GEOTECHNICAL INVESTIGATION REPORT for the Proposed Warehouses at Sohna - Ballabhgarh Road, Kabulpur, Sohna, Haryana

EXECUTIVE SUMMARY

The Phoenix Mill Limited, Mumbai - 400 011 are in the process of constructing Warehouse buildings at Sohna-Ballabhgarh Road, Kabulpur, Sohna, Haryana

The proposed structures are warehouse buildings.

The Geotechnical investigation programme has been undertaken at the site, as per the scope of investigation, stipulated by the client. The scope of work consisted of conducting boreholes in soil strata down to 12m depth at five locations, conducting electrical resistivity test at two locations and conducting laboratory CBR tests on two soil samples collected from two different trial pits.

The results of the field investigations indicate that the subsoil strata predominantly consists of clayey sandy silt or sandy clayey silt down to the depth investigated i.e. 12m below the existing ground level in all the boreholes except boreholes BH5 wherein occasional layer of silty sandy soil has been encountered beyond a depth of about 9m down to the depth investigated.

The N-values (N-values 1 -17) indicate that the subsoil is loose to medium dense down to about 7m depth below which the subsoils is medium dense (N-values 10 - 29) down to the depth investigated.

Ground water table had been encountered at a depth of about 0.5m below the existing ground level, during the period of field investigations, i.e November 2022.

Considering the type of structure involved and the subsoil characteristics as determined from the geotechnical investigations, Isolated/Strip footings have been recommended at a depth of 3m below the existing ground level. Net allowable bearing pressures varying between 6 - 7 t/m2 have been recommended for various widths of foundations for an allowable settlement of 50mm.

Precaution : - Foundation surface must be compacted heavily. If any loose pockets are observed, the same shall be filled with brickbats/gravel and compacted. Foundations can subsequently be placed over such a prepared surface

1.0	INTRODUCTION

1.1	The Phoenix Mills Limited, Shree Laxmi Woolen Mills Estate, 2nd Floor, R.R. Hosiery, Off. Dr. E. Moses Road, Mahalaxmi, Mumbai - 400 011 are in the process of constructing Warehouse Buildings at Sohna Ballabhgarh Road, Kabulpur, Sohna, Haryana

1.2	To design the substructures for the proposed structures, adequate information regarding the subsoil conditions is required. For this purpose, detailed geotechnical investigations have been undertaken at the site of the proposed structures.

1.3	This report contains the details of the geotechnical investigations conducted along with the results and analysis of the investigations and the recommendations thereof.

1.4	The geotechnical investigation has been carried out as per the authorization of the authorised signatory of The Phoenix Mills Limited vide their work order reference no. PML?HR/CIVIL/2022-23/001 dated 23rd November 2022. This authorization has been given in response to our offer no. NCD/Q/TPML /105/2022 dated 28th October 2022.

2.0	PROJECT DETAILS

2.1	Site Location

2.1.1	The site for the proposed project is located near Village Kabulpur on Ballabhgarh - Sohna Road, Sohna, Haryana which is situated at a distance of about 12 km from Raja Nahar Singh Metro Station, Ballabhgarh, Haryana towards Sohna, Haryna.

2.2	Site Layout and Topography

2.2.1	A schematic site plan showing the dimensions and other details of the site is enclosed in this report (fig. 1a).

2.2.2	The site had been observed to be almost levelled in its topography. However, the general level of the site had been observed to be about 1.2m below the adjacent main road.

2.2.3	The boundaries of the site had been observed to be demarcated with barbed wire fencing along its periphery.

2.2.4	The proposed site was being used for agricultural purposes in the recent past.

2.2.5	A single story school building (Dronacharya Public School) had been observed to be existing adjacent to the North East corner of the site, during the period of field investigations.

2.2.6	Some portion of the site had been observed to be water logged near the location of borehole BH4, during the period of field investigations.

2.2.7	Vegetation in the form of grass bushes and occasional trees had been observed at the site, during the period of field investigations.

2.2.8	The colour of the surface earth had been observed to be Yellowish brown.

2.3	Seismic Zone

2.3.1	The present site is located in the Seismic Zone - IV which is an area of high seismic activity and earthquake intensity, as per the seismic zoning map of India given in BIS code IS:1893 (Part1) - 2016.

