design of bridge

ABUT. WELL(WALL TYPE ABUT) document.xls 04/21/202305:58:06

SUDHIR

ABUTMENT WELLBRIDGE OVER NAGRAHA NALA IN DISTT.AMBEDKAR NAGAR

DESIGN DISCHARGE 729.00 M^3/S

HFL 100.02 M

LWL 92.00 M

SPAN LENGTH 90.20 M

OVERHANG ON ABUT. SIDE 0.40 M

OVERHANG ON PIER SIDE 0.88 M

LENGTH OF BRIDGE 93.25 M

ROADWAY 10.90 M

LOADING 2.00 LANES CLASS A

HEIGHT OF RAILING 0.85 M

FOUNDATION 1.20 M O/D I/DIA.OF WEL #REF! M.

THICKNESS OF WELL CAP 0.80 M CURB 1.25 M.

THICKNESS OF SLAB 6.00 M

EXPANSION GAP 0.04 M

DEPTH OF GIRDER 1.25 M

BEARING HEIGHT 0.200 M

CAMBER 2.1660 M

WEARING COAT 0.073 M

FORMATION LEVEL 104.872 M

RL OF ABUT. CAP TOP 101.108 M

BOTTOM LEVEL 77.00 M

BEARING CAPACITY 55.00 T/M^2

TOTAL WELL DEPTH 15.00 M

MSL 83.98 M

SOIL PROPERTIES FOR BACKFILL

C ? 0.04 Kg/cm^2 PHI ? 26.00 DEG.

Ka ? 0.33 Kp ? 4.20

SOIL PROPERTIES FOR SOIL BELOW MSL

C 0.10 Kg/cm^2 PHI ? 20.00 DEG.

Ka ? 0.28 Kp ? 5.74

NF 2.04 SQUAREROOT N 1.43

DISTANCE BETWEEN BEARING $BACKWALL ? 0.20 M

ECCENTRICITY OF WELL 0.20 M

HEIGHT OF KERB ? 0.225 M

MEAN RETARDING SURFACE ? 96.50 M

r(total) ? 1.80 T/M^3


SUDHIR

r(sub) ? 1.00 T/M^3

THICKNESS OF INTERPLUG ? 0.50 M

THICKNESS OF BOTTOM PLUG ? 0.30 M

LENGTH OF WING WALL ? 1.15 M

THICKNESS OF WING WALL ? 0.2 M

SMALLER DEPTH OF WING WALL ? 0.3 M

HEIGHT OFBACKWALL 2.27 M

LENGTH OF BACKWALL ? 8.35 M

THICKNESS OF BACKWALL ? 0.3 M

HEIGHT OF PARAPET WALL ? 1.24 M

LENGTH OF ABUT. ACROSS SPAN AT TOP ? 4.7 M

LENGTH OF ABUT. ACROSS SPAN AT BOTTOM ? 3 M

HEIGHT OF ABUTMENT 8.36 M

THICKNESS OF ABUT. WALL ? 0.7 M

DEPTH OF TOP BEAM(STRAIGHT PORT.) ? 0.5 M

DEPTH OF TOP BEAM(SPLAYED PORT.) ? 0.25 M

WIDTH OF TOP BEAM ? 0.8 M

LENGTH OF TOP BEAM AT TOP ? 7.5 M

LENGTH OF TOP BEAM AT BOTTOM ? 4.7 M

SURCHARGE ON BACK WALL ? 1.2 M

LATREL ECCENTRICITY OF LL ? 0.7 M

DL OF SUPERSTRUCTURE ? 105 T

Vr.ltc ? 1 T

HORIZONTAL FORCE 6 T

LL REACTION 74.6971429 T

DL OF SUBSTRUCTURE

ACTING AT

BACWALL 13.68 T 0.15 M(FROM THE EARTH FACE)

WING WALL 1.42 T -0.43 M

PARAPET WALL 1.37 T -0.575 M

ABUTMENT WALL 54.06 T 0.35 M

TOP BEAM 8.88 T 0.4 M

TOTAL DL SUBSTRUCTURE 79.41 T 0.29 M

OR -0.45 M (FROM CENTRE LINE OF WELL)

WIND FORCE CALCULTION

WIND FORCE ON SUPERSTRUCTURE

EXPOSED HEIGHT OF SUPERSTRUTURE 6.65 M

EXPOSED AREA 608.34 M^2

AVG. Ht. OF SUPERSTRUCTURE ABOVE MEAN RETA. SUR. 8.13 M

INTENSITY OF WIND 82.60 Kg/m^2 ACTING AT

WIND FORCE ON SUPERSTRUCTURE 50.25 T 16.15 m ABOVE LWL

WIND FORCE ON LL

WIND FORCE ON LL 5.64 T 14.37 m ABOVE LWL

TOTAL WIND FORCE ON DL AND LL 55.89 T 15.97 m ABOVE LWL

MIN. WIND FORCE ON DL AND LL 41.17 T


SUDHIR

THEREFORE WIND FORCE ON ABUT. 55.89 T 15.97 m ABOVE LWL

CALCULATION OF EARTH PRESSURE

AEP AT THE TOP OF BACK WALL 0.72 T/M^2

AEP AT THE BOTTOM OF BACK WALL 2.07 T/M^2

TOTAL PRESSURE ON BACK WALL 26.48 T 9.31 m ABOVE LWL

AEP INTENSITY AT TOP OF WELL CAP 7.06 T/M^2

TOTAL PRESSURE ON ABUT. WALL 146.90 T 3.42 m ABOVE LWL

EARTH OVER WELL CAP

WIDTH OF ABUT. ON LEFT OF CL OF WELL 0.70 M

A1 -1.43 M^2

V1 -15.20 M^3 -0.39 m FROM CL OF WELL

A1 A2

0.60

A2 0.57 M^2

V2 4.64 M^3 0.25 m FROM CL OF WELL

TOTAL WEIGHT OF EARTH -19.01 T -0.67 m FROM CL OF WELL

SUMMARY OF FORCES AND MOMENTS AT ABUT. BASE

DESCRIPTION VERTICAL LOAD LONGI. DIR. TRANS. DIR

(T) FORCE L.A. MOMENT FORCE L.A. MOMENT

(T) (m) (Tm) (T) (m) (Tm)

1. DL OF SUPERSTRUCTURE 52.5 -0.20 -10.5

2. LL REACTION 74.70 -0.20 -14.94 0.7 52.29

3.HORIZONTAL FORCE 6 9.31 55.848

4.DL OF SUBSTRUCTURE 79.41 -0.45 -35.63

5.E.P.ON BACKWALL 26.48 9.31 246.60

6. E.P. ON ABUT. WALL 146.90 3.42 502.18

7.E.P. OVER WELL CAP -19.01 -0.67 12.73

8.WIND FORCE 27.9440683 15.97 446.38

(N+T) CASE 187.60 179.39 756.29 _ 52.29

(N+T+W) CASE 187.60 179.39 756.29 27.9440683 498.67


SUDHIR

RESULTANTS

(N+T) (N+T+W)

MOMENT(Tm) 758.09 905.90

FORCE(T) 179.39 181.55

GOVERNING MOMENT 758.09 TM

GOVERNING FORCE 179.39 T

EARTH PRESSURE CALCULATION FOR WELL

7.06 T/M^2

LWL 92 21.27 T/M^2

A1 2.16567000000001

MSL 89.83433 7.06

z = 2.85 M

14.20

12.83 P

A2

A3

FrL 77.00

13.03 50.18

ACTIVE EARTH PRESSURE MOMENTS AT WELL BASE

MA1 255.27 Tm

MA2 697.54 Tm

MA3 184.90 Tm

PASSIVE EARTH PRESSURE MOMENTS AT WELL BASE

Mp 3739.38 Tm

DL OF WELL

Wt. OF WELL CAP 2.17 T

Wt. OF STEINING #REF! T

Wt. OF INTERPLUG #REF! T

Wt. OF BOTTOM PLUG AND CURB #REF! T

Wt. OF SAND FILL #REF! T

Wt. OF WATER FILL #REF! T

#REF! T

100%BUOYANCY ON ABUT. WELL 17.33 T

#REF! T

NET Wt. AT ABUT. BASE 187.60 T

MOMENT DUE TO TILT AND SHIFT #REF! Tm

TOTAL MOMENT AT ABUT. BASE #REF! Tm

PASSIVE RELIEF AT WELL BASE 1777.24 Tm > #REF! Tm

#REF!

BASE PRESSURE #REF! T/m^2

#REF!

CHECKING OF STEINING STRESSES


SUDHIR

LET ZSL BE z m BELOW MSL

INTENSITY OF AEP AT ZSL = 7.06 0.49 z

AEP FORCE AT ZSL = 18.34 8.47 z

INTENSITY OF PEP AT ZSL = 24.05 2.04 z

PEP FORCE AT ZSL = 37.14 28.86 z + 1.22 z^2

AEP FORCE AT ZSL EXCLUDING SURCHARGE = 0.42 z^2

EQUATING FORCES

179.39 18.34 8.47 z = 0.40 z^2 + 14.43 z + 18.57

Z 4.48 M

0.40 z^2 + 5.96 z + -179.16 = -144.38

RL OF ZSL 85.35 M

WEIGHT UP TO ZSL

Wt OF STEINING #REF! T

15%BUOYANCY ON STEINING #REF! T

#REF! T

NET Wt. AT ABUT. BASE 187.60 T

Wt. OF WELL CAP 2.17 T

15%BUOYANCY ON CAP 0.14 T

2.03 T

MOMENT DUE TO TILT AND SHIFT #REF! Tm

AEP INTENSITY AT ZSL 9.26 T/m^2

AEP MOMENT ATZSL 187.20 Tm

PEP INTENSITY AT ZSL 33.18 T/m^2

PEP MOMENT ATZSL 518.09 Tm

AEP MOMENT ATZSL EXCLUDING SURCHARGE 7.96 Tm

TOTAL APPLIED MOMENT AT ZSL #REF! Tm

RESIDUAL MOMENT #REF! Tm

TOTAL Wt. UP TO ZSL #REF! T PER STRESS

SIGMA1 #REF! T/m^2 670 T/m^2

SIGMA2 #REF! T/m^2 -17 T/m^2

#REF!

