AHMEDABAD Project Site - environmentclearance.nic.inenvironmentclearance.nic.in/...Report/27092016WCXH6QM1Annexure.pdf · Report for the soil investigation work for a building at

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Report No.:1603-EI324-06-Vatva

0

FINAL REPORT

GEOTECHNICAL/SUB-SOIL INVESTIGATION WORK

FOR A BUILDING IN SURVEY NO.: 1212, FP NO. : 52, TP NO. : 84 OF VATVA

IN TAL.: CITY , DIST. : AHMEDABAD , STATE:GUJARAT

REPORT NO. : 1603/EI324/06/VATVA

MONTH & YEAR : FEBRUARY, 2016

SUBMITTED TO,

SHRI VIPULBHAI CHARODIA,

AHMEDABAD.

PREPARED BY

N.G. PATEL SOIL TESTING & F.M.PATWA MATERIAL TESTING LABORATORY

THE GUJARAT INSTITUTE OF CIVIL ENGINEERS AND ARCHITECTS, N.G.PATEL SOIL TESTING LABORATORY,

NIRMAN BHAVAN,LAW GARDEN ROAD, ELLISBRIDGE, AHMEDABAD

Phone No. : 079-26565935,65129967 Email .: [email protected]

NITESH SHAH K.C.PATEL PRESIDENT HON.SECRETARY PRASHANT SHAH SUDHIR BROKER BHADRESH SHAH P.B. PATHAK CHAIRMAN CO-CHAIRMAN CONVENER CO-ORDINATOR

LABORATORY COMMITTEE


1

Date:22/03/2016 To, Shri Vipulbhai Charodia, Ahmedabad, Sub.: Report for the soil investigation work for a building at Vatva. We have conducted the soil investigation work at above mentioned site .Alongwith this letter we are submitting the soil report for the same alongwith the SBC analysis. Please call us for further information and clarification. Thanking You, For, GICEA N.G.Patel Soil Testing Laboratory, Authorised Signatory, Encl. 1.Two copy of Report 2.One report in soft copy


2

CONTENTS

SS RR .. NN OO ..

CC HH AA PP TT EE RR

PP AA GG EE NN OO ..

1. Introduction. 3

2. Field Work. 3-4

3. Laboratory Work. 5

4. Physical Propert ies. 5-6

5. Shear Properties. 6-7

6. Soil Strat ification 7

7. Ground Water Table. 7

8. Conclusion And Recommendations 8

9. Appendix

1)Analysis of Allowable safe bearing Capacity

2) Table Showing Allowable safe bearing Capacity

3) Abbrevations and IS classif icat ions

4) Cross Sectional; Details Of Boreholes

5) Laboratory Test Tables

6) Location Plan

9- 10

11

12-14

15

16-29

30


3

[ 1 ] INTRODUCTION : Shri Vipulbhai Charodia,Ahmedabad proposes geotechnical investigation work for a

building inVatva, Tal.: City, Dist : Ahmedabad in Gujarat state.

The purpose of the investigations was to determine the sub soil stratification of the soil,

geotechnical information & safe bearing capacity of the soil, so as to provide information that will

assist the structural engineers in the design of the foundations and the relevant works.

The Job was carried out under the guidance and supervision of the soil personnels of

G.I.C.E.A Laboratory,Ahmedabad, and client’s engineer.

[ 2 ] FIELD WORK : 1) Drilling two nos. of 150 mm dia borehole with casing whenever required up to maximum depth of 12.0 m from ground level. 2) Carryout standard penetration test at regular interval alternate to undisturb sampling 3) Collecting disturbed soil samples at regular interval as per the stratification of soil ,recording depth at which soil changes. 4) Collecting undisturbed samples (UDS) at regular interval alternate to SP Test or continuous UD samples at regular interval if subsoil is cohesive. [2.1] Borehole Drilling :

Drilling of 150 mm dia borehole was carried out by shell and Auger drilling method above

water table.Water was added while drilling but stopped at enough height above the test level to avoid

disturbance. Drilling below water table was made by percussion drilling method.casing is

required to be lowered if holes do not retain its shape.Care is taken to maintain ground water table

during drilling and particularly before testing or sampling levels.In no case casing is allowed to

advance below the bottom of borehole. Chiselling is carried out if required while drilling.The

Location of borehole was decided with due consideration of Client/Consultant of the project.


4

(2.2) Collection of Samples:

Undisturbed soil samples in 38mm Ø shelby tubes were collected in the thin walled sampling

tubes in accordance with IS:2132-1981at regular interval for finding shear parameters, field density,

moisture content etc. of soil.The sampling tube was connected to the rod by jarring link in case of

38mm Ø tubes.’A’ drill rods were connected by suitable adaptor with ball check value. Before

lowering the sampler ,the borehole was cleaned properly and sampling tubes were lightly oiled from

inner and outer side.

Sampling tube was pushed into the borehole by pressure hammering as per the soil stiffness.

The sampling tubes were waxed immediately after removal.

In case of medium to coarse grained ,non-cohesive sand samples,where sampling is

unsuccessful,Standard Penetration Tests was carried out after cleaning the borehole.

However, disturbed soil samples from shell or split spoon samplers were also collected in

polythene bags with proper levels during drilling for finding index properties of the soil.

[ 2.3 ] Standard Penetration Test :

The standard penetration tests were performed in accordance with IS:2131:1981 using the

standard split spoon sampler & 63.5Kg hammer at the desired intervals. Before testing ,the borehole

was cleaned properly and Split spoon sampler was centrally seated in the borehole.In case of SPT to

be conducted below water table,care was taken to keep casing position above the borehole

depth..The water level in borehole is maintained above or at least at the water table.

A standard hammer of 63.5 kg is dropped from a height of 75 cms. And the no. of

blows for penetration of sampler for 0-15,15-30 and 30-45 cms were noted in table no.3.

Standard penetration test value Ns is considered for last 30 cm penetration,For non plastic silts

and fine sands Ns value is corrected for effective overburden pressure and dilatancy.Correction is

applied for tests conducted below water table.


5

[ 3 ] LABORATORY WORK

Following laboratory tests were carried out on the samples collected from the site.

1. Water content on selected samples from SPT

2. Field density,Moisture content and dry density of undisturbed samples.

3. Grain size Analysis of SPT samples,.UD samples and disturbed samples

covering each soil strata.

4. Atterberg’s Limit for samples

5. Specific gravity Test for samples as per 3.

6. Shrinkage Limit / Free Swell / Differential Swell test for selected samples of

expansive soil

7. Test for shear properties of selected samples.

8. Unconfined compressive Strength on saturated cohesive soil

9. Triaxial Shear test under UU/CU condition with or without pore pressure measurement as

per in situ conditions.Normally soft cohesive saturated samples will be consolidated at average

overburden pressure.

The common practice adopted in the field and laboratory testing by & large are as per I S

code indicated . Results of the laboratory tests performed on various soil samples are presented in the

form of table at the end of report.

[ 4 .0] PHYSICAL PROPERTIES:- The moisture cans collected from SPT samplers from the field are weighed and placed in

oven for drying to determine natural moisture content(NMC). Results are tabulated in table-3

UDS are extracted using screw type extractor and samples were prepared as per the

required size of the test. Weight and volume of the samples were noted before extracting from

tubes.Average bulk density is calculated and samples were placed in oven to get the field moisture

content for computing the dry density.Results are tabulated in table 4.


6

Specific gravity with specific gravity bottle/pycnometer is calculated as per IS

2720.Results were tabulated in table4.Saturation of sample in % is also calculated which is a

useful data for deciding the condition of triaxial shear test.

Grain size analysis is made by IS sieves of sizes 4.75mm,2.00mm,1.00mm,0.425mm,0.25mmand

0.075mm.For coarse grained soil a graph of partical size v/s cumulative % finer is plotted.

For fine grained soil wet analysis is made on plummet balance.Results are tabulated in table 5

Liquid limit and Plastic Limit tests are carried out with distilled water as per IS 2720

part – 5.The samples are tested at a minimum of 24 hours after the addition of water. Liquid limit

is done on casagrande standards with occasional checking by Cone penetration method.

The soil samples showing high plasticity were checked for swelling and shrinkage.

Firstly for rough estimate,free swell test is carried out as per IS 2720 part – 40.Shrinkage limit test is

carried out as per is 2720 part 6.

[5.0] SHEAR PROPERTIES:-

Shear tests were carried out by three methods.

