1. primary information

7

1. PRIMARY INFORMATION

Name of the village - Thathamangalam Municipality

Project title - Construction of life housing complexes

Name of the shelter - Life housing complexes

Name of the location - Chittur,Thathamanghalam, Palakkad

Proposal for construction/

Refurbishment - Construction

Proposed date for completion - 18 months from the date of construction

Implementing agency - Habitat technology

Management of proposed shelter - Government of Kerala

Name of mayor - Prameela Sasidharan

Contact number of chairman - 0491 2534634

1.1. OBJECTIVE

Setting up of a well-constructed, well managed and safe housing complex at Chittur Palakkad, Kerala under LIFE MISSION by Government of Kerala to provide decent homes for all the homeless in Palakkad district who could not afford to have a house without societal backing. The main objective of the Government is:

To construct multi storied apartment complexes for the total rehabilitation of landless homeless in the Region

To provide rehabilitation and recreation spaces to the homeless

1.2. PROPOSED INVESTMENTS

Construction of a 4-storied apartment complex with total floor area of 26787.58

sqft

1. Compound wall and gate

2. Sewage treatment plant

3. Landscaping

4. Rainwater harvesting

REPORT ON SOIL INVESTIGATION FOR THE PROPOSED HOUSING PROJECT FOR LIFE MISSION, PALAKKAD

CLIENT

PRIMARY CONSULTANT:

REPORT PREPARED BY:

M/s TDAC GEOTECHNICAL SOLUTIONS

41/1180, SREESHYLAM,

PULLEPADDY,

COCHIN-682018

PHONE: 0484 2365236

JOB NO: TDAC/2019/MARCH/W004

REPORT ON SOIL INVESTIGATION FOR THE PROPOSED HOUSING PROJECT FOR LIFE MISSION, PALAKKAD

Primary Consultant : M/S Habitat Technology group

Geotechnical Consultant: Er. Jayakrishnan Menon

Laboratory Test report : M/S Novel Geo Services

Site boring done by : M/S Biju Soil Investigators

Client:

1

Contents

1. INTRODUCTION ................................................................................................................................................... 2

2. SCOPE OF WORK ................................................................................................................................................. 3

3. FIELD EXPLORATION AND METHODOLOGY .......................................................................................... 3

4. GENERAL GEOLOGICAL INFORMATIONS ................................................................................................. 4

5. ANALYSIS OF VARIOUS LABORATORY TESTS ...................................................................................... 5

6. FINDINGS .................................................................................................................................................................. 6

7. SUMMARY & RECOMMENDATIONS: .......................................................................................................... 7

8. REFERENCES ........................................................................................................................................................... 9

Client:

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1. INTRODUCTION

a. LIFE MISSION is one among the four flagship missions of the government of Kerala under

Navakeralam Karma Padhathi. One of the major targets of the life mission is to provide decent

homes for all the homeless who could not afford to have a house without societal backing .

This includes construction of multi storied apartment complexes for the total rehabilitation of

landless homeless

The target of the mission is to provide safe housing to nearly 4.30 lakhs of homeless in the

State within a period of 5 years. Among the homeless, about 1.60 landless families have been

historically excluded from various housing schemes of the past. The programme is named as

LIFE (Livelihood Inclusion and Financial Empowerment) Mission and the homeless will be

provided with modern housing complexes with provision for pursuing their livelihoods,

converging social services including Primary Health Care, Geriatric Supports, Skill

Development and provision for financial services inclusion. This report deals with the soil

investigation and foundation recommendation for the proposed project at Thathamangalam,

Palakad, Which falls under Region 2 in Kerala.

b. As a part of the project 1 no of four storied buildings with a single floor of 641.75m2 area of

adding to 2479.54m2 is planned in the area .

c. The field works for the geotechnical investigation was carried out by M/S Biju Soil

Investigators in this month of March 2019. The laboratory tesing of soil was done at Novel

Geoservices lab, Mulanthuruthy and this report was prepared and foundation

recommendation was done by Er. Jayakrishnan Menon.

d. The total scope of work for this investigation included performing site reconnaissance,

drilling and sampling soil/ rock from nine locations and give foundation recommendation for

the each bloak . The primary purpose of these activities was to collect subsurface information

at the site for subsequent preparation of geotechnical recommendations for the design of

foundations for the proposed project.

