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AHMEDABAD
S.P
.Rin
g R
oad
Sark
hej-G
andhin
agar
Hw
y
NH-8
A
N
W E
S
Project Site
FFIINNAALL RREEPPOORRTT
GGEEOOTTEECCHHNNIICCAALL//SSUUBB--SSOOIILL IINNVVEESSTTIIGGAATTIIOONN AANNDD
RREECCOOMMMMEENNDDAATTIIOONN WWOORRKK FFOORR PPRROOPPOOSSEEDD
CCOONNSSTTRRUUCCTTIIOONN OOFF RREESSIIDDEENNTTIIAALL BBUUIILLDDIINNGG
((BBAASSEEMMEENNTT ++ GGRROOUUNNDD ++ 2222 SSTTOORRIIEEDD))
&& CCOOMMMMEERRCCIIAALL BBUUIILLDDIINNGG
AATT TTPP SSCCHHEEMMEE NNOO..::-- 5522 ((AAMMBBAALLII)),, FFPP NNOO..::-- 6600//22,,
BBLLOOCCKK NNOO..:: 333300++332288//CC MMOOJJEE AAMMBBAALLII AATT
NNEEAARR BBOOPPAALL JJUUNNCCTTIIOONN,, BBOOPPAALL,,
TTAALL:: && DDIISSTT..:: AAHHMMEEDDAABBAADD,, GGUUJJAARRAATT SSTTAATTEE..
JJOOBB NNOO.. :: MMKK//110077//0099--1166
MMOONNTTHH && YYEEAARR:: SSEEPPTTEEMMBBEERR,, 22001166
FFOORRWWAARRDDEEDD TTOO
SSHHIILLPP CCOONNSSTTRRUUCCTTIIOONN,,
AAHHMMEEDDAABBAADD..
MM.. KK.. SSOOIILL TTEESSTTIINNGG LLAABBOORRAATTOORRYY
BBHHAARRTTII HHOOUUSSEE,,
GGRROOUUNNDD FFLLOOOORR,, OOPPPP.. GGRRAANNDD BBHHAAGGWWAATTII HHOOTTEELL,,
NNRR.. AAVVAALLOONN HHOOTTEELL,, AANNDD JJAAHHNNVVII BBUUNNGGAALLOOWWSS,,
OOFFFF.. SS.. GG.. HHIIGGHHWWAAYY,, BBOODDAAKKDDEEVV,,
AAHHMMEEDDAABBAADD –– 338800 005544,,
PPHHOONNEE NNOO..:: +9911--7799--22668822 00994400,, 99662244009977990033
EEMMAAIILL ::iinnffoo@@mmkkssooiill..ccoomm
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 0 ����
CCOONNTTEENNTTSS
SSRR.. NNOO..
CCHHAAPPTT EERR
PPAAGGEE NNOO..
1. Introduction. 01
2. Field Work. 01
3. Laboratory Work. 03
4. Soi l Strat if icat ions. 03
5. Ground Water Table. 03
6. Typical Calculat ions for Safe Bearing Capacity. 04
7. Summary. 08
8. Conclusion and Recommendation. 09
9. Appendix…
1) Tables…
2) Drawings…
10-11
01-02
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 1 ����
1.0 INTRODUCTION:
Shilp Construction, Ahmedabad proposes Soil investigation work for proposed construction of
Residential Building (Basement + Ground + 22 Storied) & Commercial Building (Ground + 7
Storied) at TP Scheme No.:- 52 (Ambali), FP No.:- 60/2 Block No.: 330+328/C Moje Ambali at
Opp. Iscon Platinum, Near Bopal Junction, Bopal, Tal: & Dist.: Ahmedabad, Gujarat State.
The purpose of the investigations was to determine the sub soil stratification of the soil,
geotechnical information & safe bearing capacity of the soil, so as to provide information that will
assist the structural engineers in the design of the foundations and the relevant works.
The Job was carried out under the guidance and supervision of the soil personnel of M. K. Soil
Testing Laboratory and client’s engineer.
2.0 FIELD WORK:
2.1 Boreholes:
One borehole having 150mm diameter was drilled with rotary drilling method upto 15.0m depth
below existing ground level (EGL).
The location of the borehole was decided with due to consideration of client / consultant of the
project.
The location of the borehole is shown in location plan in drawing part of report.
2.1.1 Disturbed Samples
Disturbed representative samples were collected, logged, labelled and placed in polythene
bags.
2.1.2 Undisturbed Samples
Undisturbed soil samples are collected in 100 mm diameter thin walled samplers (Shelby tube).
The sampler used for the sampling had smooth surface and appropriate area ratio and cutting
edge angle thereby minimizing disturbance during sampling.
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 2 ����
2.1.3 Standard Penetration Test:
The standard penetration tests are conducted in bore as per IS: 2131: 1981 (Reaffirmed 1987).
The split spoon sampler resting on the bottom of bore hole is allowed to sink under its own
weight, then the split spoon sampler is seated 15 cm with the blows of hammer falling
through 750mm. The driving assembly consists of a driving head and a 63.5 kg weight. It is
ensured that the energy of the falling weight is not reduced by friction between the drive weight
and the guides or between ropes.
The rods to which the sampler is attached for driving are straight, tightly coupled and straight
in alignment. Thereafter the split spoon sampler is further driven by 30cm. The number of
blows required to drive each 15cm penetration is recorded. The first 15cm of drive considered
as seating drive. The total blows required for the second and third 15cm penetration
is termed as a penetration resistance - N value. Result of test was given in table no. 3 of
report.
2.1.4 Method of Sampling in soil:
Sampler is coupled together with a sampler head to form a sampling assembly. The sampler
head provide a non-flexible connection between the sampling tube and the drill rods. Vent holes
are provided in the sampler head to allow escape of water from the top of sampler tube during
penetration. The sampling tubes are made free from dust and rust. Coating of oil is applied on
both sides to obtain the undisturbed samples in best possible manner.
