REQ. SPACING REQ. SAY AREA OF TENSION STEEL AT BOTTOM % OF TESION STEEL AT BOTTOM (b) FOR (-) MOMENT AREA OF REIN. REQ. SPACING REQ. SAY

67.066 Cm

34.45 14.25 14.00 34.45 0.32

cm2/m Cm Cm cm2/m

14.40 cm2/m 17.89 Cm 17.00 Cm

DESIGN FOR SHEAR GOV. MOMENT AND FORCE LOADING INTENSITY 42.481 T/m2 MOMENT 297.27 T/m2 (a) SF PER m WIDTH DUE TO UDL V1 60.004 T/m (b) SF PER m WIDTH DUE TO APPLIED MOMENT MOMENT OF INTERTIA FOR EFF. SPAN 50.022 m4 BENDING STRESS 16.79 T/m2 V2 11.86 T/m TOTAL SF PER M WIDTH 71.861 T/m SHEAR STRESS 6.605 Kg/cm2 PERMISSIBLE MAX. SHEAR STRESS 11.000 Kg/cm2 PERMISSIBLE SHEAR STRESS 2.513 Kg/cm2 DESIGN FOR SHEAR REIN. IS REQUIRED DESIGN SHEAR FORCE 44.52 T/m AREA OF SHEAR REINF. REQUIRED 2.864 Cm2/m NO. OF LEGS PER M REQ. 8 AREA PER LEG REQ. 0.358 Cm2 DIA OF SHEAR REIN. REQ. 8 mm

O.K.

1.2 m

NR

NR

IN BOTH DIR.

16.00 mm ALT. IN BOTH DIR.

8 mm mm C\C

191393012.xls.ms_office

PIER WELL

BRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJ !!! Press ctrl+shift+p for final results in case of cohessionless soil. SALIENT FEATURES OF THE BRIDGE TYPE OF PIER (1 FOR WALL TYPE; 2 FOR CIRCULAR) ? length of pier across span at top for wall ? length of pier across span at bottom for wall ? LOADING LANES CLASS A ? LATERAL ECCENTRICITY ? HEIGHT OF RAILING ? WELL CAP TH. THICKNESS OF I.P. SIZE OF PIER CAP AT TOP? 6.25 X HT. OF CAP ST. PORTION? FOR GRIP ZONE TYPE OF SOIL(VALUE OF "N") C 0.035 Kg/cm^2 PHI ? SEISMIC ZONE GAMA (SEISMIC) BEARING CAPACITY TYPE OF RAILING CC FILL BELOW MSL SAND NO. OF CROSS BEAMS 6 FILL ABOVE MSL WATER NO. OF GIRDERS FACTOR FOR No. OF TRAINS(FOR WIND FORCE) GAMMA[sub]=? Wt. OF ONE BEARING (T) DIA OF VERTICAL BARS DIA OF RING BARS GRADE OF CONC. M. 25 KERB HEIGHT IMPOTANCE FACTOR Sa/g NO.BARS ON OUTER FACE OF WELL= NO.BARS ON INNER FACE OF WELL= SPACING OF HOOP REIN. STRESSES AT ZSL [SIGMA]max 136.10 T/M^2, PER. STRESS= [SIGMA]min -9.95 T/M^2, PER. STRESS=

2 0.000 0.000 2.000 0.700 0.850 0.800 0.300 2.500 0.750

M M M M M. M. M^2 M

TOTAL WELL DEPTH 15.00 M HEIGHT OF PEIR 7.658 M O/DIA.OF PIER 1.200 M O/DIA.OF WELL 6.000 M I/DIA.OF PIER 0.000 M. I/DIA.OF WELL 4.900 M. BASE PRESSURE IN T/M^2 HFL CASE P/A= 25.974 SAFE LWL CASE P/A= 26.28 SAFE

15 26.000 DEG. 4 1.00 55.00 T/M^2

2 1.00 1.00 0.20 20 8.00

NO. T/M^3 MM MM

DEPTH IS OK P.C.C. SECTION IS REQUIRED.

