Annexure

Annexure I

LAND DOCUMENTS

Annexure II

GENERAL POWER OF ATTORNEY

Annexure III

CMDA ACKNOWLEDGEMENT

FOR PLANNING PERMISSION

Annexure IV

CMDA LAND USE MAP

Annexure V

APPLICATION OF AIRPORT

NOC

Annexure VI

GEO TECHNICAL

INVESTIGATION REPORT

1

SOIL EXPLORATION AND FOUNDATION REPORT

FOR THE PROPOSED BUILDING

AT

"CONDOMINIUMS"

NO. 57, 58, 59 & 60

SOUTH BEACH ROAD

SANTHOME

CHENNAI

PROJECT NO. TJE/00597/2015

T.J.ENGINEERS

SOIL EXPLORATION AND FOUNDATION DESIGN DIVISION T.J.HOUSE

NO.4, ANNA NAGAR, 1P

STP STREET,

VELACHERY, CHENNAI-42. [email protected]

[email protected] Ph : 42 33 41 94.

95

2

CONTENTS OF THE REPORT

1.0 INTRODUCTION

2.0 SCOPE OF WORK

3.0 LOCATION AND NUMBER OF BORE HOLES

4.0 GEO TECHNICAL INVESTIGATION

4-1. Field Investigation of Bore Holes

4.2. Grain Size Analysis

4-3. Laboratory Test for Bore Hole Sample

5.0 BORE HOLE DATA

6.0 LABORATORY TEST RESULTS

7.0 GROUND WATER TABLE

8.0 SUB SOIL PROFILE

9.0 FOUNDATION ANALYSIS AND DESIGN

9.1. Computation of Safe Bearing Capacity of the soil at 2.10m depth

9.2. Load carrying capacity of conventional pile

10.0 CONCLUSIONS

11.0 TABLES AND FIGURES

96

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EXPLORATION REPORT

PROJECT NO. TJE/00597/2015

1.INTRODUCTION:

M/S LANDMARK HOUSING PROJECTS CHENNAI PVT. LTD., has proposed to

construct a Basement Floor + Sixteen Floors Building at "Condominiums" No. 57,

58, 59 & 60, South Beach Road, Santhome, Chennai. The work was entrusted to T.J.

Engineers by the promoter. The location is shown in Fig No.1. The object of the soil

exploration work done is to determine the soil properties of the proposed area and to

arrive at a most suitable type of foundation system for the proposed structure.

2.0 SCOPE OF WORK

The Scope of Work includes the following

BOREHOLES

� Drilling of borehole at the proposed borehole locations as per the

direction of the client.

� Collection of disturbed and undisturbed soil samples and carrying out

the relevant laboratory test on soils.

� Conduction of standard penetration test (SPT) within the borehole at

every 1.50m depth interval or as required.

� Collection of soil sample from bore hole.

� Preparation of geotechnical investigation Report.

3.0 LOCATION & NUMBER OF BORE HOLES

For this purpose five bore holes were bored up to maximum depth of 26.00m below

existing ground level. The bore hole location is shown in Fig No.1 and bore log

details are given in Fig No. 2,3,4,5&6. The bore holes were terminated in the Very

Dense Soft Rock layer.

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4

4.0 GEOTECHNICAL INVESTIGATIONS

4.1 Filed Investigations of Boreholes

Rotary boring technique was adopted for boring in this area. The Standard

penetration tests were conducted at change of layers and at specified intervals,

commencing the test at 1.50m below the existing ground level. The relative density

of different soil layers obtained from the N-Values are given in the Fig No. 2,3,4,

5&6. Disturbed and undisturbed samples were collected from all the layers for visual

observation, classification tests and strength characteristics of the soil layers.

Standard Penetration Test (SPT)

Standard Penetration Tests were conducted using a split spoon sampler, as per

relevant code provision (IS: 2131 – 1981). The SPT is generally conducted in sandy

and completely weathered rock strata till 45 cm penetration with number of blows

recorded for every 15 cm penetration. The number of blows required for first 15 cm

in neglected. The blows for last 30 cm penetration or refusal ‘N’ value of 100

whichever is earlier is taken as the ‘N’ value. In the clayey strata, when driving of

sampling tube is not possible, SPT was conducted to know the consistency of the soil

strata and to retrieve the disturbed soil sample. The soil samples obtained in the split

spoon sampler are carefully packed in polythene bags for testing in the laboratory.

The SPT values obtained at every 1.50m interval are given in the bore logs.

4.2. Grain Size Analysis

Combined sieve and hydrometer analyses were conducted on the various samples

collected. The results are given in Table-1a&1b. Based on the proportion of the

different soil constituents, the soil is classified.

98

5

4.3 Laboratory Tests for Borehole samples

The following laboratory tests were conducted on collected Soil Samples.

I. Moisture Content as per IS: 2720 (Part 2)

II. Specific Gravity as per IS: 2720 (Part 2)

III. Sieve Analysis as per IS: 2720 (Part 4)

IV. Hydrometer Analysis as per IS: 2720 (Part 4)

V. Liquid Limit as per IS: 2720 (Part 5)

VI. Plastic Limit as per IS: 2720 (Part 5)

VII. Swelling Index as per IS: 2720 (Part 40)

5.0 BORE LOG DATA

The Summary of bore hole log data for BH-01, BH-02, BH-03, BH-04 & BH-05 is

given in Fig-2,3,4,5&6. Bore hole location is given in Fig.1

6.0 LABORATORY TEST RESULTS

The laboratory test results of boreholes samples are presented in Table-1a,1b &

Table-2a,2b.

7.0 GROUND WATER TABLE

The ground water table was encountered at the depth of 3.00m, below the existing

ground level at the time of soil exploration.

8.0 SUB SOIL PROFILE

From the visual identification from field test results, it is concluding that the sub soil

strata is made-up of six distinctive layers.

i. Filled Up Soil 0.00m to 1.00m

ii. M. Dense to Very Dense Silty Sand layer 1.00m to 10.00m SPT’s N=17-54

iii. Very Dense Silty Sand layer 10.00m to 17.00m SPT’s N=44-77

iv. Very Dense Sandy Gravel/Gravelly Sand 17.00m to 22.00m SPT’s N=80-100

v. Very Dense Disintegrated rock 22.00m to 24.00m SPT’s N=>100

99

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vi. Very Dense Soft Rock 24.00m to 26.00m SPT’s N=>100

The soil profile details are presented in the Bore logs, Presented in Fig-2,3,4,5&6.