2.4	The Structure/s

2.4.1	The proposed structures are Warehouse Buildings.

2.4.2	The structures are understood to be framed ones and the construction is proposed to be of Reinforced Cement Concrete.

3.0	OBJECT OF INVESTIGATIONS

3.1	For designing the foundation system of the proposed structures, the following data are required :

a)	Type of foundation

b)	Depth below the ground level at which the foundation system is to be laid

c)	Allowable bearing pressure at the foundation level

3.2	To determine the above factors, the following information would be required:

a)	The subsoil profile indicating thickness of the various soil strata, to a depth within the influence zone below the foundations

b)	Engineering properties of the soil strata at various levels

c)	Physical characteristics of the soil strata

d)	Variation of strength of soil strata with depth

3.3	For evaluating the above parameters, field investigations and laboratory investigations on the soil samples collected during the field investigations, have been carried out.

3.4	The results from these investigations have been analysed to provide the recommendations for the design of foundations.

4.0	SCOPE OF INVESTIGATIONS

4.1	The scope of investigations as stipulated by the client consists of :

a)	Conducting boreholes in soil strata down to 12m depth at five locations.

b)	Conducting electrical resistivity tests at two locations.

c)	Conducted Trial Pit at two locations

d)	Conducting Laboratory CBR test on soil samples collected from two locations.

e)	Conducting relevant laboratory tests on soil samples recovered.

f)	Preparation and submission of a technical report in three copies containing the details of the tests carried out, their analysis and recommendations regarding the foundation system to be adopted.

4.2	The following operations were to be undertaken while progressing the boreholes:

a)	Conducting standard penetration tests at 1.5/3m intervals.

b)	Recovering undisturbed soil samples from various levels of the subsoil strata.

c)	Recording ground water table levels, if met with.

5.0	FIELD INVESTIGATIONS

5.1	Preliminary Details

5.1.1	Field investigations had been carried out between 27th November 2022 and 4th December 2022.

5.1.2	A schematic site plan showing the test locations are given in fig. 1a.

5.1.3	Photographs showing view of the site and work under progress are given in fig. 1b & 1c.

5.2	Boreholes

5.2.1	All the boreholes were progressed by shell and auger method. Casing pipe were used to stabilize the sides of the boreholes below water table level.

5.2.2	Boreholes BH1 to BH5 had been conducted down to the stipulated depth of 12m below the existing ground level.

5.2.3	The diameter of the boreholes was 150/100mm.

5.2.4	Standard penetration tests were conducted at 1.5/3m intervals. Disturbed soil samples recovered from split spoon samplers were retained for identification purposes.

5.2.5	Undisturbed soil samples were recovered by thin walled tubes conforming to IS : 2132. These tubes had an area ratio of less then 10%.

5.2.6	The ends of sample tubes were sealed by wax to prevent loss/ ingress of moisture. Disturbed soil samples were enclosed in polythene bags.

5.2.7	The samples thus recovered were transported to the laboratory for testing purposes.

5.2.8	Ground water table had been encountered in all the boreholes at a depth varying between 0.5m and 0.7m below the existing ground level, during the period of field investigations i.e December 2022.

5.3	Electrical Resistivity Test

5.3.1	Electrical resistivity tests (ERT1 and ERT2) had been carried out at two locations. These tests have been conducted using Wenners' four electrode method as per IS : 3043.

5.3.2	In this test, four electrodes had been driven into the ground surface along a straight line at equal intervals. The tests involves the passing of a current through the outer two electrodes called the current electrodes and the measurement of the voltage difference between the two inner electrodes called the potential electrodes. The ratio of the voltage difference measured to the current passed gives the resistance. An soil megger had been used to determine the resistance directly, at the site. The resistance had been so determined for various electrode spacings.

5.3.3	In the present case, the depth of electrodes had been maintained at 15cms. The spacings of electrodes adopted had been 1,2,3,4,5,6,7,8,9 and 10m.

5.3.4	The above procedure had been repeated for eight different directions at selected location, as per the standard procedure.

5.3.5	The electrical resistivity of the soil which is a function of the resistance determined is calculated for each electrode spacing used. A plot of soil resistivity vs distance is then prepared which invariably indicates an average constant value of the soil resistivity at larger electrode spacings. This average constant value of the soil resistivity is taken as the resistivity for that direction.