Client:

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2. SCOPE OF WORK

Scope of work for the geotechnical investigations consists of:

a) Drilling bore holes at 4 location with in the proposed building area.

b) Conducting standard penetration tests (SPT) in bore holes at regular intervals and

collection of disturbed samples where soil is encountered.

c) Conducting laboratory tests on disturbed samples for physical and engineering properties

of soil.

d) Submitting a geotechnical report providing foundation design and recommendation for the

proposed building.

3. FIELD EXPLORATION AND METHODOLOGY

Boring was done in accordance with the provisions of IS 1892-1979, using rotary calyx rig

technique which is mechanically operated. Boreholes were penetrated through the sandy and

lateritic clayey layers and the borehole was advanced up to the hard rock strata.

While drilling through the top soil layers sodium bentonite slurry was circulated in order to

prevent the sides from caving. Standard penetration tests (SPT), were taken at various depth

using standard split spoon sampler, the sets being driven by 63.5Kg hammer as per IS 2131-

1981 giving a free fall of 750mm. The number of blows required to penetrate the first 15cm is

for seating’ and is not considered for assessing strength characteristics. The summation of the

number of second and third sets of 15cm each are termed as SPT value and designated as ‘N’.

Results were recorded and graphically represented in the log of bore hole.

Soil samples were collected in plastic bags for visual inspection and classification of strata

from all the layers as recorded in log sheets of bore hole.

Rock coring was done using electrically operated customized coring device with diamond bit

at the end. The core recovered is marked and kept before transporting to laboratory.

Client:

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4. GENERAL GEOLOGICAL INFORMATIONS

4.1 INTRODUCTION

GEOLOGY

The district can be broad divided into five geological terranes viz.

i) lowland of charnockite country in the west; (ii) Migmatite Complex in the east, extending

into adjacent Coimbatore district of Chennai; (iii) Khondalite Group, occurring as linear bodies

in the northeastern hill region; (iv) Wynad Group, occurring as high hills in the north

inAttapady area and (v) Peninsular Gneissic Complex (PGC) confined to the north of

Bharathapuzha river.

The area forms a part of the Precambrian metamorphic shield having a complex geological set

up. Wynad Group is represented by rocks of upper amphibolites to lowergranulie facies

metamorphism. This complex can be divided into an ultramaficdominant upper group and

amphibolites dominant lower group. The ultramafic groupcomprises talc-chlorite schist, talc-

pyroxene-garnet schist. The amphibolite group consists of hornblende-biotite schist and

gneiss with amphibolites bands garnet. These rocks are exposed in the Attappadi area.

Hornblende –biotite gneiss and pink granitegneiss of Peninsular Gneissic Complex are

exposed in the north, especially north of Bharathapuzha river. The Khondalite group, which

outcrops northeast of Malalbuzha reservoir, comprises garnet-sillimanite gneiss and calc-

granulite. Narrow bands of calcgranulite are exposed along the Walayar river bed. Numerous

thin bands of calcgranulite associated with crystalline limestone and calciphyre have been

observed in the area. Charnockite group is predominant in the west. This group comprises

massive charnockite/gneissic charnockite, pyroxene granulite, pyroxenite and norite and

magnetite quartzite amongst which massive charnockite/gneissic charnockite is the most

Client:

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widely distributed. Pyroxene granulite and magnetite quartzite occur as narrow bands. Thin

impersistent segregations of pyroxenite and norite occur in the ‘Palghat Gap’. The Charnockite

Group is succeeded by the Migmatite Complex represented by hornblende-biotite gneiss and

quartz-feldspar gneiss. These rocks occupy the eastern part and the ‘Palghat Gap’. They are

melanocratic and foliated. These rocks are intruded by pegmatites, quartz veins and gabbro

and dolerite dykes. Basic intrusives, especially dolerite, have two distinct trends in the

district; one being NW-SE, which is common throughout the State and the other NE-SW, seen

in the northeastnorth of Attapady. In the westernmost part, south of Bharathapuzha, a few

isolated occurrences of Warkalli sediments are noticed capping small mounds. The valleys are

occupied by fluvial alluvium of Quaternary age. Lateritisation is widespread in the west .