REINFORCEMENT #REF! %

AREA OF REINFORCEMENT #REF! cm^2

No. OF 20 DIA. BARS #REF!

No. OF BARS ON OUTER FACE #REF!

No. OF BARS ON INNER FACE #REF!

AREA OF REINFORCEMENT PROVIDED #REF! cm^2

BEARING CAPACITYBRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJ

GENERAL LOCALSHEAR SHEAR

c 0.03 0.03 T/m^2phi 26.00 17.33 degreeNc 22.60 12.78Nq 12.21 5.09Nr 13.18 3.93r(sub) 1.00 1.00 T/m^2W 0.50 0.50B BASE DIA 4.15 4.15 mDf DEPTH 15.00 15.00 m

2.56 1.85q 15.00 15.00 T/m^2

SHAPE FACTOR DEPTH FACTOR INCLINATION FACTORs d I

Sc 1.3 2.156 1.00Sq 1.2 1.578 1.00Sr 0.6 1.578 1.00

SAFE BEARING CAPACITY IN CASE OF GENERAL SHEAR FAILURE(qd)= (cNcScdcic+q(Nq-1)SqdqIq+0.5BrNrSrdrirw)/2.5+q

148.26 T/m^2SAFE 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

NF

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

(cNcScdcic+q(Nq-1)SqdqIq+0.5BrNrSrdrirw)/2.5+q

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

ACTIVE AND PASSIVE EARTH PRESSURE CO-EFFICIENT

SL. NO. F d q bDEGREE 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 30.00 0.524 20.000 0.349 0 0 0Ka FOR WCB- LWL 30 0.524 20.000 0.349 0 0 0Kp FOR WCB- LWL 30 0.524 20.000 0.349 0 0.142857 0

0.766044 0.834512 0.881426 0.8216450.766044 0.059915 0.978814 0.821645

b

q

ACTIVE AND PASSIVE EARTH PRESSURE CO-EFFICIENT

q=0 q=p/2b

Ka Kp Ka KpRADIANS

0 0.331 4.199 0.331365 4.198845

0 0.279 5.737 0.279384 5.73716

-0.463648 0.249 1.045 0.249323 1.045086

0 0.279 5.737 0.279384 5.73716

-0.463648 0.249 1.045 0.249323 1.045086

0 0.279 5.737 0.279384 5.73716

0 0.279 5.737 0.279384 5.737160.279 5.737 0.279384 5.73716

-0.463648 0.249 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 0.25

Grade of Concrete 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

5.732

0.003

3.088

Dispersion Area = 9.352Figure 1

Case 1 :2.43

b 1

A1= M2

A2=A3= M2

5.732

0.003

3.088

Dispersion Area = 9.352 Figure 2

Goverining Case Figure 2

Dia. of Equivalent Area d = 3.45

Moment of Inertia = 6.96

1 . U. D L. Due to vertical load = 27.74

2 . U. D. L. Due to weight of earth= 10.27

3. U. D L. Due to self weight of well cap= 2.400

4. U. D. L Effect of transverse moment= 2.81 CHECK

TOTAL U.D.L= 43.23

(a) BENDING MOMENT AT CENTER OF WELL CAP DUE TO U.D.L.

26.89 T-MFor partial fixity reducing moment @ 20% I.e.

21.51 T-M

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

a 1

A1

A2

A3

Intensity of loading :-

t/m2

t/m3

t/m2

t/m2

t/m2

M1C =

M1C =

90.61 T-M

Half of 45.30 T-M

Equation of parabola 1.01

A = 8.78 t-m/m 0.99 0.87

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 18.28 26.89

X1 = 26.15 t-m/mB M Due to U. D. L.

X2 = 29.25 t-m/m

5.38Max Positive Bending Moment at Well Cap Bottom in Longitudinal Direction = 55.47 t-m/m 12.91

21.51Max Negative Bending Moment at Well Cap Top in Longitudinal Direction = 23.67 t-m/m B.M.After RedistributionCheck for Shear

45.30W = 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 :- B M Due to applied moments & loads

Moment = 317.13 t-m/m

p = 68.35

Shear Force = 25.63 t/mTotal Shear Force = 58.05 t/m

Details of Reinforcement of Slab :

M2C =M2C =

y = A x2

t/m2

Grade of Concrete 25Q 10.97

2000j 0.902

Depth Provided 93.75 cm

Design for BendingSerial no. Type of Moment Depth Req. Areaof Rein. Min Area Dia of bar c/c Spacing

Reinforcement t-m/m cm cm of bars(cm)

1 + ve Reinforcement 55.47 71.11 32.80 12 2.50 12.02 -ve ' Reinforcement' 23.67 - 14.00 12 1.60 12.0

Design for Shear 4.0

0.50

1.00

2.00

17.50Design Shear Force 58.05 t/m

Shear Stress 6.19Dia of Bar 0.80 cmSpacing of Bar 12.00 cmNo. of Legs per Meter 8.33

Area of Shear Rein.(req) 3.72Area of Shear Rein.(req)per leg 0.446

Area of Shear Rein.(pro.) 0.50 OK

s st kg/cm2

cm2/m cm2/m

to kg/cm2

K1

K2

tc kg/cm2

tmax kg/cm2

kg/cm2

cm2/m

cm2/m

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

C.L OF WELL

C.L OF BEARING

0.87

1.13

3.40

0.56

0.60

1

20.8

0.124

b 2

M2

20.772

0.124

a 2

M2

1.13

20.24

B M Due to U. D. L.

14.87

B.M.After Redistribution

29.25

B M Due to applied moments & loads

Area Pro.

40.9116.76

cm2/m

BRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJCALCULATIONS 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 MMDIA OF STIRRUPS 12 MMNO. 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 0.0750.30 209 MM

V10.30

1.7341.434 1.85

V2

V3 0.1160.83

INNER DIA OF WELL = 3.10BASE DIA = 5.15VOLUME OF CURB

TOTAL VOLUME = 38.54 CUMV1= 2.26 CUMV2= 19.56 CUMV3= 2.42 CUMVOLUME OF CURB = 14.30 CUMTOTAL STEEL REQUIRED N CURB = 1029.44 Kg.VOLUME OF OUTER RINGS = 0.04 CUM DIA OF OUTER RINGS = 5.05VOLUME OF INNER RINGS = 0.03 CUM DIA OF INNER RINGS = 3.20VOLUME OF TOP RINGS = 0.01 CUM BOTTOM RING SPACING 0.21TOTAL VOLUME OF RINGS = 0.08 CUMTOTAL WEIGHT OF RINGS = 657.55 Kg.WEIGHT OF STIRRUPS REQUIRED 371.89 Kg. 0.86VOLUME OF ONE SET OF STIRRUPS = 0.00 CUM 0.14WEIGHT OF ONE SET OF STIRRUPS = 6.62 Kg.NO. OF STIRRUPS 57.00 NO.

1.440.00

63.92 1.569.66

LIVELOAD document.xls 04/21/202305:58:06

PAGE 23 SUDHIR

span on left side 21.00 m

span on right side 21.00 m

over hang on common pier side 0.88 m

over hang on abut. Side 0.40 m

6.8 11.4 2.7

0.88 21.00 M 21 0.88A B C D

1.81.2 4.3 3.00 3 3 20 1.1 3.2 1.2 4.3 3 3 3

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 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 0.00From A

Moment 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 0.00About A

Load 11.4 11.4 6.8 6.8 6.8 6.8 0 0 0 0 0 0 0 0Over Span

Total Load Over Span = 50 TReaction At B = 38.49 TRight hand side.

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 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 0.00From D

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 0.00About D

Load 2.7 2.7 0 0 0 0 0 0 0 0 0 0 0 0Over Span

LIVELOAD document.xls 04/21/202305:58:06

PAGE 24 SUDHIR

Total Load Over Span = 5.4 TReaction At C = 4.66 TReaction Rb+Rc= 43.15 THorizontal force 11.08 TOn each pier 5.54 T

1.2 4.3 3 1.120 3.2

0.40 11.4 6.8 2.7 11.421.00

A BLoad 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 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 0.00From B

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 0.00About B

Load 11.4 11.4 6.8 6.8 6.8 6.8 0 0 0 0 0 0 0 0Over Span

TOTAL LOAD OVER SPAN 50 TREACTION AT A 37.35 T

ABUT. WELL document.xls

04/21/202305:58:06

PAGE 25 OF 58

ABUTMENT WELLBRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJ

FOUNDATION (WELL DIA) 6.000 M O/D BASE LEVEL/FOUNDING LEVEL 34.000 MWELL CAP TOP= 67.500 M.WELL CAP THICKNESS = 1.000 M

SSOIL PROPERTIES FOR BACKFILLC ? 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 MSLC 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 MHEIGHT OF KERB ? 0.225 MY(DRY) 1.900 T/M^3 FILL BELOW MSL SANDY(sub) 1.000 T/M^3 FILL ABOVE MSL WATERTHICKNESS OF INTERPLUG ? 0.300 MTHICKNESS OF BOTTOM PLUG ? 0.300 MLENGTH OF BACKWALL 8.580 MHEIGHT OF PARAPET WALL ? 1.250 MDL OF SUPERSTRUCTURE ? 339.000 T

