1. DESIGN AND ANALYSIS
OF A CONCRETE
GRAVITY DAM
UNDER THE GUIDANCE OF-
DR. P. M. PAWAR
Project Presented by:
1) RISSO JOHNNY
2)KAPU TAKAR
3)ATAN KETAN
4)THORAT MANOJ
5)SHAIKH ARSHANAJ

2. PROJECT
OVERVIEW
 DESIGN bY CONVENTIONAL
METHOD .
 SIMULATION bY ANSYS .
 STATIC & STRESS ANALYSIS bY
STAAD PRO .
 OPTIMIzATION bY GENETIC
ALGORITHM.

3. DAM
 DAM IS A SOLID bARRIER
CONSTRUCTED AT A SUITAbLE
LOCATION ACROSS A RIVER VALLEY
TO STORE FLOWING WATER .
TYPES OF DAMS :
EARTH DAM
 GRAVITY DAM
 ARCH DAM
 bUTTRESS DAM

4. SITE SELECTION
 Narrow gorgeCRITERIA enough
or small valley with
catchment area.
 Length of dam to constructed is less.
 Water-tightness of reservoir.
 Good hydrological conditions
 Deep reservoir
 Small submerged area
 Low silt inflow
 No objectionable minerals
 Low cost of real estate
 Site easily accessible

5. SITE
INVESTIGATION
 Engineering Survey
 Geological Investigation
 Hydrological Investigation

6. LOCATION OF THE PROPOSED
GRAVITY DAM

7. DIGITAL
PLANIMETER

8. SALIENT

FEATURES
Catchment Area =
125000 sq.km
 Runoff = 142.3505 mm
 Yield = 1.775×1010 m3
 Rate of silting = 100m3 /
Km2/year
 Dead Storage = 1250
Mm3
 Live Storage = 250 Mm3
 Gross Storage = 1500
Mm3

9. STAbILITY CHECK
 Self weight of the dam = 84883.722 KN
 Uplift pressure = 31632.83 KN
 Hydrostatic pressure = 33790.55 KN
 Resisting Moment = 4313343.6 KNm
 Overturning Moment = 2573564.51 KNm
 F.O.S against overturning = 1.678 > 1.5
 F.O.S against sliding = 1.17 > 1
 Shear Friction Factor = 4.1725 > 4

10. STRESS
CALCULATION
A) RESEREVIOR FULL
 CONDITION
NORMAL STRESSES :
 Toe = 1014.739 KN/m2
Heel = 357.15 KN/m2
 PRINCIPAL STRESSES :
 Toe = 1774.00 KN/m2
Heel = 357.149 KN/m2
 SHEAR STRESSES :
 Toe = 877.75 KN/m2
Heel = 45.70 KN/m2

11. STRESS
b) CALCULATION
RESERVOIR EMPTY CONDITION
 NORMAL STRESSES :
 Toe = 157.05 KN/m2
Heel =1950.49 KN/m2
 PRINCIPAL STRESSES :
 Toe = 274.56 KN/m2
Heel =1970.49 KN/m2
 SHEAR STRESSES :
 Toe = 135.85 KN/m2
Heel = 195.02 KN/m2

13. Overview Of
 ANSYS
ANSYS, Inc. is an engineering
simulation software with its
headquartered south of Pittsburgh in
canonsburg Pennsylvania, united states.
 It is mainly associated with simulation of
various mechanical components, dams,
water tanks, etc.
 Simulation is the process of studying the
behavior of a structure or a component
before actually making it.

14. USe Of ANSYS iN OUr
prOject
 SimUlAte the prOpOSed dAm SectiON
with hYdrOStAtic lOAd, Uplift
preSSUre ANd Self weight.
 check the priNcipAl, NOrmAl,
mAximUm ANd SheAr StreSSeS At the
tOe ANd the heel.

22. 1) NOrmAl StreSSeS
1) ANSYS cAlcUlAtiONS:
A) At heel: 3.412e5 Pa b) At tOe: 1.0388e6 Pa
2) mANUAl cAlcUlAtiONS:
A) At heel: 3.5715 e5 Pa b) At tOe: 1.014e6 Pa

23. 2) SheAr StreSS
1) ANSYS cAlcUlAtiONS:
A) At heel: 4.176e4 Pa b) At tOe: 7.4235e5 Pa
2) mANUAl cAlcUlAtiONS:
A) At heel: 4.570 e4 Pa b) At tOe: 8.7775e5 Pa

24. 3) priNcipAl StreSSeS
1) ANSYS cAlcUlAtiONS:
A) At heel: 3.4289e5 Pa b) At tOe: 1.17e6 Pa
2) mANUAl cAlcUlAtiONS:
A) At heel: 3.57e5 Pa b) At tOe: 1.774e6 Pa

25. Static & hydroStatic
analySiS by uSing
Staad Pro.V8i

26. About the STAAD Pro.V8i
 STAAD Pro.V8i is a modern
sophisticated civil engineering software
for the analysis and design of civil
structures like low and high-rise
buildings, dams, culverts, petrochemical
plants, tunnels, bridges, piles, aquatic
structures and much more!

27. uSe in our
Project
 Static Analysis and
 Hydrostatic Analysis
for DAM Section.

28. Static analySiS of
Structure
GEOMETRY OF DAM
Dam Geometry

29. 3d View of dam

30. dead & liVe load
combination

31. fixed end
momentS

32. diSPlacement of the
Structure

33. hydroStatic PreSSure
analySiS
Hydrostatic Pressure Loadings

34. StreSS on
Structure

35. oPtimization of
the dam Section
- by genetic algorithm

36. dam Section

37. Problem
Formulation
 Formulation of the problem in
Mat lab.
 Constraint function i.e. Area
computations.
 Unconstraint function i.e.
Eccentricity computations.

38. Variables in
constraint
Function
a= 12%-16% of h
x= 40-50% of a
y= 10-15% of a

39. Matlab code

42. mat lab result

43. results aFter
oPtimization
 Optimized section was obtained for
Optimized section was obtained for
a=12m
x=40% of a
y= 15% of a
 Dam cross sectional area was reduced
to 3218.5715 square meter from 4405
square meter.
 Base width was reduced by 1.7m from
79.40m to 77.70 m.

44. oPtimizeD section

45. conclusion DraWn
Safe and optimal dam
section is obtained, which is
the most economical and the
safest in which no tension is
developed anywhere in the
dam section.

46. tHanK You