1) Unconfined compressive strength as per IS 2720 part-10 for the saturated plastic soil

2) Triaxial shear test is tobe carried out on samples of size 38mm dia and 76 mm in height

on motorized 30 speed load frame .The confining pressure б3 is applied to the cell by oil

water constant pressure system. The tests are carried out for the three conditions

a) Unconsolidated Undrained (UU) test without pore water pressure measurement as per

IS 2720 part 1

b) Consolidated Undrained (CU) test without pore water pressure measurement as per

IS 2720 part 11

The condition decided on type of sample and water table condition or designers

specifications.

c) Direct/box shear test on noncohesive medium to coarse sandy soil as per IS 2720 part

13. The graph for triaxial shear test is plotted by modified method .


7

[ 6 .0] SOIL STRATIFICATIONS.: [ 6.1 ] BOREHOLE: BH-1 (6.1.1) Layer No. 1 This layer from 0.0 m to 12.0 m depth (thickness is 12.00 m) is observed to consist of

Blackish to yellowish brown colored silty sand. The grain size analysis and consistency limits

indicate the layer as SM/SW-SM. The grain size analysis shows variation in % of silt and clay is

from 13 to 47 % ; in sand is from 53 to 86 % and gravels varies from 00 to 03 %. The soil is non

plastic.

[ 6.2 ] BOREHOLE: BH-2 (6.2.1) Layer No. 1 This layer from 0.0 m to 12.0 m depth (thickness is 12.00 m) is observed to consist of

Blackish to yellowish brown colored silty sand. The grain size analysis and consistency limits

indicate the layer as SM/SW-SM. The grain size analysis shows variation in % of silt and clay is

from 12 to 38 % ; in sand is from 51 to 87 % and gravels varies from 00 to 08 %. The soil is non

plastic.

[ 7 ] GROUND WATER TABLE :

Ground water level was not observed in any of the borehole up to 12.00 m depth below GL at

the time of investigation. (March 2016).


8

8 ] CONCLUSIONS & RECOMMENDATION: (8.1) The site for proposed soil investigation work at Vatva in general is observed to consist of silty

sand up to 12.00 m depth of termination.

Ground water table was not encountered in any of the borehole up to 12.00 m depth below GL

at the time of investigation. (March, 2016)

(8.2) The net safe bearing capacity of open foundation having width varying from 1.5 to 2.0 m at 3.00

m to 4.50 m depth below GL is recommended in following paras considering 50 mm maximum

permissible settlement and in natural condition of soil. For indivisual depth and size of footing please

refer table on page no.11 of this report.

( 8.3) The top soil is not having swelling potential and hence is suitable to be used for back /

Plinth filling purpose.

( 8.4) The results of the laboratory tests are incorporated in the form of table at the later part of the

report.

For,,G.I.C.E.A.,

N.G.PATEL SOIL TESTING LABORATORY ,

Authorised Signatory


9

APPENDIX Calculation for Allowable Bearing Capacity Design Data : Foundation Type : Square Footing Width of Footing : 1.50 m Depth of Footing : 1.50 m below basement level ( 3.5 m below EGL) Failure Mode : Mixed Shear Failure Shape and Depth Factors : Not considered Water Table : not met with Factor of Safety : 3.00 Permissible Settlement : 50.00 mm Soil From To C Ø N'' γb Strata (m) (m) (Kg/cm²) (deg) (g/cc) Silty sand 0.00 12.00 - 30.0 - 1.64 Soil Strata:

Calculations : Ultimate Bearing Capacity (for Mixed Shear Failure) q'd = 0.92 c N'c + q (N'q - 1) + ½ B γ N'γ = 0.92 × 0 × 26.61 + 0.246 × (15.61 - 1) + 0.5 × 150 × 0.00164 × 18.42 = 0 + 3.594 + 2.266 = 5.86 Kg/cm²


10

= 58.6 T/m² Where c = Cohesion = 0 kgf/cm² q = Effective surcharge at base of fdn = 0.246 kgf/cm² B = Width of footing = 150 cm γ = Bulk unit weight of foundation soil = 0.00164 Kgf/cm³ W' = Correction factor for location of water table = 1 Ø = Angle of shearing resistance of soil in degrees = 30 N'c = Bearing Capacity Factor = 26.61 N'q = Bearing Capacity Factor = 15.61 N'γ = Bearing Capacity Factor = 18.42 Safe Bearing Capacity = 19.53 T/m² [Considering a Safety Factor of 3] Settlement Calculation Settlement in Non-Cohesive Layer from 0 to 12 m (S1) [from graph - Fig 9 (IS 8009 Part 1 - 1976)], for Width 'B' = 1.5 m and N = 31, Settlement = 7.18 mm (per Kg/cm² of Pressure) x 1.95 Kg/cm² (Foundation Pressure) = 14.01 mm Total Settlement Sf = S1 = 14.01 = 14.01 mm Allowable Bearing Capacity = 19.5 T/m² for width of foundation 1.5 mts and Settlement of 14 mm For,,G.I.C.E.A., N.G.PATEL SOIL TESTING LABORATORY



11

RECOMMENDED ALLOWABLE NET SAFE BEARING CAPACITY

Sl

Width Depth Surcharge W' qsafe Settlement Remarks

No

(m) (m) Kgf/cm³ T/m² (mm)

1

1.50 3.50 0.25 1.00 19.5 14.0

2

1.50 4.00 0.33 1.00 23.5 16.9

3

1.50 4.50 0.41 1.00 27.5 19.8

4

1.50 5.00 0.49 1.00 31.5 22.6

5

2.00 3.50 0.25 1.00 22.1 17.2

6

2.00 4.00 0.33 1.00 26.0 20.3

7

2.00 4.50 0.41 1.00 30.0 23.5

8

2.00 5.00 0.49 1.00 34.0 26.6

For,,G.I.C.E.A., N.G.PATEL SOIL TESTING LABORATORY,



12

IS CLASSIFICATIONS:

GW:Well graded gravels,gravel sand mixture or no fines GP : Poorly graded gravels or gravels sand mixture,little or no fines GM: Silty gravels,poorly graded gravel-sand-silt mixtures GC : Clayey gravels,poorly graded gravels-sand-clay mixtures SW : Well graded sands,gravelly sands ,little or no fines SP : Poorly graded sands or gravelly sands;little or no fines SC : Claye sands,poorly graded sand-clay mixture SM: Silty sands, poorly graded sand-silt mixture ML: Inorganic silt and very fine sands,silty or clayey fine sands or clayey silt with non to low plasticity CL: Inorganic clays,gravelly clays,sandy clays,silty clays,lean clays of low plasticity OL: Organic silts and organic silty clay of low plasticity MI: Inorganic silts, silty or clayey fine sands or clayey silts of medium plasticity CI: Inorganic clays,gravely clays,sandy clays,silty clays,lean clays of medium plasticity OI : Organic silts and silty clay of medium plasticity MH: Inorganic silt of high compressibility,micaceous or diatomaceous fine sandy or silty soils,elastic silts CH: Inorganic clays of high plasticity,fat clays OH: Organic clays of medium to high plasticity Pt.: Peat and other highly organic soil with very high compressibility


13

ABBREVIATIONS

DS : Disturbed Soil Sample

UDS : Undisturbed Soil Sample

SPT : Standard Penetration Test

SBC : Safe Bearing Capacity

NP : Non Plastic

DST : Direct Shear Test

LL : Liquid Limit

PL : Plastic Limits

PI : Plasticity Index

* : Remolded Sample

Ref. : Refusal


14

GENERAL TERMS AND CONDITIONS

1. The test are carried out under certain laboratory condition and parameter 2. Results given in this report refers only to the material supplied to the laboratory.

3. The test report do not indicate the quality of the product or usage of product or suitability of the product or material. 4. This test report does not indicate the sampling criterion for testing the samples.. 5. Any site testing or supervision is to be done separately. 6. Any kind of addition ,alteration or deletion is not permitted. 7. Reproduction of this reppport in whole or in part by any means except with written permission of the testing agency shall be deemed to be an infringement. 8 . The report/results are not to be used for publicity. For, G.I.C.E.A.,

N.G.PATEL SOIL TESTING LABORATORY


Bore Hole : 1

SM

0.00 (8.00%)

-1.50 N=14 (10.00%)

-3.00 1.65 (3.00%) 1.60Cuu=0.1, Øuu=27.7°

-4.50 N=30 (4.00%)

-6.00 1.50 (1.00%) 1.48

-7.50 N=40 (6.00%)

-9.00 1.89 (3.00%) 1.84

-10.50 N=49 (6.00%)

-12.00 1.92 (3.00%) 1.86

Bore Hole : 2

SM-SW

0.00 (6.00%)

-1.50 1.64 (6.00%) 1.55

-3.00 N=23 (3.00%)

-4.50 1.58 (3.00%) 1.53Cuu=0.1, Øuu=29.7°

-6.00 N=31 (3.00%)

-7.50 1.58 (3.00%) 1.54

-9.00 N=41 (6.00%)

-10.50 1.73 (3.00%) 1.67

-12.00 N=54 (7.00%)

BORE-LOG SECTION FOR PROJECT : EI324 Vatva

Note:(1) Figures on the Left Side shows R.L. and Type of Sample (D - DS, U - UDS, S - SPT, C - Core, V - Field Vane Shear)(2) Figures on the Right Side shows : (a) for SPT Samples : Nc - No. of Blows/300 mm Penetration (N.M.C.)