0.225 M 1.00 1.50 29.00 NO. 29.00 NO. 19.20 CM. C/C 1250 T/M^2 -91.5 T/M^2

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depth below MSL where ZSL lie EXPANSION GAP OVERHANG ON ABUT. SIDE OVERHANG ON PIER SIDE ROADWAY PEIRCAP HEIGHT ALFA BETA? Wt. OF ONE GIRDER NO. OF BEARINGS ON ONE PIER NO. OF DIAPHRAGMS IN PIER

2.66 M. ? ? ? ? ?

PHI ? HT. OF SPLAYED PORTION OF PIER CAP Ka ? 0.331 SPAN LENGTH DESIGN DISCHARGE NO. OF SPAN HT.OF CURB? HFL LWL LENGTH OF BRIDGE

Kp

SUPER STRUCTURE(SPAN LENGTH)

SUB STRUCTURE FOUNDATION BOTTOM LEVEL FORMATION LEVEL THICKNESS OF SLAB DEPTH OF GIRDER WEARING COAT 1 CAMBER PEDESTAL + BEARING HEIGHT MSL GRIP TOTAL( LWL TO BEARING) HFL-LWL PER. TENSION IN CONCRETE( FOR N+T CASE)

?

?

0.040 M 0.400 M 0.880 M 10.900 M 1.450 M 0.12 1.00 ENTER THE VALUET. 4.00 NO. 0.00

?

0.45 0.70 4.199 21.000 729.00 4 1.25 100.02 92.000 90.200 22.80 1.20 0.00 6.00 77.000 104.872 1.25 2.17 0.0750 0.0730 0.200 83.979 6.98 9.31 8.02 -61

0.55 0.30 0.30

1.134 0.834

RADIAN M A1

M M^3/SEC; NO. M. M M M M (TOTAL) M O/D M I/D M O/D M M M M M M M M M M M T/M2

0.116 1.00

PAGE 51 OF 69

191393012.xls.ms_office

LONGITUDINAL FORCE BRAKING EFFECT ON SPAN AB MAX. H.F. ON PIER ADDITIONAL V. LOAD DUE TO TRANSFER OF H.F. AT BEARING TOP

DEAD LOAD D.L.OF SUPERSTRUCTURE LENGTH OF SPAN D.L. OF RAILING D. L.OF ROAD KERB D.L. OFWEARING COAT D.L.OF DECK SLAB D.L.OF X-BEAMS D.L.OF GIRDERS SUM D.L.OF SUPERSTRUCTURE = D.L.OF SUBSTRUCTURE: WT OF PIER CAP OF RECT. PORTION A1 A2 WT. OF SPLAYED PORTION TOTAL C.G. OF PIERCAP ABOVE PIER TOP Wt.OF PIERCAP Wt.OF PIER Wt. OF BEARING = D.L.OF SUBSTRUCTURE = TOTAL Wt. AT PIER BASE

? ?

L.L.REACTIONS FOR MAX LOAD TOTAL LOAD OF TRAIN LOAD OF SECOND TRAIN

REACTION AT C END

(Ra) (Rb) (Rc)

L.L.REACTION ON PIER (For total no. of lanes)

(Rb+Rc)

MOMENT IN LONG.DIR.(Rb-Rc)*overhang MOMENT IN TRANS.DIR.(Rb+Rc)*e

11.08 M.T. 5.54 M.T 1.26 T

22.80 7.30 51.96 44.73 745.56 12.00 #VALUE! #VALUE! 245.00

M M.T. M.T. M.T. M.T. M.T. M.T. M.T. M.T.

28.13 15.63 6.25 17.78 45.91 0.81 45.91 20.79 0.80 67.50 312.50

M.T. M^2 M^2 M.T. M.T. M M.T. M.T. M.T. M.T. M.T.