0.600 M0.000 M

TYPE OF COLUMN SPILLSHAPE OF WING WALL 3GRADE OF CONCRETE M 30.000DIA OF VERTICAL BARS 20.000 MMDIA OF HORIZONTAL RINGS 8.000 MMCOVER*2= 12.000

!!! INSERT DATA IN YELLOW CELLS AND THEN PRESS ctrl+shift+A TO SEE THE FINAL RESULTS

SOIL STRATA (SAND/HARD CLAY/ROCK)

THICKNESS OF ABUT. (FOR WALL TYPE, HALF THE AVG. LENGTH OF WALL)

LIVE LOAD SURCHARGE( FOR DESIGN OF COLUMN ONLY)

D5

ww: ENTER IF DEFFERENT FROM BASE LEVEL IN GAD

E8

a: INSERT BOLD LETTERS ONLY

E25

ww: ref.pier well calculation


04/21/202305:58:06

PAGE 26 OF 58

DESIGN TEMP DIFF= 40.000 DEG. CLATERAL ECCENTRICITY OF LL(for class A? 0.700 MHEIGHT OF RAILING 0.850 MBEARING CAPACITY AT BASE LEVEL 57.000 T/M^2SEISMIC ZONE IVBETA 1.0GAMMA 1.0

1 2 31.185

1.185

10 8.58

0

8.58

0

10.9

50

8.58

0

0.710135.000 DEG.

4.000 1.150 4.000

Dsm 8.021 MINNER DIA OF WELL 3.900 MCURB HEIGHT 2.000 MST. THICKNESS 1.050 M #NUM!BASE PRESSURE #NUM! T/m^2 #NUM!TENSION AT BASE #NUM! T/m^2 #NUM!NET HORIZONTAL FORCE AT ZSL= #NUM!

DEPTH OF ZSL BELOW MSL = 2.630 PERMISSIBLE#NUM! SIGMA 1= #NUM! #NUM! T/m^2

SIGMA 2= #NUM! #NUM! T/m^2MIN. No. OF BARS ON OUTER FACE #NUM! NO.MIN. No. OF BARS ON INNER FACE #NUM! NO.SPACING OF HOOP REIN. 24.000 CM


04/21/202305:58:06

PAGE 27 OF 58

YOU MAY CHANGE THE TH. OF ST.ABOVE MSL THICKNESS OF STEINING REQUIRED ABOVE MSL= #NUM! SAY #NUM!THICKNESS OF STEINING ABOVE MSL 0.550 M. NPROVIDE THICKNESS OF STEINING ABOVE MSL 0.550 M. OUTER DIA OF WELL ABOVE MSL 5.000 M. Wt. OF WELL STEINING 1557.659 T.HEIGHT OF EARTH FILL UP TO WCT 37.224 M

4.000 0.3000.300

slope 1.5:1 5.216 1.150 0.500

1.100

0.50 slope 2:1

32.5

08

33.108 q30.786

b= 2.67831.688

WC TOP 67.5005.794

-24.5000.550 5.000

92.000 M. LWL

E69

ww: CHECK OUTER DIA OF WELL (H52)TO FIX ST. THICKNESS


04/21/202305:58:06

PAGE 28 OF 58

BEARING SIZE 400.000 200.000 44.000SMALLER DEPTH OF WING WALL ? 0.300 MLENGTH OF TOP BEAM ? 6.750 MTHICKNESS OF BACKWALL ? 0.300 MTHICKNESS OF WING WALL ? 0.200 MANGLE BETWEEN B/W $W/W 135.000 2.356 rad.MSL 83.979 MVr.ltc 1.455 T

? 100.021 MDEPTH OF TOP BEAM (TOTAL) ? 1.100 MDEPTH OF TOP BEAM (STRAIGHT PORTION) 1.100 MDEPTH OF TOP BEAM (TAPERED PORTION) 0.000 MWIDTH OF TOP BEAM ? 1.150 MWIDTH OF SCREEN WALL 0.300 MDEPTH OF SCREEN WALL 0.500 MHEIGHT OF ABUTMENT 32.508 MWIDTH OF ABUT. AT BOTTOM 5.794 MTOTAL WELL DEPTH 33.500 MDESIGN DISCHARGE 729.000 M^3/S

HFL 100.021 M

LWL 92.000 M

TOTAL SPAN LENGTH 22.800 M

C/C SPAN LENGTH 21.000 M

OVERHANG ON ABUT. SIDE 0.400 M

OVERHANG ON PIER SIDE 0.880 M


ROADWAY 10.900 M

LOADING 2.000 LANES CLASS A

LENGTH OF WING WALL 4.000 MHEIGHT OFBACKWALL 5.216 MTHICKNESS OF WELL CAP 1.000 M


EXPANSION GAP 0.040 M

MEAN RETARDING SURFACE (DEFAULT IS LWL)


04/21/202305:58:06

PAGE 29 OF 58


BEARING+ PEDESTAL HEIGHT 0.200 M

CAMBER 0.073 M

WEARING COAT 0.075 M


RL OF ABUT. CAP TOP 101.108 M

ALFA ? 0.120

TOTAL WELL DEPTH 33.500 M

MIN.ST. THICKNESS 1.042 M.

Adopt ST. THICKNESS 1.050 M.

2.031 M.

CURB HEIGHT 2.00 M.

HORIZONTAL FORCE 6.455 T

LL REACTION 74.697 T

I/DIA.OF WELL 3.900 M.

A'= 729.440 SQCM

G'= 0.009 T/SQCM

t'= 32.000 MM

Vr= 0.205 T/MM

ltc= 7.091 MM

DL OF SUBSTRUCTURE

ACTING AT

BACKWALL 32.222 T 0.150 M(FROM THE EARTH FACE OF ABUTMENT)

WING WALL 10.591 T -1.406 M

PARAPET WALL 4.800 T -2.000 M

ABUTMENT COLUMAN / WALL 325.059 T 1.995 M

TOP BEAM 15.147 T 0.725 M

TOTAL DL SUBSTRUCTURE 387.819 T 1.650 M(FROM THE EARTH FACE OF ABUTMENT)

OR 0.660 M (FROM CENTRE LINE OF WELL)

WIND FORCE CALCULTION

WIND FORCE ON SUPERSTRUCTURE

EXPOSED HEIGHT OF SUPERSTRUTURE 4.214 M


04/21/202305:58:06

PAGE 30 OF 58

EXPOSED AREA 93.888 M^2

AVG. Ht. OF SUPERSTRUCTURE ABOVE MEAN RETA. SUR. 11.415 M

INTENSITY OF WIND 95.528 Kg/m^2 ACTING AT

WIND FORCE ON SUPERSTRUCTURE 8.969 T 43.936 m ABOVE ABUT BASE

WIND FORCE ON LL 6.090 T 38.872 m ABOVE ABUT BASE

TOTAL WIND FORCE ON DL AND LL 15.059 T 41.888 m ABOVE ABUT BASE

MIN. WIND FORCE ON DL AND LL 10.026 T

THEREFORE WIND FORCE ON ABUT. 7.529 T 41.888 m ABOVE ABUT BASE

SOIL PROPERTIES FOR BACKFILL

Ka= 0.279

SOIL PROPERTIES FOR SOIL BETWEEN WCB AND LWL

Ka= 0.279SOIL 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 PRESSUREAEP INTENSITY AT THE TOP OF BACK WALL 0.000 T/M^2AEP INTENSITY AT THE BOTTOM OF BACK WALL 2.769 T/M^2TOTAL AEP PRESSURE ON BACK WALL 79.070 T 34.199 m ABOVE ABUT BASEAEP INTENSITY AT TOP OF WELL CAP 19.760 T/M^2TOTAL AEP ON ABUT. COL.(INCREASED 50% FOR TWO COL.) 648.980 T 14.073 m ABOVE ABUT BASEEARTH PRESSURE ON WING WALL

4.0000.000 T/m^2

0.300 0.159

4.916


04/21/202305:58:06

PAGE 31 OF 58

2.769EARTH PRESSURE ON ST. PORTION OF WING WALL 0.096 TEARTH PRESSURE ON TAPERED PORTION OF WING WALL 0.814 4.916 y x y x 0.531 0.159

-0.432 y^2 + 1.994 y + 0.637= 10.118 T

TOTAL EARTH PRESSURE ON WING WALL 10.214 TFOR TWO WING WALLS 20.427 T ACTING ATCOMPONENT OF EP IN THE DIR. NORMAL TO B/ 0.000 T 34.199 m ABOVE WC TOPEARTH OVER WELL CAP

WIDTH OF ABUT. ON LEFT OF CL OF WELL 0.990 MCL OF WELL

CL OF BEARINGCOS(ALPHA) 0.396ALPHA 1.164 rad.L1 4.591 MCOS(BETA) 1.922 BETABETA #NUM! rad.

A1 L2L2 #NUM! M

L1 A2.