(b) for UDS Samples : Bulk Density, (N.M.C), Dry Density

{15}

00.00 Blackish colored silty sand DS

01.50 SPT

03.00 UDS

04.50 SPT

06.00 UDS

07.50 SPT

09.00 UDS

10.50 SPT

12.00 UDS

TABLE - 1FIELD PROGRAMME OF TESTS

EI324 VatvaC/O a bldg. in Vatva

Shri Vipulbhai Charodia,Ahmedabad 1

Depth

Project : Project No. :

Owner : Bore Hole No. :Location of Bore Hole : RL of Ground Level (mt):

in mts. Visual Soil Description Field Tests Core Recovery

N.G.Patel Soil Testing Lab.GICEA

Authorised Signatory{16}

0.00 8.40

1.50 03 06 08 14 20 10.19

3.00 3.40

4.50 06 12 18 30 31 3.63

6.00 1.23

7.50 09 16 24 40 35 6.38

9.00 2.73

10.50 11 21 28 49 37 5.63

12.00 3.46

TABLE - 2RESULTS OF STANDARD PENETRATION TEST

EI324 VatvaC/O a bldg. in VatvaShri Vipulbhai Charodia,Ahmedabad 1

Depth0 - 150 mm 150 - 300 mm 300 - 450 mm /300 mm) value of Ns) (in %)

N.G.Patel Soil Testing Lab.,GICEA


Project : Project No. :Owner : Bore Hole No. :

No. of Blows for Penetration Ns (Blows Nc(Corrected N. M. C.in mts.

{17}

0.00 8.40

1.50 10.19

3.00 3.401.65 1.60 2.49 0.15

4.50 3.63

6.00 1.231.50 1.48 2.46 0.05

7.50 6.38

9.00 2.731.89 1.84

10.50 5.63

12.00 3.461.92 1.86

TABLE - 4INSITU DENSITY, MOISTURE CONTENT, DRY DENSITY & SPECIFIC GRAVITY


Depth


Bulk Density Natural Moisture Dry Density Specific SaturationSample (mts.) in gms/cc Content (%) in gms/cc Gravity

For,GICEA,N.G.Patel Soil Testing Laboratory


0.00 0.00 to 12.00/D 0 0 4 49 47

1.50 0.00 to 12.00/S 0 0 2 54 44

3.00 0.00 to 12.00/U 2 2 2 65 29

4.50 0.00 to 12.00/S 2 1 13 71 13

6.00 0.00 to 12.00/U 0 1 2 83 14

7.50 0.00 to 12.00/S 2 1 11 63 23

9.00 0.00 to 12.00/U 6 10 16 48 20

10.50 0.00 to 12.00/S 3 4 10 50 33Clay Silt Fine

SandMedium Coarse Gravel

0.001 0.01 0.1 1 10PARTICLE SIZE (mm)

0.0

7.5

15.0

22.5

30.0

37.5

45.0

52.5

60.0

67.5

75.0

82.5

90.0

97.5

TABLE - 3PARTICLE SIZE DISTRIBUTION


Depth

Project No. :Project :Owner : Bore Hole No. :

Gravel Sand in % Silt in %Type ofSample

Label Soil Strata Coarse Medium Finein % +(>4.75 mm) (4.75 - 2 mm) (2mm - 425µ) (425 - 75 µ) Clay in %



12.00 0.00 to 12.00/U 2 2 6 50 40Clay Silt Fine


0.001 0.01 0.1 1 10PARTICLE SIZE (mm)

0.0

7.5

15.0

22.5

30.0

37.5

45.0

52.5

60.0

67.5

75.0

82.5

90.0

97.5



Depth






3.00 0.06 27.70

Cuu Øuu

Undisturbed

Undisturbed

Undisturbed

0.50

1.00

1.50

0.28

0.67

0.80

0 1 2σn (in Kg/cm²)

0

1

TABLE - 4BOX SHEAR TEST



Depth


Shear Values from GraphSample Type Normal Stress Shearing Stressσ τSample (UD/Rm) in Kg/cm² in Kg/cm² (Kg/cm²) (Kg/cm²)

BOX SHEAR GRAPH



{21}

00.00 Blackish colored silty sand DS 8.40 0 53 47 - -

SM

01.50 SPT 14 10.19 0 56 44 - -

03.00 UDS 3.40 1.65 1.60 2.49 2 69 29 - - Buu 0.06 27.7°

04.50 SPT30

3.63 2 85 13 - -

06.00 UDS 1.23 1.50 1.48 2.46 0 86 14 - -

07.50 SPT40

6.38 2 75 23 - -

09.00 UDS 2.73 1.89 1.84 6 74 20 - -

10.50 SPT49

5.63 3 64 33 - -

12.00 UDS 3.46 1.92 1.86 2 58 40 - -

SUMMARY OF GEOTECHNICAL EXPLORATIONSEI324 Vatva

1150 mmSHELL & AUGER

12-03-1622-03-16

Depth

Below Termination LevelWater Table

THE GUJARAT INSTITUTE OF CIVIL ENGINEERS & ARCHITECTS"Nirman Bhavan",Opp. Law Garden,Ellisbridge,Ahmedabad-380006

Project No. : Bore Hole Started on : Depth of :Bore Hole No. : Bore Hole Completed on : R. L. of Ground Level :Method of Drilling : Diameter of Bore Hole : Location of Bore Hole :

Field Test Particle Size AtterbergNs Rock Natural Density Spe- Shri- Free Shear PropertiesI. S. Additional/Samples Properties LimitsAnalysis(in gms/cc)No. of Moist. cific nkge swell C ØTestVisual Soil Descriptionin Classi- Tests orSPT UDS Blows per C.R. RQD Content Gra- Gr. Sn Silt+ LL PL PI Lim. Indx (Kg/ inTypemetres fication Bulk Dry Remarks% vityVST DS 300 mm % % % % Clay % % % % % cm²) Deg.

Standard Penetration Test PI - Plasticity Index Cv - Coeff. of Consolidation C.R. - Core RecoverySPT - DS - Disturbed Sample Gr - Gravel LL - Liquid LimitVST - Vane Shear Test Sn - Sand PL - Plastic Limit C, Ø - Shear Parameters Mv - Coeff. of Volume Change RQD - Rock Quality Designation

For, GICEA,N.G.Patel Soil Testing Laboratory


{22}

00.00 Blackish colored silty sand DS

01.50 UDS

03.00 SPT

04.50 UDS

06.00 SPT

07.50 UDS

09.00 SPT

10.50 UDS

12.00 SPT

TABLE - 1FIELD PROGRAMME OF TESTS



Depth

Project : Project No. :

Owner : Bore Hole No. :Location of Bore Hole : RL of Ground Level (mt):

in mts. Visual Soil Description Field Tests Core Recovery

N.G.Patel Soil Testing Lab.GICEA


0.00 6.38

1.50 5.82

3.00 06 09 14 23 27 3.45

4.50 3.26

6.00 08 12 19 31 29 3.09

7.50 2.88

9.00 12 18 23 41 33 5.63

10.50 3.46

12.00 14 24 30 54 38 6.98

TABLE - 2RESULTS OF STANDARD PENETRATION TEST


Depth0 - 150 mm 150 - 300 mm 300 - 450 mm /300 mm) value of Ns) (in %)




No. of Blows for Penetration Ns (Blows Nc(Corrected N. M. C.in mts.

