Blank Form 1 and 1A - environmentclearance.nic.inenvironmentclearance.nic.in/writereaddata/FormB/EC/Additional... · The exploration of the site for an important structure requires

MR. DHARMENDRA M. SOLANKI PROPOSED COMMERCIAL PROJECT AT

TAVRA, BHARUCH, GUJARAT ANNEXURE

26

ANNEXURE



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Annexure 2: Soil Testing Report

BRC/REP/170506/2017 17/05/2017

To,

Dharmendrasinh. M. Solanki.

Survey No: 51/A,

Village: Tavra,

Ta: & Dist: Bharuch.

SUBJECT : SUB- SOIL INVESTIGATION REPORT REFERENCE : PROPOSED SITE FOR COMMERCIAL BUILDING AT

SURVEY NO: 51/A, VILLAGE: TAVRA, TA: & DIST: BHARUCH.

Dear Sirs,

With reference to the above referred site investigation, herewith, we are submitting detailed Sub

Soil Investigation Report based on Sub soil exploration, physical and engineering testing of soil

characteristics.

This report is based on five boreholes data up to 9.45m depth from ground level. Borehole

locations were selected with engineer in-charge. If any change in strata other than the location

of the borehole mentioned in this report is observed at the time of excavation, it is advisable to

contact us immediately for further investigation.

Thanking you.

Sincerely Yours,

For Bhumi Research Center

Authorised Signatory

REPORT

ON

SUB-SOIL

INVESTIGATION

Name of Work : Proposed site for Commercial Building at Survey No: 51/A, Village: Tavra, Ta: & Dist: Bharuch.

Name of Client : Dharmendrasinh. M. Solanki. Project No. : 170506 Month : May’ 2017

Prepared By

Bhumi Research Center (Government Approved Laboratory)

2/1362, “Bhumi House”, Sagrampura, Opp: Sub Jail, Ring Road, Surat-395002 Phone: 2363600, 2363700.

CONTENTS

SR. NO. TITLE SHEET NO.

01 INTRODUCTION 01

02 SITE INFORMATION 02

03 FIELD WORK 02

04 SUB SOIL STRATIFICATION 04

05 ANALYSIS OF DATA 05

06 BEARING CAPACITY OF SOIL 07

07 SUMMARY 08

08 CONCLUSION AND RECOMMENDATIONS 09

09 TABLES

9.1) FIELD PROGRAM SUMMARY 11

9.2) SUMMARY OF GRAIN SIZE ANALYSIS 16

10 FIGURES

10.1) LOCATION MAP 21

10.2) LOG OF SPT ‘N’ & ATTERBERG LIMITS 22

10.3) PARTICLE SIZE DISTRIBUTION CURVES 27

10.4) CONSOLIDATION CURVE 32

11 BORE LOG OF EXPLORATION 33

12 IS CLASSIFICATION OF SOIL 38

13 REFERENCES/BIBLIOGRAPHY 39

Project No. Sheet No.

170506 01

REPORT ON SUB SOIL EXPLORATION

1.0 INTRODUCTION:

The investigation of the site is an essential prerequisite to the construction of all civil engineering

works with a view to assess the general suitability of the site for the proposed new works and to

enable in preparing an adequate and economic design.

In particular, it is necessary to assess the changes that may occur during or after the construction of

structure due to the choice of materials or methods of construction, which may adversely affect

safety of structure or after its performance or utility.

It is usually judicious to collect information relating to the site prior to commencing its exploration.

The exploration of the site for an important structure requires the exploration and sampling of all

strata likely to be significantly affected by the structural load. The extent of this exploration will

depend on the site and structure.

All structures rest on the foundation soil and their performance depends on soil behavior. Soil forms

the most widely used material of construction of earth dams, roads and canals. To study the behavior

of soil in foundation or earthwork engineering, properties of soil under the actual field conditions

have to be obtained.

Soil mechanics is the application of the laws of mechanics and hydraulics to engineering problems

dealing with sediments and other unconsolidated accumulation of solid particles produced by the

mechanical and chemical disintegration of rocks, regardless of whether or not they contain an

admixture of organic constituent.

Soil mechanics provides guidance in design of foundations, rigid & flexible pavements, underground

and earth retaining structures, embankments and excavations and earth dams. Soil engineering

embodies the use of best practices in exploration, testing, design & construction controls.

Soil exploration provides the detailed sub soil conditions such as Stratification, Hardness &

Denseness of the strata, Water table level, Compressibility, Soil stability, Stress analysis, Shearing

resistance & Failure analysis.


170506 02

This complete report is very much useful for …

� Calculation of Safe Bearing Capacity (SBC) of the soil,

� The Estimation & provision of the ground water table level in design of foundation and if

needed to decide upon the method to solve the ground water problem,

� To select an Economical yet safe Design of foundation,

� The Economical optimization of foundation design,

� The Foundation settlement analysis & to provide provision for the same in design,

� To check the probability of Liquefaction of the soil,

� To forecast the difficulties which are likely to be encountered due to the nature of subsoil

during construction and to take advance action in that regard

A detailed foundation investigation work for the above-subjected work was entrusted to Bhumi

Research Center, Surat by client. As per discussion with client / consultant, it was decided to drill 05

No boreholes data up to 9.45m depth from GL by hand auguring at various locations. Location of

boreholes was decided with client.

2.0 SITE INFORMATION:

The data supplied by the owner are as under:

1) Site : Proposed site for Commercial Building at Survey No: 51/A, Village: Tavra,

Ta: & Dist: Bharuch.

3.0 FIELD INVESTIGATION:

Five boreholes of 150 mm dia. were drilled up to investigation depth of 9.45m depth from GL by

Shell & Auger Casing started on 02/05/2017. Summary of Field Work is given under Table 9.1.

The disturbed soil samples have been collected by Split Spoon Sampler at every meter or as per

strata change and recording of the soil strata change.

The Undisturbed samples have been collected in 70 mm ϕ x 600 mm long thin walled sampler as

per IS 2132:1981 at every 2 m depth interval or as per requirement of foundation depth

investigation or change in strata whichever met earlier. The sampler has smooth surface and

appropriate area ratio and cutting edge angle as required by IS 1892:1972 to ensure minimum

disturbance of soil during sampling.

The Standard Penetration Test (SPT) has been conducted as per IS 2131:1981 at every 2.0 m

depth interval or as per requirement of foundation depth investigation or change in strata

whichever met earlier, using Split Spoon Sampler confirming IS 9640:1980. The SPT Spoon


170506 03

having 50.2mm O.D.*35.0mm I.D. was lowered inside the borehole on a string of drill rods and

number of blows for 300 mm penetration of SPT spoon after 150mm as testing drive were

recorded under the free fall of 63.5 kg hammer from 750mm height. A true vertical free fall of

hammer was observed. SPT ‘N’ values are given under Table 9.1, and are also shown graphically

in Fig. 10.2.

3.3 Ground Water Table:

The ground water table was not observed up to investigation depth from G.L in all five boreholes

during sub soil exploration carried out in May ‘2017.

3.4 Laboratory works:

Following laboratory tests were carried out to determine the physical and engineering properties

of disturbed and undisturbed soil samples. All samples were tested for classification and specific

gravity. The test results are incorporated along with bore log exploration datasheet.

The tests were conducted as per relevant Indian Standards as mentioned below.

Name of Test Confirming to IS No.

1) Sieve Analysis IS 2720 Part-4-1985

(Reaffirmed 2015)

2) Atterberg Limit IS 2720 Part 5-1985 (Reaffirmed 2015)

3) FDD – FMC IS 2720 Part 9

4) Specific Gravity IS 2720 (Part-3/Sec-I)-1980 (Reaffirmed 2011)

5) Direct Shear Parameters IS 2720 Part 13-1986 (Reaffirmed 2015)

6) Triaxial Shear Parameters IS 2720 Part-11-1993 (Reaffirmed 2011)

7) Consolidation IS 2720 Part 15- 1965 (Reaffirmed 2011)

8) Swell Pressure IS 2720 Part 41-1977

(Reaffirmed 2011)

9) Swelling Index IS 2720 Part 40-1977 (Reaffirmed 2011)

10) Shrinkage Limit IS 2720 Part 6-1972 (Reaffirmed 2015)

The tests were conducted as per relevant Indian Standards as mentioned above.


170506 04

4.0 SUB SOIL STRATIFICATION:

4.1 Analysis of data:

The field data and laboratory classification reveal stratification in general as given under.

Borehole –01

Sub soil consists of blackish high plastic silty clay up to 1.40m depth followed by yellowish

plastic silty clay with sand & gravels up to 2.50m depth followed by yellowish non plastic

clayey silt up to 3.50m depth followed by yellowish high to medium to low plastic silty clay

with sand up to 6.00m depth followed by yellowish non plastic clayey silt with sand up to

investigation depth of 9.45m.

Borehole –02

Sub soil consists of brownish high plastic silty clay up to 1.50m depth followed by yellowish

non plastic clayey silt up to 3.00m depth followed by yellowish medium to high to low plastic

silty clay with sand up to investigation depth of 9.45m.

Borehole –03

Sub soil consists of blackish high plastic silty clay up to 1.00m depth followed by brownish

high plastic silty clay with sand & gravels up to 1.70m depth followed by yellowish clayey

sand up to 3.00m depth followed by yellowish non plastic clayey silt with sand up to 8.00m

depth followed by yellowish medium plastic silty clay with sand up to 9.00m depth followed

by yellowish non plastic clayey silt up to investigation depth of 9.45m.

Borehole –04


high plastic silty clay up to 3.00m depth followed by yellowish non plastic clayey silt up to

4.00m depth followed by yellowish medium to high plastic silty clay up to 6.00m depth

followed by yellowish non plastic clayey silt with sand up to investigation depth of 9.45m.

Borehole –05


non plastic clayey silt with sand up to 4.00m depth followed by yellowish high plastic silty

clay up to 6.00m depth followed by yellowish non plastic clayey silt to silty sand up to

investigation depth of 9.45m.


170506 05

Sieve analysis was performed by using IS sieves of size 4.75mm, 2.00mm, 0.425mm &

0.075mm & 0.002mm for obtaining particle size distribution i.e., Gravel, Sand & Silt + Clay of

Disturbed, Undisturbed & SPT samples. The grain size distributions are tabulated under Table

9.2 indicating coarse, medium & fine grain & shown graphically in Fig 10.3.

5.0 Analysis of data:

The field data and laboratory classification reveal stratification in general as given under.

5.1 Standard Penetration Resistance:

A comparative study of the SPT ‘N’ Values (No of blows per 300mm penetration) has been

done. The SPT ‘N’ Values are ranging from 07 to 38 for 300mm penetration for all five

boreholes which indicate stiff to very stiff/ hard consistency silty clay strata followed by

medium to dense clayey silt strata up to investigation depth. The average corrected SPT N

values worked out as 26 for BH-01, 24 for BH-02/03/05 & 27 for BH-04. These are corrected

for OBP only. The values of ‘N’ are reported and shown graphically in Fig. 10.2. The

relationship between N value & consistency, N value & denseness are as under…

‘N’ Value 0-2 2-4 4-8 8-15 15-30 >30

Consistency Very Soft Soft Medium Stiff Very Stiff Hard

‘N’ Value 0-4 4-10 10-30 30-50 >50

Denseness Very Loose Loose Medium Dense Very Dense

5.2 Laboratory Tests:

The laboratory tests were conducted on Disturbed and Undisturbed samples. The results are

given in Bore Logs. From the test results, following interpretations are made.

5.2.1 Dry Density and Moisture content:

The insitu dry unit weight of soil is needed for stability analysis, for the determination of the

degree of compaction, for evaluation of void ratio and thereby to find out degree of saturation

etc. The results are tabulated under Table – 9.1 & it is compared with Atterberg limits in

Fig.10.2.

5.2.2 Atterberg Limits:

The liquid and plastic limits of soils are both dependent on the amount and type of clay in a

soil and from the basis for the soil classification system for cohesive soils based on the

plasticity tests. Besides their use for identification, the plasticity tests give information


170506 06

concerning the cohesion properties of soil and the amount of capillary properties of soil and the

amount of capillary water, which it can hold. The results are tabulated under Table – 9.2.

5.2.3 Specific Gravity:

It has application in finding out the degree of saturation and unit weight of moist soil. The

Specific Gravity is important parameter for finding out various engineering parameters like

void ratio, degree of saturation, shear failure, etc. and is also needed in pressure, settlement and

stability problems in soil engineering. In order to determine Specific gravity of soil,

undisturbed samples were selected for all the Boreholes. The Sp. Gr. ranges from 2.51 to 2.56

for Borehole-01 to 04.