9.0. FOUNDATION ANALYSISAND DESIGN

From the bore log data at the top from 0.00m to 1.00m filled up soil is

present. From 1.00m to 10.00m medium dense to dense Silty Sand layer is present.

From 10.00m to 17.00m very dense Silty Sand layer is present. From 17.00m to

22.00m very dense Sandy Gravel/ Gravelly Sand layer is present. From 22.00m to

24.00m disintegrated rock layer is present. Below 24.00m Soft Rock layer is seen, this

layer is fair to rest the pile foundation for heavy loaded structure.

The soil up to 17.00m is the critical zone for open foundation for medium loaded

structure, within the critical zone medium dense very dense to very dense Silty Sand

layer is present. For medium loaded structure Isolated Footing or Continuous Strip

Raft Foundation or Raft Foundation can be adopted. The open foundation can be

placed at the minimum depth 2.10m below the existing ground level. The proposed

structure has got basement floor the SBC at different level has been worked out and

given below.

The proposed structure is high raised, if the SBC is not sufficient for the expected

loading intensity, structure not stable for horizontal force, structure with column

positions are not symmetrical and long span, sensitive for differential settlement, it is

advisable to provide deep foundation of pile foundations. The pile foundation can be

Bored Cast in situ pile or Driven Pile. The pile foundation should be terminated at the

minimum depth of 26.00m below existing ground level, existing ground level at the

time of soil investigation.

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9.1. COMPUTATION OF THE SAFE BEARING CAPACITY AT 2.10m DEPTH Based on the standard penetration test value the ultimate load carrying capacity (qu)

could be calculated from the following formula.

qu = (γ’ Df + (γ- γ’) Dw) Nq + 0.4 γ’ B N γ

The observed N-Value is taken as 20 from Fig. 2,3,4,5&6.

The corresponding bearing capacity factors are,

Nq = 23.89

Nγ = 22.61

Where,

γ = Bulk density = 1.50 t/m 3

γ’ = Submerged density = 0.50 t/m 3

Df = Depth of footing = Considered minimum of 2.10 m.

Dw = Depth of water table = Considered at 1.00m

B = Breadth of the footing = Consider minimum of 1.00m.

Substitute all the above values in the formula,

Qu = (0.50x2.10 + (1.50- 0.50)1.00) 23.89 + 0.4 x 0.50 x 1.00 x 22.61

= 48.97 + 4.52

= 53.49 t/m 2

Safe bearing capacity could be considered with a factor of safety of 2.5

Hence, safe bearing capacity q s = 53.49 / 2.50 = 21.39 t/m 2.

Therefore, Safe Bearing Capacity of the soil at the depth of 2.10m is 21.00 t/m 2

101

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9.2. LOAD CARRYING CAPACITY OF THE CONVENTIONAL PILE

Based on the standard penetration test value the ultimate load carrying capacity (qu)

could be calculated from the following formula.

Qu = Qb + Qs

Qs = Ultimate unit skin friction on an individual layer

= Ks σ’ vo tan δ π D L

Where

Ks = Co-efficient of horizontal soil stress = 0.471

σ’ vo = average effective overburden pressure = 11.50 t/m2

δ = angle of wall friction = 32

D = Dia meter of pile = 0.40m

L = Length of individual layer = 6.00m

= 0.471 x 11.50 x 0.624 x 3.14 x 0.40 x 6.00

= 25.47 t

qb = Nq σ’ vo Ab

where

Nq = Bearing Capacity Factor = 110

σ’ vo = effective overburden pressure at the toe = 13.00 t/m2

Ab = Cross sectional area at the base

D = Dia of Pile = 0.40m

= 110 x 13.00 x 3.14 x 0.40 2 /4

102

9

= 179.61 t

Qu = Qb + Qs

= 179.61 + 25.47 = 205.08 t

Q safe = Qu/F.S = 205.08/2.5 = 82.03 say 82.00 t

The safe load carrying capacity for five different diameter of piles for the depth of

26.00m are worked and are given below.

Dia of Pile Depth of Pile Safe Load (Tones)

400mm 26.00m 82

450mm 26.00m 102

500mm 26.00m 125

600mm 26.00m 177

750mm 26.00m 272

The above safe loads are provisional and shall be confirmed by conducting pile load

test as per the guide line laid down in IS: 2911 (Part: IV).

103

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10.0. CONCLUSIONS

1. Soil in the shallow depth is fair to adopt open foundation system for medium

loaded structure.

2. The foundation can be Isolated Footing or Continuous Strip Footing

(Inverted T Beam) or Raft Foundation.

3. The foundation can be placed at the minimum depth of 2.10m below existing

ground level (existing ground level considered as the ground level at the time of

soil investigation).

4. The proposed structure has got basement floor the Safe Bearing Capacity

(SBC) at different level has been worked out and given below.

Sl. No. Depth ( m) SBC (t / m2)

1. 2.10 20

2. 2.50 23

3. 3.00 26

4. 3.50 28

5. 4.00 30

5. The minimum width of footing should be maintained as 1.00m to avoid any

punching shear failure and to achieve suggested SBC.

6. The shallow foundation should rest on natural un disturbed Silty Sand layer.

7. All the foundation should rest on 100 mm thick 1:4:8 concrete mat, over 100mm

thick river sand layer.

8. If Isolated footing provided it is advisable to provide plinth beam connecting

all column on both direction, continuous belt beam at floor level, continuous

sill slab, continuous lintel beam.

104

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9. Since the soil strata is of sandy precaution should be taken in deep excavation

for underground sump, Swimming pool and septic tank etc. The soil under

footing should not get disturbed, if get disturbed the foundation (footing) depth

should be taken up to the deep excavation depth. The foundation should rest

on the undisturbed strata.

10. If open foundation provided proper dewatering system should be provided,

the soil should not get loosened due to soil boiling.