{24}

0.00 6.38

1.50 5.821.64 1.55 2.45 0.24

3.00 3.45

4.50 3.261.58 1.53 2.43 0.13

6.00 3.09

7.50 2.881.58 1.54

9.00 5.63

10.50 3.461.73 1.67

12.00 6.98

TABLE - 4INSITU DENSITY, MOISTURE CONTENT, DRY DENSITY & SPECIFIC GRAVITY


Depth


Bulk Density Natural Moisture Dry Density Specific SaturationSample (mts.) in gms/cc Content (%) in gms/cc Gravity



0.00 0.00 to 12.00/D 0 0 10 52 38

1.50 0.00 to 12.00/U 8 5 6 40 41

3.00 0.00 to 12.00/S 1 1 20 66 12

4.50 0.00 to 12.00/U 0 1 3 64 32

6.00 0.00 to 12.00/S 0 1 3 82 14

7.50 0.00 to 12.00/U 0 1 9 56 34

9.00 0.00 to 12.00/S 5 6 15 50 24

10.50 0.00 to 12.00/U 3 4 10 50 33Clay Silt Fine


0.001 0.01 0.1 1 10PARTICLE SIZE (mm)

0.0

7.5

15.0

22.5

30.0

37.5

45.0

52.5

60.0

67.5

75.0

82.5

90.0

97.5



Depth






12.00 0.00 to 12.00/S 4 5 9 46 36Clay Silt Fine


0.001 0.01 0.1 1 10PARTICLE SIZE (mm)

0.0

7.5

15.0

22.5

30.0

37.5

45.0

52.5

60.0

67.5

75.0

82.5

90.0

97.5



Depth






4.50 0.05 29.68

Cuu Øuu

Undisturbed

Undisturbed

Undisturbed

0.50

1.00

1.50

0.31

0.68

0.88

0 1 2σn (in Kg/cm²)

0

1

TABLE - 4BOX SHEAR TEST



Depth


Shear Values from GraphSample Type Normal Stress Shearing Stressσ τSample (UD/Rm) in Kg/cm² in Kg/cm² (Kg/cm²) (Kg/cm²)

BOX SHEAR GRAPH



{28}

00.00 Blackish colored silty sand DS 6.38 0 62 38 - -

SM-SW

01.50 UDS 5.82 1.64 1.55 2.45 8 51 41 - -

03.00 SPT 23 3.45 1 87 12 - -

04.50 UDS 3.26 1.58 1.53 2.43 0 68 32 - - Buu 0.05 29.7°

06.00 SPT31

3.09 0 86 14 - -

07.50 UDS 2.88 1.58 1.54 0 66 34 - -

09.00 SPT41

5.63 5 71 24 - -

10.50 UDS 3.46 1.73 1.67 3 64 33 - -

12.00 SPT54

6.98 4 60 36 - -

SUMMARY OF GEOTECHNICAL EXPLORATIONSEI324 Vatva

2150 mmSHELL & AUGER

12-03-1622-03-16

Depth

Below Termination LevelWater Table

THE GUJARAT INSTITUTE OF CIVIL ENGINEERS & ARCHITECTS"Nirman Bhavan",Opp. Law Garden,Ellisbridge,Ahmedabad-380006

Project No. : Bore Hole Started on : Depth of :Bore Hole No. : Bore Hole Completed on : R. L. of Ground Level :Method of Drilling : Diameter of Bore Hole : Location of Bore Hole :

Field Test Particle Size AtterbergNs Rock Natural Density Spe- Shri- Free Shear PropertiesI. S. Additional/Samples Properties LimitsAnalysis(in gms/cc)No. of Moist. cific nkge swell C ØTestVisual Soil Descriptionin Classi- Tests orSPT UDS Blows per C.R. RQD Content Gra- Gr. Sn Silt+ LL PL PI Lim. Indx (Kg/ inTypemetres fication Bulk Dry Remarks% vityVST DS 300 mm % % % % Clay % % % % % cm²) Deg.

Standard Penetration Test PI - Plasticity Index Cv - Coeff. of Consolidation C.R. - Core RecoverySPT - DS - Disturbed Sample Gr - Gravel LL - Liquid LimitVST - Vane Shear Test Sn - Sand PL - Plastic Limit C, Ø - Shear Parameters Mv - Coeff. of Volume Change RQD - Rock Quality Designation

For, GICEA,N.G.Patel Soil Testing Laboratory


{29}

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EXT

ERNA

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ANT

VAL

VE &

PIPE

EXT

ERNA

L FI RE

HY

DR

ANT

VAL

VE &

PIPE

EXT

ERNA

L FI RE

HY

DR

ANT

7.57

3.056.01

7.57

6.32

3.00

3.05

3.05

7.62

7.62

7.62

7.62

6.32

7.62

7.626.32

5.09

5.08

4.03

4.04

4.03

4.03

4.05

4.05

3.00

7.57

7.57

7.57

7.62

7.623.05

6.01

RCC CHANNEL FOR DRAINAGE

DN

SLOPE :- 1:7 MT.(LENGTH = 32.27 MT.)

15.67

WITH SLOPE - 1:2

1.80 MT. WIDE PATHW

AY




WITH SLOPE - 1:2

1.80 MT. WIDE PATHW

AY


RCC CHANNEL FOR DRAINAGE RCC CHANNEL FOR DRAINAGE

6.10 MT. WIDE RAMP DN TO BASEMENT

44.19

18.99

28.10

32.61

56.92

BLO

CK

: A

1321.99

B.U

P AR

EA TABLEFLO

OR

GR

. FLOO

R

IN SQ.M

T.B

LOC

K : B

+CB

LOC

K : D

TOTA

L

2530.311st. FLO

OR

2454.692nd. FLO

OR

2454.693rd. FLO

OR

2454.694th. FLO

OR

2454.695th. FLO

OR

2454.696th. FLO

OR

2454.69------

7th. FLOO

R645.41

487.291132.70

9584.54T

OT

AL

5368.674027.96

26409.15

BLO

CK

: A1168.94

FLOO

RB

LOC

K : B

+CB

LOC

K : D

TOTA

L

1137.04553.08

428.771137.04

553.08428.77

1144.82553.08

428.771144.82

553.08428.77

1137.04553.08

428.771137.04

553.08428.77

553.08428.77

8006.74T

OT

AL

3952.453001.39

14960.58

2nd BA

SEMEN

T3713.99

------------

681.20527.12

------

------

1321.99645.41

487.291321.99

645.41487.29

1321.99645.41

487.291321.99

645.41487.29

1321.99645.41

487.291321.99

645.41487.29

PER

MI. F.S.I. A

RE

A (5888.00 x 1.8)

TOTAL U

SED

F.S.I. AREA

5888.00588.80

PR

OVI. C

OM

MO

N P

LOT AR

EA

15897.60

PR

OP

. WO

RK

5299.20

CO

LOU

R NOTES:

DESIGN OF STAIRCASE AND RAILING IS PROVIDED AS PER THE PROVISION OF THE CLUSE

SH

EET N

O : 01/06

ZON

E :- RESID

ENCE - I

THE DEPTH AND POSITION OF EXISTING MUNICIPAL MAINHOLE IS VERYFIED ME ON SITE

ARE CHECKED AND NECESSARY ACTION ARE TAKEN.

STRUCTURE OF THE BUILDING IS DESIGN AS PER THE NORMS OF THE INDIAN STANDARDS.

PEDESTTRIANS RAMP IS PROVIDED AS PER THE PROVISION OF THE CLUSE NO. 23.1.5 OF G.D.C.R

WATER TANK IS PROVIDE AS PER THE PROVISION OF THE CLAUSE NO. 23.6 OF G.D.C.R

MAINTANANCE AND UPGRADATION OF BUILDING IS PER CHAPTER NO.29 OF G.D.C.R 2021

NO

TES:-

ON ALL FLOORS INCLUDING OFFICES.

M.H.-1

1.06x0.90

80.89

R.C

.C C

OLU

MN

SECTIO

NL x D

AS PE

R D

ETA

IL GIV

EN B

Y STR EN

GIN

EER

R.C

.C CO

LUMN.

D4D1 D2

D

D3

GL

UP TO GOOD SOIL

10598.40

14960.58

PLO

T AREA

OF F.P.N

O.: 52

REQ

. CO

MM

ON

PLO

T AREA

@ 10 %

590.00

PER

MI. C

HAR

GE

.F.S.I. AR

EA (5888.00 x 0.9)

TOTAL P

ERM

I.+ CH

AR

G. F.S.I. A

RE

A (5888.00 x 2.7)

BALAN

CE

CH

AR

G. F.S.I. AR

EA937.02

PLO

T BOU

ND

RY

SCALE :- 1.00 C

M. = 2.00 M

T.

USE :- R

ESI. + COM

M.