0.9904.804 -2.304

A1 5.000 M^2V1 186.123 M^3A2 #NUM! M^2V2 #NUM! M^3VOLUME OF EARTH IN BETWEEN COLUMNS #NUM! M^3 ACTING ATTOTAL WT. OF EARTH OVER WELL CAP #NUM! T #NUM! m FROM EARTH FACE OF WELL

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

CALCULATION OF SEISMIC FORCE ALPHAxBETAxGAMA 0.120BACKWALL 3.867 T 34.616 m ABOVE WELL CAP TOPWINGWALL 1.271 T 35.480 m ABOVE WELL CAP TOPPARAPET WALL 0.576 T 37.997 m ABOVE WELL CAP TOP

``````


04/21/202305:58:06

PAGE 32 OF 58

ABUTMENT COLUMAN 39.007 T 12.631 m ABOVE WELL CAP TOPTOP BEAM 1.818 T 33.058 m ABOVE WELL CAP TOPTOTAL SEISMIC FORCE ON SUBSTRUCTURE 46.538 T 16.193 m ABOVE WELL CAP TOPSUMMARY OF FORCES AND MOMENTS AT ABUT. BASE

DESCRIPTION LONGI. DIR. TRANS. DIRFORCE L.A. MOMENT FORCE L.A. MOMENT

(T) (T) (m) (Tm) (T) (m) (Tm)1. DL OF SUPERSTRUCTURE 169.500 -0.250 -42.3752. LL REACTION 74.697 -0.250 -18.674 0.700 52.2883.HORIZONTAL FORCE 1.464 6.455 33.808 218.2214.DL OF SUBSTRUCTURE 387.819 0.660 255.8195.E.P.ON BACKWALL 79.070 34.199 2704.1066. E.P. ON ABUT. COL 648.980 14.073 9132.9467.EARTH OVER WELL CAP #NUM! #NUM! #NUM!8.AEP ON WING WALL 0.000 34.199 0.0008.SEISMIC FORCE ON SUP. STR. 20.340 36.128 734.8339.SEISMIC FORCE ON SUB. STR. 46.538 16.193 753.59510.WIND FORCE 7.529 41.888 315.395(N+T) CASE #NUM! 734.505 #NUM! _ 52.288(N+T+S) CASE #NUM! 801.383 #NUM! _ 52.288(N+T+W) CASE #NUM! 734.505 #NUM! 7.529 367.683RESULTANTS

(N+T) (N+T+W) (N+T+S)MOMENT(Tm) #NUM! #NUM! #NUM!FORCE(T) 734.505 734.543 801.383

GOVERNING CASE #NUM! FOS= #NUM!EARTH PRESSURE CALCULATIONS FOR WELL19.760 T/M^2 WC TOP 67.500

A1 1.00020.039 T/M^2 A2 WC BOTTOM 66.50020.039

A3 0.000A4

19.760 T/M^2 LWL 92.00020.290 A5

A6 A8 2.16620.895 T/M^2 178.922 T/M^2 MSL 89.83420.365 P1

A7 55.834P2

35.964 T/M^2 499.252 T/M^2 BASE 34.000AEP INTENSITY DIAGRAM PEP INTENSITY DIAGRAM

VERTICAL LOAD


04/21/202305:58:06

PAGE 33 OF 58

DEPTH BELOW WCT AT WHICH AEP INTENSITY IS ZERO N.A.DEPTH BELOW WCB AT WHICH AEP INTENSITY IS ZERO N.A.DEPTH BELOW LWL AT WHICH AEP INTENSITY IS ZERO N.A.DEPTH BELOW MSL AT WHICH AEP INTENSITY IS ZERO N.A.

ACTIVE EARTH PRESSURE FORCES AND MOMENTS AT WELL BASE AEP MOMENT ABOUT ZSL AEP MOMENT ABOUT MSLMA1= 6817.054 Tm FA1= 118.557 T 509.324 197.478MA2= 48.127 Tm FA2= 0.838 T 3.534 1.329MA3= 0.000 Tm FA3= 0.000 T 0.000 0.000MA4= 0.000 Tm FA4= 0.000 T 0.000 0.000MA5= 7907.028 Tm FA5= 140.153 T 450.336 81.686MA6= 168.398 Tm FA6= 2.995 T 9.042 1.164MA7= #NUM! Tm FA7= #NUM! TMA8= #NUM! Tm FA8= #NUM! T

PASSIVE EARTH PRESSURE FORCES AND MOMENTS AT WELL BASEMP1 #NUM! Tm FP1 #NUM! TMP2 #NUM! Tm FP2 #NUM! T

TOTAL PEP MOMENT #NUM! TmDL OF WELLWELL BASE DIA 6.150 MWELL BASE AREA 29.706 M2Z OF WELL BASE 22.836 M3Wt. OF WELL CAP 47.100 TWt. OF STEINING 1557.659 TWt. OF INTERPLUG 7.880 TWt. OF BOTTOM PLUG AND CURB 144.816 TWt. OF FILL BELOW MSL(1.27Dsm) 1144.098 TWt. OF FILL ABOVE MSL -278.608 TTOTAL WT OF WELL 2622.945 T


04/21/202305:58:06

PAGE 34 OF 58

100%BUOYANCY ON ABUT. WELL 1639.911 TNET Wt. OF WELL 983.033 TTOTAL Wt. AT ABUT. BASE #NUM! TBUOYANCY ON ABUTMENT COL. 0.000 TNET Wt. AT ABUT. BASE #NUM! TNET Wt. AT WELL BASE #NUM! TMOMENT DUE TO TILT AND SHIFT #NUM! Tm N+T+W N+T+STOTAL MOMENT AT WELL BASE #NUM! Tm #NUM! #NUM!PASSIVE RELIEF AT WELL BASE #NUM! Tm #NUM! #NUM!RESULTANT MOMENT AT WELL BASE #NUM! Tm #NUM! #NUM! #NUM!BASE PRESSURE SIGMA1 #NUM! T/m^2 #NUM! #NUM! #NUM!TENSION AT BASE SIGMA2 #NUM! T/m^2 #NUM! #NUM! #NUM!FOR GOV. CASE( MOMENT AND WT. AT MSL)Wt. OF STEINING UP TO MSL(1.27 Dsm) -914.431 TWt. OF WELL CAP 44.156 TTOTAL WT UP TO MSL #NUM! TAEP MOMENT BETWEEN WCT AND LWL = 0.000 TmAEP MOMENT BETWEEN LWL AND MSL = 281.656 TmMOMENT DUE TO TILT AND SHIFT #NUM! TmTOTAL MOMENT AT MSL(N+T) #NUM! TmTOTAL MOMENT AT MSL(N+T+W) #NUM! TmTOTAL MOMENT AT MSL(N+T+S) #NUM! Tm


04/21/202305:58:06

PAGE 35 OF 58

CHECKING OF STEINING STRESSESTOTAL ACTIVE PRESSURE BETWEEN WCT AND LWL = 0.000 TTOTAL ACTIVE PRESSURE BETWEEN LWL AND MSL = 262.544 TASSUME ZSL BELOW MSL(IN Mt.)= 2.630 R.L. OF ZSL= 87.204 MAEP INTENSITY AT ZSL= 21.100 T/M^2 PEP INTENSITY AT ZSL= 194.012 T/M^2AEP FORCE BETWEEN MSL AND ZSL #NUM! T ACTING AT 1.307 M ABOVE ZSLPEP FORCE BETWEEN MSL AND ZSL #NUM! T ACTING AT 1.297 M ABOVE ZSLAEP FORCE UPTO ZSL= #NUM! T PEP FORCE UPTO ZSL= #NUM! TAEP MOMENT BETWEEN WCT AND LWL ABOUT ZSL = 0.000 TmAEP MOMENT BETWEEN LWL AND MSL ABOUT ZSL = 972.236 TmAEP MOMENT UPTO ZSL= #NUM! Tm PEP MOMENT UPTO ZSL= #NUM! TmNET HORIZONTAL FORCE AT ZSL= #NUM! TWEIGHT UP TO ZSLSTEINING AREA 16.328 M2Z OF STEINING 17.420 M3Wt OF STEINING -810.941 T15%BUOYANCY ON STEINING 9.293 TBUOYANT Wt. OF STEINING= -820.234 TTOTAL Wt. AT ABUT. BASE #NUM! T15% BUOYANCY ON ABUT. 0.000 TNET Wt. AT ABUT. BASE #NUM! TWt. OF WELL CAP 47.100 T15%BUOYANCY ON CAP 2.944 TBUOYANT Wt. OF WELL CAP = 44.156 TMOMENT DUE TO TILT AND SHIFT #NUM! Tm

TOTAL APPLIED MOMENT AT ZSL #NUM! TmRESIDUAL MOMENT #NUM! TmTOTAL Wt. UP TO ZSL #NUM! T PER STRESSSIGMA1 #NUM! T/m^2 #NUM! T/m^2SIGMA2 #NUM! T/m^2 #NUM! T/m^2

#NUM!REINFORCEMENT #NUM! %AREA OF REINFORCEMENT #NUM! cm^2No. OF 20.000 DIA. BARS REQUIRED #NUM!MIN. No. OF BARS ON OUTER FACE #NUM!MIN. No. OF BARS ON INNER FACE #NUM!AREA OF REINFORCEMENT PROVIDED #NUM! cm^2HOOP STEEL REQUIRED= 51.271 KG/MPROVIDE 8.000 MM DIA. HOOP REIN. SO Wt. PER SET OF RING= 13.498 KGSPACING OF HOOP REIN. 24.000 CM


04/21/202305:58:06

PAGE 36 OF 58

