Historic structures preservation and study at Kalyana Mandapam of Thousand pillars temple, Hanamkonda.

1. DESIGN OF GRANULAR PILES FOUNDATION FOR
KALYANA MANDAPAM
1000 PILLARS TEMPLE, HANAMKONDA

2. Under the Guidance of :
External guide:
Prof. PANDU RANGA RAO.
(Retired Professor, NIT-Warangal,
Convener – INTACH , Warangal
Trustee – Kakatiya Heritage Trust.)
Internal guide:
Mr. ANS Prasad
Associate Professor
Done by
M. Prathyusha (14-121)
E. Raviteja (14-107)
K. Venkatesh (14-131)
N. Pranith (14-151)
S. Maneesha (14-145)

3. Location : Coordinates- 18.0037o N, 79.5748o E
Warangal - Hyderabad road, Brahmanawada,
Hanamkonda , Telangana 506011.
Hydraulic Data:
Average annual precipitation: 977 mm.
Highest flood level (as of 24-8-1990): 77.66 m
(Godavari basin- Warangal Dist.)

4. OBJECTIVE
• Broad objective of the organization:
Renovation and restoration of Kalyana Mandapam of Thousand Pillars temple ,
Hanamkonda.
• Student’s objective:
Design of granular piles foundation keeping in mind the heritage of the structure.

5. INTRODUCTION
NEED FOR RESTORATION:
• A fault passing through the Kalyana Mandapam caused escaping of the sand in the
sand box of the foundation leading to the loss of confinement of the sand box which
caused settlement.
• 22 cm wide cracks were observed on the floor, with differential movement of 6 cm.
• The south- eastern corner of the mantapa is completely damaged due to settlement.
• On the southern side some portion of super structure have collapsed.
• The kalyana mantapam has missing roof and some central portion.

6. Plan and sectional views of Kalyana Mandapam

7. Images showing BORE HOLE DATA in SW corner(left) and NE
corner(right) of the temple

8. Average soil profile

9. STEPS INVOLVED IN PROJECT WORK
• Load calculation
Total load due to individual members
Load transfer mechanism from slabs to beams
• Calculation of tensile stress on “a stone beam with
stainless steel rod”
• Design of “Granular Pile foundation”

10. LOAD CALCULATION
STEP – 1 : Total load due to individual members
A. LOAD DUE TO COLUMNS:
1.Main Column :–
Volume of one column = 2.0073 m3
No of columns = 48
Volume of 48 columns =96.35 m3
Load of each column =5.32 tons
Load of 48 columns =255.33 tons

11. LOAD CALCULATION OF MAIN COLUMN

12. 2. Cantilever long column :
Volume of one column = 0.48m3
Number of columns = 36
Volume of 36 columns = 17.496m3
Load on each column = 1.287tons
Load of 36 columns = 46.36 tons

13. 3. Cantilever short column :
Volume of one column = 0.026 m3
Number of columns = 48
Volume of 48 columns = 12.567 m3
Load of each column = 0.69 tons
Load of 48 columns = 33.3 tons
Load due to all 132 columns = 255.33 + 46.36 + 33.3 =
334.99 tons

14. B. Load due to Cavity walls :
● Outer leaf :
Volume = 96.476 m3
Load = 255.66 tons
● Inner leaf :
Volume = 63.04 m3
Load = 167.06 tons
● Offset :
Volume = 19.104 m3
Load = 50.63 tons
● Filling :
Volume = 108.89 m3
Load = 147 kg

15. C. Loads due to slabs:
volume of slab panel-1 = 39.52 m3
volume of slab panel-2 = 57.6 m3
volume of slab panel-3 = 5.92 m3
volume of slab panel-4 =3.4 m3
volume of slab panel-5 =83.667m3
Total volume of slabs = 190.107 m3
Total load due to slabs = 503.78 m3

16. D. Load due to Roof beams :
volume of roof beams =286.99 m3
Total load due to roof beams =760.53 tons
Fig: Position of beams