ENGINEER IS FULLY RESPONSIBLE FOR LEAVING OPEN SPACE AND MARGIN

AND PREMISES GATES DRAINNAGE CONNECTIONIT IS CERTIFY THAT ACCORDING TO G.D.C.R 2021 ALL REQUIRMENTS OF THE BUILDING

IT IS CERTIFY THAT ACCORDING TO THE CLAUSE NO .4.5.3 OF THE G.D.C.R, THE

NO.23.1.12 AND 23.14 AND 24.6 OF G.D.C.R

LIFT IS PROVIDED AS PER THE PROVISION OF THE CLAUSE NO. 23. 12 AND 24,7 OF G.D.C.R.

SEPARATE LETTER BOX IS PROVIDED AT ROUND LEVEL FOR EACH UNITW

ATER TANK FOR FIRE SAFETY REQUIREMENT PROVIDED AS PER CHEPTER NO . 24 OF G.D.C.RELECTRICAL INFRASTRUCTURE SHALL BE PROVIDED AS PER CLAUSE NO.23.11DRINKING W

ATER FACILITY FOR DISABLED PERSONS IS PROVIDED AS PER THE CLAUSE NO. 23.6.2DRAINAGE FACILITY IS PROVIDED AS PER THE CLAUSE NO 23.10SIGNAGES OF THE PARKING PLACES IS TO BE PROVIDED AS PER THE CLAUSE NO.23.7 OF THE G.D.C.RENTRANCE OF THE BUILDING IS PROVIDED IS PROVIDED AS PERTHE CLAUSE NO .23.1.7 OF G.D.C.RTHE PAVING OF BUILDING UNIT/FINL PLOT AS PER THE PROVISION OF THE CLAUSE NO.23.1.4 OF DRAFT GDRTHE STRUCTUE OF THE BUILDING IS PER THE NORMS OF THE SPECIFIED IN THE INDIANSTANDARD AND TAKE NECESSARY ACTION FOR THE STRUCUTRAL SAFETY DURING THECONSTRUCTIONRAIN W

ATER STORAGE TANK AND RAIN WATER HARVESTING SYSTEM IS PROVIDED AS PER

THE CLAUSE NO 27.2.3 OF G.D.C.R 2021COMMUNITY BIN PROVIDED AS PER THE PROVISION OF THE CAUSE NO 27.3 OF G.D.C.RGREY W

ATER RECYCLING SYSTEM IS PROVIDED AS PER THE CLAUSE NO. 27.4 OF G.D.C.RTREE PALNTATION IS PROVIDED AS PER THE CLAUSE NO.27.5 OF DRAFT DRPOLLUTION CONTROL SYSTEM IS PROVIDED AS PER THE CHAPTER NO.28 OF G.D.C.RFIRE SAFETY SYSTEM IS PROVIDED AS PER CHAPTER NO.24 OF G.D.C.R 2021

WHOLE OF THE BUILDING ALL ENCLOSURES PROVIDE AS SMOKE PROOF

ALL DUCTS PASS THROUGH FIRE WALLS OR FLOORS,THE OPENING AROUND

THE DUCT SHALL BE SEALED WITH M

ATERIAL HAVING FIRE RESISTANCE.(24.19.3)

A P

ER

MA

NE

NTLY

FIXE

D IR

ON

LADD

ER TO

ENABLE

INS

PE

CTIO

N B

Y A

NTI-M

ALARIA STAFF.

MO

RE

THA

N1.50 M

TS. IN

HE

IGH

T SHALL BE PR

OVID

ED W

ITHA

PR

OP

ER

LY FITTIN

G H

ING

ED

CO

VER AN

D EVER

Y TANK

PE

RFE

CTLY

MO

SQ

UITO

-PR

OO

F CO

ND

ITION

BY PRO

VIDIN

GTH

E W

ATE

R S

TOR

AG

E TA

NK

SH

ALL BE M

AINTAIN

TED TH

ATM

OSQ

UITO

-PRO

OF W

ATER TA

NK:-

(1) HYDRANT SYSTEM WITH PUMP AT THE UG TANK, OF A CAPICITY OF 900 LITRES

PER MINUTE WITH MINIMUM 3 BAR PRESSURE MEASURED AT TERRACE LEVEL,

WITH HYDRANT VALVE,HOSE REEL HOSE, ON/OFF SW

ITCH AT ALL FLOOR LEVELS.OR

(1) ULTRA HIGH PRESSURE FIRE FIGHTING SYSTEM WITH A PUMP OF 180LITRES PER

MINUTE @ 100 BAR PRESSURE,W

ITH FOG GUNS AND HOSE REELS AND ON/OFF SW

ITCHES AT EACH FLOOR LEVEL.

(2) THE LIFTS AND THE LIFT WELLS COMING FROM UPPER FLOORS SHALL END AT THE

OF THIS BUILDING SHALL BE COVERED WITH TW

O HOURS FIRE RESISTANT SMOKE DOOR CONSTRUCTION FROM ALL SIDES AT THE BASEMENT LEVELS AND THEIRENTRY AT THE BASEMENT LEVELS SHALL BE ADDITIONALLY PROTECTED BY SPRINKLERS.

(3) FIRE ALARM SYSTEM WITH SMOKE DETECTION ALARM SYSTEM SHALL BE

PROVIDED(4) THE STAIRCASE SHALL BE OPEN,PREFERABLY CROSS VENTILATED,ABOVE THE

PARAPET WALL,IF THE STAIRCASE NEEDS TO BE COVERED IT CAN BE FIXED

LOUVERS OR GRILLS.(5) AT ALL FLOORS CONNECTING THE STAIRCASE THERE SHALL BE 2 HOURS FIRE

RESISTANT,SELF CLOSING DOORS INSTALLED TO PREVENT FIRE OR SMOKE REACHING THE STAIRCASE.

(6) WIDTH OF THE STAIRCASE SHALL BE MINIMUM 2 METRES INSIDE TO INSIDE.

(7) WHOLE OF THE BUILDING ALL ENCLOSURES AT ALL FLOORS INCLUDING THE

BASEMENT SHALL BE PROTECTED BY SPRINKLER SYSTEM (WITH 57 DEGREE

CELSIUS SPRINKLER HEADS) ALONG WITH THE HYDRANT, HOSE REELS,

EXTINGUISHERS,ETC.(8) BASEMENT SHALL HAVE NATURAL VENTILATION PROVIDED OR MECHANICAL

VENTILATION WITH DUCTS TO HAVE 6 AIR CHANGES PER HOUR.

FIRE NOTES:

GROUND LEVEL ONLY, OR ALTERNATIVELY FOR LIFTS GOING DOWN TO BASEMENT

DR

AIN

AGE

CO

MM

ON

PLOT

DR

IVE W

AYR

OAD

PER

CO

. WELL

TREE

CO

M. BIN

OW

NER

ENG

INEER

AUTH

OR

ITY

CLER

K OF W

OR

K

STRU

CTU

RE EN

GIN

EER

AREA

TABLE

IN SQ

.MTS.

LAYOUT PLAN

DEVELO

PER

LAYO

UT PLA

N SH

OW

ING

RESI.+COM

M. BUILDING

ON SU

R. NO

.: 1212, O.P. N

O.: 52 F.P. NO

.: 52, DRAFT

T.P.S. NO

.: 84 (VATVA

- IV), VILLAGE & TA.: VATVA

1.80 MT. W

IDE PATH

WAY

WITH SLOPE - 1:21.80 MT. WIDE PATHWAY

32.13

24.16

38.02

71.89

70.87

96.05

7.57 MT. WIDE APPROACH ROAD



ADJ.T.P.SCHEME NO:1172 4 . 0 0 M T. W I D E T. P. S. R O A D

2 4 . 0 0 M T

. W I D

E T

. P. S

. R O

A D

LAY

OU

T P

LAN

SCALE : 1.00 C

M. = 2.00 M

T.

DISTR

ICT : AHM

EDABAD.

= 88.32 NOS TREE

S REQD.

PLO

T AREA = 5888.00 SQ

.MT.

TREE PLANTATIO

N CALC.

= 89 NOS

TREES PR

OVIDED

200.00 Sq.mt. = 3 NO

. TREE REQ= 5888 / 200 x 3

PER

. WE

LL 2 NO

S. PR

OVI.

PERCO

LATING

WELL CALC.

UP TO

4000.00 SM

T = 1nos.

5888.00 SMT. = 2.00 nos. PER

. WELL

PER

. WE

LL REQ

D.

12

34

5 6

7

8

9 10

1211

1314

1517

16

3433

3231

30

27

26 25

2324

2221

2018

19

29 28

F.S.I. AREA

TABLE

IN SQ.M

T.

STAIR

CA

BIN

100.3353.96

344.66L.M

.R. &

O.H

.W.T.