5.3.6	The electrical resistivity of the soil depends on the density, water content, grain size distribution etc. of the soil.

6.0	LABORATORY INVESTIGATIONS

6.1	Tests on Soil Samples from Boreholes

6.2	The soil samples brought to the laboratory were subjected to various tests to determine the following properties :

a)	Type of soil and its gradation

b)	Consistency limits

c)	Natural Bulk Density & Water Content

d)	Strength parameters like cohesion, angle of shearing resistance

6.3	In order to determine the above properties, the following tests have been conducted :

a)	Sieve analysis on coarse grained soil fraction

b)	Hydrometer analysis on fine grained soil fraction

c)	Atterberg Limits namely Liquid and Plastic Limits

d)	Natural Density and Water Content

e)	Triaxial compression tests

f)	Free Swell Index

6.4	Chemical Analysis

6.4.1	The chemical analysis has been conducted only on water samples collected from the boreholes to determine the pH-value and the presence of salts harmful to reinforced cement concrete construction namely Chloride and Sulphate contents.

6.5	Modified Proctor Density Tests

6.5.1	The soil samples for modified proctor density tests had been collected from Trial pits ( as indicated in fig. 1a) at a depth of 0.5m below the existing ground level.

6.5.2	The modified proctor density tests are conducted to determine the maximum dry densities and corresponding optimum moisture contents of the soil samples. The remoulded soil samples for the laboratory CBR tests have to be prepared at these maximum dry densities and optimum moisture contents.

6.5.3	The modified proctor density test is conducted on a representative portion of air dried soil sample finer than 20mm.

6.5.4	The test involves first mixing thoroughly the air dried soil sample with a fixed known amount of water and filling the mixed soil in a mould of 1000cm3 capacity with base plate attached, in five different layers of approximately equal weight with simultaneous compaction of each layer by giving 25 blows from a standard 4.9kg hammer falling through a standard 45cm height above the soil surface with the blows being distributed uniformly over the surface of each layer.

6.5.5	The density and the water content of the soil in the mould is determined. This process is repeated by gradually increasing the water content of the soil by adding fixed quantities of water till the measured densities after compaction show a decrease with increase in water content.

6.5.6	The maximum dry density and optimum moisture content of the soil is then determined from a plot of the measured dry density vs the corresponding measured water content of the soil.

6.6	Laboratory California Bearing Ratio Tests

6.6.1	The soil samples for the determination of California Bearing Ratio had been collected from Trial pits ( as indicated in fig. 1a) at a depth of 0.5m below the existing ground level.

6.6.2	The soil samples for the laboratory CBR tests are prepared in a standard CBR mould by compacting the soil having the optimum moisture content, to the maximum dry density obtained from the modified proctor density tests. To prepare such a soil sample for the laboratory CBR test, oven dried soil sample passing through 20mm of about 5kg weight is taken filled into the CBR mould in five layers by giving 55 blows for each layer from a standard 4.9kg hammer falling through a standard height of 45cm. After preparation of the soil sample, the CBR mould containing the soil sample is kept submerged in water under a surcharge weight of 5kg for a period of 96 hours to facilitate soaking of the soil sample.

6.6.3	After 96 hours of soaking, the CBR mould containing the soil sample is taken out of the water and placed on a load frame wherein a plunger of 50mm dia is made to penetrate into the soil sample in the CBR mould at a displacement rate of 1.25mm/min. The load required to penetrate the plunger into the soil, is recorded corresponding to different penetration depths of the plunger.