5.2.4 Shear parameters:

The controlled strain method was used in case of shear test. These parameters are used in

evaluation of stability analysis and in evaluation of ultimate bearing capacity. The cylindrical

specimen for triaxial compression (without the measurement of pore water pressure) was

prepared from undisturbed sample. Shear as well as Triaxial Compression Test

(Unconsolidated Undrained) was conducted.

Direct Shear Test was conducted on specimen remoulded at FDD and submerged for 24 hrs

saturation.

Triaxial Compression (Unconsolidated Undrain Condition) test was conducted without the

measurement of pore water pressure on undisturbed mould specimen.

These results for individual samples are summarized under Table No. 9.3.

5.2.5 Swelling Characteristics:

Soil sample at and below the foundation depth from GL was tested for swelling characteristics.

The Shrinkage limit ranges from 14 to 24% for BH – 01 to 05.

The Volumetric Differential Swelling Index ranges from N.O. to 35% for BH – 01 to 05.

These characteristics show low expansive nature of stratum at foundation depth from GL.

5.2.6 Consolidation Characteristics:

The main purpose of consolidation tests is to obtain soil data, which are used in predicting the

rate and the amount of settlement of the structure. Compression index Cc indicates the

magnitude of compression and the over consolidation pressure Pc indicates the compaction of

strata at natural condition. This test gives the values of various parameters as under @ the

foundation depth. This test is performed at 6.00m depth in BH-03 from GL.


170506 07

6.0 Safe Bearing Capacity (SBC)

Safe Bearing Capacity (SBC) based on Shear failure criterion and Safe Bearing Pressure

(SBP) based on 75 mm settlement (IS 1904: 1986) criterion is worked out.

The allowable bearing capacity shall be taken from the following values whichever is less.

a) SBC based on Shear parameters: The Net Safe bearing capacity (SBC) based on

shear failure criterion. The Safe Bearing Capacity has been computed based on shear

strength characteristics. The evaluation of SBC is as per Indian Standard IS

6403:1981(Reaffirmed 1997).

b) SBP based on Consolidation parameters: The net safe bearing pressure that can be

impressed on maximum settlement of 75mm (permissible value for isolated foundations on

plastic clay, silt or sandy strata as given in IS 1904: 1986). The Total settlement has

considered as per IS 8009 (Part: I) 1976 (Reaffirmed 1993.).

c) SBC & SBP based on SPT ‘N’ Value: Based on foundation depth, the average

corrected SPT ‘N’-value is worked out as 24 no. of blows/300 mm penetration. These are

corrected for OBP only.

Corrections are applied As per IS 2131 [Clause- 3.6, Page No. 07]

Due to Overburden-The N value for cohesion less soil shall be corrected

for overburden as N’.

Due to Dilatancy - The value obtained in overburden shall be corrected for

dilatancy if the stratum consists of fine sand and silt

below water table for values of N’ greater than 15 as

N”, N”=15+1/2 (N’-15)

The safe settlement pressure is calculated by the empirical method based on N-value as per

IS 6403:1981 & IS 8009 (Part-1):1976 for usual size footings.


170506 08

7.0 SUMMARY

SUMMARY OF ALLOWABLE BEARING CAPACITY

Foundation Details

Size

Type Width (m)

Length (m)

Depth (m) from GL

Safe Bearing Capacity (SBC) t /m2 (kN/m2)

Settlement based on

Consolidation Parameter

(Mv/Pc) under recommended value of SBC

(mm)

Recommended Load

(maximum) t /m2 (kN/m2)

2.75 3.00 3.50 24.00

(235.00) 28

24.00

(235.00)

2.75 3.00 4.00 25.00

(245.00) 29

25.00

(245.00)

Isolated RCC

footing

(For Single

Basement as

per BH-04)

2.75 3.00 4.50 27.00

(265.00) 31

27.00

(265.00)

� The foundation depth is considering single basement at minimum 3.50m depth from

Ground Level.

� The evaluation of SBC is as per IS 6403-1981 & SBP is as per IS 8009-(part-1) 1976

(Reaffirmed 1993). As per IS 1904: 1986, the max settlement for R.C.C. isolated foundation on

saturated silt, sandy strata is recommended as 75mm.

� These values indicate that Shear criterion governs the loading capacity. So, design has to be

governed by Shear parameters & Shear criterion is considered intermediate of general and

local shear failure by interpolation, based on void ratio.

� These values of SBC/ SBP are only for symmetric static loading conditions. The inclined &

dynamic loading condition has not considered while computing the Safe Bearing Capacity

(SBC) & Safe Bearing Pressure (SBP).

� The ground water table was not observed up to investigation depth from GL during sub soil

exploration carried out in May ‘2017. But, the effect of water table is considered at ground

surface level in evaluation of SBC & settlement values.

� The Factor of Safety has considered as 2.50 for the Net Safe Bearing Capacity.


170506 09

8.0 CONCLUSION AND DISCUSSION:

Proposed site for Commercial Building at Survey No: 51/A, Village: Tavra, Ta: & Dist:

Bharuch, was explored by five boreholes data up to 9.45m depth from GL at different

locations. The subsequent field and laboratory test results show that…

1. The site is leveled ground & all levels mentioned in this report are w.r.t. the Existing

ground level.

2. The layer wise stratification is shown in individual bore logs and discussed above in

Section 4.0.

3. The ground water table was not observed up to investigation depth from GL during sub

soil exploration carried out in May ‘2017. But, the effect of water table is considered at

ground surface level in evaluation of SBC & settlement values.

4. Depending on the soil strata, SPT-N values, other test results of the borehole, the isolated

shallow foundation is recommended considering single basement @ minimum 3.50m

depth from Ground Level.

5. By seeing the properties of soil at foundation depth of BH-04, where FDD is

15.02kN/m3, water content is around 18% & shear parameters are as c is 4.18kN/m

2 & φ

is 27o & the load will be govern by intermediate shear failure, the net safe bearing

capacity (SBC) at depth of minimum 3.50m for shallow isolated foundation of 2.75x

3.00m is to be taken as 24.00 t/m2 (235.00 kN/m

2) with a factor of safety 2.50. SBC for

other depths is mentioned in Section 7.0.

6. These values of SBC/ SBP are only for symmetric static loading conditions. The inclined

& dynamic loading condition has not considered while computing the Safe Bearing

Capacity (SBC).

7. The total expected elastic settlement calculated by consolidation parameters (Mv/Pc of

BH-03) as per IS 8009-(part-1) 1976 (Reaffirmed 1993), for the load of 235kN/m2 &

NMC of 18%, for isolated shallow foundation of 2.75m x 3.00m at depth of minimum

3.50m will be 28mm which is lower than permissible settlement of 75mm.

8. The value of SBC evaluated in this report depends on technical details of foundation i.e.

depth, type and width. The change of any of this design parameter of foundation will


170506 010

change the value of SBC. These may be kept in view in final design. The SBC values

other than the footing sizes mentioned under topic 7.0 shall be supplied on demand.

9. During excavation work, safety recommendations shall be followed as mentioned under

IS 3764 – 1992.

10. The strata at foundation depth show low swelling characteristics in all five boreholes.

11. Engineering properties of strata below foundation level, i.e. void ratio (e), Coefficient of

uniformity (Cu), Plasticity index (Ip), D60, & Soil Classification and SPT-N value indicate

the strata up to investigation depth is having lower possibility of liquefaction occurrence.

12. The value of SBC is based on fieldwork carried out from 05 No boreholes data up to

9.45m depth from GL and laboratory test results of the samples collected from them.

During excavation of trenches, if any change in strata is found, it is advisable to report

immediately for further investigation.

For Bhumi Research Center

Authorized Signatory


170506 011

TABLE 9.1.1

SUMMARY OF FIELD PROGRAMME

Reference Level :- GL Bore No. :- 01

Type of Boring :-Shell auger & Casing Soil sampler used :- Shelby + SPT

Dia. of Boring :-150mm Date of start :- 02/05/17

W. T. from GL :- Not Observed Completion Date:- 02/05/17

No. of blows Sr.

No.

Depth from

GL (m) Type of Test

Type of

Sample

FDD

(kN/m3) 150mm 150mm 150mm

‘N’ per

300mm

Cor’ted

‘N’#

1 0.00 to 0.50 D/S D/S

2 1.00 to 1.45 FDD/FMC UDS 14.21

3 2.00 to 2.45 SPT D/S 3 5 8 13 -

4 3.00 to 3.45 FDD/FMC UDS 15.25

5 4.00 to 4.45 SPT D/S 6 9 13 22 -

6 5.00 to 5.45 FDD/FMC UDS 15.31

7 6.00 to 6.45 SPT D/S 8 12 17 29 29

8 7.00 to 7.45 FDD/FMC UDS 16.31

9 8.00 to 8.45 SPT D/S 9 14 21 35 32

10 9.00 to 9.45 FDD/FMC UDS 15.88

Abbreviations: -

FDD/FMC : Field Dry Density/ Field Moisture Content

UDS : Undisturbed Sample

SPT : Standard Penetration Test

D/S : Disturbed Sample

# : SPT-N values are corrected for OBP only.


170506 012

TABLE 9.1.2






No. of blows Sr.

No.

Depth from

GL (m) Type of Test

Type of

Sample

FDD

(kN/m3) 150mm 150mm 150mm

‘N’ per

300mm

Cor’ted

‘N’#

1 0.00 to 0.50 D/S D/S

2 1.00 to 1.45 SPT D/S 3 4 4 8 -

3 2.00 to 2.45 FDD/FMC UDS 14.45

4 3.00 to 3.45 SPT D/S 5 7 11 18 -

5 4.00 to 4.45 FDD/FMC UDS 15.06

6 5.00 to 5.45 SPT D/S 6 9 15 24 -

7 6.00 to 6.45 FDD/FMC UDS 16.28

8 7.00 to 7.45 SPT D/S 8 13 18 31 -

9 8.00 to 8.45 FDD/FMC UDS 15.93

10 9.00 to 9.45 SPT D/S 10 16 22 38 -

Abbreviations: -






.


170506 013

TABLE 9.1.3






No. of blows Sr.

No.

Depth from

GL (m) Type of Test

Type of

Sample

FDD

(kN/m3) 150mm 150mm 150mm

‘N’ per

300mm

Cor’ted

‘N’#

1 0.00 to 0.50 D/S D/S

2 1.00 to 1.45 SPT D/S 3 3 4 7 -

3 2.00 to 2.45 FDD/FMC UDS 14.63

4 3.00 to 3.45 SPT D/S 5 8 12 20 25

5 4.00 to 4.45 FDD/FMC UDS 15.26

6 5.00 to 5.45 SPT D/S 7 10 13 23 25

7 6.00 to 6.45 FDD/FMC UDS 15.87

8 7.00 to 7.45 SPT D/S 8 12 18 30 29

9 8.00 to 8.45 FDD/FMC UDS 15.28

10 9.00 to 9.45 SPT D/S 9 15 22 37 33

Abbreviations: -







170506 014

TABLE 9.1.4






No. of blows Sr.

No.

Depth from

GL (m) Type of Test

Type of

Sample

FDD

(kN/m3) 150mm 150mm 150mm

‘N’ per

300mm

Cor’ted

‘N’#

1 0.00 to 0.50 D/S D/S

2 1.00 to 1.45 D/S D/S

3 2.00 to 2.45 SPT D/S 3 5 7 12 -

4 3.00 to 3.45 FDD/FMC UDS 15.02

5 4.00 to 4.45 SPT D/S 6 8 13 21 -

6 5.00 to 5.45 FDD/FMC UDS 14.91

7 6.00 to 6.45 SPT D/S 7 12 16 28 28

8 7.00 to 7.45 FDD/FMC UDS 16.22

9 8.00 to 8.45 SPT D/S 9 15 20 35 31

10 9.00 to 9.45 SPT D/S 10 16 22 38 33

Abbreviations: -







170506 015

TABLE 9.1.5






No. of blows Sr.

No.