11. The proposed structure is high raised, if the SBC is not sufficient for the

expected loading intensity, structure not stable for horizontal force, structure

with column positions are not symmetrical and long span, sensitive for

differential settlement, it is advisable to provide deep foundation of pile

foundations. The pile foundation can be Bored Cast in situ pile or Driven Pile.

The pile foundation should be terminated at the minimum depth of 26.00m

below existing ground level, existing ground level at the time of soil

investigation.

12. The safe load carrying capacity for five different diameter of piles for the depth

of 26.00m are worked and are given below.

Dia of Pile Depth of Pile Safe Load (Tones)

400mm 26.00m 82

450mm 26.00m 102

500mm 26.00m 125

600mm 26.00m 177

750mm 26.00m 272

105

12

The above safe loads are provisional and shall be confirmed by conducting pile load

test as per the guide line laid down in IS: 2911 (Part: IV)

13. The pile should be anchored in to the very dense soft rock layer for minimum

2.00m depth.

14. It is advisable to do piling with Hydraulic Rotary drilling with DMC method.

15. The bore hole should be flushed properly before laying concrete.

16. The soil strata is more of sandy, proper precaution should be taken against

sliding of bore hole by maintaining proper dense bentonite slurry or temporary

casing or permanent casing.

17. The soil strata is pure sand Pile concreting should be done as soon as boring

operation is over.

18. It is advisable not to mix pile foundation and shallow foundation in same

building.

19. For foundation design stress due to any eccentricity and horizontal force also

to be considered, and stability should be checked.

20. Depending upon the shape of the structure and horizontal force, type of

foundation can be decided.

21. All suggested foundation recommendations and precautions should be adopted

while undertaking the design aspects and construction activities.

For T.J. Engineers

27 – 05 - 2015

106

BORE LOG

PROJECT :DATE OF COMMENCEMENT: 09 - 05 - 2015

BORE HOLE NO : B.H:01 DATE OF COMPLETION : 11 - 05 - 2015TYPE OF BORING : Rotary Drilling G.W.L : 3.00m

Standard penetration testdata Graphical representation

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of penetration resistance

D.S U.D.S 10 20 30 40 50

0.00 0.50

Filled Up Soil0.50

1.00

1.50 26 Medium Dense

2.00

Silty Sand-SLS1 5.00

3.00 ( Whitish Yellowish Brown ) 3.00 20 Medium Dense

4.00


5.00

5.50

6.00 6.00 36 Dense

7.00

7.50 42 Dense

8.00 Silty Sand-SLS2 7.00

( Coarse Sand )9.00 9.00 54 Very Dense

( Brown Whitish Brown )

10.00

10.50 57 Very Dense

11.00

Proposed Building at No. 57, 58, 59 & 60, South Beach Road, Santhome, Chennai.

12.00 12.00 60 Very Dense

12.50

13.00

13.50 64 Very Dense


14.00

( Fine Sand )

15.00 ( Grayish Yellowish Brown ) 15.00 70 Very Dense

16.00

16.50 16.50 >100 Very Dense

17.00

Sandy Gravel-SG1

18.00 ( Disintegrated Rock ) 18.00 >100 Very Dense

( White Brown Whitish Brown )19.00

19.50 19.50 >100 Very Dense

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.0030.00

Remark: All Dimensions in meters End of Boring

FIG: 2107

BORE LOG




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D.S U.D.S 10 20 30 40 50

0.00 1.00

Filled Up Soil

1.00 1.00


2.00

3.00 3.00 24 Medium Dense


4.00

( Whitish Yellowish Brown )4.50 34 Dense

5.00

6.00 6.00 36 Dense

7.00 7.00

7.50 39 Dense

8.00

Silty Sand-SLS24.00

9.00 ( Whitish Yellowish 9.00 44 Dense

Whitish Brown )10.00

10.50 51 Very Dense

11.00 11.00

12.00 12.00 58 Very Dense


12.00 12.00 58 Very Dense

13.00

13.50 63 Very Dense

14.00

Silty Gravel Sand-SLGS1 9.00

15.00 15.00 68 Very Dense

( Coarse Sand )

16.00 ( Gray Brown Whitish Brown )16.50 80 Very Dense

17.00

18.00 18.00 >100 Very Dense

19.00

19.50 >100 Very Dense

20.00 20.00

21.00 Sandy Gravel-SG1 21.00 >100 Very Dense

( Disintegrated Rock )22.00

( White Gray Brown

23.00 Whitish Brown )

24.00

25.00

26.00

27.00

28.00

29.00

30.00


FIG: 3108

BORE LOG




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D.S U.D.S 10 20 30 40 50

0.00 0.50

Filled Up Soil0.50

1.00


2.00

3.00 3.00 31 Dense

4.00

4.50 37 Dense


( Whitish Yellowish Brown )6.00 6.00 37 Dense

7.00

7.50 40 Dense

8.00

9.00 9.00 43 Dense

10.00

10.50 46 Very Dense

11.00

11.50


12.00 12.00 56 Very Dense

13.00

Silty Sand-SLS2 5.00 13.50 65 Very Dense

14.00 ( Coarse Sand )

( Gray Brown Whitish Brown )15.00 15.00 73 Very Dense

16.00

16.50 16.50 >100 Very Dense

17.00

Sandy Gravel-SG1

18.00 ( Disintegrated Rock ) 18.00 >100 Very Dense

( White Gray Brown19.00

Whitish Brown )

20.00 21.00 >100 Very Dense

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00


FIG: 4109

BORE LOG




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D.S U.D.S 10 20 30 40 50

0.00 1.10

Filled Up Soil

1.00

1.10


2.00


4.00



( Whitish Yellowish6.00 6.00 32 Dense

Whitish Brown )