6.6.4	A curve of loading intensity vs penetration is plotted. From the analysis of this curve the CBR values are determined as given below :

where	Pt	=	corrected loading intensity corresponding to the chosen penetration from the load penetration curve for the test

Ps	=	standard loading intensity for the same depth of penetration

7.0	RESULTS & ANALYSIS

7.1	Presentation of Results

7.1.1	The results of the boreholes investigations have been presented in the form of soil profile tables.

7.1.2	The soil profile tables indicate the following:

a)	Standard penetration test values at various depths

b)	Soil description identifying the type of soil

c)	Grain size analysis indicating composition of subsoil

d)	Atterberg limits

e)	Natural density and water content

f)	Triaxial test results

7.2	Soil Profile

7.2.1	A perusal of the data presented in the soil profile tables indicates that the subsoil mainly consists of the following two strata in the five boreholes:

a)	Stratum - I	: Clayey sandy silt with occasional gravel/ sandy clayey silt

b)	Stratum - II	: Silty sand

7.2.2	The thickness of the two strata in the five boreholes are as follows :

BH. No.	Strata (depth in m : from : to)
Stratum - I	Stratum - II
1	0 - 12	N.E.
2	0 - 12	N.E.
3	0 - 12	N.E.
4	0 - 12	N.E.
5	0 - 9	9 - 12
N.E. : not encountered

7.2.3	The above results show that :

a)	Stratum - I consisting of predominantly of silty soils with varying percentages of clay and sand is predominant down to the depth investigated below the existing ground level except beyond 9m depth down to the depth investigated wherein stratum-II has been encountered, only in borehole BH5 .

b)	Stratum - II consisting predominantly of sandy soils with significant percentages of silt, has been encountered beyond a depth of about 9m below the existing ground level down to the depth investigated, only in borehole BH-5.

7.3	Soil Composition

7.3.1	The grain size distributions of the soil samples in the five boreholes have been presented in the form of grain size analysis curves in figs. 8a to 8f.

7.3.2	The variations in the grain size distributions in each of the two strata in the five boreholes are as follows:

a)	Stratum - I	: Clayey sandy silt with occasional gravel/ sandy clayey silt

BH. No.	Gravel (%)	Sand (%)	Silt (%)	Clay (%)
1	0 - 23	2 - 14	51 - 70	14 - 30
2	0 - 13	3 - 23	51 - 70	10 - 28
3	0 - 13	7 - 22	53 - 76	10 - 31
4	0 - 10	12 - 28	53 - 78	2 - 19
5	0 - 6	14 - 28	53 - 77	2 - 21
b)	Stratum - II	: Silty sand

BH. No.	Gravel (%)	Sand (%)	Silt (%)	Clay (%)
5	0	66 - 73	27 - 34	0
This stratum has been encountered only in borehole BH5.

7.3.3	The above results indicate that :

a)	Stratum - I consists of about 51% to 78% of silt, 2% to 28% of sand and 2% to 31% of clay with occasional gravel.

b)	Stratum - II consists of about 66% to 73% of sand and 27% to 34% of silt.

7.4	Natural Density and Water Content

7.4.1	The natural bulk densities, water contents and dry densities in the five boreholes vary as follows :

BH. No.	Bulk Density

(g/cm3)	Water Content

(%)	Dry Density

(g/cm3)
1	1.95 - 2.08	19.2 - 25.7	1.55 - 1.72
2	1.99 - 2.14	20.3 - 24.8	1.61 - 1.77
3	1.95 - 2.09	20.2 - 25.4	1.61 - 1.74
4	1.98 - 2.06	20.0 - 25.7	1.60 - 1.71
5	1.95 - 2.06	18.2 - 25.5	1.60 - 1.69

7.4.2	The dry densities of the soil have also been presented in the form of plots of dry density vs depth for the five boreholes conducted, in fig. 3a.

7.4.3	The above results indicate that the subsoil is in a loose to medium dense state down to about 7m depth below which the subsoils is in a medium dense state down to the depth investigated.

7.5	Atterberg Limits

7.5.1	The Atterberg limits indicate that the subsoil is generally low plastic down to the depth investigated except for occasional thin layers of medium plastic soils in between. Additionally, non-plastic soils have also been encountered beyond 9m depth down to the depth investigated, only in borehole BH5. The variation in the Atterberg limits in the Stratum -I are as follows:

a)	Liquid limit (LL) %	:	24 - 46

b)	Plastic limit (PL) %	:	17 - 28

7.6	Standard Penetration Test Values (N-values)

7.6.1	The observed Standard Penetration Test values (N-values) vary between 2 and 29 as indicated in the soil profile tables and as also shown in the fig. 4 wherein the observed N-
values have been plotted with respect to depths.

7.6.2	The above results indicate that the subsoil is in a loose to medium dense state down to about 7m depth below which the subsoils is in a medium dense state down to the depth investigated.