The sampler is then lowered inside the bore hole on a string of rods and driven to a pre-
determined level. On completion of driving the sampler is first rotated within the borehole
to shear the soil sample at bottom and then pulled out. Upon removal of the sampling tubes,
the length of sample in the tube is recorded. The disturbed material in the upper end of the tube,
if any, is completely removed before sealing.
The soil at the lower end of the tube is trimmed to a distance of about 10 to 15 mm. After
cleaning and inserting an impervious disc at each end, both ends are sealed. The empty space
in the sampler, if any, is filled with the moist soil, and the ends covered with tight wrapper. The
identification mark is then made on each sample.
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 3 ����
3.0 LABORATORY WORK:
The laboratory tests on soil samples were started immediately after the receipt of the same in
the laboratory. All laboratory tests are carried out as per the respective Indian Standards. The
results of the laboratory tests were performed on various soil samples are presented in the form
of Table No.: 4 and drawing part end of report.
4.0 SOIL STRATIFICATIONS: Field and laboratory test data reveal the borehole vise stratification as under:
Table No.1 Soil Stratification of borehole
Borehole
No
Depth
(m) Stratification
Observed
SPT value
BH-1
0.0-2.50 Blackish to yellowish brown medium stiff silty clay having low
plasticity (CL) 5
2.50-8.50 Yellowish brown dense non plastic silty sand (SM) 32-Refusal
8.50-15.0 Yellowish brown hard silty clay having low plasticity (CL) Refusal
5.0 GROUND WATER TABLE : Ground water table was not encountered in the borehole upto 15.0m termination depth below
EGL at the time of investigation. (July – 2016)
6.0 TYPICAL CALCULATIONS FOR SAFE BEARING CAPACITY:
6.1 Assumption / Data:
i. Type of foundation considered : Square foundation.
ii. Total Permissible settlement : 50mm for footing (Ref.: IS: 1904-1986)
iii. Depth of foundation below EGL : 8.50m
iv. Depth of foundation below Basement : 1.50m
v. Size of foundation : 2.00m X 2.00m
vi. Water Table : Not met with
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 4 ����
6.1.2 Bearing Pressure Based on C & φφφφ Values :- (Shear Criterion)
For computing bearing capacity at 8.50m depth below EGL in absence of undisturbed sample
due to hard clay following shear stenght is considered based on standard refence book. (Ref.
Pile foundation by Tomlindson : appendix)
C = 1.50 Kg/cm2
The ultimate net bearing capacity (Qnd) for foundation on stiff clayey soil is given by equation,
Qnd = C Nc Sc dc ic Where,
Qnd = Net ultimate bearing capacity of foundation.
C = Cohesion = 1.50 Kg/cm2
D = Depth of foundation = 150 cm
B = Width of foundation = 200 cm
Sc, is shape factor,
Sc = 1.30, for square foundation.
dc, is depth factor,
(Assuming that overburden soil is not compacted properly)
dc = 1.0,
ic is inclination factor.
ic = 1.0 (Since load is vertical)
Adopting Nc, as per IS : 6403, For ∅ = 0• Nc = 5.14
Qnd = [1.50 x 5.14 x 1.30 x 1.0 x 1.0]
= 10.02 Kg/cm2
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 5 ����
Where,
Qnd is net ultimate bearing capacity,
Adopting factor of safety as 3.0
Qnd 10.02 qns = -------- = ---------- FS 3.0
= 3.341 Kg/cm2
= 33.41 t/m2 say 33.5 t/m2
6.1.3 Safe Bearing Pressure Based on Settlement Criterion: (Consolidation Settlement) Pressure bulb shall be taken as,
2.0 x B = 2.0 x 2.0 = 4.0m below foundation level,
Assuming pressure distribution as 2(vertical) : 1(Horizontal)
Now,
Considering Clay as Over consolidated (As SPT value in pressure bulb >30)
For Over Consolidated Clays / Hard Clays,
vSc m .H. p= δ∑
Where, H = thickness of soil layer (m)
mv = Coefficient of Volume Change
δp = Increase in pressure at middle cohesive soil layer.
= (2.0 x 2.0)/(4.0 x 4.0) x P =0.25 x P
Coefficient of Volume Change (mv) may be determined by empirical correlations given below:
mv = 1 / (45 x N ) (m2/t).
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 6 ����
(Ref.: Foundation design and Construction by M.J. Tomlinson – 5th Edition Fig. 1.11)
For average N = 50
mv = 0.00044 m2/T
For P = 100 t/m2
Sc = 0.00044 x 4.0 x 0.25 x 100
= 0.044 m
= 4.40 cm
Immediate Settlement,
q x B x (1- µ2) x I Si = ----------------------------- Es Where
µ = 0.4 (For Clay)
I = 0.95 (As per IS: 8009 (Part I)
Es = 500 x Cu = 750 kg/cm2
(Ref.: Foundation analysis and design by Joseph E. Bowles (table: 5.6))
10.0 x 200 x (1- 0.42) x 0.95 Si = ----------------------------------------- = 2.13 cm 750
Total settlement = Sc + Si
= 4.40 + 2.13
= 6.53 cm
For L/B = 1.0 and D/√LB = 0.75, depth factor Df = 0.74
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 7 ����
Appling depth factor
Corrected settlement = 6.53 x 0.74
= 4.83 cm
= 48.30 mm
Hence allowable bearing capacity = 100 t/m2 for permissible settlement of 50mm.