FOR ABUTMENT WELL DRAWINGBRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJBEARING CAPACITY 57.00 T/M2 AT BASE R.L. 34.000 MW.C. TOP 67.500 MLWL 92.000 MMSL 89.834 MBASE LEVEL 34.000 MST.TH. 1.05 MWELL DIA(OUTER) 6.000 MWELL DIA(INNER) 3.900 MWELL DEPTH 33.50 MWELL CAP TH. 1.000 MTH. OF INT.PLUG. 0.300 MFILL BELOW MSL SANDFILL ABOVE MSL WATERCURB HT. 2.00 MGRADE OF CONC. IN ST. M 30GRADE OF CONC. IN CURB M 25GRADE OF CONC. IN BOTTOM PLUG M 25DIA 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/CSPACING OF BARS ON OUTER FACE #NUM! MMSPACING OF BARS ON INNER FACE #NUM! MM

RESULTANTS IN CONSIDERATION (PIER WELL) VER. LOAD [N+T]CASE F= 6.15 T M= 348.45 T-M 617.43 35.95444[N+T+W]CASE F= 15.92 T M= 571.09 T-M 617.43 17.03376[N+T+S]CASE-LONGITUDINAL F= 50.42 T M= 791.64 T-M 581.20 -5.556861[N+T+S]CATRANSVERSE F= 51.39 T M= 845.99 T-M 581.20 -10.17562

SECTION MODULUS OF STEINING 11.767 M^3AREA OF STEINING 9.417 M2

35.95444 012.80734 0

-3.704574 0-6.783744 4

4 N+T+S(TRANS)

H V P VELOCITY PRESSURE_hfl VELOCITY PRESSURE_lwl0 80 402 91 52 0 0 0 04 100 63 96.94 59.26 0 06 107 73 0 0 0 08 113 82 0 0 0 0

10 118 91 0 0 0 015 128 107 0 0 120.682 95.291220 136 119 0 0 0 025 142 130 0 0 0 030 147 141 0 0 0 040 155 157 0 0 0 050 162 171 0 0 0 060 168 183 0 0 0 070 173 193 0 0 0 080 177 202 0 0 0 090 180 210 0 0 0 0

100 183 217 0 0 0 0110 186 224 0 0 0 0

96.94 59.26 120.682 95.2912

Av ht. Above HFL= 3.32 FOR ABUTMENT WELLAv ht. Above LWL= 11.34 Av ht. Above LWL= 11.415

FOR ABUTMENT WELLV P

0 00 00 00 00 0

120.83 95.5280 00 00 00 00 00 00 00 00 00 00 0

120.83 95.528

document.xls

DESIGN BY 40 CHECKED BY

GAD CALCULATION


DATA SHEET & RESULTSDESIGN DISCHARGE ? 729.000 M^3/SEC; FINAL RESULTSHFL ? 100.021 M 2xdsm 16.042 MLWL ? 92.000 M MSL 83.979 MBED LEVEL ? 93.250 M GRIP REQUIRED 5.347 MSPAN LENGTH GIRDER ? 21.000 M C/C OF BEARI DEPTH OF WELL 13.368 M. 15.00 M.NO. OF SPAN ? 4.000 NO. BASE LEVEL 77.000 M (ADOPTED)OUTER DIA.OF PIER(OR THICKNESS OF WALLTYPE P 1.200 M. FORMATION LEVEL 104.872 MINNER DIA.OF PIER 0.000 M. GRIP PROVIDED 6.979 M 43.50%OUTER DIA.OF WELL ? 6.000 M. I/DIA.OF WELL 4.900 M. STNG THK 0.80THICKNESS OF SLAB ? 1.250 M ADOPT ST. THICKN 0.550 M.DEPTH OF GIRDER ? 2.166 M HIGHT OF CURB 1.25 M.CAMBER 2.50% 0.073 M AFFLUX 0.087WEARING COAT 1 0.075 M AFFLUX (ADOPTED) 0.087 MKsf ? 1.200 RESTRICTION 34.414 %ROADWAY 10.900 M. LENGTH OF BRIDGE 90.280 M.CATCHMENT AREA 0.000 Sq.Km. R.L. OF PIER CAP T 101.108 MRESTRICTION DUE TO ABUT. 0.800 M. HEIGHT OF PEIR 7.658 MEXPANSION GAP 0.040 MLOADING CLASS A 2.00 LANEC/C BEARING ON PIER 1.800 M. FOR DRAWING PUPOSE

OVER HANG ON ABUTMENT 0.400 M C= 0.035 kg/cm2BEARING Ht.= 0.056 M. phi= 26.00 deg.PEDESTAL+ BEARING Ht.= 0.200 M. SBC= 55.00 T/m2 at base level

CPIERCAP HT. 1.450 MLENGTH OF BRIDGE ? 90.20 M.INCREASE IN DISCHARGE FOR CONCENTRATION ? 30.0 %DISGHARGE FOR DESIGN OF FOUNDATION 947.70 M^3/SEC;LACY'S WATERWAY 4.8*Q^.5 129.60 MCLEAR WATERWAY 85.00 MRESTRICTION 34.41 %SCOUR DEPTHHFL-LWL 8.02 MUNIT DISCHARGE 11.15 M^3/SEC/MMEAN SCOUR DEPTH 6.29 M

CHECK PIER WELL FOR DEPTH

SOIL STRATA (SAND/HARD CLAY/ROCK)

SKA:enter 1 for cc wearing coat & 2 for asphaltic

dsds:ENTER TYPE OF BRIDGE i.e. SLAB/GIRDER

B8

dsds: ENTER TYPE OF BRIDGE i.e. SLAB/GIRDER

C16

SKA: enter 1 for cc wearing coat & 2 for asphaltic

F22

ww:

D27

a: INSERT BOLD LETTERS ONLY

document.xls

DESIGN BY 41 CHECKED BY

dsm 8.02 M 1.34[q^2/Ksf]^.333SCOURED LEVEL 92.00 M >OFDsm,HFL-LWL2Dsm 16.04 M (adopted)MSL 83.98 MFIRST TRIALdsm 8.02 MMSL 83.98 MEFFECTIVE WATERWAY 85.00 MRESTRICTION 34.41 %SECOND TRIALUNIT DISCHARGE 11.15 M^3/SEC/Mdsm 6.28 Mdsm 8.02 M (adopted)MSL 83.98 MEFFECTIVE WATERWAY 85.00 MRESTRICTION 34.41 %THIRD TRIALUNIT DISCHARGE 11.15 M^3/SEC/Mdsm 6.28 Mdsm 8.02 M (adopted)MSL 83.98 MEFFECTIVE WATERWAY 85.00 MRESTRICTION 34.41 %FOURTH TRIALUNIT DISCHARGE 11.15 M^3/SEC/Mdsm 6.28 Mdsm 8.02 M (adopted)MSL 83.979 MEFFECTIVE WATERWAY 85.00 MRESTRICTION 34.41 %CLEARANCE 1.20 MAFFLUX MIN.ST. THICKNESS 0.767 M.DEPTH BEFORE RESTRICTION(HFL-LWL) 8.02 M HIGHT OF CURB 1.30 M.DEPTH AFTER RESTRICTION (dsm) 8.02 MAREA BEFORE RESTRICTION (A) 910.85 M^2AREA AFTER RESTRICTION (a) 553.11 M^2VEL. IN FEET 2.63 Ft/S (Q/A*3.2808)= 0.80 m/sAFFLUX 0.087 M .3048[V2/58.6+.05][{A/a}2-1]VEL.AFTER RESTRICTION 1.32 m/s

% of main steel 0.32Permissible Shear Stress in Concrete

(100*As)/b*d

Permissible Shear Stress in Concrete in N/mm2Grade of Concrete

M20 M25 M30 M35 M40 M20 M25

0.15 0.18 0.19 0.2 0.2 0.20.25 0.22 0.23 0.23 0.23 0.23 0 0

0.5 0.3 0.31 0.31 0.31 0.32 0.241326 0.2513260.75 0.35 0.36 0.37 0.37 0.38 0 0

1 0.39 0.4 0.41 0.42 0.42 0 01.25 0.42 0.44 0.45 0.45 0.46 0 0

1.5 0.45 0.46 0.48 0.49 0.49 0 01.75 0.47 0.49 0.5 0.52 0.52 0 0

2 0.49 0.51 0.53 0.54 0.55 0 02.25 0.51 0.53 0.55 0.56 0.57 0 0

2.5 0.51 0.55 0.57 0.58 0.6 0 02.75 0.51 0.56 0.58 0.6 0.62 0 0

3.00 and a 0.51 0.57 0.6 0.62 0.63 0 00.241326 0.251326

Note :- As is area of longitudinal tension reinforcement in mm2b width of section in mmd eff. Depth of section in mm

0.251326 N/mm^22.513255 Kg/cm^2

tc=tc=

M30 M35 M40

0 0 00.251326 0.251326 0.253991

0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0

0.251326 0.251326 0.253991

DESIGN OF PIER WELL CAP