17. E. Load due to Floor beams :
The position of floor beams is the same as that of roof beams, except
the depth being 0.3m
Volume of beams in the central portion = 23.01 m3
Volume of beams in outer region of cavity
walls and on the cavity walls =120.48 m3
Total volume of floor beams =143.496 m3
otal load due to floor beams =380.26 tons

18. F . Load due to Kakshasana:
Volume of one quarter side of the Kakshasana = 124.8 m3
Volume of whole Kakshasana = 499.2 m3
Load due to Kakshasana = 1322.88 tons

19. G. Load due to Pradakshinapada:
Volume of one quarter side = 107.14 m3
Volume of whole Pradakshinapada =
428.56 m3
Load due to Pradakshinapada = 1135.68
tons

20. H. Load due to Random Rubble masonry with lime mortar:
Volume in region 1 = 499.2 m3
Volume in region 2 = 980.6 m 3
Total volume = 1479.8 m3
Total load = 3107. 58 tons
(density of RR masonry with lime mortar is 2.1 t/m2)

21. Elements Loads (tons)
Columns 334.99
Cavity walls 473.497
Slabs 503.78
Pradakshina Pada
Kakshasana
Floor beams
1135.68
1322.88
380.26
Roof beams 760.53
RR Masonry 3107.58
Total Load 8020
Plinth area =780.59 m2
Load per unit area =10.27 tons/m2

22. STEP – 2 : LOAD TRANSFER FROM SLABS TO BEAMS
1. One- way slab:
𝐿𝑦
𝐿𝑥
≥ 2
2. Two- way slab:
𝐿𝑦
𝐿𝑥
< 2
Triangular load = (w*Lx )/3
Trapezoidal load =
𝑤 ∗ 𝐿𝑥
2
1 −
1
2𝛽
β = (Ly / Lx )

23. Load transfer from slabs to beams in the central portion

24. Load transfer from slabs to beams in the central portion (cont.)

25. Fig: Sketch showing the
complete load transferred from
slab to beams in the central
portion of the structure.

26. Load transfer in the portion outside the cavity wall( quarter part) :
fig : Various panels
considered from load
calculation

27. Fig: Calculations in
panel – 1.

28. Fig : Calculations in
panel - 2

29. Fig: sketch showing the load transferred
to each beam from slab.
Notation :
beam number( load transferred in t/m)

30. CALCULATION OF TENSILE STRESS IN “A STONE
BEAM WITH A STAINLESS STEEL ROD”
Fig: Sketch showing stone beam with a stainless steel rod
embedded in it.

31. Procedure:
Calculate tension stress (f) using bending equation:
𝑀
𝐼
=
𝑓
𝑦
where, M = moment of resistance
can be calculated using “Moment distribution method.”
I = moment of inertia.
Here, the beam is fletched beam, so we need to find
“Equivalent moment of inertia.”
y = least depth from the extreme tension fibre to the neutral axis.

32. Fig: Calculation of load transfer from slab to beam
 Self weight of beam = 20.089 tons/m
 Self weight transferred due to slab = 0.371+
0.29+ 0.371 = 1.0335 t/m
 Total weight on columns = 20.089 + 1.0335
t/m
 Weight of steel rod = 9.07 * 10-3 t/m
 Total weight = 21.123 + (9.07 * 10-3 ) = 21.13 t/m
Calculation of total load:

33. Fixed end
moments
Distribution factors
Finding moment using moment distribution method

34. Finding moment using moment distribution method

36. Calculation of Equivalent moment of inertia
Can be calculated from
𝑦 =
𝐴1∗𝐸1∗𝑦1+𝐴2∗𝐸2∗𝑌2
𝐴1∗𝐸1+𝐴2∗𝐸2
= 0.53 m from base. (obtained value)

37. Calculation of Equivalent moment of inertia(cont.)
Equivalent M.I. = m(M.I. of steel) + (M.I. of granite)
m = modular ratio =
280
3∗ 𝜎 𝑐𝑏𝑐
= 2.8
M. I. of granite = 0.0244 m4.
M. I. of stainless steel rod = 3.22 * 10-7 m4
Equivalent M.I = 0.02439 m4
Moment of resistance (sagging moment) = 5.468 t-m
y= least distance from extreme fibre to neutral axis = 0.43m
Therefore,
obtained stress in granite = 96.36 t/m2
obtained stress in steel = 269.8 t/m2