GEOHYDROLOGY

Palakkad district is underlain by rocks of Archaean metamorphic complex. They include the

granulite group, the gneisses and the schists above which laterite and alluvium are observed.

Intrusives of pegmatites and quartz veins are also common in the northeastern parts of the

district.

Groundwater occurs in all the geological formation from Archaean crystallines (hard rock) to

Recent alluvium (soft rock). The entire district can be divided into three units based on

hydrogeological information. 1) Valley fills/Alluvium 2) Laterite terrain and 3)

Crystallines.Groundwater occurs in phreatic condition in the laterite, alluvium and weathered

crystallines. It is in semi confined to confined condition in the deep fractured rocks

NATURAL HAZARDS

The terrain under discussion falls in the seismic zone III (Seismic Zoning Map of India).

5. ANALYSIS OF VARIOUS LABORATORY TESTS

SPT Samples obtained from specified sampler were tested for the following index properties

as well as strength properties to classify the strata to various soil group as per unified soil

classification IS: 1498-1970 and IS: 2720.

Moisture Content {IS: 2720 (Part II) - 1973}

The natural moisture content of all the soil samples brought from the site was determined as

prescribed in IS: 2720. For many soils, the water content will be an extremely important index

used for establishing the relationship between the way a soil behaves and its properties. The

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consistency of a fine-grained soil largely depends on its water content. The water content is

also used in expressing the phase relationships of air, water, and solids in a given volume of

soil.

Grain Size Distribution {IS: 2720 (Part IV) - 1985}

Both sieve analysis and Hydrometer analysis were conducted on different samples and the

findings are tabulated. Since particle diameters typically span many orders of magnitude for

natural sediments, in order to conveniently describe wide ranging data sets, the base to

logarithmic (phi) scale was used to represent grain size information for sediment distribution.

A tabular classification of grain sizes in terms of units and other commonly used measurement

scales is included for purposes of comparison.

Specific Gravity {IS: 2720 (Part III)- 1980}

The specific gravity of soil particles was determined by using pycnometer or density bottle.

Specific gravity is the ratio of the mass of unit volume of soil at a stated temperature to the

mass of the same volume of gas-free distilled water at the same stated temperature. The

specific gravity of a soil is used in the phase relationship of air, water, and solids in a given

volume of the soil.

Atterberg Limits {IS: 2720 (Part V & VI)- 1980}

These tests were carried out on clay fraction (size < 425 microns) for all disturbed and

undisturbed samples. The test results include liquid limit, plastic limit and plasticity index of

the soil samples tested. These tests were conducted as per IS: 2720, Parts V & VI.

6. FINDINGS

As per the instruction of Engineer, it was decided to conduct investigation at 4 points with in

the building. The subsurface profile of soil is as follows:

BH: 1

In BH1, the top 2.00m comprise of medium dense sand having S.P.T value of 20. This was

followed by very dense sand with silt having S.P.T value of greater than 100 extending up to

depth of 3.00m. Below this weathered rock was noted having S.P.T value of greater than 100

Client:

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extending up to depth of termination of borehole at 9.70m. Water table was not met in the

borehole during the time of investigation.