7.00

7.50 34 Dense

8.00

9.00 9.00 42 Dense

10.00 10.00

10.50 54 Very Dense

11.00


12.00 12.00 56 Very Dense


( Brown White 13.50 61 Very Dense


15.00 15.00 72 Very Dense

16.00


17.00 17.00

18.00 18.00 >100 Very Dense

19.00


20.00 ( Whitish Brown to Brown ) 20.00 >100 Very Dense

21.00 21.00 >100 Very Dense

22.00 22.00 22.00 >100 Very Dense

Rock Core recovery 12%, RQD= 0

Disintegrated Rock23.00 2.00 23.00 >100 Very Dense

( Yellowish Brown to Gray ) Rock Core recovery 15%, RQD= 0

24.00 24.00 24.00 >100 Very Dense

Rock Core recovery 18%, RQD= 0

25.00 25.00 >100 Very Dense

Soft Rock Rock Core recovery 22%, RQD= 0

26.00 ( Yellowish Brown to Gray ) 26.00 >100 Very Dense

27.00

28.00

29.00

30.00


FIG: 5110

BORE LOG




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D.S U.D.S 10 20 30 40 50

0.00 0.60

Filled Up Soil0.60

1.00


2.00



4.00

( Whitish Brown to Brown )4.50 31 Dense

5.00

6.00 6.00 35 Dense

7.00

7.50 31 Dense

8.00 8.00

9.00 9.00 40 Dense

10.00

10.50 44 Dense

11.00




12.00 12.00 54 Very Dense

( Gray Brown


13.50 60 Very Dense

14.00

15.00 15.00 60 Very Dense

16.00 16.00


17.00

Silty Sand-SLS318.00 18.00 >100 Very Dense

( Coarse Sand )

19.00 ( Gray Yellowish Brown

Whitish Brown )20.00 20.00 >100 Very Dense

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00


FIG: 6111

LABORATARY TEST RESULTS TABLE -1a

B.H NoLayer

thickness Soil classificationSP.

gravity%of free

swell RemarksDS / SPT UDS Clay Silt Sand Gravel

m m m % % % % %

0.00 - 0.50 Filled Up Soil _ _ _ _ _ _ _ _ _

0.50 - 5.50 Silty Sand-SLS1 1.50 _ 2.63 _ 0 12 88 0 _

1 5.50 - 12.50 Silty Sand-SLS2 6.00 _ 2.64 _ 0 6 94 0 _

12.50 - 16.50 Silty Sand-SLS3 13.50 _ 2.64 _ 0 9 91 0 _

16.50 - 19.50 Sandy Gravel-SG1 19.50 _ 2.64 _ 0 0 48 52 _

0.00 - 1.00 Filled Up Soil _ _ _ _ _ _ _ _ _

1.00 - 7.00 Silty Sand-SLS1 1.50 _ 2.63 _ 0 11 89 0 _

2 7.00 - 11.00 Silty Sand-SLS2 7.50 _ 2.63 _ 0 9 91 0 _

11.00 - 20.00 Silty Gravel Sand-SLGS1 12.00 _ 2.64 _ 0 6 85 9 _

20.00 - 21.00 Sandy Gravel-SG1 21.00 _ 2.64 _ 0 0 29 71 _

Depth of sample collected

Grain size distribution

113

LABORATARY TEST RESULTS TABLE -1b

B.H NoLayer

thickness Soil classificationSP.