69.2735.85

245.36190.37140.24

GR

. FLOO

R1st. FLO

OR

2nd. FLOO

R3rd. FLO

OR

4th. FLOO

R5th. FLO

OR

6th. FLOO

R7th. FLO

OR

AD

J. F.P. N

O.: 53/1

AD

J. F.P. NO

.:

ADJ. F.P. NO.: 137N.H. & C.C.

48.24

48.24

10.15

10.15

11.13

27.70

11.13

27.70

CO

MM

ON PLO

T - 1308.30

Sq.mt.

CO

MM

ON PLO

T - 2489.64

Sq.mt.

C.B.

TOTA

L CO

MM

. FL. AREA

CO

MM

UNITY B

IN C

ALC.= 8006.74 S

Q M

T.C

ON

TAIN

ER

RE

QD

= 100.00 SQ

MT = 1 N

OS. ( 20 LTR

S CAP)

= 8006.74 FL. AREA = 80.06 SAY 80 NOS CONTAINER BIN REQ. ( CAP. 20 LIT.)M

AX

IMU

M C

AP

AC

ITY O

F CO

NTAIN

ER = 80 LTR

S.20 NOS CONTAINER BIN PROVIDED FOR COMMERCIAL ( CAP. 80.00 LIT )

TOTA

L NOS

OF UNIT = 98 NO

S.

= 12.25 CO

NTA

INER

REQUIRED

13 NO

S CON

TAINER PR

OVIDED

OF 80 LTR

S CAP.

= 98 NOS UNITS / 8

80 LTRS = 8 UN

IT = 1 CONT. ( 80 LTR

S CAP. )

MAX

IMUM

CAPA

CITY O

F CONT. = 80 LTRS.

CO

MM

UNITY

BIN CALC ( RE

SIDENCE)

CO

NT. RE

QD

= 1 UNIT = 1 NO

S.(10 LT CAP)

SAY = 13 N

OS CO

NTAINER

REQ

UIRED

TO

TA

L

USE &

UNIT TABLE

BLO

CK

: AB

LOC

K : B

+CB

LOC

K : D

FLOO

RG

R. FLO

OR

1st. FLOO

R2nd. FLO

OR

3rd. FLOO

R4th. FLO

OR

5th. FLOO

R6th. FLO

OR

7th. FLOO

R

34C

OM

M.

UNIT / USEUNIT / USE

UNIT / USE

31C

OM

M.

08R

ESI.06

RESI.

31C

OM

M.

08R

ESI.06

RESI.

08C

OM

M.

08R

ESI.06

RESI.

08C

OM

M.

08R

ESI.06

RESI.

31C

OM

M.

08R

ESI.06

RESI.

31C

OM

M.

08R

ESI.06

RESI.

08R

ESI.06

RESI.

174C

OM

M.

56R

ESI.

42R

ESI.

PAR

KIN

GPA

RK

ING

TOTA

L

UNIT

31+14 = 4531+14 = 4508+14 = 2208+14 = 2231+14 = 4531+14 = 45

14174+98 = 272

34

D = UP TO UNDER GROUND II ND RIVER (AQUIFER)

G.L.

10.00 M.

G.L.

FOR

BU

ILDIN

G U

NIT

1500.00 SQ

. MTS. O

R

MO

RE

AN

D U

P TO

4000.00 SQ

. MTS. AN

D

PA

RT TH

ER

E OF IT.

PERCOLATION W

ELL

PROP. I.C.-1

.75X.75PROP. M.H-1

.90X.90

TO EXI.

CUTTING

INVER

T LVL

GRO

UND LVL.

DISTANCE

30.000.00 29.25 0.75

30.0012.08 29.05

30.0061.74 28.22MUNI. M.H.

PROP. M.H-5

.90X.90PROP. M.H-2

.90X.90

30.0023.54 28.86

PROP. M.H-3

.90X.90

30.0035.38 28.66

PROP. M.H-4

.90X.90

30.0050.07 28.42

0.95

1.78

1.14

1.34

1.58

DR

AIN

AG

E SECTION

SCA

LE = 1 C

M= 5.00 M

T. ( HORI )

SCALE = 1 CM

= 1.00 MT. ( VER

T )

RA

INW

ATERTA

NKG

RAYU

.G.W

.T.W

ATERTA

NK





M.H.-3

M.H.-2

1.06x0.901.06x0.90

M.H.-4

1.06x0.90M

.H.-51.06x0.90

M.H.-6

1.06x0.90

TO EXI.M

UNI. M

.H.

RCC CHANNEL FOR DRAINAGERCC CHANNEL FOR DRAINAGE



PLA

T FORM

6.32 x 6.00

PLA

T FORM

6.32 x 6.50I.C.-1

0.76x0.76

SPACEFOR

ELECTRICSUB-STATION

1249.832118.892118.892126.672126.672118.892118.89

981.85

FLOO

R AREA

8310.89 / 4

REQ

D.

PRO

VIDED

MALE W

C

FEMALE W

C

==

REQ

D.

UR

INAL

=06

=06

207821

25% G

EN.

==2077.72

8310.89

G. W

C

21

06 SAY

== =13

=18

PRO

VI.

2078

SAN

ITOR

Y PROVISIO

N

GEN

ERAL SAN

ITARY PR

OVISIO

N 25%

OF TOTAL REQD.

L. WC

21

222 TOI. IN

SHO

W ROOM

& OFFICE

06

+ 2 PH

TOILET

-

PH TO

ILET

1

SQ.M

T.USERS

UR

INAL==

06==

12 @

GR

.FL LVL.

REQD. URINAL1/100 MALE USERS

REQD. WC 1/100 USERS

=2078/100

=20.78

=2078/100

=SAY 21 NOS. REQ. TOILET

NOS.

BLO

CK

: A1168.94

BLO

CK

: B+C

BLO

CK

: DTO

TAL

1137.04552.28

408.751137.04

552.28408.75

1144.82552.28

408.751144.82

552.28408.75

1137.04552.28

408.751137.04

552.28408.75

552.28408.75

8006.743946.85

2861.2514750.58

------

------80.89

961.032086.662086.662096.542096.542086.662086.661249.83

------1st B

ASEM

ENT

3713.99------

------------

FLOO

R A

REA TABLE

IN SQ

.MT.

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCTPR

OD

UC

ED B

Y A

N A

UTO

DES

K E

DUCA

TIO

NAL

PRO

DUCT

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCTPR

OD

UC

ED B

Y AN

AU

TOD

ESK EDUCATIO

NAL PRODUCT

Annexure 5: Water balance Construction phase:

S. No. Purpose

Water Requirement Wastewater Generation

Quantity (kld) Remarks Quantity

(kld) Remarks

1. Domestic water for labour 6.75

45 lpcd for 150 workers

Arrangement for domestic water

requirement will be met by contractor

5.73 Wastewater will be disposed into septic tank

2. Dust suppression 5 - - Losses

3.

Construction work, Washing of

construction equipment, curing etc

10 - - Losses

Total 21.75 5.73

Operation phase:

S. No. Purpose

Water Requirement Wastewater Generation

Quantity (kld) Remarks Quantity (kld) Remarks

1. Domestic water for shops 15.66

45 lpcd for 348

Occupants 12.52

Wastewater will be generated @ 80% of water consumption.

2. Domestic for Residential 66.15 150 lpcd per

441 52.92

3. Visitors 3 @ 15 lpcd for

200 visitors

2.4

4. Horticulture/Green belt development 2.65

@4.5 lit/Sq. meter of 590 green area

0

Total 87.46 67.84

mailto:@4.5

Water balance diagram operation phase

Fresh water 87.46 kld

Horticulture 2.65 kld

Disposed into Municipal Sewer Line

Visitors 3 kld

Domestic 66.15 kld

67.84 kld

Shops 15.66 kld

Annexure 6: Storm Water Management Storm Water Drainage System The rainwater will be collected through piped drains and conveyed into rainwater harvesting system. All storm water drains have been designed for adequate size and slope such that there shall not be any flooding in the site. It shall be ensured that no wastewater shall enter into storm water drainage system. Rainwater Harvesting Plan Adequate rainwater harvesting pits will be provided in the project premises. The rainwater collected from the project area will be conveyed into the rainwater harvesting system consisting of Desilting-cum-Filter Chamber, Oil & Grease Separators and finally shall be conveyed into percolation wells. Details of maximum storm water generated

Description Area in sq m Maximum rainfall intensity In m/h

Runoff coefficient

Total storm water In cum/h

Roof area 2530.31 0.045 0.8 90.86 Paved area 2767.69 0.045 0.5 62.27 Green area 590 0.045 0.2 5.31 Total 5888 158.44

2 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 2530.31 0.803 0.8 1625.47 Paved area 2767.69 0.803 0.5 1111.22 Green area 590 0.803 0.2 94.75

Total 5888 2831.44

Annual recharge of ground water ~2800 m3

Rain water harvesting scheme

Annexure 7: Fire and Safety Adequate fire protection facilities will be installed as per the National Building Code given in 2005, Residential Buildings are classified as Group A, Sub Group A-4 (Part 4, NBC 2005) and Commercial Area classified as Group F, Sub Group F-2

Following component/item will be provided: Under the clauses (4.18.2, 6.1.2, 6.2.3, 6.3.2, 6.4.3, 6.5.2, 6.5.2.1, 6.5.2.2, 6.5.2.3, 6.5.2.4, 6.5.2.5, 6.6.2, 6.7.2, 6.8.2 and 6.9.2) following are minimum requirements for fire fighting installations.