Hence recommended net SBC is 33.5 t/m2
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 8 ����
7.0 SUMMARY:
Table No.:2 Summary of Allowable Bearing Capacity
Type & Size of
Footing
Depth
below
EGL
Depth
below
Basment
level
NET SAFE BEARING CAPACITY
(t/m2)
Recommended
Net Safe Bearing
Capacity (t/m2)
(For 50mm
permissible
settlement)
Shear
Criterion
Settlement Criterion
consolidation results
(for 50mm permissible
settlement )
Square footing 2.00m x 2.00m
8.50
9.00
1.50
2.50
33.5
33.5
100
105
33.5
33.5
Square footing 3.00m x 3.00m
8.50
9.00
1.50
2.50
33.5
33.5
65
67
33.5
33.5
Square footing 4.00m x 4.00m
8.50
9.00
1.50
2.50
33.5
33.5
48
49
33.5
33.5
Rectangular footing 2.0m x 4.00m
8.50
9.00
1.50
2.50
28
28
89
97
28
28
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 9 ����
8.0 CONCLUSIONS & RECOMMENDATIONS: (8.1) The site for proposed construction of Residential Building (Basement + Ground + 22
Storied) & Commercial Building (Ground + 7 Storied) at Moje Ambali is in general
observed to consists of medium stiff silty clay having lwo paslticity underlain by medium
dense to dense silty sand. This layer is followed by hard silty clay havign low to medium
plasticity upto 15.0m termination depth below EGL.
Ground water table was not encountered in the borehole upto 15.0m termination depth
below EGL at the time of investigation. (July - 2016)
(8.2) The net safe bearing capacity of different footing size at 8.50m to 9.0m depths below
EGL (Considering basement height of 7.0m depth) is recommended in para – 7 of
summary considering 50mm maximum permissible settlement in natural condition of soil.
(8.3) The soil is having non to low swelling potential hence it is suitable to use for back/plinth
filling purpose.
(8.4) During deep excavation the side slope shall be protected from caving in by proving
shoring and strutting strong enough to resist the lateral earth pressure due to soil and
surcharge created due to existing foundation of surrounding structure. Alternatively soil
nailing system shall be designed and provided such that it is sufficient to resist lateral
pressure due to earth and surcharge load due to foundation of existing structure.
(8.5) The results of the laboratory tests are incorporated in the form of table at the later part of
the report.
For, M. K. SOIL TESTING LABORATORY
PREPARED BY CHECKED BY AUTHORISED SIGNATORY
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
���� 10 ����
Table No. 3
Observed & Corrected N-Values
Bore Hole No.
Depth (m)
Nos. of blow to drive sampler for penetration of
0–150 150-300 300-450 (mm) (mm) (mm)
N-value for last
300 (mm)
Effective OBP Po
(t/m2)
Correction Factor
CN
Corrected N-value
OBP
BH-1 1.00 2 2 3 5 - - 5
3.00 9 12 20 32 5.10 1.23 39
6.00 11 28 35 63 10.20 1.00 63
7.00 18 33 43 76 11.90 0.94 72
8.00 23 46 50(14cm) Refusal - - Refusal
9.00 28 42 50(12cm) Refusal - - Refusal
10.00 32 47 50(10cm) Refusal - - Refusal
11.00 35 48 50(6cm) Refusal - - Refusal
12.00 38 50(10cm) - Refusal - - Refusal
13.00 42 50(8cm) - Refusal - - Refusal
15.00 44 50(4cm) - Refusal - - Refusal
OBP: Overburden pressure
Correction is not applied to cohesive soil
� 11 �
JOB NO. : MK/107/09-16 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380054
Table No: 4 SOIL CHARACTERISTICS FOR BOREHOLE NO.: – BH – 1
Project : Soil Investigation work for proposed construction of Building (Basement + Ground + 22 Storied) & Commercial Building (Ground + 7 Storied) at TP Scheme No.:- 52 (Ambali), FP No.:- 60/2 Block No.: 330+328/C Moje Ambali at Opp. Iscon Platinum, Near Bopal Junction, Bopal, Tal: & Dist.: Ahmedabad, Gujarat State. W.T. below G.L. (m) : Not met with
Name of Customer: Shilp Construction, Ahmedabad. Termination depth (m) : 15.00
DE
PT
H (
m)
SA
MP
LE
TY
PE
SP
T –
N V
alu
e
SP
EC
IFIC
G
RA
VIT
Y
(IS
: 2720(P
:3-1
/2)
INS
ITU
BU
LK
UN
IT
WT
(g
m/c
m3)
INS
ITU
DR
Y U
NIT
W
EIG
HT
(g
m/c
m3)
(IS
: 2720(P
:29)
INS
ITU
WA
TE
R
CO
NT
EN
T (
%)
(IS
: 2720(P
:2)
SIEVE ANALYSIS 2720(P:4)
ATTERBERGS LIMITS (IS: 2720(P:5)
I.S
.
CL
AS
SIF
ICA
TIO
N
(IS
: 1498)
TY
PE
OF
S
HE
AR
TE
ST
(I
S: 2720(P
/11/1
3)
CO
HE
SIO
N C
, kg
/cm
2
AN
GL
E O
F IN
T.
FR
ICT
ION
, Φ
( º
)
CO
MP
RE
SS
ION
IN
DE
X, C
c
(IS
: 2
72
0(P
:15
)
SH
RIN
KA
GE
L
IMIT
(%)
(IS
: 2
72
0(P
:6)
FR
EE
SW
EL
L (
%)
(IS
: 2
72
0(P
:40
)
SW
EL
LIN
G P
RE
SS
UR
E
(kg
/cm
2)
(I
S:
27
20
(P:4
1)
UN
CO
NF
INE
D
CO
MP
RE
SS
IVE
S
TR
EN
GT
H
(kg
/cm
2)
(IS
: 2
72
0(P
:10
)
GR
AV
EL
(%
) % SAND
SIL
T &
C
LA
Y (
%)
LIQ
UID
LIM
IT
(%
)
PL
AS
TIC
LIM
IT
(%)
PL
AS
TIC
ITY
IN
DE
X, IP
(%
)
CO
AR
SE
ME
D.