gravity%of free

swell Remarks

DS / SPT UDS Clay Silt Sand Gravelm m m % % % % %

0.00 - 0.50 Filled Up Soil _ _ _ _ _ _ _ _ _

3 0.50 - 11.50 Silty Sand-SLS1 1.50 _ 2.63 _ 0 12 88 0 _

11.50 - 16.50 Silty Sand-SLS2 12.00 _ 2.63 _ 0 7 93 0 _

16.50 - 20.00 Sandy Gravel-SG1 20.00 _ 2.63 _ 0 0 26 74 _

0.00 - 1.10 Filled Up Soil _ _ _ _ _ _ _ _ _

1.10 - 10.00 Silty Sand-SLS1 1.50 _ 2.63 _ 0 14 86 0 _

4 10.00 - 17.00 Silty Sand-SLS2 10.50 _ 2.63 _ 0 9 91 0 _

17.00 - 22.00 Silty Sand-SLS3 18.00 _ 2.63 _ 0 8 92 0 _

22.00 - 24.00 Disintegrated Rock 22.00 _ 2.63 _ 0 0 0 0 _

24.00 - 26.00 Soft Rock 26.00 _ 2.62 _ 0 0 0 0 _

0.00 - 0.60 Filled Up Soil _ _ _ _ _ _ _ _ _

5 0.60 - 8.00 Silty Sand-SLS1 1.50 _ 2.63 _ 0 13 87 0 _

8.00 - 16.00 Silty Sand-SLS2 9.00 _ 2.63 _ 0 8 92 0 _

16.00 - 20.00 Silty Sand-SLS3 20.00 _ 2.63 _ 0 6 94 0 _


Grain size distribution

114

LABORATARY TEST RESULTSTABLE -2a

B.H No Layer thickness Soil classification LL PL

Bulk density Remarks

DS / SPT UDS eo Cc Cu Om m m % % t/m3 t/m2 degree

0.00 - 0.50 Filled Up Soil _ _ _ _ _ _ _ _ _ _

0.50 - 5.50 Silty Sand-SLS1 1.50 _ _ _ 1.50 _ _ _ 33 _


Consolidation Parameters

Shear Strength Parmeters

1 5.50 - 12.50 Silty Sand-SLS2 6.00 _ _ _ 1.50 _ _ _ 36 _

12.50 - 16.50 Silty Sand-SLS3 13.50 _ _ _ 1.55 _ _ _ 38 _

16.50 - 19.50 Sandy Gravel-SG1 19.50 _ _ _ 1.60 _ _ _ 40 _

0.00 - 1.00 Filled Up Soil _ _ _ _ _ _ _ _ _ _

1.00 - 7.00 Silty Sand-SLS1 1.50 _ _ _ 1.50 _ _ _ 32 _

2 7.00 - 11.00 Silty Sand-SLS2 7.50 _ _ _ 1.50 _ _ _ 35 _

11.00 - 20.00 Silty Gravel Sand-SLGS1 12.00 _ _ _ 1.55 _ _ _ 38 _

20.00 - 21.00 Sandy Gravel-SG1 21.00 _ _ _ 1.60 _ _ _ 40 _

115

LABORATARY TEST RESULTSTABLE -2b

B.H No Layer thickness Soil classification LL PL

Bulk density Remarks

DS / SPT UDS eo Cc Cu Om m m % % t/m3 t/m2 degree

0.00 - 0.50 Filled Up Soil _ _ _ _ _ _ _ _ _ _

3 0.50 - 11.50 Silty Sand-SLS1 1.50 _ _ _ 1.50 _ _ _ 33 _

11.50 - 16.50 Silty Sand-SLS2 12.00 _ _ _ 1.54 _ _ _ 36 _

16.50 - 20.00 Sandy Gravel-SG1 20.00 _ _ _ 1.60 _ _ _ 40 _

0.00 - 1.10 Filled Up Soil _ _ _ _ _ _ _ _ _ _


Consolidation Parameters

Shear Strength Parmeters

0.00 - 1.10 Filled Up Soil _ _ _ _ _ _ _ _ _ _

1.10 - 10.00 Silty Sand-SLS1 1.50 _ _ _ 1.50 _ _ _ 33 _

4 10.00 - 17.00 Silty Sand-SLS2 10.50 _ _ _ 1.50 _ _ _ 36 _

17.00 - 22.00 Silty Sand-SLS3 18.00 _ _ _ 1.55 _ _ _ 40 _

22.00 - 24.00 Disintegrated Rock 22.00 _ _ _ 1.60 _ _ _ 42 _

22.00 - 26.00 Soft Rock 26.00 _ _ _ 1.65 _ _ _ 45 _

0.00 - 0.60 Filled Up Soil _ _ _ _ _ _ _ _ _ _

5 0.60 - 8.00 Silty Sand-SLS1 1.50 _ _ _ 1.50 _ _ _ 33 _

8.00 - 16.00 Silty Sand-SLS2 9.00 _ _ _ 1.52 _ _ _ 36 _

16.00 - 20.00 Silty Sand-SLS3 20.00 _ _ _ 1.60 _ _ _ 40 _

116

Annexure VII

AUTHENTICITY OF BASELINE

MONITORING REPORT

Annexure VIII

SEWAGE TREATMENT

PLANT REPORT

SEWAGE TREATMENT PLANT - 280 KLD

It is proposed to install a sewage treatment plant, in order to conserve water. The

sewage treatment plant will be designed to ensure that treated effluent characteristics

are well below / within the permissible limits, even under varying flow conditions,

which are typical for such systems. This implies that the selected process will be able to

withstand the peak load situation.

The sewage treatment plant shall treat the domestic effluent generated from the toilets,

hand wash, pantry etc, and re use the water for toilet flushing and landscaping. The

sewage treatment plant is designed with a capacity to handle 280 cu.m of soil water

from the Building.

The proposed sewage treatment plant is of “Extended Aeration type system”. It

envisaged collecting all the sewage water through piping network with battery of

inspection chambers and manholes and taken into a raw sewage water collection sump

/ equalization tank through a bar screen chamber. The equalization tank will have a

retention capacity of approximately 9 times the flow rate. Sewage from this tank is

constantly pumped to Aeration tank using effluent transfer pumps to achieve

continuous re - circulation arrangement of the contents of the equalization tank.

The aeration tank will have a detention time varying from 8 to 10 times the flow rate for

continuous aeration. Aerated waste will be allowed to settle in a secondary settling tank

and over flow is let in to semi treated effluent sump. The sludge will be partly fed back

to aeration tank by pumping and the remaining sludge pass through sludge handling

system consisting of automatic filter press, sludge thickener, dry cake handling

equipment, poly electrolyte dosing for disposal. Dried cake will be removed and used as

manure for plants. From semi treated water collection sump, water will be pumped

through activated carbon filter, pressure sand filter and pumped and stored in a treated

water tank used for landscaping after disinfection. From this tank, treated water will be

used for landscaping purpose with separate network of pipelines and pumping system.

A part of the treated water will be earmarked for toilet flushing and will be fed through

ultra filtration process prior to feed to toilet cisterns. The treated effluent from the

Sewage Treatment Plant will be used for irrigation and landscaping purposes. If filter

131

press or sludge drying beds are not opted, periodic cleaning of sludge shall be carried

out by tankers.

DESIGN DETAILS OF STP

Dwelling type Residential apartment

complex

Diversity factor 0.9

Sewage generated 280 KLD

Bar Screen Chamber:

Average daily flow 280 KLD

Average hourly flow 11.66666667 m3/hr

0.0032 m3/sec

Peak hourly flow 35 m3/hr

Design flow velocity 0.3 m/sec

Cross-sectional area of screen channel 0.011 m2

Adjust for the flow-area blocked by the bars

0.016 m2

Required minimum dimensions 0.1 m x 0.1 m

Equalization Tank:

STP quantity 280 m3/day

Hourly average sewage inflow 11.66666667 m3/hr

Equalization tank 30 m3

volume 30 m3

Freeboard 0.3 to 0.5 m

Water depth in tank (excluding freeboard) 2.0 to 2.5 m

Tank area 15 m2

Diffusers required Select size and number to suit the dimensions of the tank

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Raw Sewage Lift Pumps:

STP quantity 280 m3/day

Pump capacity 14 m3/hr

Quantity 2 Nos. (1w+1s)

Aeration Tank:

STP quantity 280 KLD

BOD in sewage 300 mg/L

0.000300 Kg/L

BOD load/day 84 Kg/day

F/M ratio 0.12

M (Biomass) 700 Kg

Design MLSS level 3500 mg/L

3.5 kg/ m3

Aeration tank volume 200 m3

Average retention time 17.14 hrs

Depth of aeration tank 3 m

Area of aeration tank 67 m2

Width of aeration tank 3.6 m

Length of aeration tank 19 m

BOD load per hour 3.82 Kg/hr

Air requirement for BOD 229 m3/hr

Air requirement for mixing 220 m3/hr

Air requirement for with respect to area of aeration Tank

Air requirement for mixing 133 m3/Hr

Air to be supplied Max Value 229 m3/hr

Select size of diffusers 90 OD x 1000 Length

133

No. of diffusers 29 Nos

Placement of diffusers 12 diffusers (6 pairs) are arranged in a row, set apart by 8 / 6 = 1.3 m

Diffuser configuration Each pair is separate, with its own air hose, nylon tie rope and ballast.