50.00 0 11.51 38.49 4.66 86.31 62.25 60.41

9.31 M. ABOVE WELLCAP

(adopted)

R.L. OF PIER CAP TOP

101.108 M

M.T. M.T. M.T. M.T. M.T. M.T. M.T.-M M.T.-M

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WIND FORCE EXPOSED HIEGHT EXPOSED AREA INTENSITY OF WIND WIND FORCE FOR D.L. WIND FORCE FOR L.L. TOTAL WIND FORCE MIN.WIND FORCE ACTING WIND FORCE WATER CURRENT FORCES ASSUME MEAN VEL.AT H.F.L. Ka 0.66 U^2 AT L.W.L. W.F.ON PIER[52*Ka*U^2*COS^2THETA] W.F.ON PIER[52*Ka*U^2*SIN^2THETA] W.F.ON WELL[52*Ka*U^2*COS^2THETA] W.F.ON WELL[52*Ka*U^2*SIN^2THETA] SEISMIC CASE M.S.L W.F.ON PIER[52*Ka*U^2COS^2THETA] W.F.ON PIER[52*Ka*U^2SIN^2THETA] W.F.ON WELL ALONG CURRENT W.F.ON WELL NORMAL TO CURRENT HEIGHT OF SUPER STRUCTURE ALFAxBETAxGAMA D.L. OF WELL THICKNESS OF WELL CAP Wt.OF WELLCAP AREA OF WELL STIENING Wt.OF STEINING UPTO BASE Wt.OF STEINING UPTO MSL Wt.OF STEINING UPTO MSL [SEISMIC] Wt. OF FILL ABOVE MSL Wt.OF I.P. Wt. OF FILL BELOW MSL VOL. V1 A1 AREA OF WELL AT BASE Wt OF CONC IN WELL CURB WT OF BOTTOM PLUG Wt.OF WELL UPTO MSL [SEISMIC] Wt.OF WELL UPTO MSL TOTAL Wt.OF WELL

LWL CASE

HFL CASE 4.07 92.70 95.29 8.83 6.09 14.92 10.26 14.92

?

?

4.07 M. 92.70 M^2 Av ht. Above LWL 59.26 Kg/M^2 Av ht. Above HFL 5.49 T. ACTING ABOVE BEARING TOP 2.03 5.64 T. ACTING ABOVE BEARING TOP 5.06 11.13 T.ACTING ABOVE BEARING TOP (HFL CASE) 3.57 10.26 T. LWL CASE 3.27 11.13 T.ACTING ABOVE BEARING 3.57 OR ACTING ABOVE PIER BASE HFL CASE 12.88 LWL CASE 12.58 1.32 M/SEC.; MAX.VEL. 1.86 V^2 3.47 1.74 0.76 T.ACTING ABOVEP.BASE 4.46 0.10 T.ACTING ABOVEP.BASE 4.46 1.27 T.ACTING ABOVEM.S.L. 5.35 0.17 T.ACTING ABOVE MSL 5.35 ALPHA=? 0.05 85.583 M.; U^2 AT L.W.L 1.54 0.73 T.ACTING AT PIER BASE 4.52 0.10 T.ACTING AT PIER BASE 4.52 0.90 T.ACTING ABOVE MSL 4.28 0.12 T.ACTING ABOVE MSL 4.28 4.41 M 0.072 0.80 54.26 9.41 292.53 163.12 126.88 130.45 13.01 184.18 5.65 27.49 29.69 21.13 108.55 311.58 347.82 804.10

11.34 3.32 M. M. M. M. M. M. M. M./SEC. M^2/SEC^2 M M M M

M M M M

M M.T. M^2 M.T. M.T. M.T. M.T. M.T. M.T. M^3 M^2 M^2 M.T. M.T. M.T. M.T. M.T.