FIN
E
0.0 DS - - - - - 0 0 4 32 64 23 13 10 CL - - - - - - - -
1.00 SPT 5 - - - - 0 0 2 30 68 27 14 13 CL - - - - - - - -
2.00 UDS - - 1.68 1.50 11.7 0 0 2 21 77 26 13 13 CL TUU 0.25 14 - - 15 - -
3.00 SPT 32 - - - - 0 0 0 53 47 - - NP SM - - - - - - - -
4.50 UDS - 2.65 1.75 1.64 6.8 0 0 0 54 46 - - NP SM DST 0.00 31 - - - - -
6.00 SPT 63 - - - - - - - - - - - - - - - - - - - - -
7.00 SPT 76 - - - - 0 0 2 60 38 - - NP SM - - - - - - - -
8.00 SPT REF - - - - 0 0 0 59 41 - - NP SM - - - - - - - -
9.00 SPT REF - - - - 5 3 8 26 58 32 15 17 CL - - - - - - - -
10.0 SPT REF - - - - - - - - - - - - - - - - - - - - -
11.0 SPT REF - - - - 2 2 7 24 65 34 18 16 CL - - - - - - - -
12.0 SPT REF - - - - - - - - - - - - - - - - - - - - -
13.0 SPT REF - - - - 0 2 8 22 68 33 16 15 CL - - - - - - - -
15.0 SPT REF - - - - 0 4 8 13 65 39 18 21 CI - - - - - - - -
Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.
ABBREVIATIONS
DS Disturbed Sample
UDS Undisturbed Sample
SPT Standard Penetration Test
NP Non Plastic
DST Direct Shear test
* Remoulded
TUU Triaxial unconsolidated undrain shear test
PI Plasticity Index.
LL Liquid Limit
PL Plastic Limit
FS Filled up soil
SM Silty Sand
SC Clayey Sand
CL Silty Clay having low plasticity
CI Silty Clay having medium plasticity
Ambli
Shivalik Villa
Shivalik Greens
Abhishree Co.Park
PushpakBunglows
Kaanha Residency
PushpakPlatinium
Shivalik Florette
DevKutir
Shri SwaminaryanSukhakar Sco.
SukrutRepose
Satyam
DevKutir
CityGold
Green ParkBunglows
AanganRataurant
R.J. TrivediSuvarna Mandir
SamarpanTwin
Bunglows
IsconPlantinum
Abad NagarSociety
AmranmanjariBunglows
Arohi TwinBunglows
Hari OmBunglows
AkshardhamBunglows
MarutiNandan Villa
RangsagarCo, Op Housing
Society
InductothermFactory
MeghnaSociety
ShivalayBunglows
SharnamCounty
BhavyaPark
KalindiSociety
SamarpanBunglows
Paramdham
ParasBunglows
SarthiBunglowsBinori
Residency
S.P
.Rin
g R
oad
Ambli Road
Project Site
N
W E
S
A
S.P
. RIN
G R
OA
D
C
B
20
TH
FLO
OR
BA
LC
ON
Y
20
TH
FLO
OR
BA
LC
ON
Y
20
TH
FLO
OR
BA
LC
ON
Y2
0T
H FL
OO
R B
ALC
ON
Y
20
TH
FLO
OR
BA
LC
ON
Y
20
TH
FLO
OR
BA
LC
ON
Y
20
TH
FLO
OR
BA
LC
ON
Y
20
TH
FLO
OR
BA
LC
ON
Y
20
TH
FLO
OR
BA
LC
ON
Y
20
TH
FLO
OR
BA
LC
ON
Y
20
TH
FLO
OR
BA
LC
ON
Y
20
TH
FLO
OR
BA
LC
ON
Y
20' WIDE RAMP
C.P
.1
C.P
.2
SW
IMM
ING
PO
OL
4TH
FLO
OR
SLA
B
D
3
List Information
Survey number, F.P. No, TPS No Block Number: 330+328/C,
F.P. Number.60/2, D.T.P.S : 52,
Land area ( m )2 9000 sq.mt.
Permissible FSI( m )2 36,000 sq.mt.
Proposed FSI ( m )2 35,987.31 sq.mt.
Total Built up area ( m )2 58,252.59
Number of floor Commerical G+7 Floor, Residential HP+22 FL
Total number of units 252 Flat and 12 Shops & 50 Offices
Area break up (land), m
2516.9 sq.mt.Ground coverage
1245 sq.mt.
Parking arrangement with its breakup
750 sq.mt.
Ambli, Ahmedabad
Maximum height of building, (m) 70m
ENGINEER
STR. ENGINEEROWNER
C.O.W.
SCHEDULE FOR OPENING STAIR DETAILSR.S. = D = FPD1 =
W = 4.00 X 2.45
COLOUR NOTE
PLOT BOUND.
PERCO. WELL
ROAD
D2 =
WIDTHTREAD
RISER
0.30 MTR.
0.15 MTR.
2.00 MTR.
AUTHORITY
4.00 X 2.451.05 X 2.100.91 X 2.100.76 X 2.10
(FULLY GLASS WITHSAFETY GRILL )
DEVLOPER
COMM. PLOT
2
Green area
Surface parking area
Hollow Plinth parking 1757.67 sq.mt.