IN PUT DATA OUT PUT DATARESULTANT FORCES AND MOMENTS AT PIER BASE DEPTH PROVIDED IS OKCASE HORZ. FORCE(T) MOMENT™ V. LOAD(T) REINFORCEMENT AT BOTTOMN+T 10.91 285.4 680.05 DIA OF BARN+T+W 22.83 490.132 680.05 25 mm NRN+T +S (L) 10.91 285.4 680.05 AT SPACINGN+T +S(T) 10.91 285.4 680.05 140.00 mm C\C IN BOTH DIR.OUTER DIA OF WELL 6.5 mST.TH. 0.85 mTH. OF WELL CAP 1.2 m REINFORCEMENT AT TOPPIER DIA 2.5 m 20 mm ANDCLEAR COVER FOR WELL CAP 75 mm AT SPACINGNO OF DIA OF BAR USED AT BOTTOM 1 140 mm C\C ALT. IN BOTH DIR.DIA FOR MAIN R/F AT BOTTOM 25 mmNOT REQUIRED mm SHEAR REINFORCEMENTNO OF DIA OF BAR USED AT TOP 2 PROVIED 2 LEGGEDDIA FOR MAIN REINFORCEMENT AT TOP 20 mm STIRRUPUS AT 140.00SECOND DIA OF BAR 16 mm ENCLOSING TWO MAIN BARSDIA FOR SHEAR REINFORCEMENT 12 mmPOISSON RATIO 0.15GRADE OF CONCRETE M 30GRADE OF STEEL Fe 415PER.STRESS FOR STEEL 200 N/mm2MODULAR RATIO 10(I)EFFECTIVE DEPTH OF W/ C PROVIDED 108.8 cmEFFECTIVE SPAN 5.65 mLOAD DISPERSION DIA 4.676 mDISPERSION AREA 17.173 m2SECTION MODULS OF WELL CAP 17.707 m3(II)BM AT WELL CAP BOTTOMN+T 297.27008 TmN+T+W 514.97104 TmN+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/m2N+T+W 39.600618 T/m2N+T+S 39.600618 T/m2TOTALN+T 42.481 T/m2N+T+W 42.481 T/m2N+T+S 42.481 T/m2

(IV)BENDING MOMENT AT CENTRE(a) DUE TO UDL

MAX BM AT CENTREN+T 66.745 Tm/mN+T+W 66.745 Tm/m

N+T+S 66.745 Tm/m

20%REDUCTION IN MOMENT DUE TO PARTIAL FIXITY OF WELL CAP

N+T 13.349 Tm/mN+T+W 13.349 Tm/mN+T+S 13.349 Tm/m

- B C -13.349 + 53.396

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

- B C -13.349 + 53.396

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

- B C -13.349 + 53.396

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

ORDINATE AT BX = 1.575 mH(N+T) = 66.745 Tm/m

H(N+T+W) = 66.745 Tm/mH(N+T+S) = 66.745 Tm/mY (N+T) = 53.68 Tm/m Y=4*H*X*(L-X)/L^2Y (N+T+W) = 53.68 Tm/mY (N+T+S) = 53.68 Tm/m

40.328 Tm/m40.328 Tm/m40.328 Tm/m

(b) DUE TO APPLIED MOMENTMOMENT PER m WIDTH(N+T) 52.614 Tm/mMOMENT PER m WIDTH(N+T+W) 91.145 Tm/mMOMENT PER m WIDTH(N+T+S) 52.614 Tm/mEND MOMENT(N+T) 13.154 Tm/mEND MOMENT(N+T+W) 22.786 Tm/mEND MOMENT(N+T+S) 13.154 Tm/mMOMENT AT PERIPHERY(N+T) 26.307 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)

MOMENT AT PERIPHERY(N+T+W) 45.573 Tm/mMOMENT AT PERIPHERY(N+T+S) 26.307 Tm/m

26.307 13.154 - 26.307 -

+ B +13.154

CB.M. DIA DUE TO APPLIED MOMENT (N+T)

45.573 22.786 - 45.573 -

+ B +22.786

CB.M. DIA DUE TO APPLIED MOMENT (N+T+W)

26.307 13.154 - 26.307 -

+ B +13.154

CB.M. DIA DUE TO APPLIED MOMENT (N+T+S)

© DESIGN B.M.MAX.(+) B.M.(N+T) 66.635 Tm/m 66.635

MAX.(+) B.M.(N+T+W) 85.901 Tm/m 64.58709486MAX.(+) B.M.(N+T+S) 66.635 Tm/m 44.42350966 66.635

MAX.(-) B.M.(N+T) -26.503 Tm/m 26.503MAX.(-) B.M.(N+T+W) -36.135 Tm/m 27.16941028MAX.(-) B.M.(N+T+S) -26.503 Tm/m 19.92671416 27.169

GOV. CASE (FOR (+) MOMENT) N+TGOV. CASE (FOR (-) MOMENT) N+T+W

GOV.MOMENT(+) MOMENT 66.63526449 Tm/m(-)MOMENT -36.1353157 Tm/m

(V) DESIGN FOR DEPTH OF WELL CAPDESIGN MOMENT FOR DEPTH 66.635264 Tm/mPER. STRESS FOR CONCRETE 10 N/mm2

n 0.333J 0.889

Q 14.815 Kg/cm2EFFECTIVE DEPTH REQUIRE d 67.066 Cm

(VI) DESIGN FOR REINFORCEMENT(a) FOR (+) MOMENTAREA OF REIN. REQ. 34.45 cm2/mSPACING REQ. 14.25 Cm

SAY 14.00 CmAREA OF TENSION STEEL AT BOTTOM 34.45 cm2/m% OF TESION STEEL AT BOTTOM 0.32(b) FOR (-) MOMENTAREA OF REIN. REQ. 14.40 cm2/mSPACING REQ. 17.89 Cm

SAY 17.00 Cm

(VII) DESIGN FOR SHEARGOV. MOMENT AND FORCE

LOADING INTENSITY 42.4806 T/m2MOMENT 297.27 T/m2

(a) SF PER m WIDTH DUE TO UDLV1 60.004 T/m

(b) SF PER m WIDTH DUE TO APPLIED MOMENTMOMENT OF INTERTIA FOR EFF. SPAN 50.022 m4BENDING STRESS 16.79 T/m2

V2 11.86 T/mTOTAL SF PER M WIDTH 71.861 T/mSHEAR STRESS 6.605 Kg/cm2PERMISSIBLE MAX. SHEAR STRESS 11.000 Kg/cm2 O.K.PERMISSIBLE SHEAR STRESS 2.513 Kg/cm2DESIGN FOR SHEAR REIN. IS REQUIREDDESIGN SHEAR FORCE 44.52 T/mAREA OF SHEAR REINF. REQUIRED 2.864 Cm2/mNO. OF LEGS PER M REQ. 8AREA PER LEG REQ. 0.358 Cm2DIA OF SHEAR REIN. REQ. 8 mm

1.2 m

NR NR

IN BOTH DIR.

16.00 mm

ALT. IN BOTH DIR.

8 mmmm C\C

document.xls

PAGE 49 OF 58

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 BRIDGETYPE OF PIER (1 FOR WALL TYPE; 2 FOR CIRCULAR) ? 2 TOTAL WELL DEPTH 15.00 Mlength of pier across span at top for wall ? 0.000 M HEIGHT OF PEIR 7.658 Mlength of pier across span at bottom for wall ? 0.000 M O/DIA.OF PIER 1.200 MLOADING LANES CLASS A ? 2.000 O/DIA.OF WELL 6.000 MLATERAL ECCENTRICITY ? 0.700 M I/DIA.OF PIER 0.000 M.HEIGHT OF RAILING ? 0.850 M I/DIA.OF WELL 4.900 M.WELL CAP TH. 0.800 M. BASE PRESSURE IN T/M^2THICKNESS OF I.P. 0.300 M. HFL CASE P/A= 25.974 SAFE SIZE OF PIER CAP AT TOP? 6.25 X 2.500 M^2 LWL CASE P/A= 26.28 SAFE HT. OF CAP ST. PORTION? 0.750 M FOR GRIP ZONE TYPE OF SOIL(VALUE OF "N") 15 C 0.035 Kg/cm^2 PHI ? 26.000 DEG. SEISMIC ZONE 4 GAMA (SEISMIC) 1.00 BEARING CAPACITY 55.00 T/M^2TYPE OF RAILING CC FILL BELOW MSL SANDNO. OF CROSS BEAMS 6 FILL ABOVE MSL WATER NO. OF GIRDERS 2 NO. FACTOR FOR No. OF TRAINS(FOR WIND FORCE) 1.00 GAMMA[sub]=? 1.00 T/M^3 Wt. OF ONE BEARING (T) 0.20 DEPTH IS OKDIA OF VERTICAL BARS 20 MM P.C.C. SECTION IS REQUIRED.DIA OF RING BARS 8.00 MM GRADE OF CONC. M. 25KERB HEIGHT 0.225 MIMPOTANCE FACTOR 1.00Sa/g 1.50

NO.BARS ON OUTER FACE OF WELL= 29.00 NO.NO.BARS ON INNER FACE OF WELL= 29.00 NO.SPACING OF HOOP REIN. 19.20 CM. C/CSTRESSES AT ZSL [SIGMA]max 136.10 T/M^2, PER. STRESS= 1250 T/M^2

[SIGMA]min -9.95 T/M^2, PER. STRESS= -91.5 T/M^2

dsds:

CLICK HERE TO CHANGE THE DEPTH

H5

dsds: CLICK HERE TO CHANGE THE DEPTH

C21

SKA: ENTER S FOR STEEL RAILING, CC FOR CC RAILING & CB FOR CRASH BARRIER

document.xls

PAGE 50 OF 58

depth below MSL where ZSL lie 2.66 M.EXPANSION GAP ? 0.040 MOVERHANG ON ABUT. SIDE ? 0.400 M 0.55OVERHANG ON PIER SIDE ? 0.880 M 0.30ROADWAY ? 10.900 MPEIRCAP HEIGHT ? 1.450 M 0.30ALFA 0.12BETA? 1.00Wt. OF ONE GIRDER ENTER THE VALU T. 1.134NO. OF BEARINGS ON ONE PIER 4.00 NO. 0.834NO. OF DIAPHRAGMS IN PIER 0.00PHI ? 0.45 RADIAN