Fire Extinguishers Hose Reel Wet Risers Manually Operated Electric Fire Alarm System Underground Static water Storage Tank-1,00,000 lit. (Two Number) Terrace Tank -10,000 lit (Each block) Pump Near Underground Static Water Storage Tank (Fire Pump) with minimum Pressure

of 3.5 kg/cm2 at Terrace Level –One Electric and one diesel pump of capacity 2 280 lit/min and one electric pump of capacity 180 lit/min.

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

Unit Value

Residential Commercial Occupant load m2/person 12.5 10

Occupants per unit exit width Number of occupants

Stairways-25 Ramps-50 Doors -75

Stairways-50 Ramps-60 Doors -75

Travel distance form occupancy m 30 30

Annexure 8: Environmental Management Plan 1.0 Structure of EMP

Environmental Management Plan (EMP) is the key to ensure a safe and clean environment. The desired results from the environmental mitigation measures proposed in the project may not be obtained without a management plan to assure its proper implementation & function. The EMP envisages the plans for the proper implementation of mitigation measures to reduce the adverse impacts arising out of the project activities. EMP has been prepared addressing the issues like:

• Pollution control/mitigation measures for abatement of the undesirable impacts caused during the

construction and operation stage • Details of management plans (Landscape plan, Solid waste management plan etc.) • Institutional set up identified/recommended for implementation of the EMP • Post project environmental monitoring programme to be undertaken • Expenditures for environmental protection measures and budget for EMP

2.0 Proposed Environmental Mitigation Measures

The major impacts due to different project activities were identified during the EIA study. The mitigation measures proposed for the impacts constitute the part of Environmental Management Plan (EMP). The environmental mitigation measures for construction and operation phases have been given in Table1.

Table 1. Proposed Environmental Mitigation Measures

Area Mitigation Measures Construction Stage: Water quality • Toilet and drinking water facilities for construction workers are provided by the

contractor at the construction site to avoid unhygienic condition at site. Air quality • Dust suppression measures are undertaken such as regular sprinkling of water

around vulnerable areas of the construction site by suitable methods to control fugitive dust during earthwork and construction material handling/ over hauling.

• Properly tuned construction machinery & vehicles in good working condition with low noise & emission are used and engines are turned off when not in use.

Noise level • Protective gears such as ear mufflers etc. are provided to construction personnel exposed to high noise levels.

Solid wastes • Waste construction materials are recycled and excess construction debris are disposed at designated places in tune with the local norms.

Landscape • Appropriate landscape including plantation of evergreen and ornamental flowering trees, palms, shrubs and ground covers at open spaces within the complex will be done, which would serve the dual purpose of controlling fugitive dust and improving the aesthetics of the area.

Safety • Adequate safety measures complying to the occupational safety manuals are adopted to prevent accidents/hazards to the construction workers.

Operation Stage: Water quality • Wastewater will be collected and disposed into municipal line.

two number of rainwater harvesting recharge wells will be developed Air quality • Trained staff will be handle traffic movement

• Regular monitoring of ambient air quality will be carried out as per norms. Solid wastes • Solid wastes will be segregated into organic and inorganic components.

• The recyclable inorganic wastes will be sold to prospective buyers. • The bio-degradable wastes will be disposed near by municipal bins.

Rainwater harvesting

• Adequate rainwater harvesting will be provided

Fire protection • Adequate fire protection facilities will be installed including fire detectors, fire alarm and fire fighting system as per National Building Code of India.

Landscape • Proper maintenance of landscape round the year including replacement of the decayed plants.

Safety • Adequate safety measures complying to the occupational safety manuals to prevent accidents/hazards to the maintenance workers.

Others • The building will be provided with disabled-friendly design, timber-free construction, energy efficient lighting & ventilation, and control of indoor

environment.

3.0 Environmental Monitoring Plan

It is imperative that the Project Authority set up regular monitoring stations to assess the quality of the surrounding environment after the commissioning of the project. An environmental monitoring programme is important as it provides useful information and helps to: • Verify the predictions on environmental impacts presented in this study, • Assist in detecting the development of any unwanted environmental situation, and thus, provides

opportunities for adopting appropriate control measures, and • Evaluate the performance and effectiveness of mitigation measures proposed in the EMP and

suggest improvements in management plan, if required, • Satisfy the legal and statutory obligations. The post project monitoring plan including areas, number and location of monitoring stations, frequency of sampling and parameters to be covered is summarized in Table 2. The monitoring will be the responsibility of EMC.

Table 2: Environmental Monitoring Plan Source Monitoring Location Parameters to be

Monitored Frequency

Ambient Air Quality At 3 locations (1 inside the complex and 2 outside in surrounding 1 km zone along predominant wind directions)

PM10, PM2.5, SO2, NOxOnce in a season and as per requirement of SPCB

Ambient Noise At 3 locations (1 inside the complex and 2 outside in surrounding 100 m zone)

Day and night equivalent noise level

Once in a season and as per requirement of SPCB

Stack Stack PM, SO2, NOx, CO Once in a season and as per requirement of SPCB

The post operational monitoring schedule will be under the supervision of the Site Engineer at the project site. Monitoring will be carried out by recognized laboratories.

4.0 Environment Management Cell An Environment Management Cell (EMC) will be responsible for implementation of the post project-monitoring plan for this project. The composition of the Environment Management Cell and responsibilities of its various members are given in Table 3.

Table 3. Environment Management Cell

S. No. Designation Proposed responsibility

1. Chairman of Society Overall responsibility for environment management and decision making for all environmental issues

2. Secretary Hires a Consultant and fulfills all legal Requirements as per MOEF/GPCB/CPCB

3. Supervisor Ensure environmental monitoring as per appropriate procedures

5.0 Environmental Budget

A capital cost provision of about Rs. 20.5 lakh has been kept in the project cost towards the environmental protection, control & mitigation measures and implementation of the EMP. The budgetary cost estimate for the EMP is given in Table 4.

Table 4 Environmental Budget

S.

No. Head Approximate

recurring cost per annum (Rs.

in lacs)

Approximate Capital cost (Rs. In lacs)

Basis for cost estimates

1. Air 1.0 2.5 Stack and DG room

2. Solid and hazardous

waste management

2.0 3.0 Provide bins door to door and transportation cost

3. Environment monitoring

3.5 0 The recurring cost would be incurred on hiring of consult-ants and payment of various statutory fees to regulatory

agencies. 4. Rain water 3.0 12.0 Collection system, treatment

and recharge well 5. Green belt 1.5 3.0 -

Total 11 20.5

6.0 General Principles in Greenbelt Design Plants grown in such a way so as to function as pollutant sinks are collectively referred as greenbelt. These plants should also provide an aesthetic backdrop for persons using the site and for the surrounding community. General principles in greenbelt design considered for this study are:

Type of pollution (air, noise, water and land pollution) likely from the activities at the site

Semi arid zone and sub-zone where the greenbelt is located (and hence the plant species which can be planted in the area).

Water quantity and quality available in the area

Soil quality in the area

Greenbelt is designed to minimize the predicted levels of the possible air and noise pollutants. While designing the scheme the following facilities are considered:

Site perimeter and approach road

Along the internal roads

In and around the building area

To ensure a permanent green shield around the periphery planting is recommended in two phases.

In the first phase one row of evergreen and fast growing trees (which grows up to 10-15m) with maturity period of around three years shall be planted at 3.0 meter interval along with fast growing ground covers to enhance the water holding capacity, improve the organic content and check the soil erosion.

In the second phase after eighteen months, second row of trees with large leaf surface area with large ever green canopy and longer life span shall be planted at 6.0 meters intervals.