Shilp Construction
Block A B C D Total
1st Basement 7746
2nd Basement 3032.77
Ground Floor 577.35 709.82 577.35 652.38 2516.9
1st Floor 577.35 709.82 577.35 652.38 2516.9
2nd Floor 577.35 709.82 577.35 634.16 2498.68
3rd Floor 577.35 709.82 577.35 465.32 2329.84
4th Floor 577.35 709.82 577.35 483.56 2348.08
5th Floor 577.35 709.82 577.35 483.56 2348.08
6th Floor 577.35 709.82 577.35 483.56 2348.08
7th Floor 577.35 709.82 577.35 483.56 2348.08
8th Floor 577.35 709.82 577.35 0 1864.52
9th Floor 577.35 709.82 577.35 0 1864.52
10th Floor 577.35 709.82 577.35 0 1864.52
11th Floor 577.35 709.82 577.35 0 1864.52
12th Floor 577.35 709.82 577.35 0 1864.52
13th Floor 577.35 709.82 577.35 0 1864.52
14th Floor 577.35 709.82 577.35 0 1864.52
15th Floor 577.35 709.82 577.35 0 1864.52
16th Floor 577.35 709.82 577.35 0 1864.52
17th Floor 577.35 709.82 577.35 0 1864.52
18th Floor 577.35 709.82 577.35 0 1864.52
19th Floor 577.35 709.82 577.35 0 1864.52
20th Floor 606.59 740.3 606.59 0 1953.48
21st Floor 600.45 735.04 600.45 0 1935.94
22nd Floor 416.09 466.36 416.09 0 1298.54
Others 170.74 115.5 170.74 200 656.98
Total 13340.87 16253.6 13340.87 4538.48 58252.59
Built Up area in Sq Meter
Block A B C D Total
Ground Floor 34.35 38.15 34.35 571.62 678.47
1st Floor 446.84 588.55 446.84 563.46 2045.69
2nd Floor 446.84 588.55 446.84 563.46 2045.69
3rd Floor 446.84 588.55 446.84 397.82 1880.05
4th Floor 446.84 588.55 446.84 416.07 1898.3
5th Floor 446.84 588.55 446.84 416.07 1898.3
6th Floor 446.84 588.55 446.84 416.07 1898.3
7th Floor 446.84 588.55 446.84 416.07 1898.3
8th Floor 446.84 588.55 446.84 0 1482.23
9th Floor 446.84 588.55 446.84 0 1482.23
10th Floor 446.84 588.55 446.84 0 1482.23
11th Floor 446.84 588.55 446.84 0 1482.23
12th Floor 446.84 588.55 446.84 0 1482.23
13th Floor 446.84 588.55 446.84 0 1482.23
14th Floor 446.84 588.55 446.84 0 1482.23
15th Floor 446.84 588.55 446.84 0 1482.23
16th Floor 446.84 588.55 446.84 0 1482.23
17th Floor 446.84 588.55 446.84 0 1482.23
18th Floor 446.84 588.55 446.84 0 1482.23
19th Floor 446.84 588.55 446.84 0 1482.23
20th Floor 476.08 619.03 476.08 0 1571.19
21st Floor 469.95 613.77 469.95 0 1553.67
22nd Floor 252.87 326.85 252.87 0 832.59
Total 9723.21 12780.25 9723.21 3760.64 35987.31
FSI area in Sq Meter
HORIZONTAL : - 1.00 CM. = 4.00 MT.VERTICAL : - 1.00 CM. = 1.00 MT.
DRAINAGE SECTION
29.2
5
SCALE
INVERT LVL.
GROUND LVL.
DIST. IN MT.
30.0
00
.00
CUTTING 0.7
5
I.C. 0
.75 X
0.75
WIT
H 0.7
0 Ø V
.P.
LEVELM.H
.1 0
.75
X 0.75
GROUND M.H
.2 0
.75
X 0.75
M.H
.3 0
.75
X 0.75
M.H
. 0.7
5 X 0.7
5
29.2
53
0.0
02
1.4
91
.03
29.2
53
0.0
04
4.8
21
.34
29.2
53
0.0
07
5.5
61
.75
29.2
53
0.0
09
1.7
31
.97
STEEL // TO B
GR. LVL.
COL. STIRRUPS
COL. SIZE
VERTICAL STEEL
STEEL // TO L
P.C.C. 1:4::8
TYP. COLUMN FOOTING SECTION
PEDESTAL
PBPB
GR. LVL.
AS
PER
STR
U.
DETA
ILS
STRUCT URE D ES IG N A S P ER STRUCTURAL ENGINEER
TO 40 00 .00S Q.MTS.A ND PART THERE OF IT.
FOR BUILD ING U NIT 1 50 0.00 SQ.MTS. OR MORE AND UP
Typical design for percolation well
NOTE:-
( THIS IS ONLY SKETCH PLAN)
10
.00
M
75mmØ gravel packing
stra iner
150mmØ stra iner pipe300mmØ bore
300mm0 p.v.c. pipe
G.L.
air v ent
G.L.Perforated r.c.c. slab
course sand 300mm.pea gravel 300mm.gravel 300mm
c.c. channel with c.i. ja li on top ofchannel.
filterationmediasize:-2.00x2.50x2.50m.
Catch pit with
D=
UP
TO
UN
DE
R G
RO
UN
D I
Ind
(SE
CON
D) R
IVER
(AQ
UIF
ER)
PERCOLATING WELL
(NOT TO SCALE)
Annexure 5: Water balance Construction phase:
S. No. Purpose
Water Requirement Wastewater Generation
Quantity (kld) Remarks Quantity
(kld) Remarks
1. Domestic water for labour
6.75
45 lpcd for 150 workers
Arrangement for domestic water requirement will
be met by contractor
5.73 Wastewater will be disposed into septic tank
2. Dust suppression 5 - - Losses
3. Use in
construction, curing etc
10 - - Losses
Total 21.75 5.73 Operation phase: S. No. Domestic
Purpose Water Requirement (kld)
Fresh water requirement (kld)
Wastewater Generation (kld)
Treated wastewater used (kld)
1. Residential (150 LPCD for 1134 Occupants)
170.10 119.07 136.08 51.03
2. Commercial (45 LPCD for 375 Occupants)
16.87 5.62 13.5 11.25
3. Visitors ( 15 LPCD for 300 Visitors )
4.5 1.5 3.6 3.0
4.
Horticulture development (4.5 Lit/m2 (1245 m2 Land area)
5.60 0 0 5.60
Total 197.07 126.19 153.18 70.88
Wastewater will be treated into 175 KLD capacity of STP. Treated wastewater will be reused into flushing and gardening purpose. Balance treated wastewater will be disposed into AMC municipal sewer line.