Clarifier Tank:

Design throughput flow 280 m3/day

Max. hourly throughput 14 m3/hr

Design overflow rate 16 m3/m2/day

0.67 m3/m2/hr

Cross-sectional area of tank 21 m2

Dimensions For a square tank- = 3 x 3 m

Side of the tank 4.582575695

For a circular tank- = 3.4 m Dia

Diameter of the tank 5.2

Depth of tank(2.5 m to 3.0 m) 2.5 m

Solids load 49 Kg/hr

Solids loading rate 2.33 Kg/m2/hr

Weir length in clarifier

for a square tank 9.16515139 RM

for a Circular tank 16 RM

Weir loading rate

for a square tank 30.55050463 m3/RM/day

for a Circular tank 17 m3/RM/day

Volume of tank 52.5 m3

Hydraulic detention time 4.5 hrs

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Airlift Pump:

The airlift pump returns the active sludge to the aeration pump.

The airlift pumps require 5-10 m3/Hrto work.

The air-flow is adjusted till we achieve the exact sludge flow rate

Electric Pumps for Return Sludge:

These pumps are a less-preferred alternative to airlift pumps (see above). However, if

the prevailing conditions do not allow use of airlift pumps, or if the designer opts for

this design option, these pumps are necessary. The design requirements for these

pumps are same as those for the raw sewage lift pumps. Therefore the same pump

models can be selected for the return sludge application.

Sludge generation:


Inlet BOD 300 mg/lit

Sludge production per day 39 Kg/day

Sludge-holding Tank:


Maximum rate of sludge- recirculation 100 % of throughput sewage flow

Sludge tank capacity 5.833333333 m3

Pressure Sand Filter:


Design filtration hours 20 hrs (per day)

Filtration rate 14 m3/hr

Loading rate on filter 12 m3/m2/hr

Filter cross-sectional area required (min) 1.166666667 m2

Diameter of filter (min) 1.2 m

135

Height of filter 1.5 - 1.8 m

Depth of sand layer 0.6 - 0.75 m

Activated Carbon Filter:


Design filtration hours 20 hrs (per day)

Filtration rate 14 m3/hr

Loading rate on filter 10 m3/m2/hr

Filter cross-sectional area required (min) 1.4 m2

Diameter of filter (min) 1.3 m

Height of filter 1.5 - 1.8 m

Depth of carbon layer 0.6 - 0.75 m

UV Disinfection system:

Application Disinfection

System Ultra violet rays

Bulb Quartz

No of bulbs (2 - 4) 4 Nos

End Flanged end

Iength 1.5 m

Average hourly flow 14 m3/hr

Moc Stainless steel housing

Treated Water Collection Tank:

Average hourly flow 14 m3/hr

Requirement 3hrs of quick flow or 8 hours of average flow

Volume 112 m3

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Mechanical Filter Press:

Design throughput flow 280 KLD

Design BOD removal 84 Kg/day

Excess Sludge produced 21 Kg/day

Slurry consistency (0.8 - 1.0) 0.8 %

Slurry volume 2625 L

Filter press operation 1 batch per day

Each batch takes 4 Hrs

Filter press feed pump 0.5 m3/Hr at 5 kg delivery pressure

Proportion of solids in the cake 0.25

Sludge cake volume 84 L

Cake-holding capacity of the filter press 84 L

Select filter press size 470 x 470

Cake thickness in chamber 20 - 25 mm

Required No. of chambers 26 Nos

PREVENTIVE MEASURES TO AVOID LEACHING OF TREATED SEWAGE INTO

NEARBY WATER COURSES:

Treated sewage from Sewage Treatment Plant will be conveyed to Treated Sewage

Tank through pipelines. All the joints from piping system will be checked periodically

and carrying treated wastewater pipes will be laid in conduits wherever road crossings

are expected.

Garland drains will be constructed all around the Residential Complex for intercepting

water from outside and inside. Thus no leaching of treated sewage into nearby water

courses shall take place. Supervisors will be employed for overall operation &

maintenance of water supply, waste water treatment and other utility services.

137

Annexure IX

TRAFFIC CONGESTION

STUDY REPORT

TRAFFIC CONGESTION STUDY REPORT

Background

The purpose of this study is to assist the client to study the regional transportation and

traffic connectivity to the site and to ensure that the proposed development is able to have

access to infrastructures needed for the future development and its functionality. This will

also help in assessing the impact of increase in traffic due to the proposed project. Since the

proposed project site is close to Santhome High Road, which has 2 lanes with dividend.

Another major access road is Thandavarayan Street Road which is connected to Santhome

High Road on west direction. Chances of traffic going slow are high during peak hours.

Traffic study was conducted at Santhome High Road location during May 2015 to cover all

possible traffic variations and to assess the peak traffic flow. The traffic study includes

counting, categorization etc.

Objective

Objective is to review and study the present traffic pattern in the main public roads in and

around the project site as well as to estimate the flow of traffic on completion of the

proposed project.

Site Environment and Traffic Movement

The proposed project site is located at R.S. No. 4279 and 4284 at Santhome High Road,

M.R.C. Nagar of Mylapore village, Mylapore Triplicane taluk, Chennai district, Tamil Nadu.

The main access road to the project site is Santhome High Road which connects to

Kamarajar promanade on North direction (OMR) and Rajiv Gandhi road on South direction.

The road have two way movements of vehicles which consist of different category of

vehicles like two wheeler, four wheeler, buses, autos and logistic vehicles.

139

Figure 1 - Traffic flow diagram of project site

140

Methodology

Vehicle Count

The vehicles passing through the road (in both ways) were counted separately for 24 hours

at the one selected locations from 0600 hrs to 0600 hrs next day continuously. Category-

wise vehicle counting has been done continuously and recorded in the traffic volume count

on daily basis under respective categories.

Categorization of Traffic

The engine driven vehicles were categorized into various heads viz. Trucks/Bus, Light

Carriage Vehicles (LCV), Car/Jeep, Multi Axle Vehicles, Two/Three Wheelers and

Cycles/others.

Sampling Locations

The two traffic locations are represented in Table 1.