6.1 Greenbelt Design for Site The selection of the trees is based on their phenology (thus road side trees will not have leaf fall during summer and rainy seasons when shade is most needed). Trees with more litter fall have been avoided.

The selection criteria of the species are based on pollution mitigation capacity (including particulate matter), large leaf surface area to deep root system and less litter fall. Faster growing trees with lighter canopy will be planted alternatively with relatively slow growing trees with wider canopy. Trees of about 6.0 m heights will be planted at 4.5 m intervals, 2.5 m away from the road curbing as per CPCB guidelines. Trees will be planted along the outer periphery at centerline of road between the set back line and the boundary of the plots. Palms and shrubs will be planted along the roads and around recreational lawns.

6.2 Greenbelt Management It is presumed that the selected plants will be grown as per normal horticultural practice and the authorities responsible for the plantation will make adequate provisions for water and protection of the saplings. A budgetary cost estimate is also prepared for greenbelt development.

Water source Water tankers may also be used at the initial stages of development of the plant.

Irrigation method Water hydrants may be installed at 50 m intervals to irrigate area under shrubs and ground covers.

6.3 Improving Indoor Air Quality The indoor air quality can be improved by any of the following:

Ventilation

Include the use of natural, dilution, local exhaust, or increased ventilation efficiency. The most effective engineering control for prevention of indoor air quality problems is assuring an adequate supply of fresh outdoor air through natural or mechanical ventilation.

When possible, use local exhaust ventilation and enclosure to capture and remove contaminants generated by specific processes. Room air in which contaminants are generated should be discharged directly outdoors rather than recirculated.

Outside air intakes should not be located in close proximity to potential sources of contamination (automobile garages, building exhausts, and roadways).

Work Place Recommendations

Eliminate or control all known and potential sources of microbial contaminants by prompt cleanup and repair of all areas where water collection and leakage has occurred including floors, roofs, drain pans, humidifiers containing reservoirs of stagnant water, air washers etc.

Remove and discard porous organic materials that are contaminated (e.g., damp insulation in ventilation system, ceiling tiles, and carpets).

Clean and disinfect non-porous surfaces where microbial growth has occurred

Maintain indoor air relative humidity below 60%

Adjust intake of outdoor air to avoid contamination from nearby soil, vegetable debris unless air is adequately conditioned.

Isolate, if feasible, areas of renovation, painting, carpet laying, pesticide application, etc., from occupied areas that are not under construction.

Supply adequate ventilation during and after completion of work to assist in diluting the contaminant levels.

Eliminate or reduce contamination of the air supply with cigarette smoke by banning smoking or restricting smoking to designated areas which have their air discharged directly to the outdoor rather than recirculated.

6.4 Safety Aspects of the Project The following needs to be implemented:

Fall Protection

The Contractor is required to provide fall protection to employees who are working at heights equal to or greater than 1.8 m. fall protection can be in the form of perimeter protection such as guardrails and toe rails, personal protective equipment (PPE), a safety monitoring system, or a fall protection plan. Activities that require personal fall protection systems include steel erection bolting, riveting, fitting-up and plumbing-up, work over water and some deep excavation work.

On buildings or structures not adaptable to temporary floors, and where scaffolds are not used, safety nets will be installed and maintained whenever the potential fall distance exceeds two storey.

The PPE standard should cover occupational foot, head, hearing, and eye protection.

Foot Protection: If machines or operations present the potential for foot injury, the Contractor must provide foot protection, which is of safe design and construction for the work to be performed. Workers and visitors should not be allowed on a construction site without safety boots.

Head Protection: If head hazards remain after all steps have been taken to control them (safety nets for work at heights, proper housekeeping), the Contractor must provide employees with appropriate head protection.

Noise Protection: Workers should be wearing hearing protection devices (ear plugs, ear muffs, canal caps) that are in good condition whenever they are involved in noisy activities.

Eye Protection: When machines or operations present potential eye injury from physical or chemical elements, the Contractor must select, provide, maintain and required affected employees to use appropriate eye protection. Eye protection (safety glasses and goggles, face shields and welding helmets) must be adequate and reasonably comfortable.

To the greatest extent possible, working surfaces must be kept dry to prevent slips and falls and to reduce the chance of nuisance odors from pooled water.

All equipment and materials should be stored in designated storage areas that are labeled as such.

Ladders and Stairs

The Contractor is required to inspect and maintain all ladders and temporary/portable steps to ensure that they are in good working condition.

Portable ladders used for access to an upper landing surface must extend a minimum of 1.8 m above the landing surface, or where not practical, be provided with grab rails and be secured against movement while in use.

All ladders must be used only on stable and level surfaces unless secured to prevent accidental movement. Ladders must not be used on slippery surfaces unless secured or provided with slip-resistant feet to prevent accidental movement.

The Contractor should provide a ladder (or stairway) at all work points of access where there is a break in elevation of 0.5 m or more.

When there is only one point of access between levels, it must be kept clear to permit free passage by workers. If free passage becomes restricted, a second point of access must be provided and used. At all times, at least one point of access must be kept clear.

All required stairway and ladder fall protection systems must be provided and installed before employees begin work that requires them to use stairways or ladders.

Scaffolds

Access to Scaffolds - access to and between scaffold platforms more than 0.6 m above or below the point of access will be made by portable/attachable ladders or ramps.

Employees must never use makeshift devices, such as boxes and barrels, to increase the scaffold platform working level height.

Trenching and Excavation

The area around the trench/excavation would be kept clear of surface encumbrances.

Water should not be allowed to accumulate in the excavation.

Adjacent structures would be shored in accordance with the design documents to prevent collapse.

Guardrails or some other means of protecting people from falling into the trench/excavation would be present.

The trench or excavation would be shored or sloped to prevent cave-ins.

Electrical Safety

If work has to be done near an overhead power line, the line must be de-energized and grounded before work is started.

A licensed electrician would have completed all temporary wiring and electrical installations required for construction activities.

Fuses and circuit breakers would be used to protect motherboards, conductors and equipment.

Extension cords for equipment or as part of a temporary wiring system will not be damaged or compromised in any way and insulation must be of the highest grade.

Anytime electrical equipment is deactivated for repair, or circuits are shut off, the equipment will be locked out and tagged at the point where it can be energized.

Temporary lights may not be suspended by their cords.

The Contractor would provide the necessary safety equipment, supplies and monitoring equipment to their personnel.

Cranes A competent person has been designated to supervise activities that require the use of cranes. Cranes would not be operated near any power lines. All picks would be carefully planned to ensure that the crane adequately hoist the load. The hoisting signals would be posted on the exterior of the crane.

Occupational Noise Exposure

The Contractor should implement engineering controls to reduce noise levels.

The Contractor should provide hearing protection to employees that are exposed to noise levels above the permissible limit.

Welding and Cutting

The Contractor's employees would be trained in hot work procedures.

There should be adequate ventilation to reduce the build up of metal fume.

The hot work operators would use proper personal protective equipment (i.e., welding helmet, burning goggles, face shield, welding gloves, and apron).

There would be a fire extinguisher present at all welding and burning activities.

Extinguishers would also be placed at locations where slag and sparks may fall.

Oxygen and flammable gas bottles are separated by at least 7 m when not in use.

The Contractor would control the release of gases, vapors, fumes, dusts, and mists with engineering controls (e.g., adequate ventilation).

General Guidelines

Signs and symbols would be visible during any construction activity that presents a hazard. Upon completion of such activity, the postings must be removed immediately.

The Contractor would post specific DANGER signs when an immediate hazard exists and specific CAUTION signs when the potential for a hazard exists. EXIT, NOTICE and specific safety signs may also be posted in the work area.

Signage for traffic control, including directional signs, is applicable when the Contractor is disrupting traffic along a public way.

Danger signs are posted at all immediate hazards (i.e. Danger: Open Hole).

Caution signs are posted at all potential hazards (i.e. Caution: Construction Area, Caution: Buried Cable).

The floor that is being used as the erection floor must be solidly planked or decked over its entire surface except for access openings.

Every floor, working place and passageway would be kept free from protruding nails, splinters, holes or loose boards.

Combustible scrap and debris (wood, clearing/grubbing material) would be removed from the site daily or should be securely stored in covered containers.

The Contractor would have a spill prevention control and countermeasure plan that limits the risk of releases of oil or hazardous materials to the environment.

Documents

AHMEDABAD Project Site - environmentclearance.nic.inenvironmentclearance.nic.in/...Report/27092016WCXH6QM1Annexure.pdf · Report for the soil investigation work for a building at