Annexure 6: Storm Water Management Storm Water Drainage System The rainwater will be collected through piped drains and conveyed into rainwater harvesting system. All storm water drains have been designed for adequate size and slope such that there shall not be any flooding in the site. It shall be ensured that no wastewater shall enter into storm water drainage system. Rainwater Harvesting Plan Adequate rainwater harvesting pits will be provided in the project premises. The rainwater collected from the project area will be conveyed into the rainwater harvesting system consisting of Desilting-cum-Filter Chamber, Oil & Grease Separators and finally shall be conveyed into percolation wells. Details of maximum storm water generated
Description Area in sq m Maximum rainfall intensity In m/h
Runoff coefficient
Total storm water In cum/h
Roof area 2516.9 0.045 0.8 90.60 Paved area 5238.1 0.045 0.5 117.85 Green area 1245 0.045 0.2 11.20 Total 9000
3 number of percolation wells will be developed. Annual recharge of ground water
Description Area in sq m Maximum rainfall intensity In m/Annual
Runoff coefficient
Total storm water In cum/annual
Roof area 2516.9 0.762 0.8 1534.30 Paved area 5238.1 0.762 0.5 1995.33 Green area 1245 0.762 0.2 189.73
Total 9000 3719.36
Annual recharge of ground water ~3500 m3
Rain water harvesting scheme
Annexure 7: Fire and Safety Adequate fire protection facilities will be installed as per the National Building Code given in 2005, Residential Buildings are classified as Group A, Sub Group A-4 (Part 4, NBC 2005) and Commercial Area classified as Group E & F
Following component/item will be provided: Under the clauses (4.18.2, 6.1.2, 6.2.3, 6.3.2, 6.4.3, 6.5.2, 6.5.2.1, 6.5.2.2, 6.5.2.3, 6.5.2.4, 6.5.2.5, 6.6.2, 6.7.2, 6.8.2 and 6.9.2) following are minimum requirements for fire fighting installations.
Fire Extinguishers Hose Reel Wet Risers Automatic sprinkler system Manually Operated Electric Fire Alarm System Underground Static water Storage Tank-3,00,000 lit. (3 x 1,00,000 lit) Terrace Tank -10,000 lit (Each block) Pump Near Underground Static Water Storage Tank (Fire Pump) with minimum Pressure
of 3.5 kg/cm2 at Terrace Level –One Electric and one diesel pump of capacity 2 280 lit/min and one electric pump of capacity 180 lit/min.
Based upon the Occupancy (Clause 4.3 Table 20 , 21 & 22 , NBC):
Unit Value
Residential Commercial Occupant load m2/person 12.5 6
Occupants per unit exit width Number of occupants
Stairways-25 Ramps-50 Doors -75
Stairways-50 Ramps-60 Doors -75
Travel distance form occupancy m 30 30
Annexure 8: Environmental Management Plan 1.0 Structure of EMP
Environmental Management Plan (EMP) is the key to ensure a safe and clean environment. The desired results from the environmental mitigation measures proposed in the project may not be obtained without a management plan to assure its proper implementation & function. The EMP envisages the plans for the proper implementation of mitigation measures to reduce the adverse impacts arising out of the project activities. EMP has been prepared addressing the issues like:
• Pollution control/mitigation measures for abatement of the undesirable impacts caused during the
construction and operation stage • Details of management plans (Landscape plan, Solid waste management plan etc.) • Institutional set up identified/recommended for implementation of the EMP • Post project environmental monitoring programme to be undertaken • Expenditures for environmental protection measures and budget for EMP
2.0 Proposed Environmental Mitigation Measures
The major impacts due to different project activities were identified during the EIA study. The mitigation measures proposed for the impacts constitute the part of Environmental Management Plan (EMP). The environmental mitigation measures for construction and operation phases have been given in Table1.
Table 1. Proposed Environmental Mitigation Measures
Area Mitigation Measures Construction Stage: Water quality • Toilet and drinking water facilities for construction workers are provided by the
contractor at the construction site to avoid unhygienic condition at site. Air quality • Dust suppression measures are undertaken such as regular sprinkling of water
around vulnerable areas of the construction site by suitable methods to control fugitive dust during earthwork and construction material handling/ over hauling.
• Properly tuned construction machinery & vehicles in good working condition with low noise & emission are used and engines are turned off when not in use.
Noise level • Protective gears such as ear mufflers etc. are provided to construction personnel exposed to high noise levels.
Solid wastes • Waste construction materials are recycled and excess construction debris are disposed at designated places in tune with the local norms.
Landscape • Appropriate landscape including plantation of evergreen and ornamental flowering trees, palms, shrubs and ground covers at open spaces within the complex will be done, which would serve the dual purpose of controlling fugitive dust and improving the aesthetics of the area.
Safety • Adequate safety measures complying to the occupational safety manuals are adopted to prevent accidents/hazards to the construction workers.
Operation Stage: Water quality • Wastewater will be collected and treated into STP, Treated wastewater will be
reused for flushing and gardening purpose. Balance treated wastewater will be disposed into municipal line.
Three number of rainwater harvesting recharge wells will be developed Air quality • Trained staff will be handle traffic movement
• Regular monitoring of ambient air quality will be carried out as per norms. Solid wastes • Solid wastes will be segregated into organic and inorganic components.
• The recyclable inorganic wastes will be sold to prospective buyers. • The bio-degradable wastes will be disposed near by municipal bins.
Rainwater harvesting
• Adequate rainwater harvesting will be provided
Fire protection • Adequate fire protection facilities will be installed including fire detectors, fire alarm and fire fighting system as per National Building Code of India.
Landscape • Proper maintenance of landscape round the year including replacement of the decayed plants.
Safety • Adequate safety measures complying to the occupational safety manuals to prevent accidents/hazards to the maintenance workers.
Others • The building will be provided with disabled-friendly design, timber-free construction, energy efficient lighting & ventilation, and control of indoor environment.
3.0 Environmental Monitoring Plan
It is imperative that the Project Authority set up regular monitoring stations to assess the quality of the surrounding environment after the commissioning of the project. An environmental monitoring programme is important as it provides useful information and helps to: • Verify the predictions on environmental impacts presented in this study, • Assist in detecting the development of any unwanted environmental situation, and thus, provides
opportunities for adopting appropriate control measures, and • Evaluate the performance and effectiveness of mitigation measures proposed in the EMP and
suggest improvements in management plan, if required, • Satisfy the legal and statutory obligations. The post project monitoring plan including areas, number and location of monitoring stations, frequency of sampling and parameters to be covered is summarized in Table 2. The monitoring will be the responsibility of EMC.