38. DESIGN OF GRANULAR PILES FOUNDATION

39. PROCEDURE:
Step – 1 : Analysis for yield load
a) Estimation of load capacity of stone column:
Yield stress on stone column = Nφ( σro + 4C)
Nφ tan2 (45+ (φ/2)) = 3.39
( φ = angle of internal friction for compacted granular fill in stone column = 330 )
σro = Ko * σvo
Ko = 1- sinφ =0.5
( here, φ = average angle of internal friction of the surrounding soil)

40. Now, Yield stress on stone column = Nφ( σro + 4C) = 172.5 t/m2
where,
C= cohesion of immediate surrounding soil = 11.4t/m2
Yield load = yield stress * cross sectional area of pile = 33.87 tons
Permissible (or) allowable load = (33.87/1.5) = 22.58 tons (A)
σvo = γ*z = 10.58 t/m2
Therefore,
σro = 5.29t/m2 .

41. B): BEARING SUPPORT PROVIDED BY SOIL :
qult = can be found by the static formulae of pile.
For layer (i) : sand
qu = qp + qf = (q* Nq) + ( K0* q0 * tanδ) = 344 t/m2
For layer (ii) : clay
qu = qp + qf = ( C* Nc ) + (α * C) = 178.6 t/m2
For layer (iii) : murram
qu = qp + qf = (C* Nc + q* Nq) + (α * C + K0* q0 * tanδ) = 835t/m2

42. qult = 344+ 178.6 + 835 = 1357.6 t/m2
qsafe = (1357.6 / 4) = 339.4 t/m2
Assume spacing of stone columns as s = 2 m c/c
Area covered by each stone column = 0.868 * s2 (in triangular grid pattern)
= 3.472 m2
Area of each column = (л * 0.52)/4 = 0.196 m2
Area of surrounding soil for each column = 3.472 – 0.196 = 3.276 m2
Safe load = qsafe * Area of surrounding soil for each column = 1111.87 tons
(B)

43. C) SURCHARGE EFFECT:
Increase in radial stress = Δ σr = qsafe (1 + 2K0 )/3 = 226.3 t/m2.
Increase in ultimate cavity expansion stress = Nφ * Δ σr * Fq
I = 767 t/m2.
Increase in yield load = c/s area of pile * 767 = 150.6 tons
Permissible load = 150.6/1.5 = 100.4 tons. (C)

44. Total safe load = Min. (A), (B), (C) 
= Min. 22.58, 1111.87, 100.4 
Therefore, Total safe load = 22.58 tons
Total load due to the structure = 8020 tons
Number of stone columns required = 8020/ 22.58 = 355
Area of the structure = 33.38*33.38 = 1114.22 m2
Area per column = 1114.2 /355 = 3.138 m2
If the effective spacing in the triangular pattern is 0.868 *s2 then,
0.868* s2 = 3.138 m2.
therefore, s = 2 m.
(which is equal to the spacing assumed in previous steps, So, OK).

45. STEP – 2: STRAIN COMPATABILITY
 The deformation of stone column has to be equal to that in surrounding soil,
otherwise load will be taken by stone columns wholly.
Settlement in stone column = compressibility * stress * assumed length
= 0.000001 * 626.33* 500 = 3.13 mm
in m2/ton
Load/ cs area = (22.58+100.4)/ 0.196
in ton/m2
in cm

46. Settlement in surrounding soil = mv * stress * assumed length
= 0.000044 * 339.4 * 500 = 7.467 cm
Thus settlement of surrounding soil is more than that in case of stone columns,
this means more load will be taken by stone columns and lesser load by
surrounding soil.
so, considering the safe load as minimum load of the obtained three loads ( of
stone column, surrounding soil and surcharge effect) is justifiable.
Therefore, safe load for one pile = 22.58 tons
Number of granular piles required = 355.

47. Fig: The layout of piles in the field

49. THANK YOU