7.7	Triaxial Test Results

7.7.1	The results of triaxial tests are indicated in the respective soil profile tables. These results have been considered in providing the recommendations. The results of the triaxial tests in the form of shear strength parameters i.e. angle of internal resistance ( ) and cohesion (c) varies as follows :

a)	Angle of internal resistance	:	17° - 25°

b)	Cohesion (kg/cm2)	:	0.08 - 0.22

7.8	Compiled Soil Profile

7.8.1	An overview of the results and their analysis has been presented in the form of a compiled soil profile (fig. 2).

7.8.2	The above figure shows the various strata encountered and their thicknesses in each of the boreholes and also gives the soil composition and the observed N - values at various depths.

7.9	Free Swell Index Test

7.9.1	As significant percentages of clay have been observed in the boreholes, free swell index tests have been conducted on selected soil samples at different depths and different boreholes to assess the swelling characteristics of the subsoil.

7.9.2	The results of the free swell index tests are given below :

Borehole No	Depth (m)	FSI (%)
BH1	8.4	Nil
BH2	9	Nil
BH3	5.4	Nil
BH5	3.9	Nil
7.9.3	The above results indicate that the free swelling index of the subsoil is Nil.

7.10	Chemical Analysis

7.10.1	The results of the chemical analysis conducted on soil samples collected from the boreholes, for determining the presence of any harmful salts which can have adverse effects on concrete construction works, are as follows :

Borehole (BH)/ Depth (m)	pH value	Chloride Content (ppm)	Sulphate Content (ppm)
BH1	7.5	>1000	618
BH4	7	712	742
IS LIMITS
pH value	Not less than 6
Chloride content (ppm)	Maximum 500 ppm
Sulphate content (ppm)	Maximum 400 ppm
7.10.2	The above results indicate that the water encountered in the boreholes at the site exceeds the IS limits. Hence, It should not be used for construction works.

7.11	Modified Proctor Density Tests

7.11.1	Modified proctor density tests have been conducted on the samples collected for the CBR tests from the specified locations (i.e. Trial Pit locations), for the purpose of preparation of CBR samples.

7.11.2	The results of the Modified Proctor density tests have been presented in the form of plots of dry density vs water content in figs. 7a & 7b.

7.11.3	The maximum dry densities and corresponding optimum moisture contents (OMC) determined for the two samples are as follows :

Test No.	Maximum Dry Density (g/cm3)	Optimum Moisture Content(%)
1	1.96	10.6
2	1.98	13
7.11.4	The above results indicate that the subgrade soil has maximum dry density or Modified Proctor density varying from 1.96 g/cm3 to 1.98 g/cm3 for optimum moisture content varying from 10.6% to 13%.

7.12	Laboratory CBR Tests

7.12.1	The results of the laboratory CBR tests conducted on the soil samples prepared at the Modified Proctor density soaked for 96 hours, have been presented in the form of plots of load intensity vs penetration in figs. 8a & 8b.

7.12.2	The laboratory CBR values corresponding to 2.5mm and 5mm penetration respectively, obtained after due corrections to the load intensity vs penetration plots, are as follows:

Test No.	CBR

(at 2.5mm)	CBR

(at 5mm)
1	22.9	31.4
2	10.3	9.9
7.12.3	The above results indicate that the laboratory CBR values corresponding to 2.5mm penetration is varying between 10.3 and 22.9 and for CBR values corresponding to 5mm penetration is varying between 9.9 and 31.4. The lower of the two values may be adopted for designed purposes.

7.13	Electrical Resistivity Tests

7.13.1	The results of the Electrical Resistivity Tests (ERT) are analysed as given below.

7.13.2	The electrical resistivity is calculated using the following expression :

where	=	resistivity of the soil in -m

S	=	spacing of electrodes in m

R	=	measured resistance or megger reading in 3

7.13.3	Polar plot of the electrical resistivity vs measured in eight directions have been given in figs. 6a & 6b.

7.13.4	The values of electrical resistivity obtained from the polar plot is given below :

Test Location	Electrical

Resistivity, -m
ERT1	7.2
ERT2	7.2

8.0	DESIGN CRITERIA

8.1	Design Parameters

8.1.1	The parameters required for the design of the foundation system for the proposed structures are:

a)	Type of foundation to be adopted

b)	Depth at which the foundations have to be laid

c)	Allowable bearing pressure on the soil/rock at the foundation level

8.1.2	On the basis of the analysis of the results of the investigations, the required design parameters have been arrived at as given in the following sections.