Table 2: Environmental Monitoring Plan Source Monitoring Location Parameters to be
Monitored Frequency
Ambient Air Quality At 3 locations (1 inside the complex and 2 outside in surrounding 1 km zone along predominant wind directions)
PM10, PM2.5, SO2, NOxOnce in a season and as per requirement of SPCB
Ambient Noise At 3 locations (1 inside the complex and 2 outside in surrounding 100 m zone)
Day and night equivalent noise level
Once in a season and as per requirement of SPCB
Stack Stack PM, SO2, NOx, CO Once in a season and as per requirement of SPCB
The post operational monitoring schedule will be under the supervision of the Site Engineer at the project site. Monitoring will be carried out by recognized laboratories.
4.0 Environment Management Cell An Environment Management Cell (EMC) will be responsible for implementation of the post project-monitoring plan for this project. The composition of the Environment Management Cell and responsibilities of its various members are given in Table 3.
Table 3. Environment Management Cell
S. No. Designation Proposed responsibility
1. Chairman of Society Overall responsibility for environment management and decision making for all environmental issues
2. Secretary Hires a Consultant and fulfills all legal Requirements as per MOEF/GPCB/CPCB
3. Supervisor Ensure environmental monitoring as per appropriate procedures
5.0 Environmental Budget
A capital cost provision of about Rs. 42.5 lakh has been kept in the project cost towards the environmental protection, control & mitigation measures and implementation of the EMP. The budgetary cost estimate for the EMP is given in Table 4.
Table 4 Environmental Budget
S.
No. Head Approximate
recurring cost per annum (Rs.
in lacs)
Approximate Capital cost (Rs. In lacs)
Basis for cost estimates
1. Air 1.0 2.5 Stack and DG room
2. Water 3.0 25.0 Cost of STP
3. Solid and hazardous
waste management
2.0 3.0 Provide bins door to door and transportation cost
4. Environment monitoring
3.5 0 The recurring cost would be incurred on hiring of consult-ants and payment of various statutory fees to regulatory
agencies. 5. Rain water 2.0 9 Collection system, treatment
and recharge well 6. Green belt 2.0 3.0 -
Total 13.5 42.5
6.0 General Principles in Greenbelt Design Plants grown in such a way so as to function as pollutant sinks are collectively referred as greenbelt. These plants should also provide an aesthetic backdrop for persons using the site and for the surrounding community. General principles in greenbelt design considered for this study are:
Type of pollution (air, noise, water and land pollution) likely from the activities at the site
Semi arid zone and sub-zone where the greenbelt is located (and hence the plant species which can be planted in the area).
Water quantity and quality available in the area
Soil quality in the area
Greenbelt is designed to minimize the predicted levels of the possible air and noise pollutants. While designing the scheme the following facilities are considered:
Site perimeter and approach road
Along the internal roads
In and around the building area
To ensure a permanent green shield around the periphery planting is recommended in two phases.
In the first phase one row of evergreen and fast growing trees (which grows up to 10-15m) with maturity period of around three years shall be planted at 3.0 meter interval along with fast growing ground covers to enhance the water holding capacity, improve the organic content and check the soil erosion.
In the second phase after eighteen months, second row of trees with large leaf surface area with large ever green canopy and longer life span shall be planted at 6.0 meters intervals.
6.1 Greenbelt Design for Site The selection of the trees is based on their phenology (thus road side trees will not have leaf fall during summer and rainy seasons when shade is most needed). Trees with more litter fall have been avoided.
The selection criteria of the species are based on pollution mitigation capacity (including particulate matter), large leaf surface area to deep root system and less litter fall. Faster growing trees with lighter canopy will be planted alternatively with relatively slow growing trees with wider canopy. Trees of about 6.0 m heights will be planted at 4.5 m intervals, 2.5 m away from the road curbing as per CPCB guidelines. Trees will be planted along the outer periphery at centerline of road between the set back line and the boundary of the plots. Palms and shrubs will be planted along the roads and around recreational lawns.
6.2 Greenbelt Management It is presumed that the selected plants will be grown as per normal horticultural practice and the authorities responsible for the plantation will make adequate provisions for water and protection of the saplings. A budgetary cost estimate is also prepared for greenbelt development.
Water source Water tankers may also be used at the initial stages of development of the plant.
Irrigation method Water hydrants may be installed at 50 m intervals to irrigate area under shrubs and ground covers.
6.3 Improving Indoor Air Quality The indoor air quality can be improved by any of the following:
Ventilation
Include the use of natural, dilution, local exhaust, or increased ventilation efficiency. The most effective engineering control for prevention of indoor air quality problems is assuring an adequate supply of fresh outdoor air through natural or mechanical ventilation.
When possible, use local exhaust ventilation and enclosure to capture and remove contaminants generated by specific processes. Room air in which contaminants are generated should be discharged directly outdoors rather than recirculated.
Outside air intakes should not be located in close proximity to potential sources of contamination (automobile garages, building exhausts, and roadways).
Work Place Recommendations
Eliminate or control all known and potential sources of microbial contaminants by prompt cleanup and repair of all areas where water collection and leakage has occurred including floors, roofs, drain pans, humidifiers containing reservoirs of stagnant water, air washers etc.
Remove and discard porous organic materials that are contaminated (e.g., damp insulation in ventilation system, ceiling tiles, and carpets).
Clean and disinfect non-porous surfaces where microbial growth has occurred
Maintain indoor air relative humidity below 60%
Adjust intake of outdoor air to avoid contamination from nearby soil, vegetable debris unless air is adequately conditioned.
Isolate, if feasible, areas of renovation, painting, carpet laying, pesticide application, etc., from occupied areas that are not under construction.