Table 1 - Details of Traffic Monitoring Locations

Location Code Location Details

T-1 Santhome High Road

Presentation of Results

The daily vehicular traffic densities for continuous normal day at each location observed

during the study period and the same are presented in below mentioned Figures.

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Location Number : T-1 [Santhome High Road]

Details of Vehicle count

Total 18081 PCU/day Min 119 PCU/hr Max 1611 PCU/hr Average 753 PCU/hr

142

Traffic flow patterns

The traffic study was conducted for Santhome High Road which are the main access to the

project site to the city. The average traffic is observed as 753 PCU/hr (Passenger Car Units

/ hour). The peak traffic is observed from 10.00 AM - 11:00 AM of 1269 pcu/hr (Passenger

Car Units / hour) & the peak traffic during night time is observed from 5:00 - 6:00 PM of

1611 pcu/hr (Passenger Car Units / hour).

Volume /Capacity ratio

The Volume/Capacity Ratio indicates the congestion levels on a particular road. The IRC

specifies a design service volume (DSV) for each road type therefore indicating a level of

service. Level of service of roads depends on the volume/capacity ratio of the respective

roads. The level of service and performance as per IRC norms is given below,

Volume/Capacity Ratio (Range)

Level of Service (LoS) Performance

0.0 – 0.2 “A” Excellent 0.2 – 0.4 “B” Very Good 0.4 – 0.6 “C” Good 0.6 – 0.8 “D” Fair 0.8 -1.0 “E” Poor

Santhome High Road

Peak of the traffic was found to be 1611 PCU/hr. The capacity of the road for 2 lane (two

way) for sub-arterial road is taken as 2900 PCU/hr as per Standards. Hence the V/C Ratio

for the road is found to be 1611/2900 = 0.55. Hence the level of service for the road is “C” &

the performance is “Good”.

Future Traffic Scenario

Total Nos. of car parking provided in proposed development is 508 PCUs. The vehicle

distribution Housing units will be for 3 hrs in the morning and 3 hrs in the evening. Hence,

total number of vehicles that might enter or exit the campus for 1 hr = 508/2 = 254.

Total number of vehicles for 1 hr for the proposed development will be 508 pcu at peak

hour. The traffic that is generated from the proposed development will be diverted to

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Santhome High Road. The distribution of traffic is done for all the roads equally. Therefore

the overall impact of traffic on Santhome High Road is 508 pcu/hr.

The modified Level of service & performance for the road is as shown in the below table.

Road Existing Volume

(PCU/hr)

Existing Volume/Capacity

ratio

Additional Volume

(PCU/hr)

Modified Volume

(PCU/hr)

Modified Volume/Capacity

ratio

Modified LOS

Santhome High Road

1611 0.55 254 1865 0.64 Fair

The modified volume to capacity ratio for the Santhome High Road is calculated.

Considering the future traffic during operation phase, volume/capacity ratio is increased

when compared to existing scenario.

144

Annexure X

FIRST AID FACILITIES

FIRST AID FACILITES

The proposed development shall be provided with all First Aid facilities to aid in case of

any emergencies,

First Aid Kits

(a) at least one or more Standard Workplace First Aid Kit and/or a Small Workplace

First Aid Kit

(b) any other additional first aid modules or items required to appropriately treat all

reasonably foreseeable injuries or illnesses that could occur as a result of being

at the workplace or as a result of the work performed there

(c) All employees will be made aware of the location of first aid kits and the kits

shall be:

conveniently located and easily accessible;

clearly marked; and

appropriately maintained

First Aid Kit Contents

The Standard Workplace and Small Workplace First Aid Kits shall be marked with an

approval number issued by the Therapeutic Goods Administration and contain (as a

minimum) the items described in Table 1.

The Standard Workplace and Small Workplace First Aid Kits are designed to provide

basic equipment for the provision of first aid for injuries and illnesses such as:

cardiac arrest;

cuts, scratches , punctures, grazes, splinters and animal bites;

minor burns;

amputations and/or major bleeding wounds;

broken bones; and

eye injuries

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Table 1

Minimum Contents of First Aid Kit

ITEM STANDARD WORKPLACE

KID

SMALL WORKPLACE

KIT Minimum Quantity The first Aid instruction booklet (issued by the appropriate government authority)

1 1

Register of injuries (note book) and black pen 1 1 Resuscitation face mask 1 - Resuscitation face mask or face shield - 1 DRABCD/CPR flow chart (clarity visible and accessible e.g. laminated chart or sticker)

1 1

Disposable, powder-free latex gloves (NB: latex-free gloves to be provided if any first aider is allergic to latex)

5pairs 2pairs

Gauze pieces 7.5cm X7.5cm, stare(5 pieces per pack) 5 packs 2packs Saine (30mls sodium chloride 0.9%) 5 SBA Saine (15mls sodium chloride 0.9%) SBA 4 Wound clearing wipe/(single 1% certified Bp) 10 2 Adhesive dressing strips (packet of 50, individually wrapped)

1 1

Splinter probes – sterile & disposable.( NB: used splinter probes must be safely disposed of via suitable sharps container)

10 5

Tweezers stainless steel 12.5 cm 1 1 Antiseptic liquid, spray, powder or swab (e.g.povidone-iodine 10 % solution )

1 1

Non-adherent wound dressing/pad 5cm X5cm (small) 6 3 Non-adherent wound dressing/pad 7.5cm X10cm (medium)

3 1

Non-adherent wound dressing/pad 10cm X10cm (large)

1 SBA

Conforming cotton bandage 5cm X1.8m 3 1 Conforming cotton bandage 7.5cm X1.8m 3 1 Conforming cotton bandage 10cm X1.8m 1 SBA Scissors – stainless steel 12.5cm (blunt and sharp points)

1 1

Alcohol swabs- single 10 4 Non-stretch, hypoallergenic adhesive tape – 2.5cm wide roll

1 1

Safety pins (packet of 12) 1 1 BPC wound dressings no.14, medium 1 1 BPC wound dressings no.15, large 1 SBA Plastic bags – dip seal ( set of small, medium & large) 1 1 Triangular bandage ( calico or cotton minimum width 2 1