8.2	Type of Foundation

8.2.1	The type of foundation depends upon the following :

a)	Subsoil/rock conditions

b)	Type of structures

c)	Configuration of loading points

d)	Loading intensity on each column at the foundation level

8.2.2	The proposed structures are Warehouse Buildings consisting. Considering this, medium heavy loads can be anticipated on the foundations.

8.2.3	The results of the investigations have indicated that the subsoil is in a loose to medium dense state down to about 7m depth below which the subsoils is in a medium dense state down to the depth investigated.

8.2.4	In view of the above, the proposed structures can be supported over Isolated / Strip footings.

8.3	Depth of Foundations

8.3.1	The minimum depth of foundation depends upon the following factors :

a)	Top filled-up strata / loose soil, if any

b)	Adequate depth of soil above founding level, to ensure mobilization of full safe bearing capacity

c)	Adequate depth of soil strata below founding level of requisite strength to mobilize the safe bearing capacity

8.3.2	The results of the investigations have shown that the subsoil, below the likely founding level is in a loose to medium dense state down to about 7m depth below the existing ground level below which the subsoils is in a medium dense state down to the depth investigated.

8.3.3	Considering the above, the foundations of the proposed structures can be placed at a depth of 3m below the existing ground level.

8.3.4	The soil available at the founding level will be Yellowish brown clayey sandy silt / sandy clayey silt.

8.4	Allowable Bearing Pressures

8.4.1	Allowable bearing pressure depends upon the allowable settlement. An allowable settlement of 50mm has been considered to evaluate the allowable bearing pressure for Isolated/Strip footings.

8.4.2	Allowable bearing pressure has been evaluated by :

a)	Shear failure criterion using average soil data

b)	Settlement criterion taking SPT values

8.4.3	On the basis of the above analysis, the following recommendations regarding the net allowable bearing pressure are being made :

Net allowable bearing pressure (A.B.P.) for various widths of Isolated/Strip Footings for an allowable settlement of 50mm

Width of foundation (m)	1.5	3	>4.5
Net Allowable Bearing Pressure (t/m2)	6	7	7

RECOMMENDATION

9.1	Type of Foundations

Isolated/ Strip footings

3m below the existing ground level

9.3	Allowable Bearing pressure

Net allowable bearing pressure (A.B.P.) for various widths of Isolated/Strip footings for an allowable settlement of 50mm

Width of foundation (m)	1.5	3	>4.5
Net Allowable Bearing Pressure (t/m2)	6	7	7

9.4	Excavations

The excavations down to the above mentioned depths can be carried out by ordinary methods by providing necessary side slopes.

9.5	Construction Advisory

As the ground water table, has been encountered at shallow depths and the excavations have to be conducted in silt soil strata below the water table level, proper dewatering system should be adopted to keep the water table level lower than the founding level, during the excavations and construction of the foundations.

9.6	Note

The recommendations given in this report have been arrived at on the basis of design parameters which have been judiciously adopted by giving due consideration to the results of field and laboratory investigations as well as NAGADI's experience of over four decades in working in various types of soil conditions all over India.

9.7	SPECIAL NOTE

Foundation surface must be compacted heavily. If any loose pockets are observed, the same shall be filled with brickbats/gravel and compacted. Foundations can subsequently be placed over such a prepared surface.

9.8.1	An appendix sheet showing the typical analysis of the allowable bearing pressure for Isolated/ Strip Footings is enclosed in Appendix - A of this report.

9.8.2	A list of IS Codes referred for providing the recommendations and that which might be required to implement the same is also enclosed in this report in Appendix - B.

9.9	LIMITATIONS

This Geotechnical investigation has been carried out at selected locations in the site chosen so as to represent the entire site. The recommendations provided in this report are hence valid only for these test locations. However, if there is any change in subsoil conditions and properties at places between or beyond chosen test locations, fresh investigations may have to be carried out at such locations.