Depth from

GL (m) Type of Test

Type of

Sample

FDD

(kN/m3) 150mm 150mm 150mm

‘N’ per

300mm

Cor’ted

‘N’#

1 0.00 to 0.50 D/S D/S

2 1.00 to 1.45 SPT D/S 3 4 5 9 -

3 2.00 to 2.45 FDD/FMC UDS 14.28

4 3.00 to 3.45 SPT D/S 5 7 12 19 24

5 4.00 to 4.45 FDD/FMC UDS 15.05

6 5.00 to 5.45 SPT D/S 6 9 15 24 -

7 6.00 to 6.45 FDD/FMC UDS 14.92

8 7.00 to 7.45 SPT D/S 8 13 19 32 31

9 8.00 to 8.45 FDD/FMC UDS 16.17

10 9.00 to 9.45 SPT D/S 10 16 22 38 33

Abbreviations: -







170506 016

TABLE 9.2.1

SUMMARY OF GRAIN SIZE ANALYSIS

BORE HOLE NO: 01

Sand 4.75 mm-0.075mm

Depth from GL

Sample Gravel >4.75 mm C M F

Silt+Clay <0.075 mm

Liquid limit

Plastic Limit

Plastic Index

Classifi cation of Soil

NMC

(m) (%) (%) (%) (%) (%) (%) (%) (%) (%)

0.00 to 0.50 D/S 0 1 0 1 98 64 19 46 CH

1.00 to 1.45 UDS 0 0 0 0 99 61 17 44 CH 26

2.00 to 2.45 S 10 6 4 10 69 46 30 16 MI

3.00 to 3.45 UDS 5 1 1 1 92 37 NP NP MI 18

4.00 to 4.45 S 2 1 0 1 96 58 21 37 CH

5.00 to 5.45 UDS 6 2 2 13 77 35 20 16 CI-CL 17

6.00 to 6.45 S 3 5 3 3 86 36 NP NP MI

7.00 to 7.45 UDS 2 2 7 31 57 31 NP NP ML 13

8.00 to 8.45 S 0 1 5 23 71 33 NP NP ML

9.00 to 9.45 UDS 3 1 2 20 74 32 NP NP ML 18

F : Fine Grain UDS :Undisturbed Sample

M : Medium Grain SPT : Standard Penetration Test

C : Coarse Grain D/S : Disturbed Sample

NP : Non Plastic nature NMC : Natural Moisture content


170506 017

TABLE 9.2.2


BORE HOLE NO: 02


Depth from GL


Silt+Clay <0.075 mm

Liquid limit

Plastic Limit

Plastic Index


NMC

(m) (%) (%) (%) (%) (%) (%) (%) (%) (%)

0.00 to 0.50 D/S 0 0 0 1 99 66 20 47 CH

1.00 to 1.45 S 0 1 1 1 97 68 20 47 CH

2.00 to 2.45 UDS 3 1 2 5 89 38 NP NP MI 19

3.00 to 3.45 S 3 1 1 4 91 40 25 15 CI

4.00 to 4.45 UDS 5 1 1 1 92 56 25 31 CH 20

5.00 to 5.45 S 1 2 3 19 75 33 23 10 CL

6.00 to 6.45 UDS 4 1 2 29 65 32 22 10 CL 14

7.00 to 7.45 S 3 1 3 22 71 33 20 12 CL

8.00 to 8.45 UDS 3 1 2 24 69 32 16 16 CL 18

9.00 to 9.45 S 5 1 2 20 72 32 15 17 CL






170506 018

TABLE 9.2.3


BORE HOLE NO: 03


Depth from GL


Silt+Clay <0.075 mm

Liquid limit

Plastic Limit

Plastic Index


NMC

(m) (%) (%) (%) (%) (%) (%) (%) (%) (%)

0.00 to 0.50 D/S 0 0 0 1 98 66 19 46 CH

1.00 to 1.45 S 20 3 4 10 63 62 16 45 CH

2.00 to 2.45 UDS 3 2 3 74 18 39 15 24 SC 22

3.00 to 3.45 S 1 1 2 3 93 38 NP NP MI

4.00 to 4.45 UDS 1 0 2 2 95 42 NP NP MI 19

5.00 to 5.45 S 1 1 0 5 93 41 NP NP MI

6.00 to 6.45 UDS 0 11 0 9 80 39 NP NP MI 16

7.00 to 7.45 S 3 1 3 9 83 41 NP NP MI

8.00 to 8.45 UDS 7 3 3 7 80 42 17 25 CI 23

9.00 to 9.45 S 0 0 1 5 93 40 NP NP MI






170506 019

TABLE 9.2.4


BORE HOLE NO: 04


Depth from GL


Silt+Clay <0.075 mm

Liquid limit

Plastic Limit

Plastic Index


NMC

(m) (%) (%) (%) (%) (%) (%) (%) (%) (%)

0.00 to 0.50 D/S 0 0 1 1 98 70 17 53 CH

1.00 to 1.45 D/S 6 0 0 1 93 71 21 50 CH

2.00 to 2.45 S 0 0 0 3 97 54 18 36 CH

3.00 to 3.45 UDS 1 0 0 2 96 39 NP NP MI 18

4.00 to 4.45 S 0 1 2 3 94 41 21 21 CI

5.00 to 5.45 UDS 9 3 3 3 83 51 26 26 CH 22

6.00 to 6.45 S 2 1 1 3 94 38 NP NP MI

7.00 to 7.45 UDS 1 1 1 16 81 35 NP NP MI-ML 12

8.00 to 8.45 S 1 0 0 6 93 40 NP NP MI

9.00 to 9.45 S 4 0 0 4 92 38 NP NP MI






170506 020

TABLE 9.2.5


BORE HOLE NO: 05


Depth from GL


Silt+Clay <0.075 mm

Liquid limit

Plastic Limit

Plastic Index


NMC

(m) (%) (%) (%) (%) (%) (%) (%) (%) (%)

0.00 to 0.50 D/S 0 0 0 0 99 63 19 43 CH

1.00 to 1.45 S 8 1 1 3 88 54 17 37 CH

2.00 to 2.45 UDS 6 3 3 13 75 39 NP NP MI 15

3.00 to 3.45 S 1 1 1 7 90 38 NP NP MI

4.00 to 4.45 UDS 3 2 1 1 93 54 17 37 CH 19

5.00 to 5.45 S 6 2 1 1 91 56 19 36 CH

6.00 to 6.45 UDS 3 1 1 2 93 36 NP NP MI 24

7.00 to 7.45 S 1 0 1 5 92 36 NP NP MI

8.00 to 8.45 UDS 0 1 64 20 15 37 NP NP SM 16

9.00 to 9.45 S 0 1 1 9 89 37 NP NP MI






170506 021

Fig. –10.1 Location Map � Location Map not as per the scale

BH-01 BH-05

BH-02

BH-04

BH-03 12.00m

15.00m

40.00m

15.00m

H.T.Line

Tavragam

NH-08 Zadeshwar

Chokdi Bharuch


170506 022

Gro

und S

urf

ace L

evel :-

0.0

0G

round w

ate

r ta

ble

fro

m G

L :-

NO

Pro

ject

: 170506-0

1D

ate

:

150m

m150m

m150m

m 'N

' per

300m

m

0.0

0 to 0

.50

CH

64

19

D/S

1.0

0 to 1

.45

CH

61

17

26

UD

S

2.0

0 to 2

.45

MI

46

30

S3

58

13

3.0

0 to 3

.45

MI

37

NP

18

UD

S

4.0

0 to 4

.45

CH

58

21

S6

913

22

5.0

0 to 5

.45

CI-

CL

35

20

17

UD

S

6.0

0 to 6

.45

MI

36

NP

S8

12

17

29

7.0

0 to 7

.45

ML

31

NP

13

UD

S

8.0

0 to 8

.45

ML

33

NP

S9

14

21

35

9.0

0 to 9

.45

ML

32

NP

18

UD

S

D/s

: D

istu

rbed S

am

ple

NM

C : N

atu

ral M

ois

ture

Conte

nt

PL

: P

last

ic L

imit

S : S

tandard

Penetr

ation T

est

LL

: L

iquid

Lim

itIP

: P

last

icity I

ndex

UD

S : U

ndis

turb

ed S

am

ple

NP : N

on P

last

ic N

atu

re

NM

C

%

Type

of

Sam

pl

FIG

. -1

0.2

.1(B

H-0

1)

Sum

mary

of

Sta

ndard

Penetr

ation T

est

& A

tterb

erg

Lim

its

No. of

SP

T b

low

s A

tterb

erg

Lim

its

& N

MC

02/0

5/2

017

Depth

fro

m

GL

(m

)

Type o

f

Soil

LL

%

PL

%

18

17

13

18

64

61

46

37

58

35 36

31 3

3

32

19

17

30

21

20

26

010

20

30

40

50

60

70

NM

CL

LPL

'N' SPT

Curv

e

13

22

29

35

010

20

30

40

50

IP

IP

IP

NP

IP

IP

NP

NP N

P

NP


170506 023

Gro

und S

urf

ace L

evel :-

0.0

0G

round w

ate

r ta

ble

fro

m G

L :-

NO

Pro

ject

: 170506-0

2D

ate

:

150m

m150m

m150m

m 'N

' per

300m

m

0.0

0 to 0

.50

CH

66

20

D/S

1.0

0 to 1

.45

CH

68

20

S3

44

8

2.0

0 to 2

.45

MI

38

NP

19

UD

S

3.0

0 to 3

.45

CI

40

25

S5

711

18

4.0

0 to 4

.45

CH

56

25

20

UD

S

5.0

0 to 5

.45

CL

33

23

S6

915

24

6.0

0 to 6

.45

CL

32

22

14

UD

S

7.0

0 to 7

.45

CL

33

20

S8

13

18

31

8.0

0 to 8

.45

CL

32

16

18

UD

S

9.0

0 to 9

.45

CL

32

15

S10

16

22

38

D/s

: D

istu

rbed S

am

ple

NM

C : N

atu

ral M

ois

ture

Conte

nt

PL

: P

last

ic L

imit

S : S

tandard

Penetr

ation T

est

LL

: L

iquid

Lim

itIP

: P

last

icity I

ndex

UD

S : U

ndis

turb

ed S

am

ple

NP : N

on P

last

ic N

atu

re

Type

of

Sam

pl

FIG

. -1

0.2

.2(B

H-0

2)

Sum

mary

of

Sta

ndard

Penetr

ation T

est

& A

tterb

erg

Lim

its

No. of

SP

T b

low

s A

tterb

erg

Lim

its

& N

MC

02/0

5/2

017

Depth

fro

m

GL

(m

)

Type o

f

Soil

LL

%

PL

%

NM

C

%

19 20

14 18

66 68

38 4

0

56

33

32 33

32

32

20 20

25

25

23

22

20

16

15

010

20

30

40

50

60

70

NM

CL

LPL

'N' SPT

Curv

e

8

18

24

31

38

010

20

30

40

IP

NP

IP

IP

IP

IP IP IP IP IP


170506 024

Gro

und S

urf

ace L

evel :-

0.0

0G

round w

ate

r ta

ble

fro

m G

L :-

NO

Pro

ject

: 170506-0

3D

ate

:

150m

m150m

m150m

m 'N

' per

300m

m

0.0

0 to 0

.50

CH

66

19

D/S

1.0

0 to 1

.45

CH

62

16

S3

34

7

2.0

0 to 2

.45

SC

39

15

22

UD

S

3.0

0 to 3

.45

MI

38

NP

S5

812

20

4.0

0 to 4

.45

MI

42

NP

19

UD

S

5.0

0 to 5

.45

MI

41

NP

S7

10

13

23

6.0

0 to 6

.45

MI

39

NP

16

UD

S

7.0

0 to 7

.45

MI

41

NP

S8

12

18

30

8.0

0 to 8

.45

CI

42

17

23

UD

S

9.0

0 to 9

.45

MI

40

NP

S9

15

22

37

D/s

: D

istu

rbed S

am

ple

NM

C : N

atu

ral M

ois

ture

Conte

nt

PL

: P

last

ic L

imit

S : S

tandard

Penetr

ation T

est

LL

: L

iquid

Lim

itIP

: P

last

icity I

ndex

UD

S : U

ndis

turb

ed S

am

ple

NP : N

on P

last

ic N

atu

re

FIG

. -1

0.2

.3(B

H-0

3)

Sum

mary

of

Sta

ndard

Penetr

ation T

est

& A

tterb

erg

Lim

its

No. of

SP

T b

low

s A

tterb

erg

Lim

its

& N

MC

02/0

5/2

017

Depth

fro

m

GL

(m

)

Type o

f

Soil

LL

%

PL

%

NM

C

%

Type

of

Sam

pl

19

16

66

62

39

38

42

41

39 41 42

40

19

16

15 17

22

23

010

20

30

40

50

60

70

NM

CL

LPL

'N' SPT

Curv

e

7

20

23

30

37

010

20

30

40

IP

IP

IP

NP N

P

NP

NP

NP

NP

IP


170506 025

Gro

und S

urf

ace

Lev

el :-0

.00

Gro

und w

ater

tab

le fro

m G

L :-

NO

Pro

ject

:

170506-0

4D

ate

:

150m

m150m

m150m

m 'N

' per

300m

m

0.0

0 to 0

.50

CH

70

17

D/S

1.0

0 to 1

.45

CH

71

21

D/S

2.0

0 to 2

.45

CH

54

18

S3

57

12

3.0

0 to 3

.45

MI

39

NP

18

UD

S

4.0

0 to 4

.45

CI

41

21

S6

813

21

5.0

0 to 5

.45

CH

51

26

22

UD

S

6.0

0 to 6

.45

MI

38

NP

S7

12

16

28

7.0

0 to 7

.45

MI-

ML

35

NP

12

UD

S

8.0

0 to 8

.45

MI

40

NP

S9

15

20

35

9.0

0 to 9

.45

MI

38

NP

S10

16

22

38

D/s

: D

istu

rbed

Sam

ple

NM

C : N

atura

l M

ois

ture

Conte

nt

PL

: P

last

ic L

imit

S : S

tandar

d P

enet

ration T

est

LL

: L

iquid

Lim

itIP

: P

last

icity I

ndex

UD

S : U

ndis

turb

ed S

ample

NP : N

on P

last

ic N

ature

FIG

. -1

0.2

.4(B

H-0

4)

Sum

mar

y o

f Sta

ndar

d P

enet

ration T

est &

Atter

berg

Lim

its

No. of

SP

T b

low

s A

tter

ber

g L

imits

& N

MC

02/0

5/2

017

Dep

th fro

m

GL

(m

)

Type

of

Soil

LL

%

PL

%

NM

C

%

Type

of

Sam

pl

18 22

12

70 71

54

39 41

51

38

35

40

38

17

21

18 21

26

010

20

30

40

50

60

70

80

NM

CL

LPL

'N' SPT

Curv

e

12

21

28

35 3

8

010

20

30

40

50

IP

IP

IP

NP

IP

IP

NP

NP N

P

NP


170506 026

Gro

und S

urf

ace

Lev

el :-0

.00

Gro

und w

ater

tab

le fro

m G

L :-

NO

Pro

ject

:

170506-0

5D

ate

:

150m

m150m

m150m

m 'N

' per

300m

m

0.0

0 to 0

.50

CH

63

19

D/S

1.0

0 to 1

.45

CH

54

17

S3

45

9

2.0

0 to 2

.45

MI

39

NP

15

UD

S

3.0

0 to 3

.45

MI

38

NP

S5

712

19

4.0

0 to 4

.45

CH

54

17

19

UD

S

5.0

0 to 5

.45

CH

56

19

S6

915

24

6.0

0 to 6

.45

MI

36

NP

24

UD

S

7.0

0 to 7

.45

MI

36

NP

S8

13

19

32

8.0

0 to 8

.45

SM

37

NP

16

UD

S

9.0

0 to 9

.45

MI

37

NP

S10

16

22

38

D/s

: D

istu

rbed

Sam

ple

NM

C : N

atura

l M

ois

ture

Conte

nt

PL

: P

last

ic L

imit

S : S

tandar

d P

enet

ration T

est

LL

: L

iquid

Lim

itIP

: P

last

icity I

ndex

UD

S : U

ndis

turb

ed S

ample

NP : N

on P

last

ic N

ature

Type

of

Sam

pl

FIG

. -1

0.2

.5(B

H-0

5)

Sum

mar

y o

f Sta

ndar

d P

enet

ration T

est &

Atter

berg

Lim

its

No. of

SP

T b

low

s A

tter

ber

g L

imits

& N

MC

02/0

5/2

017

Dep

th fro

m

GL

(m

)

Type

of

Soil

LL

%

PL

%

NM

C

%

15 19

24

16

63

54

39

38

54 56

36 36 37

37

19

17

17 19

010

20

30

40

50

60

70

NM

CL

LPL

'N' SPT

Curv

e

9

19

24

32

38

010

20

30

40

50

IP

IP

NP

NP

IP

IP

NP

NP

NP NP


170506 027

Fig

. 10.3

.1

Par

ticl

e Siz

e D

istr

ibution C

urv

e

50.0

0

60.0

0

70.0

0

80.0

0

90.0

0

100.0

0

110.0

0 0.0

01

0.0

10

0.1

00

1.0

00

10.0

00

Particle Size (mm)

Percentage Finer

0.0

0 to 0

.50

1.0

0 to 1

.45

2.0

0 to 2

.45

3.0

0 to 3

.45

4.0

0 to 4

.45

5.0

0 to 5

.45

6.0

0 to 6

.45

7.0

0 to 7

.45

8.0

0 to 8

.45

9.0

0 to 9

.45

Silt

San

dG

ravel

Fin

eM

ediu

mC

oar

se

Cla

y

0.075

ISS M

icro

ns

ISS m

m

75

425

2.00

4.75

BH

-01

0.425

2.00

4.75

0.002


170506 028

Fig

. 10.3

.2

Par

ticl

e S

ize

Dis

trib

ution C

urv

e

60.0

0

70.0

0

80.0

0

90.0

0

100.0

0

110.0

0 0.0

01

0.0

10

0.1

00

1.0

00

10.0

00

Particle Size (mm)

Percentage Finer

0.0

0 to 0

.50

1.0

0 to 1

.45

2.0

0 to 2

.45

3.0

0 to 3

.45

4.0

0 to 4

.45

5.0

0 to 5

.45

6.0

0 to 6

.45

7.0

0 to 7

.45

8.0

0 to 8

.45

9.0

0 to 9

.45

Silt

San

dG

ravel

Fin

eM

ediu

mC

oar

se

Cla

y

0.075

ISS M

icro

ns

ISS m

m

75

425

2.00

4.75

BH

-02

0.425

2.00

4.75

0.002


170506 029

Fig

. 10.3

.3

Par

ticl

e Siz

e D

istr

ibution C

urv

e

10.0

0

20.0

0

30.0

0

40.0

0

50.0

0

60.0

0

70.0

0

80.0

0

90.0

0

100.0

0

110.0

0 0.0

01

0.0

10

0.1

00

1.0

00

10.0

00

Particle Size (mm)

Percentage Finer

0.0

0 to 0

.50

1.0

0 to 1

.45

2.0

0 to 2

.45

3.0

0 to 3

.45

4.0

0 to 4

.45

5.0

0 to 5

.45

6.0

0 to 6

.45

7.0

0 to 7

.45

8.0

0 to 8

.45

9.0

0 to 9

.45

Silt

San

dG

ravel

Fin

eM

ediu

mC

oar

se

Cla

y

0.075

ISS M

icro

ns

ISS m

m

75

425

2.00

4.75

BH

-03

0.425

2.00

4.75

0.002


170506 030

Fig

. 10.3

.4

Par

ticl

e Siz

e D

istr

ibution C

urv

e

70.0

0

80.0

0

90.0

0

100.0

0

110.0

0 0.0

01

0.0

10

0.1

00

1.0

00

10.0

00

Particle Size (mm)

Percentage Finer

0.0

0 to 0

.50

1.0

0 to 1

.45

2.0

0 to 2

.45

3.0

0 to 3

.45

4.0

0 to 4

.45

5.0

0 to 5

.45

6.0

0 to 6

.45

7.0

0 to 7

.45

8.0

0 to 8

.45

9.0

0 to 9

.45

Silt

San

dG

ravel

Fin

eM

ediu

mC

oar

se

Cla

y

0.075

ISS M

icro

ns

ISS m

m

75

425

2.00

4.75

BH

-04

0.425

2.00

4.75

0.002


170506 031

Fig

. 10.3

.5

Par

ticl

e Siz

e D

istr

ibution C

urv

e

10.0

0

20.0

0

30.0

0

40.0

0

50.0

0

60.0

0

70.0

0

80.0

0

90.0

0

100.0

0

110.0

0 0.0

01

0.0

10

0.1

00

1.0

00

10.0

00

Particle Size (mm)

Percentage Finer

0.0

0 to 0

.50

1.0

0 to 1

.45

2.0

0 to 2

.45

3.0

0 to 3

.45

4.0

0 to 4

.45

5.0

0 to 5

.45

6.0

0 to 6

.45

7.0

0 to 7

.45

8.0

0 to 8

.45

9.0

0 to 9

.45

Silt

San

dG

ravel

Fin

eM

ediu

mC

oar

se

Cla

y

0.075

ISS M

icro

ns

ISS m

m

75

425

2.00

4.75

BH

-05

0.425

2.00

4.75

0.002


170506 032

Fig. 10.4 (BH-03) e-log P curve of Consolidation Test

0.480

0.500

0.520

0.540

0.560

0.580

0.600

0.620

0.10 1.00 10.00

Log (Pressure) kg/cm2

Void Ratio (e)

Pc

Depth: 6.00m


170506 033

B

ore

Hole

No.:-

01

Dia

. of

Bore

:-

150 m

mL

oca

tion :-

As

show

n in loca

tion m

apT

erm

inat

ion D

epth

: 9.4

5m

Fie

ld W

ork

Sta

rted

/Com

ple

ted :-

Gra

vel

Sand

Sil

t+C

lay

mN

o.

No.#

%%

%%

%%

(%)

%%

%kg/c

m2

Deg

.kg/c

m2

%%

kg/c

m2

0.0

0 to 0

.50

D/S

02

98

64

19

46

CH

1.0

0 to 1

.45

UD

S0

199

61

17

44

CH

1.8

21.4

526

2.5

30.7

542.8

29.5

86.7

30

2.0

0 to 2

.45

13

-S

tS

10

21

69

46

30

16

MI

3.0

0 to 3

.45

UD

S5

392

37

NP

NP

MI

1.8

31.5

518

2.5

60.6

539.4

25.3

69.1

DS

0.0

827

-N

.O.

4.0

0 to 4

.45

22

-V

sS

22

96

58

21

37

CH

Tuu

0.4

012

5.0

0 to 5

.45

UD

S6

17

77

35

20

16

CI-

CL

1.8

31.5

617

2.5

10.6

137.9

24.3

69.8

DS

0.1

323

24

10

6.0

0 to 6

.45

29

29

MS

311

86

36

NP

NP

MI

7.0

0 to 7

.45

UD

S2

41

57

31

NP

NP

ML

1.8

71.6

613

2.5

50.5

334.8

21.0

60.0

DS

0.0

327

-N

.O.

8.0

0 to 8

.45

35

32

D

S0

30

71

33

NP

NP

ML

9.0

0 to 9

.45

UD

S3

23

74

32

NP

NP

ML

1.9

11.6

218

2.5

60.5

836.7

22.7

78.4

DS

0.0

526

N.O

.

9.4

5T

erm

inat

ion d

epth

Note :-

1C

lass

ific

atio

n o

f Soil is

as p

er I

S 1

498 : 1

970 (

Rea

ffir

med

1997)

2A

bbre

via

tion U

sed: (1

) D

S : C

onso

lidat

ed U

ndra

in D

irec

t Shea

r te

st o

n s

pec

imen

rem

ould

ed @

100 %

FD

D a

nd s

ubm

erged

for

24 h

rs s

atura

tion,

Nam

e o

f W

ork

:-

(2)

Tuu : T

riax

ial co

mpre

ssio

n (

Unco

nso

lidat

ion U

ndra

ined

conditio

n)

(7)

N.O

.: N

ot O

bse

rved

(3)

S : S

PT

Sam

ple

,(8

) N

P : N

on p

last

ic n

ature

(4)

SM

C : S

atura

ted M

ois

ture

Conte

nt

(9)

St:

Stiff

consi

sten

cy

(5)

D/S

: D

istu

rbed

Sam

ple

, (1

0)V

s:V

ery s

tiff

consi

sten

cy

(6)

UD

S : U

ndis

turb

ed S

ample

(11)

M : M

ediu

m d

ense

str

ata

3L

iquid

Lim

it b

y C

one

Pen

etro

met

er(1

2)

D : D

ense

str

ata

4Sw

ell P

ress

ure

Tes

t co

nduct

ed o

n s

pec

imen

rem

ould

ed a

t Fie

ld M

ois

ture

Conte

nt#

: S

PT

N V

alues

are

corr

ecte

d f

or

OB

P o

nly

Yel

low

ish n

on p

last

ic c

laye

y si

lt

with s

and u

p to inves

tigat

ion

dep

th

Bla

ckis

h h

igh p

last

ic s

ilty

cla

y

up to 1

.40m

Yel

low

ish p

last

ic s

ilty

cla

y w

ith

sand &

gra

vel

s up to 2

.50m

Yel

low

ish n

on p

last

ic c

laye

y si

lt

up to 3

.50m

Yel

low

ish h

igh to m

ediu

m to

low

pla

stic

silty

cla

y w

ith s

and

up to 6

.00m

Depth from GL

Bhumi Research Center,

Sura

t.

Phone:

(0261)

2363600, 9825169540

Bulk

Sheet

No.