HT. OF SPLAYED PORTION OF PIER CAP 0.70 M

Ka ? 0.331 Kp ? 4.199

SPAN LENGTH 21.000 M 0.116DESIGN DISCHARGE 729.00 M^3/SEC; 1.00NO. OF SPAN 4 NO.

HT.OF CURB? 1.25 M.

HFL 100.02 M

LWL 92.000 M


SUPER STRUCTURE(SPAN LENGTH) 22.80 M (TOTAL)

SUB STRUCTURE 1.20 M O/D

0.00 M I/D

FOUNDATION 6.00 M O/D

BOTTOM LEVEL ? 77.000 M




WEARING COAT 1 0.0750 M

CAMBER 0.0730 M

PEDESTAL + BEARING HEIGHT ? 0.200 M

MSL 83.979 M

GRIP 6.98 M

TOTAL( LWL TO BEARING) 9.31 M

HFL-LWL 8.02 M

PER. TENSION IN CONCRETE( FOR N+T CASE) -61 T/M2

A1

document.xls

PAGE 51 OF 58

LONGITUDINAL FORCE

BRAKING EFFECT ON SPAN AB 11.08 M.T.

MAX. H.F. ON PIER 5.54 M.T 9.31 M. ABOVE WELLCAPADDITIONAL V. LOAD DUE TO TRANSFER OF H.F. AT BEARING TOP 1.26 T

DEAD LOADD.L.OF SUPERSTRUCTURELENGTH OF SPAN 22.80 MD.L. OF RAILING 7.30 M.T.D. L.OF ROAD KERB 51.96 M.T.D.L. OFWEARING COAT 44.73 M.T.D.L.OF DECK SLAB 745.56 M.T.D.L.OF X-BEAMS ? 12.00 M.T. D.L.OF GIRDERS ? #VALUE! M.T.SUM #VALUE! M.T.D.L.OF SUPERSTRUCTURE = 245.00 M.T. (adopted)D.L.OF SUBSTRUCTURE:WT OF PIER CAP OF RECT. PORTION 28.13 M.T.A1 15.63 M^2A2 6.25 M^2WT. OF SPLAYED PORTION 17.78 M.T.TOTAL 45.91 M.T.C.G. OF PIERCAP ABOVE PIER TOP 0.81 MWt.OF PIERCAP 45.91 M.T. R.L. OF PIER CAP TOP 101.108 MWt.OF PIER 20.79 M.T.Wt. OF BEARING = 0.80 M.T.D.L.OF SUBSTRUCTURE = 67.50 M.T.TOTAL Wt. AT PIER BASE 312.50 M.T.

L.L.REACTIONS FOR MAX LOADTOTAL LOAD OF TRAIN 50.00 M.T.LOAD OF SECOND TRAIN 0 M.T.

(Ra) 11.51 M.T.(Rb) 38.49 M.T.

REACTION AT C END (Rc) 4.66 M.T.L.L.REACTION ON PIER (For total no. of lanes) (Rb+Rc) 86.31 M.T.MOMENT IN LONG.DIR.(Rb-Rc)*overhang 62.25 M.T.-MMOMENT IN TRANS.DIR.(Rb+Rc)*e 60.41 M.T.-M

document.xls

PAGE 52 OF 58

WIND FORCE LWL CASE HFL CASEEXPOSED HIEGHT 4.07 4.07 M.EXPOSED AREA 92.70 92.70 M^2 Av ht. Above LWL 11.34INTENSITY OF WIND 95.29 59.26 Kg/M^2 Av ht. Above HFL 3.32WIND FORCE FOR D.L. 8.83 5.49 T. ACTING ABOVE BEARING TOP 2.03 M.WIND FORCE FOR L.L. 6.09 5.64 T. ACTING ABOVE BEARING TOP 5.06 M.TOTAL WIND FORCE 14.92 11.13 T.ACTING ABOVE BEARING TOP (HFL CASE 3.57 M.MIN.WIND FORCE 10.26 10.26 T. LWL CASE 3.27 M.ACTING WIND FORCE 14.92 11.13 T.ACTING ABOVE BEARING 3.57 M.

OR ACTING ABOVE PIER BASE HFL CASE 12.88 M.WATER CURRENT FORCES LWL CASE 12.58 M.ASSUME MEAN VEL.AT H.F.L. ? 1.32 M/SEC.; MAX.VEL. 1.86 M./SEC.Ka 0.66 V^2 3.47 M^2/SEC^2U^2 AT L.W.L. 1.74W.F.ON PIER[52*Ka*U^2*COS^2THETA] 0.76 T.ACTING ABOVEP.BASE 4.46 MW.F.ON PIER[52*Ka*U^2*SIN^2THETA] 0.10 T.ACTING ABOVEP.BASE 4.46 MW.F.ON WELL[52*Ka*U^2*COS^2THETA] 1.27 T.ACTING ABOVEM.S.L. 5.35 MW.F.ON WELL[52*Ka*U^2*SIN^2THETA] 0.17 T.ACTING ABOVE MSL 5.35 MSEISMIC CASE ALPHA=? 0.05M.S.L 85.583 M.; U^2 AT L.W.L 1.54W.F.ON PIER[52*Ka*U^2COS^2THETA] 0.73 T.ACTING AT PIER BASE 4.52 MW.F.ON PIER[52*Ka*U^2SIN^2THETA] 0.10 T.ACTING AT PIER BASE 4.52 MW.F.ON WELL ALONG CURRENT 0.90 T.ACTING ABOVE MSL 4.28 MW.F.ON WELL NORMAL TO CURRENT 0.12 T.ACTING ABOVE MSL 4.28 MHEIGHT OF SUPER STRUCTURE 4.41 MALFAxBETAxGAMA 0.072D.L. OF WELLTHICKNESS OF WELL CAP ? 0.80 M Wt.OF WELLCAP 54.26 M.T.AREA OF WELL STIENING 9.41 M^2Wt.OF STEINING UPTO BASE 292.53 M.T.Wt.OF STEINING UPTO MSL 163.12 M.T.Wt.OF STEINING UPTO MSL [SEISMIC] 126.88 M.T.Wt. OF FILL ABOVE MSL 130.45 M.T.Wt.OF I.P. 13.01 M.T.Wt. OF FILL BELOW MSL 184.18 M.T.VOL. V1 5.65 M^3A1 27.49 M^2AREA OF WELL AT BASE 29.69 M^2Wt OF CONC IN WELL CURB 21.13 M.T.WT OF BOTTOM PLUG 108.55 M.T.Wt.OF WELL UPTO MSL [SEISMIC] 311.58 M.T.Wt.OF WELL UPTO MSL 347.82 M.T.TOTAL Wt.OF WELL 804.10 M.T.

document.xls

PAGE 53 OF 58

SIESMIC FORCEALFA 0.072SIESMIC FORCEON PIERCAP 3.31 M.T. ACTING ABOVE MSL 14.89 MON PIER 1.50 M.T. ACTING ABOVE MSL 10.25 MON WELL STEINING [SEISMIC] 9.14 M.T. ACTING ABOVE MSL 2.81 MON WELL CAP 3.91 M.T. ACTING ABOVE MSL 6.02 MON WATERFILL 9.39 M.T. ACTING ABOVE MSL 2.81 MTOTAL SEISMIC FORCE ON WELL 22.43 M.T. ACTING ABOVE MSL 3.37 MSEISMIC FORCE ON SUPERSTRUCTURE 17.64 M.T. ACTING ABOVE MSL 17.93 MSEISMIC FORCE ON L.L.[TRANSVERSE] 6.21 M.T. ACTING ABOVE MSL 20.49 MSUMMARY OF FORCES AND MOMENTS AT PIER BASE

DETAILS V [T.]L-DIRECTION T-DIRECTION

Fl [T] L.A.[M] Ml [T-M] Ft [T] L.A.[M] Mt [T-M]1.D.L.OF SUPERSTRUCTURE 245.00 _ _ _ _ _ _2.L.L.REACTION 86.31 _ _ 62.25 60.413.HORIZONTAL FORCE 1.26 5.54 9.31 51.574.SEISMIC FORCE ON SUPER STRUCTURE 17.64 11.52 203.12 17.64 11.51 203.125.WIND FORCE 11.13 12.88 143.366.WATER CURRENT FORCE ON (a)SUBSTRUCTURE[N+T] OR [N+T+W] CASE 0.10 4.46 0.45 0.76 4.46 3.39 [N+T+S]CASE 0.10 4.52 0.44 0.73 4.52 3.317. D.L. OF SUBSTRUCTURE 67.508.SEIS.FORCE ON SUBSTRUCTUREPIER CAP[S] 3.31 8.47 28.00 3.31 8.47 28.00PIER[S] 1.50 3.83 5.73 1.50 3.83 5.73L.L.[S] 6.21 14.07 87.44TOTAL [N+T] CASE 400.06 5.64 114.26 0.76 63.80[N+T+W] CASE 400.06 5.64 114.26 11.89 207.16[N+T+S(long.)] CASE 400.06 28.08 351.11 0.76 63.80[N+T+S(trans.)] CASE 400.06 5.64 114.26 29.39 388.03LWL CASEN+T 400.06 5.54 113.81 0.00 60.41N+T+W 400.06 5.54 113.81 14.92 248.13[N+T+S(long.)] CASE 400.06 27.98 350.67 0.00 60.41[N+T+S(trans.)] CASE 400.06 5.54 113.81 28.66 384.72

document.xls

PAGE 54 OF 58

SUMMARY OF FORCES AND MOMENTS AT MSL

DETAILS V [T.]L-DIRECTION T-DIRECTION

Fl [T] L.A.[M] Ml [T-M] Ft [T] L.A.[M] Mt [T-M]1.D.L.OF SUPERSTRUCTURE 245.00 _ _ _ _ _ _2.L.L.REACTION 86.31 _ _ 62.25 60.413.HORIZONTAL FORCE 1.26 5.54 17.33 96.004.SEISMIC FORCE ON SUPER STRUCTURE 17.64 17.93 316.32 17.64 17.93 316.32