BH: 2

In BH2, the top 2.30m comprise of very dense sand with silt having S.P.T value of greater than

100. Below this weathered jointed rock was noted having S.P.T value of greater than 100



BH: 3

In BH3, the top 1.80m comprise of medium dense sand having S.P.T value of 25. This was

followed by very dense sand with silt having S.P.T value of greater than 100 extending up to

depth of 2.50m. Below this weathered rock was noted having S.P.T value of greater than 100



BH: 4

In BH4, the top 2.50m comprise of very dense sand with silt having S.P.T value of greater than

100. Below this weathered jointed rock was noted having S.P.T value of greater than 100



7. SUMMARY & RECOMMENDATIONS:

Recommendations are based on the assumption that the soil profile found in the boreholes

tested is indicative of the entire area of influence of foundation. Any deviation in soil/rock

profile other than those observed in the boreholes tested, should immediately be referred to

the consultant and proper modification should be implemented.

7.1 RECOMMENDATIONS

From the study of boreholes it was noted that in areas of BH1 and BH3, the top 1.80m to

2.00m comprise of medium dense sand. This was followed by very dense sand with silt having

S.P.T value of greater than 100 extending up to depth of 3.00m. Below this weathered rock

was noted having S.P.T value of greater than 100 extending up to depth of termination of

borehole. In areas of BH2 and BH4, the top 2.30m to 2.50m comprise of very dense sand with

silt having S.P.T value of greater than 100. Below this weathered jointed rock was noted

having S.P.T value of greater than 100 extending up to depth of termination of borehole.

Client:

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For the proposed G+3 storied building, shallow foundation may be provided in the very dense

sand strata with N>50 at a depth of about 2.00m in areas of BH1 and BH3 and 1.00m in areas

of BH2 and BH4 from the ground level. A safe bearing capacity of 20t/m2 may be adopted for

a footing of width 1m commencing from the sand strata at a depth of 1.00m from ground level.

Depending upon the intensity of loading either wall footing, isolated foundation, strip footing

or raft foundation may be adopted.

The foundation execution is recommended under strict technical supervision.

Since the area is always exposed to rain and sun the foundation can be treated under

“Moderate/Severe “environmental exposure condition. The requirement for concrete and

steel is as given:

Type of cement : OPC/PPC/Slag cement

Minimum grade of concrete : M25

Minimum cement content : 400kg/m3

Maximum water cement ration : 0.45

Minimum cover to rebar : 50mm

Reinforcement : CRS/TMT 500 grade

For TDAC GEOTECHNICAL SOLUTIONS.,

Er. JAYAKRISHNAN MENON, M.TECH. (S.M.F.E.),M.I.G.S. GEOTECHNICALCONSULTANT

Client:

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8. REFERENCES

1) Foundation Analysis And Design, J.E Bowels, Mcgraw Hill Publication

2) Soil Mechanics And Foundation Engineering, K.R Arora, Standard Publishers Distributors,

Fourth Edition,1997

3) Soil Mechanics In Engineering Practice,2 nd Edition, Terzaghi K and Peck R.B, John Willey

And Sons,1967.

4) IS:6403-1981,Code Of Practice For Determination of Bearing Capacity Of Shallow

Foundation.

5) Foundation Manual, N.V Nayak,1996.

6) Foundation Design And Construction, M.J Tomlinson, Viewpoint Publishers.

7) IS12070-1987, Code Of Practice For Design Of Shallow Foundation On Rock.

8) IS 2911 (PART1/SECTION 2)-1979,Code Of Practice For Design And Construction Of Pile

Foundation.

9) Pile Design,Poulos & Davis.

Annexure

1. Addendum

2. Site plan with Borehole location

3. Bore Log

4. Lab test Results

Client:

ADDENDUM

Bearing capacity from shear criteria:

Average S.P.T. value of 23 is noted in the zone of influence,

As per IS 6403-1981 clause 5.1.2 the Ultimate net Bearing Capacity in general shear failure

qu= c Nc sc dc ic + q (Nq – 1) sq dq iq + ½ Bγ Nγ sγ dγ iγ W’

Neglecting the cohesive component

Considering Ø = 33°from SPT co-relation,

For Ø = 33° Nq = 27.1 and Nγ = 17.792, Considering 1.00m square footing and depth of

foundation to be 2m in areas of BH-1,

qu= q (Nq – 1) sq dq iq + ½ Bγ Nγ sγ dγ iγ W’

= (1.8 x 2 x (27.1-1) x 1.2 x 1) + (½ x 1 x 1.8 x 17.792 x 0.8 x 0.5)

= 112.75 + 6.40

= 119.15

qsafe = qu/4 = 119.15/4

= 29 Tonnes/m2

Since the results based on assumptions & soil profile exhibit variation.