Porosity (η)

SMC

Plasticity Index

(Ip)

Vis

ual

Iden

tifi

cation o

f S

oil

(4.75mm to

0.075mm)

Sw

elling

Char

acte

rist

ics

Shrinkage

Limit

Diff. Free

Swelling Index

Swell Pressure

33

Liquid Limit

(WL)

Plastic Limit

(Wp)

Dry

170506-0

1

NOT STRUCK

Void Ratio (e)

Corrected SPT Blows

'Nc'/30 cm

Pro

ject

No.

Part

icle

Siz

e A

naly

sis

Atter

ber

g L

imits

g/c

c

IS Classification

Sample Designation

Hatching

11.1 SUMMARY OF GEOTECHNICAL EXPLORATION DATA

Depth from G.L.

SPT Blows/30 cm

Water Table

Denseness/Consistenc

y of Strata

Cohesion (C)

Type

(<0.075mm)

(>4.75 mm)

Fie

ld D

ensi

ty

Field Moisture

Content (FMC)

02/0

5/2

017

Conso

lidat

ion

Chara

cter

istics

Degree of Saturation

Shea

r Para

met

ers

Specific Gravity (G)

Pro

pose

d s

ite

for

Com

mer

cial

Buildin

g a

t S

urv

ey

No: 51/A

, V

illa

ge:

Tav

ra, T

a: &

Dis

t: B

har

uch

.

Angle of

Shearing

Resistance (φ)

Compression

Index Cc

Pre

Consolidation

Pressure (Pc)

0 1 2 3 4 5 6 7 8 9


170506 034

Bore

Hole

No.:-

02

Dia

. of

Bore

:-

150 m

mL

oca

tion :-

As

show

n in loca

tion m

apT

erm

inat

ion D

epth

: 9.4

5m

Fie

ld W

ork

Sta

rted

/Com

ple

ted :-

Gra

vel

Sand

Sil

t+C

lay

mN

o.

No.#

%%

%%

%%

(%)

%%

%kg/c

m2

Deg

.kg/c

m2

%%

kg/c

m2

0.0

0 to 0

.50

D/S

01

99

66

20

47

CH

1.0

0 to 1

.45

8-

St

S0

397

68

20

47

CH

2.0

0 to 2

.45

UD

S3

889

38

NP

NP

MI

1.7

51.4

719

2.5

40.7

241.9

28.5

65.5

DS

0.0

726

-N

.O.

3.0

0 to 3

.45

18

-V

sS

36

91

40

25

15

CI

Tuu

0.4

610

4.0

0 to 4

.45

UD

S5

392

56

25

31

CH

1.8

41.5

320

2.5

20.6

439.1

25.4

78.8

DS

0.2

320

16

30

5.0

0 to 5

.45

24

-V

sS

124

75

33

23

10

CL

6.0

0 to 6

.45

UD

S4

32

65

32

22

10

CL

1.9

01.6

614

2.5

20.5

234.1

20.6

69.8

DS

0.1

323

20

10

7.0

0 to 7

.45

31

-H

S3

26

71

33

20

12

CL

8.0

0 to 8

.45

UD

S3

27

69

32

16

16

CL

1.9

21.6

218

2.5

20.5

535.5

21.9

82.7

DS

0.1

324

10

9.0

0 to 9

.45

38

-H

S5

23

72

32

15

17

CL

9.4

5T

erm

inat

ion d

epth

Note :-

1C

lass

ific

atio

n o

f Soil is

as p

er I

S 1

498 : 1

970 (

Rea

ffir

med

1997)

2A

bbre

via

tion U

sed: (1

) D

S : C

onso

lidat

ed U

ndra

in D

irec

t Shea

r te

st o

n s

pec

imen

rem

ould

ed @

100 %

FD

D a

nd s

ubm

erged

for

24 h

rs s

atura

tion,

Nam

e o

f W

ork

:-

(2)

Tuu : T

riax

ial co

mpre

ssio

n (

Unco

nso

lidat

ion U

ndra

ined

conditio

n)

(3)

D/S

: D

istu

rbed

Sam

ple

,

(4)

S : S

PT

Sam

ple

,(5

) U

DS

: U

ndis

turb

ed S

ample

(6)

SM

C : S

atura

ted M

ois

ture

Conte

nt

(7)

N.O

.: N

ot O

bse

rved

(8)S

t: S

tiff

consi

sten

cy(1

1)

H : H

ard S

trat

a

(10)

Vs:

Ver

y s

tiff

consi

sten

cy(1

2)

NP : N

on p

last

ic n

ature

3L

iquid

Lim

it b

y C

one

Pen

etro

met

er

4Sw

ell P

ress

ure

Tes

t co

nduct

ed o

n s

pec

imen

rem

ould

ed a

t Fie

ld M

ois

ture

Conte

nt

# : S

PT

N V

alues

are

not co

rrec

ted d

ue

to c

laye

y st

rata

.

Depth from GL


Sura

t.

Phone:

(0261)

2363600, 9825169540

Bulk

Sheet

No.

Porosity (η)

SMC

Plasticity Index

(Ip)

Vis

ual

Iden

tifi

cation o

f S

oil

(4.75mm to

0.075mm)

Sw

elling

Char

acte

rist

ics

Shrinkage

Limit

Diff. Free

Swelling Index

Swell Pressure

34

Liquid Limit

(WL)

Plastic Limit

(Wp)

Dry

170506-0

2

NOT STRUCK

Void Ratio (e)

Corrected SPT Blows

'Nc'/30 cm

Pro

ject

No.

Part

icle

Siz

e A

naly

sis

Atter

ber

g L

imits

g/c

c

IS Classification

Sample Designation

Hatching


Depth from G.L.

SPT Blows/30 cm

Water Table


y of Strata

Cohesion (C)

Type

(<0.075mm)

(>4.75 mm)

Fie

ld D

ensi

ty

Field Moisture

Content (FMC)

02/0

5/2

017

Conso

lidat

ion

Chara

cter

istics


Shea

r Para

met

ers


Angle of

Shearing

Resistance (φ)

Compression

Index Cc

Pre

Consolidation

Pressure (Pc)

Bro

wnis

h h

igh p

last

ic s

ilty

cla

y

up to 1

.50m

Yel

low

ish n

on p

last

ic c

laye

y si

lt

up to 3

.00m

Yel

low

ish m

ediu

m to h

igh to

low

pla

stic

silty

cla

y w

ith s

and

up to inves

tigat

ion d

epth

Pro

pose

d s

ite

for

Com

mer

cial

Buildin

g a

t S

urv

ey

No: 51/A

, V

illa

ge:

Tav

ra, T

a: &

Dis

t: B

har

uch

.

0 1 2 3 4 5 6 7 8 9


170506 035

Bore

Hole

No.:-

03

Dia

. of

Bore

:-

150 m

mL

oca

tion :-

As

show

n in loca

tion m

apT

erm

inat

ion D

epth

: 9.4

5m

Fie

ld W

ork

Sta

rted

/Com

ple

ted :-

Gra

vel

Sand

Sil

t+C

lay

mN

o.

No.#

%%

%%

%%

(%)

%%

%kg/c

m2

Deg

.kg/c

m2

%%

kg/c

m2

0.0

0 to 0

.50

D/S

02

98

66

19

46

CH

1.0

0 to 1

.45

7-

St

S20

17

63

62

16

45

CH

2.0

0 to 2

.45

UD

S3

79

18

39

15

24

SC

1.8

21.4

922

2.5

60.7

241.8

28.1

79.6

DS

0.0

630

-N

.O.

3.0

0 to 3

.45

20

25

MS

16

93

38

NP

NP

MI

Tuu

--

4.0

0 to 4

.45

UD

S1

595

42

NP

NP

MI

1.8

51.5

619

2.5

40.6

338.7

24.9

75.2

DS

0.0

925

-N

.O.

5.0

0 to 5

.45

23

25

MS

16

93

41

NP

NP

MI

6.0

0 to 6

.45

UD

S0

20

80

39

NP

NP

MI

1.8

81.6

216

2.5

40.5

736.3

22.4

73.3

DS

0.0

726

0.1

41

2.1

6-

N.O

.

7.0

0 to 7

.45

30

29

MS

313

83

41

NP

NP

MI

8.0

0 to 8

.45

UD

S7

13

80

42

17

25

CI

1.9

11.5

623

2.5

30.6

238.3

24.6

92.6

DS

0.1

623

10

9.0

0 to 9

.45

37

33

D

S0

793

40

NP

NP

MI

9.4

5T

erm

inat

ion d

epth

Note :-

1C

lass

ific

atio

n o

f Soil is

as p

er I

S 1

498 : 1

970 (

Rea

ffir

med

1997)

2A

bbre

via

tion U

sed: (1

) D

S : C

onso

lidat

ed U

ndra

in D

irec

t Shea

r te

st o

n s

pec

imen

rem

ould

ed @

100 %

FD

D a

nd s

ubm

erged

for

24 h

rs s

atura

tion,

Nam

e o

f W

ork

:-

(2)

Tuu : T

riax

ial co

mpre

ssio

n (

Unco

nso

lidat

ion U

ndra

ined

conditio

n)

(3)

D/S

: D

istu

rbed

Sam

ple

,

(4)

S : S

PT

Sam

ple

,(5

) U

DS

: U

ndis

turb

ed S

ample

(6)

SM

C : S

atura

ted M

ois

ture

Conte

nt

(7)

N.O

.: N

ot O

bse

rved

(8)

M : M

ediu

m d

ense

str

ata

(9)S

t: S

tiff

consi

sten

cy

(10)

D : D

ense

str

ata

(11)

NP : N

on p

last

ic n

ature

3L

iquid

Lim

it b

y C

one

Pen

etro

met

er

4Sw

ell P

ress

ure

Tes

t co

nduct

ed o

n s

pec

imen

rem

ould

ed a

t Fie

ld M

ois

ture

Conte

nt

# : S

PT

N V

alues

are

corr

ecte

d for

OB

P o

nly

.

Yel

low

ish m

ediu

m p

last

ic s

ilty

clay

with s

and u

p to 9

.00m

Yel

low

ish n

on p

last

ic c

laye

y si

lt u

p

to inves

tigat

ion d

epth

Bla

ckis

h h

igh p

last

ic s

ilty

cla

y

up to 1

.00m

Bro

wnis

h h

igh p

last

ic s

ilty

cla

y

with s

and &

gra

vel

s up to 1

.70m

Yel

low

ish c

layey

san

d u

p to

3.0

0m

Yel

low

ish n

on p

last

ic c

laye

y si

lt

with s

and u

p to 8

.00m

Pro

pose

d s

ite

for

Com

mer

cial

Buildin

g a

t S

urv

ey

No: 51/A

, V

illa

ge:

Tav

ra, T

a: &

Dis

t: B

har

uch

.

Angle of

Shearing

Resistance (φ)

Compression

Index Cc

Pre

Consolidation

Pressure (Pc)

Field Moisture

Content (FMC)

02/0

5/2

017

Conso

lidat

ion

Chara

cter

istics


Shea

r Para

met

ers



Depth from G.L.

SPT Blows/30 cm

Water Table


y of Strata

Cohesion (C)

Type

(<0.075mm)

(>4.75 mm)

Fie

ld D

ensi

ty

NOT STRUCK

Void Ratio (e)

Corrected SPT Blows

'Nc'/30 cm

Pro

ject

No.

Part

icle

Siz

e A

naly

sis

Atter

ber

g L

imits

g/c

c

IS Classification

Sample Designation

Hatching

35

Liquid Limit

(WL)

Plastic Limit

(Wp)

Dry

170506-0

3

Sw

elling

Char

acte

rist

ics

Shrinkage

Limit

Diff. Free

Swelling Index

Swell Pressure

Depth from GL


Sura

t.

Phone:

(0261)

2363600, 9825169540

Bulk

Sheet

No.

Porosity (η)

SMC

Plasticity Index

(Ip)

Vis

ual

Iden

tifi

cation o

f S

oil

(4.75mm to

0.075mm)

0 1 2 3 4 5 6 7 8 9


170506 036

Bore

Hole

No.:-

04

Dia

. of

Bore

:-

150 m

mL

oca

tion :-

As

show

n in loca

tion m

apT

erm

inat

ion D

epth

: 9.4

5m

Fie

ld W

ork

Sta

rted

/Com

ple

ted :-

Gra

vel

Sand

Sil

t+C

lay

mN

o.

No.#

%%

%%

%%

(%)

%%

%kg/c

m2

Deg

.kg/c

m2

%%

kg/c

m2

0.0

0 to 0

.50

D/S

02

98

70

17

53

CH

1.0

0 to 1

.45

D/S

61

93

71

21

50

CH

2.0

0 to 2

.45

12

-S

tS

03

97

54

18

36

CH

3.0

0 to 3

.45

UD

S1

396

39

NP

NP

MI

1.8

11.5

318

2.5

40.6

639.7

25.9

70.2

DS

0.0

427

-N

.O.