Dr. N. Santosh Rao

Technical Director

For Nagadi Consultants Pvt. Ltd.

Appendix - B

(refer para no. 9.8.2)

ANALYSIS FOR ALLOWABLE BEARING PRESSURE

Data

(i)	Soil Properties :

(kg/cm2) =	0.12	=	22°	(g/cm3) = 1.80

(ii)	Depth of Foundation, D (m)	=	3

(iii)	Allowable Settlement, s (mm) =	50

Shear Failure Criterion (Ref. IS : 6403)

Nc' =	13.95	Nq' = 5.89	N '= 4.90	Rw' =Rw = 0.50 (worst case)

B (m)	1.5	3	4.5

qs (t/m2)	9.3	10.4	11.5

Settlement Criterion (Ref. IS : 8009)

(i)	From N Values

B (m)	1.5	3	>4.5

H (m)	3	6	9

Nav	8	9	10

qa (t/m2)	6.2	6.3	6.9

(ii)	From Triaxial Compression Tests

B (m)	1.5	3	>4.5

H (m)	3	6	9

mv (t/m2)-1	-	-	-

qa (t/m2)	-	-	-

ADOPT	B (m)	1.5	3	>4.5
q (t/m2)	6	6	7
Note :	qs and qa are NET VALUES, Weight of backfill etc. need not be added to the loading except in case of filling above original G.L.

Appendix - B

(refer para no. 10.8.2)

LIST OF IS CODES
Field Investigation

1.	IS : 1892 - 2021 :	Code of practice for sub surface investigations for foundations (First revision)

2.	IS : 2131 - 1981 :	Method of Standard Penetration Tests for soils (First revision)

3.	IS : 2132 - 1986 :	Code of practice for thin walled tube sampling of soils (Second revision)

4.	IS : 3043 - 1987:	Code of Practice of Earthing

Laboratory Tests

1.	IS : 2720 - 1983 (Part 1) :	Methods of test for soils: Preparation of dry soil samples for various tests (Second revision)

2.	IS : 2720 - 1980 (Part 2) :	Method of test for soils: Determination of water content (Second revision) Amendment 1

3.	IS : 2720 - 1980 (Part 3/sec 1) :	Method of Test for Soils : Determination of Specific Gravity : Fine Grained Soils. (First Revision)

4.	IS : 2720 - 1980 (Part 3/Sec 2) :	Method of test for soils : Determination of Specific Gravity : Fine, Medium & Coarse grained soils. (First revision).

5.	IS : 2720 - 1985 (Part 4) :	Method of test for soils : Grain size analysis (Second revision)

6.	IS : 2720 (Part 8) -1983:	Determination of water content - dry density relation using heavy compaction. (First revision)

7.	IS : 2720 - 1985 (Part 5) :	Method of test for soils : Determination of liquid and plastic limit (Second revision)

8.	IS 2720-1981 Part 12:	Method of tests for soils : Determination of shear strength parameters using triaxial apparatus.

9.	IS : 2720 - 1987 (Part16)	Method of Tests for Soils: Laboratory Determination of California Bering Ratio (Second revision) (Reaffirmed - 2002)

10.	IS : 2720 - 1986 (Part17)	Method of Tests for Soils: Laboratory Determination of Permeability (Reaffirmed - 2002)

11.	IS : 2720 -1987 (Part 26):	Methods of tests for soils: Determination of pH value (Second revision).

12.	IS :2720 - 1977 (Part 27):	Methods of tests for soils: Determination of total soluble sulphate (First revision).

13.	IS : 2720 (Part16) - 1979:	Laboratory determination of CBR. (First revision)

Foundation Construction

1.	IS : 1080 - 1986 :	Code of practice for design and construction of shallow foundations on soils (other than raft, ring and shell) (Second revision)

2.	IS : 1904 - 1986 :	Code of practice for design and construction of foundation in soils: General requirements (Third revision)

3.	IS : 6403 - 1981 :	Code of practice for determination of bearing capacity of shallow foundations : First revision (Amendment 1)

4.	IS : 8009 - 1976 (Part 1) :	Code of practice for calculation of settlements of foundations : Shallow foundations subject to symmetrical static vertical loads (Amendment 2)