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SIESMIC FORCE ALFA SIESMIC FORCE ON PIERCAP ON PIER ON WELL STEINING [SEISMIC] ON WELL CAP ON WATERFILL TOTAL SEISMIC FORCE ON WELL SEISMIC FORCE ON SUPERSTRUCTURE SEISMIC FORCE ON L.L.[TRANSVERSE] SUMMARY OF FORCES AND MOMENTS AT PIER BASE DETAILS V [T.] 1.D.L.OF SUPERSTRUCTURE 245.00 2.L.L.REACTION 86.31 3.HORIZONTAL FORCE 1.26 4.SEISMIC FORCE ON SUPER STRUCTURE 5.WIND FORCE 6.WATER CURRENT FORCE ON (a)SUBSTRUCTURE [N+T] OR [N+T+W] CASE [N+T+S]CASE 7. D.L. OF SUBSTRUCTURE 67.50 8.SEIS.FORCE ON SUBSTRUCTURE PIER CAP[S] PIER[S] L.L.[S] TOTAL [N+T] CASE 400.06 [N+T+W] CASE 400.06 [N+T+S(long.)] CASE 400.06 [N+T+S(trans.)] CASE 400.06 LWL CASE N+T 400.06 N+T+W 400.06 [N+T+S(long.)] CASE 400.06 [N+T+S(trans.)] CASE 400.06

0.072 3.31 1.50 9.14 3.91 9.39 22.43 17.64 6.21 L-DIRECTION L.A.[M] _ _

Fl [T] _ _

M.T. M.T. M.T. M.T. M.T. M.T. M.T. M.T.

ACTING ABOVE MSL ACTING ABOVE MSL ACTING ABOVE MSL ACTING ABOVE MSL ACTING ABOVE MSL ACTING ABOVE MSL ACTING ABOVE MSL ACTING ABOVE MSL

Ml [T-M]

Ft [T]

_

_

5.54 17.64

9.31 11.52

62.25 51.57 203.12

0.10 0.10

4.46 4.52

3.31 1.50

8.47 3.83

14.89 10.25 2.81 6.02 2.81 3.37 17.93 20.49 T-DIRECTION L.A.[M] _

M M M M M M M M

Mt [T-M] _ 60.41

17.64 11.13

11.52 12.88

203.12 143.36

0.45 0.44

0.76 0.73

4.46 4.52

3.39 3.31

28.00 5.73

8.47 3.83 14.07

28.00 5.73 87.44 63.80 207.16 63.80 388.03

5.64 5.64 28.08 5.64

114.26 114.26 351.11 114.26

3.31 1.50 6.21 0.76 11.89 0.76 29.39

5.54 5.54 27.98 5.54

113.81 113.81 350.67 113.81

0.00 14.92 0.00 28.66

60.41 248.13 60.41 384.72

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191393012.xls.ms_office

SUMMARY OF FORCES AND MOMENTS AT MSL DETAILS V [T.] 1.D.L.OF SUPERSTRUCTURE 245.00 2.L.L.REACTION 86.31 3.HORIZONTAL FORCE 1.26 4.SEISMIC FORCE ON SUPER STRUCTURE 5.WIND FORCE 6.WATER CURRENT FORCE ON (a)SUBSTRUCTURE [N+T] OR [N+T+W] CASE [N+T+S] CASE (b)ON WELL [N+T] OR [N+T+W] CASE [N+T+S] CASE 6.SEISMIC FORCE ON PIERCAP PIER WELL UPTO MSL L.L. 7.D.L.OF SUBSTRUCTURE 8.D.L.OF WELL UPTO MSL[seismic] 9.D.L.OF WELL UPTO MSL TOTAL [N+T] CASE [N+T+W] CASE [N+T+S]CASE-LONGITUDINAL [N+T+S]CASE-TRANSVERSE LWL CASE N+T N+T+W [N+T+S]CASE-LONGITUDINAL [N+T+S]CASE-TRANSVERSE RESULTANTS:(AT MSL) [N+T]CASE F= [N+T+W]CASE F= [N+T+S]CASE-LONGITUDINAL F= [N+T+S]CASETRANSVERSE F=

L-DIRECTION L.A.[M] _ _

Fl [T] _ _ 5.54 17.64

Ml [T-M]

Ft [T]