5.WIND FORCE 11.13 20.90 232.676.WATER CURRENT FORCE ON (a)SUBSTRUCTURE[N+T] OR [N+T+W] CASE 0.10 12.48 1.26 0.76 12.48 9.48[N+T+S] CASE 0.10 10.94 1.06 0.73 10.94 8.01(b)ON WELL[N+T] OR [N+T+W] CASE 0.17 5.35 0.90 1.27 5.35 6.77[N+T+S] CASE 0.12 4.28 0.51 0.90 4.28 3.856.SEISMIC FORCE ON PIERCAP 3.31 14.89 49.21 3.31 14.89 49.21PIER 1.50 10.25 15.33 1.50 10.25 15.33WELL UPTO MSL 22.43 3.37 75.54 22.43 3.37 75.54L.L. 6.21 20.49 127.327.D.L.OF SUBSTRUCTURE 67.508.D.L.OF WELL UPTO MSL[seismic] 311.589.D.L.OF WELL UPTO MSL 347.82TOTAL [N+T] CASE 747.88 5.81 160.40 2.03 76.67[N+T+W] CASE 747.88 5.81 160.40 13.16 309.34[N+T+S]CASE-LONGITUDINAL 711.64 50.63 616.22 2.03 76.67[N+T+S]CASE-TRANSVERSE 711.64 5.81 160.40 52.72 656.00LWL CASEN+T 747.88 5.54 158.25 0.00 60.41N+T+W 747.88 5.54 158.25 14.92 367.83[N+T+S]CASE-LONGITUDINAL 711.64 50.42 614.65 0.00 60.41[N+T+S]CASE-TRANSVERSE 711.64 5.54 158.25 51.09 644.14

RESULTANTS:(AT MSL)[N+T]CASE F= 6.15 T M= 177.79 T-M[N+T+W]CASE F= 14.39 T M= 348.45 T-M[N+T+S]CASE-LONGITUDINAL F= 50.67 T M= 620.97 T-M[N+T+S]CASETRANSVERSE F= 53.04 T M= 675.32 T-M

document.xls

PAGE 55 OF 58

RESULTANTS IN CONSIDERATION(AT MSL) FORCES MOMENTS[N+T]CASE F= 6.15 T 177.79 T-M[N+T+W]CASE F= 14.39 T 348.45 T-M[N+T+S]CASE-LONGITUDINAL F= 50.67 T 620.97 T-M[N+T+S]CASETRANSVERSE F= 53.04 675.32 T-MLWL CASE(AT MSL) 5.54 TN+T 15.92 T 169.39 T-MN+T+W 50.42 T 400.43 T-M[N+T+S]CASE-LONGITUDINAL F= 51.39 T 617.61 T-M[N+T+S]CASETRANSVERSE F= 663.29 T-M

CHECK FOR STABILITY OF WELL HFL CASE LWL CASED.L.+L.L.UPTO PIER BASE 400.06 T 400.06 TSUBMERGED Wt.UPTO PIER BASE 390.99 T TSUBMERGED Wt.OF WELL 380.20 T 380.20 TNET Wt.OF STRUCTURE AT WELLBASE 771.19 T 780.26 TMOMENT DUE TO TILT & SHIFT 167.60 Tm 170.66 TmTOTAL APPLIED MOMENTS & FORCES AT WELLBASE MOMENT FORCEFOR[N+T] CASE 388.32 T-M 6.15 TFOR[N+T+W] CASE 558.99 T-M 14.39 TFOR[N+T+S] CASE LONGITUDINAL 912.05 T-M 50.67 TFOR[N+T+S] TRANSVERSE 1277.86 T-M 53.04 TLWL CASEN+T 378.72 T-M 5.54 TN+T+W 682.19 T-M 15.92 TFOR[N+T+S] CASE LONGITUDINAL 1140.13 T-M 50.42 TFOR[N+T+S] CASE 1192.60 T-M 51.39 T

EARTH PRESSURE BEARING CAP.AT R.L. 77.000 M. = 55.00 T/M^2 SOIL PARAMETER? C= 0.04 Kg/Cm^2 PHI= 26.00 DEG./RAD 0.45

document.xls

PAGE 56 OF 58

COHESIVE CASESq.ROOT N(phi)= 1.60 N(phi)= 2.56

ACTIVE E. P INTENSITY AT MSL -0.40 T/M^2A. E.P. INTENSITY AT BASE[N+T] OR [N+T+W]CASE 1.91 T/M^2A. E.P. INTENSITY AT BASE[N+T+S]CASE 2.44 T/M^2HT. AT WHICH AEP INT. IS ZERO FROM BASE(N+T,N+T+W) 5.76 MHT. AT WHICH AEP INT. IS ZERO FROM BASE(N+T+S) 7.37 MTOTAL A.E.P.momentAT BASE [N+T] OR [N+T+W] CASE 63.42 TMTOTAL A.E.P.moment AT BASE [N+T+S] CASE 132.50 TMPASSIVE E. P. INTENSITYAT MSL 1.43 T/M^2P.E.P. INTENSITY AT BASE[N+T] OR [N+T+W]CASE 30.74 T/M^2P.E.P. INTENSITY AT BASE[N+T+S]CASE 37.47 T/M^2TOTAL P.E.P . AT BASE [N+T] OR [N+T+W] CASE 673.60 T ACTING AT 2.43 MTOTAL P.E.P. AT BASE [N+T+S] CASE 1001.87 T ACTING AT 2.97 MRELIEVING MOMENT AT BASE[N+T]CASE 818.44 T-M > 451.75 T-M OKRELIEVING MOMENT AT BASE[N+T+W]CASE 1023.04 T-M > 745.61 T-M OKRELIEVING MOMENT AT BASE[N+T+S]CASE 1857.56 T-M > 1410.36 T-M OKBASE PRESSURE HFL CASE P/A= 25.97 T/M^2 < 55.00 T/M^2 DEPTH IS OK

LWL CASE P/A= 26.28 T/M^2< 55.00 T/M^2

DESIGN OF STEINING(COHESSIVE SOIL) GOVERNING CASE = N+T+S(TRANS)LET THE Z0 BE THE DEPTH BELOW MSL WHERE SHEAR IS ZEROFORCE ON STEINING DUE TO EARTH PRESSURE [WITH FOS = 1.60 ]=A.Z0^2+B.Z0A= 7.87 B= 5.38 HORI. FORCE= 51.39EQUATING EARTH FORCE WITH HORIZONTAL FORCE Z0= 2.24 SO ZSL= 83.35 M

HFL CASE LWL CASELOAD UPTO PIER BASE [CONSIDERING 15% BUOYANCY] 398.70 T 400.06 TLOAD OF WELL UPTO ZSL [CONSIDERING 15% BUOYANCY] 194.95 T 194.95 T

MOMENT DUE TO TILT & SHIFT AT ZSL 113.47 TM 113.82 TM

APPLIED MOMENT UP TO MSL 675.32 TM 663.29 TM

APPLIED FORCE UP TO MSL 50.67 T 51.39 TTOTAL APPLIED MOMENT AT ZSL IGNORING ACTIVE E.P. 859.31 TM 849.24 TM

SECTION MODULUS OF STEINING 11.77 M^3

STRESSES AT ZSL [SIGMA]max 136.10 T/M^2 135.39 T/M^2

[SIGMA]min -9.95 T/M^2 -8.95 T/M^2PER. STRESS FOR M25 -0.40 85.58 1.43

1250 T/M^2-91.50 T/M^2 P.C.C. SECTION IS REQUIRED.

2.24 9.39VERTICAL REIN. REQUIRED[Cl.710.2.4] 0.12 % 112.95 CM^2 ZSL

PROVIDE 16.00 M.M. DIA. BARS 57 NO., 0.34 83.35NO.BARS ON OUTER FACE OF WELL= 29 NO.BARS ON INNER FACE OF WELL= 29

HOOP STEEL REIN.[Cl.710.2.4.1] 29.55 KG/M

AREA PROVIDED= 114.55 CM^2 13.50 KG

PROVIDE 8.00 MM DIA. HOOP REIN. SO Wt. PER SET OF RING=SPACING OF HOOP REIN. 19.20 CM 77.000

2.44 37.47

document.xls

PAGE 57 OF 58

SKA:APPLY GOAL SEEK TO SET VALUE OF THIS CELL TO '0' BY CHANGING CELL 'E483'

document.xls

PAGE 58 OF 58

FOR PIER WELL DRAWINGBRIDGE OVER GHONGHI NADI BRIDGMAN GANJ,LADWA CHOURAHA - SOHAS MARG MAHUWA GHAT IN DISTT.- MAHARAJ GANJksf 1.2C= 0.04 Kg/cm^2PHI= 26.00 DEG.BEARING CAPACITY 55.00 T/M2W.C. TOP 92 MLWL 92 MMSL 83.979 MBASE LEVEL 77 MST.TH. 0.55 MWELL DIA(OUTER) 6.000 MWELL DIA(INNER) 4.9 MWELL DEPTH 15.00 MWELL CAP TH. 0.800 MTH. OF INT.PLUG. 0.300 MFILL BELOW MSL SANDFILL ABOVE MSL WATERCURB HT. 1.25 MGRADE OF CONC. IN ST. M 25GRADE OF CONC. IN CURB M 25GRADE OF CONC. IN BOTTOM P M 25PROVIDE 16.00 M.M. DIA. BARSNO.BARS ON OUTER FACE OF W 29 NO.BARS ON INNER FACE OF WELL= 29PROVIDE 8.00 MM DIASPACING OF HOOP REIN. 19.20 CMSPACING OF BARS ON OUTER FACE 673.198425769241 MMSPACING OF BARS ON INNER FACE 549.778714378214 MM

SKA:APPLY GOAL SEEK TO SET VALUE OF THIS CELL TO '0' BY CHANGING CELL 'E483'

design of bridge

Documents