Supply adequate ventilation during and after completion of work to assist in diluting the contaminant levels.
Eliminate or reduce contamination of the air supply with cigarette smoke by banning smoking or restricting smoking to designated areas which have their air discharged directly to the outdoor rather than recirculated.
6.4 Safety Aspects of the Project The following needs to be implemented:
Fall Protection
The Contractor is required to provide fall protection to employees who are working at heights equal to or greater than 1.8 m. fall protection can be in the form of perimeter protection such as guardrails and toe rails, personal protective equipment (PPE), a safety monitoring system, or a fall protection plan. Activities that require personal fall protection systems include steel erection bolting, riveting, fitting-up and plumbing-up, work over water and some deep excavation work.
On buildings or structures not adaptable to temporary floors, and where scaffolds are not used, safety nets will be installed and maintained whenever the potential fall distance exceeds two storey.
The PPE standard should cover occupational foot, head, hearing, and eye protection.
Foot Protection: If machines or operations present the potential for foot injury, the Contractor must provide foot protection, which is of safe design and construction for the work to be performed. Workers and visitors should not be allowed on a construction site without safety boots.
Head Protection: If head hazards remain after all steps have been taken to control them (safety nets for work at heights, proper housekeeping), the Contractor must provide employees with appropriate head protection.
Noise Protection: Workers should be wearing hearing protection devices (ear plugs, ear muffs, canal caps) that are in good condition whenever they are involved in noisy activities.
Eye Protection: When machines or operations present potential eye injury from physical or chemical elements, the Contractor must select, provide, maintain and required affected employees to use appropriate eye protection. Eye protection (safety glasses and goggles, face shields and welding helmets) must be adequate and reasonably comfortable.
To the greatest extent possible, working surfaces must be kept dry to prevent slips and falls and to reduce the chance of nuisance odors from pooled water.
All equipment and materials should be stored in designated storage areas that are labeled as such.
Ladders and Stairs
The Contractor is required to inspect and maintain all ladders and temporary/portable steps to ensure that they are in good working condition.
Portable ladders used for access to an upper landing surface must extend a minimum of 1.8 m above the landing surface, or where not practical, be provided with grab rails and be secured against movement while in use.
All ladders must be used only on stable and level surfaces unless secured to prevent accidental movement. Ladders must not be used on slippery surfaces unless secured or provided with slip-resistant feet to prevent accidental movement.
The Contractor should provide a ladder (or stairway) at all work points of access where there is a break in elevation of 0.5 m or more.
When there is only one point of access between levels, it must be kept clear to permit free passage by workers. If free passage becomes restricted, a second point of access must be provided and used. At all times, at least one point of access must be kept clear.
All required stairway and ladder fall protection systems must be provided and installed before employees begin work that requires them to use stairways or ladders.
Scaffolds
Access to Scaffolds - access to and between scaffold platforms more than 0.6 m above or below the point of access will be made by portable/attachable ladders or ramps.
Employees must never use makeshift devices, such as boxes and barrels, to increase the scaffold platform working level height.
Trenching and Excavation
The area around the trench/excavation would be kept clear of surface encumbrances.
Water should not be allowed to accumulate in the excavation.
Adjacent structures would be shored in accordance with the design documents to prevent collapse.
Guardrails or some other means of protecting people from falling into the trench/excavation would be present.
The trench or excavation would be shored or sloped to prevent cave-ins.
Electrical Safety
If work has to be done near an overhead power line, the line must be de-energized and grounded before work is started.
A licensed electrician would have completed all temporary wiring and electrical installations required for construction activities.
Fuses and circuit breakers would be used to protect motherboards, conductors and equipment.
Extension cords for equipment or as part of a temporary wiring system will not be damaged or compromised in any way and insulation must be of the highest grade.
Anytime electrical equipment is deactivated for repair, or circuits are shut off, the equipment will be locked out and tagged at the point where it can be energized.
Temporary lights may not be suspended by their cords.
The Contractor would provide the necessary safety equipment, supplies and monitoring equipment to their personnel.
Cranes A competent person has been designated to supervise activities that require the use of cranes. Cranes would not be operated near any power lines. All picks would be carefully planned to ensure that the crane adequately hoist the load. The hoisting signals would be posted on the exterior of the crane.
Occupational Noise Exposure
The Contractor should implement engineering controls to reduce noise levels.
The Contractor should provide hearing protection to employees that are exposed to noise levels above the permissible limit.
Welding and Cutting
The Contractor's employees would be trained in hot work procedures.
There should be adequate ventilation to reduce the build up of metal fume.
The hot work operators would use proper personal protective equipment (i.e., welding helmet, burning goggles, face shield, welding gloves, and apron).
There would be a fire extinguisher present at all welding and burning activities.
Extinguishers would also be placed at locations where slag and sparks may fall.
Oxygen and flammable gas bottles are separated by at least 7 m when not in use.
The Contractor would control the release of gases, vapors, fumes, dusts, and mists with engineering controls (e.g., adequate ventilation).
General Guidelines
Signs and symbols would be visible during any construction activity that presents a hazard. Upon completion of such activity, the postings must be removed immediately.
The Contractor would post specific DANGER signs when an immediate hazard exists and specific CAUTION signs when the potential for a hazard exists. EXIT, NOTICE and specific safety signs may also be posted in the work area.
Signage for traffic control, including directional signs, is applicable when the Contractor is disrupting traffic along a public way.
Danger signs are posted at all immediate hazards (i.e. Danger: Open Hole).
Caution signs are posted at all potential hazards (i.e. Caution: Construction Area, Caution: Buried Cable).
The floor that is being used as the erection floor must be solidly planked or decked over its entire surface except for access openings.
Every floor, working place and passageway would be kept free from protruding nails, splinters, holes or loose boards.
Combustible scrap and debris (wood, clearing/grubbing material) would be removed from the site daily or should be securely stored in covered containers.
The Contractor would have a spill prevention control and countermeasure plan that limits the risk of releases of oil or hazardous materials to the environment.