4.0

0 to 4

.45

21

-V

sS

06

94

41

21

21

CI

Tuu

0.8

214

5.0

0 to 5

.45

UD

S9

983

51

26

26

CH

1.8

51.5

222

2.5

10.6

539.5

26.0

83.7

DS

0.3

817

16

10

6.0

0 to 6

.45

28

28

MS

24

94

38

NP

NP

MI

7.0

0 to 7

.45

UD

S1

18

81

35

NP

NP

MI-

ML

1.8

51.6

512

2.5

40.5

434.9

21.1

57.7

DS

0.0

527

-N

.O.

8.0

0 to 8

.45

35

31

D

S1

693

40

NP

NP

MI

9.0

0 to 9

.45

38

33

DS

44

92

38

NP

NP

MI

9.4

5T

erm

inat

ion d

epth

Note :-

1C

lass

ific

atio

n o

f Soil is

as p

er I

S 1

498 : 1

970 (

Rea

ffir

med

1997)

2A

bbre

via

tion U

sed: (1

) D

S : C

onso

lidat

ed U

ndra

in D

irec

t Shea

r te

st o

n s

pec

imen

rem

ould

ed @

100 %

FD

D a

nd s

ubm

erged

for

24 h

rs s

atura

tion,

Nam

e o

f W

ork

:-

(2)

Tuu : T

riax

ial co

mpre

ssio

n (

Unco

nso

lidat

ion U

ndra

ined

conditio

n)

(7)

N.O

.: N

ot O

bse

rved

(3)

S : S

PT

Sam

ple

,(8

) N

P : N

on p

last

ic n

ature

(4)

SM

C : S

atura

ted M

ois

ture

Conte

nt

(9)

St:

Stiff

consi

sten

cy

(5)

D/S

: D

istu

rbed

Sam

ple

, (1

0)V

s:V

ery s

tiff

consi

sten

cy

(6)

UD

S : U

ndis

turb

ed S

ample

(11)

M : M

ediu

m d

ense

str

ata

3L

iquid

Lim

it b

y C

one

Pen

etro

met

er(1

2)

D : D

ense

str

ata

4Sw

ell P

ress

ure

Tes

t co

nduct

ed o

n s

pec

imen

rem

ould

ed a

t Fie

ld M

ois

ture

Conte

nt#

: S

PT

N V

alues

are

corr

ecte

d f

or

OB

P o

nly

.

Yel

low

ish m

ediu

m to h

igh

pla

stic

silty

cla

y u

p to 6

.00m

Yel

low

ish n

on p

last

ic c

laye

y si

lt

with s

and u

p to inves

tigat

ion

dep

th

Bla

ckis

h h

igh p

last

ic s

ilty

cla

y

up to 1

.60m

Yel

low

ish h

igh p

last

ic s

ilty

cla

y

up to 3

.00m

Yel

low

ish n

on p

last

ic c

laye

y

silt u

p t

o 4

.00m

Depth from GL


Sura

t.

Phone:

(0261)

2363600, 9825169540

Bulk

Sheet

No.

Porosity (η)

SMC

Plasticity Index

(Ip)

Vis

ual

Iden

tifi

cation o

f S

oil

(4.75mm to

0.075mm)

Sw

elling

Char

acte

rist

ics

Shrinkage

Limit

Diff. Free

Swelling Index

Swell Pressure

36

Liquid Limit

(WL)

Plastic Limit

(Wp)

Dry

170506-0

4

NOT STRUCK

Void Ratio (e)

Corrected SPT Blows

'Nc'/30 cm

Pro

ject

No.

Part

icle

Siz

e A

naly

sis

Atter

ber

g L

imits

g/c

c

IS Classification

Sample Designation

Hatching


Depth from G.L.

SPT Blows/30 cm

Water Table


y of Strata

Cohesion (C)

Type

(<0.075mm)

(>4.75 mm)

Fie

ld D

ensi

ty

Field Moisture

Content (FMC)

02/0

5/2

017

Conso

lidat

ion

Chara

cter

istics


Shea

r Para

met

ers


Pro

pose

d s

ite

for

Com

mer

cial

Buildin

g a

t S

urv

ey

No: 51/A

, V

illa

ge:

Tav

ra, T

a: &

Dis

t: B

har

uch

.

Angle of

Shearing

Resistance (φ)

Compression

Index Cc

Pre

Consolidation

Pressure (Pc)

0 1 2 3 4 5 6 7 8 9


170506 037

Bore

Hole

No.:-

05

Dia

. of

Bore

:-

150 m

mL

oca

tion :-

As

show

n in loca

tion m

apT

erm

inat

ion D

epth

: 9.4

5m

Fie

ld W

ork

Sta

rted

/Com

ple

ted :-

Gra

vel

Sand

Sil

t+C

lay

mN

o.

No.#

%%

%%

%%

(%)

%%

%kg/c

m2

Deg

.kg/c

m2

%%

kg/c

m2

0.0

0 to 0

.50

D/S

01

99

63

19

43

CH

1.0

0 to 1

.45

9-

St

S8

488

54

17

37

CH

2.0

0 to 2

.45

UD

S6

19

75

39

NP

NP

MI

1.6

81.4

615

2.5

40.7

442.7

29.3

52.2

DS

0.0

627

-N

.O.

3.0

0 to 3

.45

19

24

MS

19

90

38

NP

NP

MI

Tuu

0.8

313

4.0

0 to 4

.45

UD

S3

493

54

17

37

CH

1.8

21.5

319

2.5

10.6

438.9

25.4

74.1

DS

0.2

320

14

35

5.0

0 to 5

.45

24

-V

sS

63

91

56

19

36

CH

6.0

0 to 6

.45

UD

S3

493

36

NP

NP

MI

1.8

91.5

224

2.5

40.6

740.1

26.3

92.1

DS

0.0

427

-N

.O.

7.0

0 to 7

.45

32

31

D

S1

792

36

NP

NP

MI

8.0

0 to 8

.45

UD

S0

85

15

37

NP

NP

SM

1.9

21.6

516

2.5

60.5

535.6

21.6

76.2

DS

0.0

032

N.O

.

9.0

0 to 9

.45

38

33

DS

010

89

37

NP

NP

MI

9.4

5T

erm

inat

ion d

epth

Note :-

1C

lass

ific

atio

n o

f Soil is

as p

er I

S 1

498 : 1

970 (

Rea

ffir

med

1997)

2A

bbre

via

tion U

sed: (1

) D

S : C

onso

lidat

ed U

ndra

in D

irec

t Shea

r te

st o

n s

pec

imen

rem

ould

ed @

100 %

FD

D a

nd s

ubm

erged

for

24 h

rs s

atura

tion,

Nam

e o

f W

ork

:-

(2)

Tuu : T

riax

ial co

mpre

ssio

n (

Unco

nso

lidat

ion U

ndra

ined

conditio

n)

(3)

D/S

: D

istu

rbed

Sam

ple

,

(4)

S : S

PT

Sam

ple

,(5

) U

DS

: U

ndis

turb

ed S

ample

(6)

SM

C : S

atura

ted M

ois

ture

Conte

nt

(7)

N.O

.: N

ot O

bse

rved

(8)S

t: S

tiff

consi

sten

cy(9

) D

: D

ense

str

ata

(10)

M : M

ediu

m d

ense

str

ata

(11)

Vs:

Ver

y s

tiff

consi

sten

cy

3L

iquid

Lim

it b

y C

one

Pen

etro

met

er(1

2)

NP : N

on p

last

ic n

ature

4Sw

ell P

ress

ure

Tes

t co

nduct

ed o

n s

pec

imen

rem

ould

ed a

t Fie

ld M

ois

ture

Conte

nt

# : S

PT

N V

alues

are

corr

ecte

d for

OB

P o

nly

.

Depth from GL


Sura

t.

Phone:

(0261)

2363600, 9825169540

Bulk

Sheet

No.

Porosity (η)

SMC

Plasticity Index

(Ip)

Vis

ual

Iden

tifi

cation o

f S

oil

(4.75mm to

0.075mm)

Sw

elling

Char

acte

rist

ics

Shrinkage

Limit

Diff. Free

Swelling Index

Swell Pressure

37

Liquid Limit

(WL)

Plastic Limit

(Wp)

Dry

170506-0

5

NOT STRUCK

Void Ratio (e)

Corrected SPT Blows

'Nc'/30 cm

Pro

ject

No.

Part

icle

Siz

e A

naly

sis

Atter

ber

g L

imits

g/c

c

IS Classification

Sample Designation

Hatching


Depth from G.L.

SPT Blows/30 cm

Water Table


y of Strata

Cohesion (C)

Type

(<0.075mm)

(>4.75 mm)

Fie

ld D

ensi

ty

Field Moisture

Content (FMC)

02/0

5/2

017

Conso

lidat

ion

Chara

cter

istics


Shea

r Para

met

ers


Pro

pose

d s

ite

for

Com

mer

cial

Buildin

g a

t S

urv

ey

No: 51/A

, V

illa

ge:

Tav

ra, T

a: &

Dis

t: B

har

uch

.

Angle of

Shearing

Resistance (φ)

Compression

Index Cc

Pre

Consolidation

Pressure (Pc)

Yel

low

ish h

igh p

last

ic s

ilty

cla

y

up to 6

.00m

Yel

low

ish n

on p

last

ic c

laye

y si

lt

to s

ilty

san

d u

p to inves

tigat

ion

dep

th

Bla

ckis

h h

igh p

last

ic s

ilty

cla

y

up to 1

.50m

Yel

low

ish n

on p

last

ic c

laye

y

silt w

ith s

and u

p to 4

.00m

0 1 2 3 4 5 6 7 8 9


170506 038

12.0 IS CLASSIFICATION OF SOIL

GW: Well graded gravels, gravel – sand mixtures; little or no fines

GP: Poorly graded gravels or gravel-sand mixtures; little or no fines

SW: Well graded sands, gravelly sands; little or no fines

SP: Poorly graded sands or gravelly sands; little or no fines

GM: Silty gravels, poorly graded gravel-sand-silt mixtures

SM: Silty sands, poorly graded sand-silt mixtures

GC: Clayey gravels, poorly graded gravel-sand-clay mixtures

SC: Clayey sands, poorly graded sand-clay mixtures

ML: Inorganic silts and very fine sands rock flour, silty or clayey fine sands or clayey silts

with none to low plasticity

MI: Inorganic silts, silty or clayey fine sands or clayey silts of medium plasticity

MH: Inorganic silts of high compressibility, micaceous or diatomaceous fine sandy or silty

soils, elastic silts

CL: Inorganic clays, gravelly clays, sandy clays, silty clays, lean clays of low plasticity

CI: Inorganic clays, gravelly clays, sandy clays, silty clays, lean clays of medium

plasticity

CH: Inorganic clays of high plasticity, fat clays

Pt: Peat & other highly organic soils with very high compressibility

OL,OI,OH: Organic soil


170506 039

13.0 REFERENCES AND BIBLIOGRAPHY

INDIAN STANDARDS DESCRIPTION

IS 1498 - 1970 Classification and Identification of Soils for General Engineering Purposes

IS 1892-1979 Code of Practice for Subsurface Investigation for Foundation.

IS 1904 – 1986

Code for Practice for Design and Construction of Foundation in Soils:

General Requirements.

IS 2131 - 1981 Method for Standard Penetration Test (SPT) for soils.

IS 2132 - 1986 Code of practice for Thin Walled Tube Sampling of soils (UDS).

IS 2720 – Relevant Parts Various Method of Test for Soils.

IS 2809-1972 Glossary of Terms and Symbols relating to Soil Engineering.

IS 4968 (Part-1) –1976 Method for Subsurface Sounding for Soils. Dynamic method using 50mm

Cone without Bentonite Slurry.

IS 6403-1981 Code of Practice for Determination of Bearing Capacity of Shallow

Foundation.

IS 7422-1974 Part 01 to 05

Symbols & Abbreviations for use in Geological Map, Section & Sub Surface

Exploration.

IS 8009 Part 1 -1976 Code of practice for Calculation of Settlements of Foundations (Shallow

foundations subjected to symmetrical static vertical loads).

IS 8763 - 1978 Guide for Undisturbed Sampling of Sand.

IS 8764-1978 Method of determination of Point Load Strength Index of Rock

IS 9143-1979 Method of determination of Unconfined Compressive strength of Rock

materials.

IS 9179-1979 Method for the preparation of Rock Sample for Laboratory Test

IS 9221-1979 Method of determination of Modules of Elasticity & Poisson Ratio of Rock

Material.