_ 62.25 96.00 316.32

17.33 17.93

T-DIRECTION L.A.[M] _

Mt [T-M] _

_ 60.41

17.64

17.93

316.32

11.13

20.90

232.67

0.10 0.10

12.48 10.94

1.26 1.06

0.76 0.73

12.48 10.94

9.48 8.01

0.17 0.12

5.35 4.28

0.90 0.51

1.27 0.90

5.35 4.28

6.77 3.85

3.31 1.50 22.43

14.89 10.25 3.37

49.21 15.33 75.54

3.31 1.50 22.43 6.21

14.89 10.25 3.37 20.49

49.21 15.33 75.54 127.32

67.50 311.58 347.82 747.88 747.88 711.64 711.64

5.81 5.81 50.63 5.81

160.40 160.40 616.22 160.40

2.03 13.16 2.03 52.72

76.67 309.34 76.67 656.00

747.88 747.88 711.64 711.64

5.54 5.54 50.42 5.54

158.25 158.25 614.65 158.25

0.00 14.92 0.00 51.09

60.41 367.83 60.41 644.14

6.15 14.39 50.67 53.04

T T T T

M= M= M= M=

177.79 348.45 620.97 675.32

T-M T-M T-M T-M

PAGE 55 OF 69

191393012.xls.ms_office

RESULTANTS IN CONSIDERATION(AT MSL) [N+T]CASE F= [N+T+W]CASE F= [N+T+S]CASE-LONGITUDINAL F= [N+T+S]CASETRANSVERSE F= LWL CASE(AT MSL) N+T N+T+W [N+T+S]CASE-LONGITUDINAL F= [N+T+S]CASETRANSVERSE F= CHECK FOR STABILITY OF WELL D.L.+L.L.UPTO PIER BASE SUBMERGED Wt.UPTO PIER BASE SUBMERGED Wt.OF WELL NET Wt.OF STRUCTURE AT WELLBASE MOMENT DUE TO TILT & SHIFT TOTAL APPLIED MOMENTS & FORCES AT WELLBASE FOR[N+T] CASE FOR[N+T+W] CASE FOR[N+T+S] CASE LONGITUDINAL FOR[N+T+S] CASE TRANSVERSE LWL CASE N+T N+T+W FOR[N+T+S] CASE LONGITUDINAL FOR[N+T+S] CASE EARTH PRESSURE SOIL PARAMETER?

C=

6.15 14.39 50.67 53.04 5.54 15.92 50.42 51.39

FORCES T T T

MOMENTS 177.79 348.45 620.97 675.32

T-M T-M T-M T-M

169.39 400.43 617.61 663.29

T-M T-M T-M T-M

T T T T

HFL CASE

LWL CASE 400.06 390.99 380.20 771.19 167.60

T T T T Tm

400.06 T T 380.20 T 780.26 T 170.66 Tm FORCE

388.32 558.99 912.05 1277.86

T-M T-M T-M T-M

6.15 14.39 50.67 53.04

T T T T

378.72 682.19 1140.13 1192.60

T-M T-M T-M T-M

5.54 15.92 50.42 51.39

T T T T

MOMENT

BEARING CAP.AT R.L. 0.04 Kg/Cm^2 PHI=

77.000 M. =

55.00 T/M^2 26.00 DEG./RAD

0.45

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191393012.xls.ms_office

COHESIVE CASE Sq.ROOT N(phi)= ACTIVE E. P INTENSITY AT MSL A. E.P. INTENSITY AT BASE[N+T] OR [N+T+W]CASE A. E.P. INTENSITY AT BASE[N+T+S]CASE HT. AT WHICH AEP INT. IS ZERO FROM BASE(N+T,N+T+W) HT. AT WHICH AEP INT. IS ZERO FROM BASE(N+T+S) TOTAL A.E.P.momentAT BASE [N+T] OR [N+T+W] CASE TOTAL A.E.P.moment AT BASE [N+T+S] CASE PASSIVE E. P. INTENSITYAT MSL P.E.P. INTENSITY AT BASE[N+T] OR [N+T+W]CASE P.E.P. INTENSITY AT BASE[N+T+S]CASE TOTAL P.E.P . AT BASE [N+T] OR [N+T+W] CASE TOTAL P.E.P. AT BASE [N+T+S] CASE RELIEVING MOMENT AT BASE[N+T]CASE RELIEVING MOMENT AT BASE[N+T+W]CASE RELIEVING MOMENT AT BASE[N+T+S]CASE BASE PRESSURE HFL CASE P/A= LWL CASE P/A=