146

90cm) Emergency Rescue blanket (for shock or hypothermia) 1 SBA Eye pad (single use) 4 2 Access to 20 minutes of clean running water or (if this is not available ) hydro gel or cream – ².5 gm sachets

5 5

Reusable or instant ice pack – choice depending on availability of freezer (e.g. for treatment of soft issue injuries and some stings)

1 SBA

Maintenance of First Aid Kits

Designated first aiders should be allocated responsibility for:

monitoring access to the first aid kit and ensuring any items used are replaced as

soon as practicable after use

undertaking regular checks of first aid kits to ensure the kit contains a clean and

complete set of the required items

ensuring items are in good working order, have not deteriorated and are within

their “use by” dates

First Aid Room

A First Aid Room shall be provided which shall contain all the necessary First Aid

Facilities. The First Aid Room shall contain the following:

Standard Workplace First Aid Kit including as necessary additional first aid items

or modules;

a sink and wash basin with a hot and cold water supply, soap, nail brush and

disposable paper towels;

a work bench and/or dressing trolley;

a cupboard for storage of dressings, utensils and linen;

a soiled dressings container with disposable lining;

a bowl or bucket (minimum 2 litres capacity);

a container for the safe disposal of sharps;

electric power points;

a chair and a table or desk;

a telephone and/or emergency call system;

an examination lamp; and

official record keeping facilities

147

Annexure XI

FIRE SAFETY AND

PROTECTION MEASURES

FIRE SAFETY & PROTECTION

The fire extinguishers will be located all over the building for immediate use. The type

of hand appliances provided is such that the fire extinguishers can be directly taken and

used for fire fighting purpose at any location inside the building. The ring main hydrant

system consists of the hydrant valves, hose reels, heavy pipe to withstand a developing

pressure of 10 Kg/Sq.cm, branch pipes, M.S. hose box, anti – corrosive treatment,

pumps, priming tank, valves (Sluice valve, non- return valve, air release valve) and

cables.

The fire prevention measures referred to above should minimise the risk of fire.

However the possibility of a fire at any time for whatever reason cannot be totally

eliminated. The greatest danger arises if a fire occurs at night, when people are asleep.

The volumes of smoke produced by even a small fire can fill a room or corridor very

quickly. The presence of a functioning fire alarm system is provided as an early warning

of a fire. A notice of the procedures to be followed by guests in the event of a fire should

be provided in all guest bedrooms, displayed on the back of each bedroom door. This

concentrates on the evacuation of the premises when hearing the fire alarm or other

warning and drawing attention to the means of escape. Instructions are clear and

concise and are multi-lingual to cater for foreign guests. As guests are unlikely to be

familiar with the internal layout of the premises, the instructions include a simple

location map, indicating the escape routes relative to each room.

FIRE-FIGHTING EQUIPMENT

Every storey of the premises is provided with a minimum of one nine litres water type

or one four kilograms general-purpose powder fire extinguisher (or a number and type

of extinguishers with an equivalent rating).

MAINTENANCE OF FIRE PROTECTION EQUIPMENT AND BUILDING SERVICES

Non-fixed equipment would include portable fire extinguishers and fire-blankets. To

ensure safety all electrical installation and the heating and hot water systems are

149

checked periodically. Fire alarm systems are tested regularly and maintained to ensure

correct operation. Mains operated self-contained alarms are tested at least monthly by

the use of the test button provided on the units, to ensure operation of the sounders. All

alarms are tested at least once a year to ensure that they respond to fire.

ESCAPE ROUTES

In the event of a fire, the escape routes from the premises are available for use and are

not obstructed. The following precautions are taken in relation to all escape routes:

All escape routes are clearly indicated, are not obstructed, and are available for use at

all times;

• The exit doors are capable of being readily and easily opened at all times;

• The external areas at or near exits are not obstructed; and

• The security arrangements for the premises do not impede or prevent the use of

escape routes.

• Exit doors from the building should be capable of being opened from the inside

without the use of a key.

PROTECTED ESCAPE STAIRWAYS

A protected escape stairway is constructed. The walls, doors and ceiling forming the

enclosure to a protected escape stairway have a fire resistance of not less than 30

minutes. Every protected escape stairway leads directly to a place of safety outside the

building at the ground floor level. Escape stairways is also provided with openable

windows, and a roof-light at the top, for the purpose of providing smoke ventilation.

EMERGENCY LIGHTING

In the event of a fire, it is possible that the mains lighting system may fail and this would

make evacuation of the premises difficult, if not impossible. To provide for this, it is

normal a system of emergency lighting to illuminate the escape routes on failure of the

mains electrical supply is provided. Emergency lighting fittings are provided in

protected stairways and protected corridors/lobbies to indicate the direction of escape.

150

The emergency lighting system are regularly inspected, tested and maintained, as

recommended.

FIRE SAFETY RECORDS

A fire safety register for the premises is established and maintained. The register

contains a complete record of all fire safety matters on the premises, and kept up to date

and available for inspection if required.

The fire safety register includes the following information:

Details of premises, including the maximum number of guests accommodated

and details of escape routes;

Emergency and evacuation procedures;

A record of evacuation/fire drills carried out;

Details of fire safety training provided;

Details of fire-fighting equipment;

Details of fire alarm system and maintenance records;

A schedule of all fire resisting doors in the premises;

Details of emergency lighting and maintenance records; and

Details and maintenance records of building services.

151

Annexure XII

PERIOD OF COMPLETION BAR CHART

Month

S.No Description 2 4 8 12 16 20 24

1. Foundation Work

2. RCC Structure Work

3. Ceiling Plastering Work

4. Brick Work

5. External Wall Plastering Work

6. Painting Works

7. Plumbing Works

8. Electrical Works

9. Common Area Works

BAR CHART - PROJECT SCHEDULE

153

Annexure XIII

DATED SITE PHOTOGRAPHS

RECENT SITE PHOTOGRAPHS

07/05/2015

07/05/2015

155

07/05/2015

07/05/2015

156

Annexure XIV

ACKNOWLEDGEMENT OF COMMITMENT LETTER FOR

WATER SUPPLY AND SEWAGE DISPOSAL

Annexure XV

DECLARATION BY EXPERTS

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