(B) Bearing capacity from settlement criteria:

With the current SBC the expected settlement is found the within permissible limit. Hence

the provided SBC of 20 T/ m2 can be considered for the footing.

Client :

Bore Hole No :

Type of Boring :

Termination Depth :

Boring commencement date :

Boring Completion date :

Ground water table :

Location :

2.00 2.00 - 2.45

1.00 1.00 - 1.45

Th

ick

ne

ss

o

f S

tra

ta

De

pth

in

m

GEOTECHNICAL INVESTIGATION FOR THE PROPOSED

De

pth

Pro

file

Test depth

Blows / 15cm

15cm 15cm 15cm

SP

T-N

V

alu

e

Remarks

Description of Strata

APARTMENT COMPLEX AT THATHAMANGALAM, CHITTUR, PALAKKAD

Note : UDS- Undisturbed Sample SPT-N value- Standard Penetration Test N value

9.70

3.00

BH-1

ROTARY

9.70 m THATHAMANGALAM

10.03.2019

LIFE MISSION10.03.2019

TDAC GEOTECHNICAL

SOLUTIONS

9

19 >50

MEDIUM DENSE SAND

9.70

8 12 20

- >100

2.00

2.00

VERY DENSE SAND WITH SILT

THE BOREHOLE WAS TERMINATED AT 9.70m DEPTH

DC core cutting , Recovery 50cm

WEATHERED ROCK

Rebound

1.00

3.00

6.70

Client :

Bore Hole No :

Type of Boring :

Termination Depth :




Location :

2.00

1.00 1.00 - 1.45

Th

ick

ne

ss

o

f S

tra

ta

De

pth

in

m


De

pth

Pro

file

Test depth

Blows / 15cm

15cm 15cm 15cm

SP

T-N

V

alu

e

Remarks




5.00

BH-2

ROTARY

5.00 m THATAMANGALAM

10.03.2019


TDAC GEOTECHNICAL

SOLUTIONS

>50 - - >100

2.30

2.30


DC core cutting , Recovery 38cm

SPT Rebound

5.00


WEATHERED ROCK

2.70

Client :

Bore Hole No :

Type of Boring :

Termination Depth :




Location :

2.00 2.00 - 2.45

1.00 1.00 - 1.45

Th

ick

ne

ss

o

f S

tra

ta

De

pth

in

m


De

pth

Pro

file

Test depth

Blows / 15cm

15cm 15cm 15cm

SP

T-N

V

alu

e

Remarks




3.00

6.00

3.00 - 3.45

BH-3

ROTARY


10.03.2019


TDAC GEOTECHNICAL

SOLUTIONS

9

19 14

MEDIUM DENSE SAND

1.00

9 14 23

11 25

1.00

1.80

2.50



WEATHERED ROCK

6.00

25 >50 - >100

TC Core drilling

Client :

Bore Hole No :

Type of Boring :

Termination Depth :




Location :

1.00 1.00 - 1.45

Th

ick

ne

ss

o

f S

tra

ta

De

pth

in

m


De

pth

Pro

file

Test depth

Blows / 15cm

15cm 15cm 15cm

SP

T-N

V

alu

e

Remarks




5.00

2.00

BH-4

ROTARY


10.03.2019


TDAC GEOTECHNICAL

SOLUTIONS

>50 - - >100

2.50

2.50


TC core drilling

WEATHERED JOINTED ROCK

5.00


2.50

SPT Rebound

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