IS 10042 - 1981

Code of Practice for Site Investigation for Foundation in Gravel-Boulder

Deposit.

IS 10785-1983 Method of determination of Compressive & Tensile strength for Point Load

Test on Rock Lumps

IS 11315-1987 Part 01 to 12

Method for the Constitutive description of discontinuities in Rock Mass.

IS 11358-1987 Glossary of Terms & Symbols applicable to Rock Mechanics.

IS 12070-1987 Code of Practice for Design & Construction of Shallow Foundation on Rocks.

Dr. N. V. Nayak Foundation Design Manual.

Dr. B.C. Punamia Soil Mechanics & Foundations.

Terzaghi & Pack Soil Mechanics in Engineering Practice.

Dr. K. R. Arora Soil Mechanics & Foundations Engineering

Dr. Shenbaga R Kaniraj Design Aids in Soil Mechanics & Foundation Engineering.



29

Annexure 3: Source of Water Supply and Solid Waste Management Permission Letter



30

Annexure 4 : NA order, Land Possession Document, Zoning Certificate, Consent for other land owner for getting EC

NA Order



31

Land Possession

Document



32

Part Plan



34

Consent of other

land owner for

obtain EC



35

Annexure 5: Satellite Image

NH-8

Hin

galla

Hald

arw

a

GN

FC

Tow

nship

Pagu

than

Ka

sad

Um

raj

Kanth

aria

Seh

erp

ura

BH

AR

UC

H

Mandvabuzarg

Tavra

Wa

radla

Am

rutp

ura

Kansiya

Chhapra

Um

raA

surya

Hald

ar

Luw

ara

Chava

j

GN

FC

Com

pany

Vid

eocon

Pla

nt

Gpec C

lp

Pow

er In

dia

To

Va

dodara

Chhapra

Kasiya

Mula

d

Govall

Borid

ra

Kharch

i Bhilva

da

Kapa

lsadi

Gum

andev

Nana S

anja

Uch

ediya

Ranip

ura

Sanja

Mota

Uch

hali

Mota

liA

nda

da Chhapra

Nava S

ukaltirth

a

Karja

n

Karm

ali

Kavith

a

Nabip

ur

Bam

busar

Bori

Sin

dhot

Nars

inghpura

Mangle

shw

ar

Sukaltirth

a

NA

RM

AD

A R

IVE

R

LegendsPro

pose

d S

ite

Railw

ay Lin

e

1KM

Are

a

5KM

Are

a

10KM

Are

a

N

WE

S

SC

ALE

12

3K

M0

PR

OJ

EC

T S

ITE



36

Annexure 6: Land use Map

SC

AL

E

0100

200

300

400M

Agricu

lture

Land W

ithou

t Scru

b

Stu

dy A

rea

Pro

pose

d S

ite

LegendH

abita

tion

Ro

ad

Scru

b

Ope

n V

egeta

tion

N

WE

S

Wate

rbody

Clo

se V

ege

tatio

n

Pla

nta

tion

123456789

10

11

AB

CD

EF

GH

IJ

KL

12

M

13

Shre

e R

ang

Tow

nsh

ip

Esc

on G

reen

City

PR

OJE

CT

SIT

E

Tavra

To B

haru

ch

To S

uka

ltirtha



37

Annexure 7: Site Layout Map

TO BHARUCH

TO SH

UKALT

IRTH

26.50 MT.WIDE EXISTING ROADCENTER LINE OF ROAD

ADJ.R.S.NO.50ADJ.R.S.NO.65/A

ADJ.R

.S.N

O.65

/A

ADJ.R

.S.N

O.52

/A

ADJ.R

.S.N

O.47

ADJ.R

.S.N

O.48

ADJ.R

.S.N

O.46

ADJ.R

.S.N

O.47

LAY OUT PLANSCALE = 1:500

PARTY PLOT - 7500 SQM

COMMON PLOT

SHOP 7.67 X 3.66

CARPET AREA 28.07sq.mt.

34

SHOP 7.67 X 3.66

35

SHOP 7.67 X 3.66

36

SHOP 7.67 X 3.66

37

SHOP 7.67 X 3.66

38

SHOP 7.67 X 3.66

39

SHOP 7.67 X 3.11

CARPET AREA 23.85sq.mt

40

SHOP 7.67 X 3.11

41

SHOP 7.67 X 3.66

42

SHOP 7.67 X 3.66

43

SHOP 7.67 X 3.66

44

SHOP 7.67 X 3.66

45

SHOP 7.67 X 3.66

46

SHOP 7.67 X 3.66

33

SHOP 7.67 X 3.66

32

SHOP 7.67 X 3.66

31

SHOP 7.67 X 3.66

30

SHOP 7.67 X 3.66

29

SHOP 7.67 X 3.66

28

SHOP 3.44 X 3.96


27














DN UP

LIFT 7.67 X 3.66

SHOP5.61 X 3.66

26


SHOP 7.67 X 3.66

25






SHOP 7.67 X 3.66

24


SHOP 7.67 X 3.66

23


SHOP 7.67 X 3.66

22


SHOP3.66 X 7.67

21


SHOP3.66 X 7.67

20


SHOP3.66 X 7.67

19


SHOP3.66 X 7.67

18


SHOP3.66 X 7.67

17


SHOP3.96 X 7.67

16


SHOP3.66 X 7.67

15


SHOP3.66 X 7.67

14


SHOP3.66 X 7.67

13


SHOP3.66 X 7.67

12


SHOP3.66 X 7.67

11


SHOP3.66 X 7.67

10


SHOP3.66 X 7.67

09


SHOP3.66 X 7.67

08


SHOP3.66 X 7.67

07


SHOP3.96 X 9.29

06


SHOP3.66 X 7.67

05


SHOP3.66 X 7.67

04


SHOP3.66 X 7.67

03


SHOP3.66 X 7.67

02


SHOP3.66 X 7.67

01


SHOP3.66 X 7.67

61


SHOP3.66 X 7.67

62


SHOP3.66 X 7.67

63


SHOP3.66 X 7.67

64


SHOP3.66 X 7.67

65


SHOP3.66 X 7.67

55


SHOP3.66 X 7.67

56


SHOP3.66 X 7.67

57


SHOP3.66 X 7.67

58


SHOP3.66 X 7.67

59


SHOP3.66 X 7.67

53


SHOP3.66 X 7.67

54


SHOP3.66 X 7.67

50


SHOP3.66 X 7.67

51


SHOP3.66 X 7.67

48


SHOP3.66 X 7.67

49


SHOP3.66 X 7.67

47


G.TOILET3.66 X 7.67

DUCT

DN

UP

LIFT 2.40 X 1.83

2.14 MT. WIDE PASSAGE

SHOP3.66 X 4.00

52


SHOP3.66 X 7.67

60


L.TOILET3.66 X 7.67

DN

UP

DUCT LIFT 2.40 X 1.83

2.14 M

T. W

IDE

PASS

AGE

3.00 MT. WIDE OTTA3.00 MT. WIDE OTTA

3.00 M

T. W

IDE

OTTA

3.00 M

T. W

IDE

OTTA

3.00 M

T. W

IDE

OTTA

3.00 M

T. W

IDE

OTTA

2.14 MT. WIDE PASSAGE

2.77 MT. WIDE OTTA

R.S + VR.S + VR.S + VR.S + VR.S + VR.S + V

R.S + VR.S + VR.S + VR.S + VR.S + V

R.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + V

R.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + VR.S + V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

R.S

+ V

TOILET1.14 X1.20

TOILET1.14 X1.20

TOILET1.14 X1.20

TOILET1.14 X1.20

TOILET1.14 X1.20

TOILET1.14 X1.20

U U U U U

F.H F.B

TREAD=30CMRISER=16CMWIDTH=2.00m.t

PORTABLE FIREEXTINGUISHER


F.HF.B


F.HF.B



2.00

2.00

2.00

2.00

2.00

2.00

2.00 2.00

2.00

3.00 MT. WIDE OTTA3.00 MT. WIDE OTTA2.77 MT. WIDE OTTA

6.00 MT. WIDE ROAD

6.00

MT.

WID

E RO

AD

AREA GOING IN ROAD = 2026.20 sq.mt.

6.00 MT. WIDE ROAD

CATCH PIT WITH FILTERATION MEDIASIZE:-1.00 MT X 1.50 X 1.50 MT

150MM DIA STANER PIPE300MM DIA BORE75MM DIA GRAVEL PACKING

STAINER

225MM DIA P.V.C. PIPE

COARSE SAND 300 MMPEA GRAVEL MMGRAVEL 300MMG.G. CHANNEL WITHG.I.ON TOP OF CHANNEL

G.L

B.C.L

51/A

65/A

51

52/B53

5455

47

4645

1413

50

48

49

69 68

102

67

66/A

52/B

65/B64

63

62/B

12

7

817

ROAD

ROAD

ROAD

KEY PLANSCALE 1:8000

PROPOSED SITE

1/8

CERTIFICATECERTIFIED THAT THE PLOT UNDER REFERENCEWAS SURVEYED BY ME ON DATE 05.09.2016 ANDTHE DIMENSIONS OF SIDES ETC. OF PLOT STATEON PLAN ARE AS MEASURE ON SITE AND THE AREASO WORKED OUT TALLIES WITH THE AREA STATEDIN DOCUMENT OF OWNERSHIP/ T.P RECORD.

ARCHITECT'S SIGNATURE

AUTHORITY

OWNER'S SIGNATURE

ARCHITECT'S SIGNATURE

PROPOSED ASSEMBLY-2,MERCANTILE-2 &HOSPITALITY , LAYOUT PLAN IN R.S.NO.51/A MOJE - TAVRA, TAL. & DIST.BHARUCH.

PROPOSED ASSEMBLY-2,MERCANTILE-2 & HOSPITALITY , LAYOUT PLAN IN R.S. NO.51/A MOJE - TAVRA, TAL. & DIST. BHARUCH.

COMMON PLOT913.20 SQM

2.29

OFFICE

4.0 X 4.50

SEC.CABIN

3.0 X 4.50

ENTRANCE

GATE

ROOM

3.0 X 4.50

9.00

MT.

WID

E RO

AD

BRID

E3.0

X 3

.25

TOILE

T1.2

0 X1.8

5V

TOILE

T1.2

0 X1.8

5VW

W

ROOM

- 01

3.0 X

4.50

ROOM

- 02

3.0 X

4.50

G.RO

OM3.0

X 3

.25TO

ILET

1.20 X

1.85

TOILE

T1.2

0 X1.8

5

VV

W

W

PASS

AGE

W

W

W

MALE

5.5 X

2.50

FEMA

LE4.5

X 3

.25 ROOM

3.0 X

6.70

V2

V2

W W W W

W W W

PASS

AGE

DD

DD

D1D1

D1D1

D1D1

D1

D1D1

D1D1

ELEC

TRIC

RM.

4.7 X

3.5

KITC

HEN

4.0 X

7.7

STOR

E3.9

X 4

.5

UTILI

TY3.9

X 3

.0

OUTD

OOR

KIT

CHEN

8.0 X

9.0

PASS

AGE

PASS

AGE

DD

DD

D D

D2 D2

COMMON PLOT

478.30 SQM

COMMON PLOT

184.53 SQM

EXIT

ENTRY

6.00

MT.

WID

E RO

AD

1614.69 SQM

1 TOTAL AREA OF LAND AS PER RECORD2026.20

24700.00

3 NET BALANCE AREA

4 PROVIDED COMMON PLOT 3340.44PERMISSIBLE F.S.I. AREA @(1.5+0.6)2.15PERMISIBLE FSI (1.5) i.e., 12200.00 x 1.5

PERMISSIBLE BASE F.S.I. (37050.00 -1510.21)= 35539.79 35539.79CHARGEABLE FSI (0.6) i.e., 24700 x 0.6

PROPOSED BUILT UP AREA

2

MAX. PERMISSIBLE F.S.I. ( 35539.79 +14820.00) = 50359.79CHARGEABLE FSI USE -

FLOOR

AREA GOING IN PROPOSED D.P.ROAD

COMMERCIAL TOTALBASEMENT 1

6

GROUND FLOOR 3343.33

2805.29

14820.00

3rd FLOOR 2805.29

50359.79

4th FLOOR 2805.29TERRACE 77.87

TOTAL = 27992.778

1st FLOOR

TOTAL PROPOSED BUILT UP AREA

2949.89

5 Nos.109

5 Nos.PROVIDING PERCOLATING WELL

2nd FLOOR

11

REQUIRED PERCOLATING WELL

FLOOR COMMERCIAL

GROUND FLOORBASEMENT -

2829.67

4th FLOOR

2nd FLOOR 2509.541st FLOOR

PROPOSED F.S.I. AREA

TOTAL =

3rd FLOOR 2509.54

12

2509.54

TOTAL PROPOSED F.S.I. AREA13

TERRACE

14 REQUIRED PARKING AREA @ 50% OF UTILIZED F.S.I. F.S.I. CONSUMED

18107.6015 PROVIDED TOTAL PARKING AREA

OPEN PARKING AREA 4901.79

IN BASEMENT 13205.81

AREA TABLE IN SQ.MT.(RESIDENTIAL ZONE-1)

DG SET

STP

22673.80

37050.00

COMM

ON P

LOT

90.44

SQM

51870.00

0.534

13187.9613187.96

27992.7727992.77

7.50

MT.