DESIGN OF STEINING(COHESSIVE SOIL) LET THE Z0 BE THE DEPTH BELOW MSL WHERE SHEAR IS ZERO FORCE ON STEINING DUE TO EARTH PRESSURE [WITH FOS = A= 7.87 B= EQUATING EARTH FORCE WITH HORIZONTAL FORCE Z0= 2.24 SO ZSL=

1.60 -0.40 T/M^2 1.91 T/M^2 2.44 T/M^2 5.76 M 7.37 M 63.42 TM 132.50 TM 1.43 T/M^2 30.74 T/M^2 37.47 T/M^2 673.60 T 1001.87 T 818.44 T-M > 1023.04 T-M > 1857.56 T-M > 25.97 T/M^2 < 26.28 T/M^2< GOVERNING CASE =

N(phi)=

2.56

ACTING AT ACTING AT

2.43 M 2.97 M OK OK OK DEPTH IS OK

451.75 745.61 1410.36 55.00 55.00

T-M T-M T-M T/M^2 T/M^2

N+T+S(TRANS)

1.60 ]=A.Z0^2+B.Z0 51.39

5.38 HORI. FORCE= 83.35 M HFL CASE

LWL CASE

LOAD UPTO PIER BASE [CONSIDERING 15% BUOYANCY] LOAD OF WELL UPTO ZSL [CONSIDERING 15% BUOYANCY] MOMENT DUE TO TILT & SHIFT AT ZSL

398.70 T 194.95 T 113.47 TM

400.06 T 194.95 T 113.82 TM

APPLIED MOMENT UP TO MSL

675.32 TM

663.29 TM

APPLIED FORCE UP TO MSL TOTAL APPLIED MOMENT AT ZSL IGNORING ACTIVE E.P. SECTION MODULUS OF STEINING

50.67 T 859.31 TM 11.77 M^3

51.39 T 849.24 TM

STRESSES AT ZSL [SIGMA]max

136.10 T/M^2

135.39 T/M^2

-9.95 T/M^2

-8.95 T/M^2 -0.40

[SIGMA]min PER. STRESS FOR M25 1250 T/M^2 -91.50 T/M^2

85.58 1.43

P.C.C. SECTION IS REQUIRED. 2.24

VERTICAL REIN. REQUIRED[Cl.710.2.4] 0.12 % 112.95 PROVIDE 16.00 M.M. DIA. BARS 57 NO.BARS ON OUTER FACE OF WELL= 29 NO.BARS ON INNER FACE OF WELL= HOOP STEEL REIN.[Cl.710.2.4.1] 29.55 AREA PROVIDED= PROVIDE SPACING OF HOOP REIN.

114.55 CM^2

CM^2 NO., 29 KG/M

9.39 ZSL 83.35

0.34

13.50 KG

8.00 MM DIA. HOOP REIN. SO Wt. PER SET OF RING= 19.20 CM

77.000 2.44

37.47

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FOR PIER WELL DRAWING BRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJ ksf 1.2 C= 0.04 Kg/cm^2 PHI= 26.00 DEG. BEARING CAPACITY 55.00 T/M2 W.C. TOP 92 M LWL 92 M MSL 83.979 M BASE LEVEL 77 M ST.TH. 0.55 M WELL DIA(OUTER) 6.000 M WELL DIA(INNER) 4.9 M WELL DEPTH 15.00 M WELL CAP TH. 0.800 M TH. OF INT.PLUG. 0.300 M FILL BELOW MSL SAND FILL ABOVE MSL WATER CURB HT. 1.25 M GRADE OF CONC. IN ST. M 25 GRADE OF CONC. IN CURB M 25 GRADE OF CONC. IN BOTTOM PLUG M 25 PROVIDE 16.00 M.M. DIA. BARS NO.BARS ON OUTER FACE OF WELL= 29 NO.BARS ON INNER FACE OF WELL= 29 PROVIDE 8.00 MM DIA SPACING OF HOOP REIN. 19.20 CM SPACING OF BARS ON OUTER FACE SPACING OF BARS ON INNER FACE

673.1984258 MM 549.7787144 MM

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