WID

E RO

AD

6593.98

13187.96

6.00 MT. WIDE ROAD

PERCOLATION PITLEGEND

TREE PLANTATION

COMMON PLOT

STP

PARKING AREA

DG SET

ORGANIC WASTECONVERTOR

ORGANIC WASTE CONVERTOR



38

Annexure 8: Water Balance and Water Balance Diagram

Water balance for construction phase

S

N Purpose

Water Requirement Wastewater Generation

Quantit

y (KLD) Remarks

Quantit

y (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

@ 85%

Wastewater will be

disposed into

septic tank

2. Dust

suppression 3.5 - - Losses

3.

Washing of

constructio

n

equipment

6 - 4.8

20% loss on

washing; rest will

be collected and

reused for curing

4. Curing 4 KLD

Recycled - - Losses

Total

(20.25)

16.25+

4

KLD

recycled

10.53



39

Water Balance for Operation Phase

Sr. No.

Description Occupants/

Area Standards/

Basis

Water Consumption Wastewater Generation

Domestic KLD

Flushing KLD

Total KLD

KLD

1 Shops 390

45 lpcd (20 lit for

domestic and 25 lit for

flushing)

7.8 9.75 17.55 14.04

2 Visitors 400

15 lpcd (5 lit for Drinking and 10 lit for

Flushing)

2 4 6 4.80

3 Party Plot 750

45 lpcd (20 lit for

domestic and 25 lit for

flushing)

15 18.75 33.75 27.00

4 Guest room 244

135 lpcd (90 lit for

Domestic and 45 lit for

Flushing)

21.96 10.98 32.94 26.35

5 Landscaping 2268 sqm. 4 lit/sqm. - - 9.07 0.00

6 Lawn area for Party

Plot 7500 sq m 2 lit/sqm. - - 15.00 0.00

Grand Total 46.76 43.48 99.31 72.19

MR. DHARMENDRA M. SOLANKI PROPOSED COMMERCIAL PROJECT AT TAVRA, BHARUCH,

GUJARAT ANNEXURE

40

Water Balance Diagram

14

Legend: All Values are in KLD

Fresh Water

Offices(2+4) STP

Capacity - 100 KLD

Losses

2

47

4

Shops(8+10)

8

Fresh Water

Waste Water

Recycled Water

Losses

Party Plot(15+19)

Guest room(22+11)

Landscaping(0+9)

5

27

26

19

11

9

4

10

15

22

72

Party Plot Lawn(0+15)

15



41

Unit Sizing of Proposed Electrolysis STP

The list of proposed STP units with capacity and Hydraulic retention time is prescribed in below table.

Table: STP units with Capacity and Hydraulic Retention Time

Figure: Process Block Diagram of Proposed Electrolysis STP – 100 KLD

Measures proposed to avoid odour nuisance due to the STP in operation phase is given below.

Following measures will be taken to avoid odour nuisance during the operation stage of Sewage treatment

plant:

Dissolved Oxygen (DO) shall be maintained for the life of Biomass.

The generated sludge shall be treated immediately in filter press and shall be disposed

properly as per norms.

The STP will provide disinfection facilities of treated sewage.

S. No.

Units Nos. Volume

m3

Design Flow HRT (Hr)

1 Feed Tank 1 16.9 100 4.05

2 Electrolysis with Filter Tank 1 2.74 100 -

3 Brine Tank 1 500 lit 100 -

4 Final Collection Tank 1 102 100 24.4 (1 day)

5 Sludge Drying Bed 1 4 100 -

Organic Waste

Convertor

details

Jaipur Office: 2, Basant Vihar, Jaipur - 302031 Gurugram Office:B-14/2, Paschim Marg, DLF Phase I, Gurugram – 122002

Contact No: +91-9899233980 Email:[email protected], [email protected]

ANNEXURE ‘I’ EcoTatva® (The Smart Composter)

EcoTatva® (The Smart Composter) is a blend of the conventional process of composting with the

modern technology. After years of research, hard work and dedication, EcoTatva® is made to convert

the organic waste into compost.

The Issues

The process of dehydrating the waste (i.e. drying the waste using heat), rotting by anaerobic bacteria (no

need of oxygen to be present) or any other process that doesn’t produce a chemically stable and ready

to use compost. Many systems claim to prepare compost, but mainly just remove the water in the waste

without properly breaking down the Nitrogen molecule in it. These systems are very energy hungry as

they need to heat the waste for evaporating the water in it, and obtain as a result a product rich in

Ammonium (NH4+), a compound involved in water pollution, acid rain and smog. This so called

“compost” invariably requires further processing before being safe for agricultural use or disposal.

EcoTatva® (The Smart Composter)

It is simple and practical process because the most unpleasant fraction of the waste stream – the food

waste, is being dealt with hygienically on a daily basis. The food waste is being emptied into EcoTatva

everyday through the hopper. Then the auto system sprinkles the adsorbent and microbial culture to be

mixed at the chopping/shredding stage to make the waste homogenous and to increase the surface area

of the waste. Then this homogenous mixture is feeded into the composting chamber.

The composting chamber is of drum shape and having an agitator inside which rotates a very slow

speed. The homogenous mixture due to the rotary action of the composting chamber falls down from

the baffles and automatically gets aerated. A low intensity heating system removes excess watery

content from the homogenous paste. The system contains inbuilt humidity sensor, temperature sensor

and auto sprinkling microbial culture vents to enhance the composting process.

mailto:[email protected]




The aeration and turning is done automatically which means natural decomposition process works

perfectly from start to finish. The finish compost is automatically sent out. The process is odorless as the

composting takes place in-vessel unit along with air filters installed to filter and transfer that filtered air.

The system works on very low power as the designing is done accordingly to bring down the power

consumption cost.

Salient Features of EcoTatva FA-10D

Exhaust Air Control Yes

Temperature Control Yes

Health Standards Yes

Moisture Control Yes

Climate Situation Yes

Odor Control Yes

Composting Speed 10 days (Matured Compost)

Heating Natural Heating via Air Ventilation

CO2 Sensor Yes

Bio-Filter Yes

Sieving Yes

EcoTatva® - The Smart Composter

Converts any kind of Organic Waste into Compost

Compact Design

Converts any kind of Organic Waste into Compost

Odourless & Noiseless

No Additions of Saw Dust

Very less electrical consumption

Quality Material Used – Stainless Steel for Mixing Tank, Shaft & Mixing Blade, Insulated

Maturation Chamber with rotating fins





Overload Function works in case of Overload

Works on 3R Principle ( Reduce, Recycle & Reuse )

Garbage to Garden & Improve Soil Health

Reduces Global Warming and Air Pollution

Saves Money & Saves Landfill Space

Improve Soil Health

For ECO ENVIRO ENGINEERS





42

Annexure 9: Storm Water Management Plan

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 3,343.33 0.019 0.8 50.82

Paved area 9,561.67 0.019 0.5 90.84

Green area 9,768.00 0.019 0.2 37.12

Total 22,673.00 178.77

6 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 3,343.33 1.663 0.8 4447.97

Paved area 9,561.67 1.663 0.6 9540.63

Green area 9,768.00 1.663 0.3 4873.26

Total 22,673.00 18,861.86

Annual recharge of ground water = 18,500 m3/year.



43

Annexure 10: Parking Calculations

As per GDCR

FSI Area in m2

Parking Requirement as per

GDCR

Parking Area Proposed to be

Provided (m2)

% of Total

FSI Area

Parking Area

Required

(m2)

Location Parking area

(m2)

Commercial

(FSI – 13,187.96

m2)

50 % of

Maximum

FSI

6,593.98

Basement 13,205.81

Open Parking 4,901.79

Total 6,593.98 18,107.6

As per NBC

Use

Parking Requirement as per

NBC

Parking Space Proposed to be

Provided

Floor

Area

No. of

units CPS Location

Parking

area (m2) ECS

Commercial

shops

( 8,168.88

m2)

100 m2

per

floor

Shops –

195

82

Basement 13,205.81 413

For Party Plot

7,500 m2

Guest room -

122

-400

m2 Plot

area

Guest

room

122

19 Open

Parking 4,901.79 213

Total - 101 Total 18,107.6 626

Parking Summary

Parking Requirement Parking Space Proposed to be Provided

As per GDCR As per NBC Area in m2 ECS

6,593.98 m2 101 18,107.6 626



44

Annexure 11: Fire and Safety

Adequate fire protection facilities will be installed including fire detectors, fire alarm and fire fighting system to guard

the building against fires. All fire protection facilities will be designed as per the latest National Building Code given

in 2005,

Commercial Buildings are classified as Group E, Sub Group E - 2(Part 4, NBC 2005)

Following component/item will be provided:

Under the clau0ses (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 Riser

Yard Hydrant

Automatic Sprinkler System( Basement)

Manual Operated Electric Fire Alarm System

Automatic detection and Alaram System

Underground Static Water Storage Tank-2,00,000 (one Tank) lit.

Terrace Tank-20,000 lit (Each Block) Pump near underground Static Water Storage Tank- Two electric and One diesel pump of

capacity-2 850 l/min and One electric pump of capacity-180 l/min.

Based upon the Occupancy (Clause 4.3 Table 20 , 21 & 22 , NBC):

Unit Value

Commercial

Occupant load m2/person 10

Occupants per unit exit width Number of occupants

Stairways-50 Ramps-60 Doors -75

Travel distance form occupancy m 30



45

Annexure 12: Environment 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 after remaining Construction Work

Area Mitigation Measures

Construction Stage:

Water quality • Toilet and drinking water facilities for construction workers will be provided by the

contractor at the construction site to avoid unhygienic condition at site.

Air quality

• Dust suppression measures will be 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 will be used and engines will be turned off when not in use.

Noise level • Protective gears such as ear mufflers etc. will be provided to construction personnel exposed

to high noise levels.

Solid wastes • Waste construction materials will be recycled and excess construction debris will

be 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 with the occupational safety manuals will be

adopted to prevent accidents/hazards to the construction workers.

Operation Stage:

Water quality • Wastewater will be collected and disposed into STP. Six number of rainwater harvesting recharge wells will be developed



46

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 into organic Waste Convertor for

composting.

Rainwater harvesting

• Adequate rainwater harvesting will be provided

Fire protection

• Adequate fire protection facilities will be installed including fire detectors, fire alarm and firefighting 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 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 inTable 3.

Table 3. Environment Management Cell

S. No. Designation Proposed responsibility

1. Senior Executive Director Environmental policy and directions

2. Advisor (Environment) Overall responsibility for environment management and

decision making for all environmental issues

3. Executive Director

Overall in-charge of operation of environment management facilities. Ensuring legal compliance by

properly undertaking activities as laid down by various regulatory agencies from time to time and interacting with

the same

4. General Manager Secondary responsibility for environment management and

decision making for all environmental issues

5. Site Engineers Ensure environmental monitoring as per appropriate

procedures

4.0 Environmental Budget

A capital cost provision of about Rs. 82 lacs 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.



47

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 0.6 9.0 Stack and DG room

2. Water 2.5 25.0

Sewage Treatment

Plant, O&M of STP

and fixtures.

3.

Solid and

hazardous waste

management

5.0 25.0

Provide a bins at

each door and

transportation cost.

Cost of OWC

4. Environment

monitoring 1.5 0

The recurring cost

would be incurred

on hiring of consult-

ants and payment of

various statutory

fees to regulatory

agencies.

5. Rain water 1.5 13.0

Collection system,

treatment and

recharge well

6. Green belt 1.5 10.0 -

Total 12.6 82

5. General Principles in Greenbelt Design

Plants grown in such a way so as to function as pollutant sinks are collectively referred as greenbelts1.

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:

1

1 Central Pollution Control Board, 2000, “Guidelines for Developing Greenbelts” pp 2



48

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.

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 centreline 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.

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.

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)



49

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.

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.



50

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 stored 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.



51

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.



52

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.

Documents

Blank Form 1 and 1A - environmentclearance.nic.inenvironmentclearance.nic.in/writereaddata/FormB/EC/Additional... · The exploration of the site for an important structure requires