1104102 Report

BRC/REP/1104102/2011 18/05/2011

To, Maad Realtors & Infra Pvt. Ltd. Site: Village: Ovla, Ghodbunder Road,Thane.

SUBJECT : SUB- SOIL INVESTIGATION REPORT REFERENCE : PROPOSED SITE FOR HIGHRISE PLOT BEARING OLD S.NO.87/3(P)& NEW S.NO.117/3B, 117/3C, 117/3D AT VILLAGE OVLA, GHODBUNDER ROAD, THANE (MAHARASTRA). Dear Sirs, With reference to the on Sub soil exploration above referred site investigation, herewith, we are

submitting detailed Sub Soil Investigation Report based, physical and engineering testing of

soil characteristics.

This report is based on three boreholes, one borehole data up to 20.00m (BH-01) and two

boreholes data up to 9.00m (BH-02/03) depth from ground level. Borehole test locations were

selected with engineer in-charge. If any change in strata other than the location of the borehole

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

immediately for further investigation.

Thanking you. Sincerely Yours, For Bhumi Research Center

Authorised Signatory

REPORT

ON

SUB-SOIL

INVESTIGATION

Name of Work: Proposed site for Highrise Plot Bearing Old S.No: 87/3(P) & NEW S.No: 117/3B, 117/3C, 117/3D, At Village: Ovla, Ghodbandar Road, Thane (Maharastra). Client: Maad Realtors & Infra Pvt. Ltd. Project No.: 1104102

Month: April’ 2011

Prepared By

Bhumi Research Center (Government Approved Laboratory)

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

CONTENTS

SR. NO. TITLE SHEET NO.

01 INTRODUCTION 01

02 SITE INFORMATION 02

03 FIELD WORK 02

04 SUB SOIL STRATIFICATION 05

05 ANALYSIS OF DATA 06

06 BEARING CAPACITY OF SOIL 11

07 SUMMARY of SBC 12

08 CONCLUSION AND DISCUSSION 14

09 TABLES

9.1) FIELD PROGRAM SUMMARY 16

9.2) SUMMARY OF GRAIN SIZE ANALYSIS 19

9.3) SHEAR & SWELLING PARAMETERS 22

10 FIGURES

10.1) LOCATION MAP 23

11 BORE LOG OF EXPLORATION 24

12 IS CLASSIFICATION OF SOIL 30

13 REFERENCES/BIBLIOGRAPHY 31

Project No. Sheet No.

1104102 01

REPORT ON SUB SOIL EXPLORATION

1.0 INTRODUCTION:

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

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

works and to enable in preparing an adequate and economic design.

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

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

adversely affect safety of structure or after its performance or utility.

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

exploration. The exploration of the site for an important structure requires the exploration and

sampling of all strata likely to be significantly affected by the structural load. The extent of this

exploration will depend on the site and structure.

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

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

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

field conditions have to be obtained.

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

problems dealing with sediments and other unconsolidated accumulation of solid particles

produced by the mechanical and chemical disintegration of rocks, regardless of whether or not

they contain an admixture of organic constituent.

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

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

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

controls.

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

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

Shearing resistance & Failure analysis.


1104102 02

This complete report is very much useful for …

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

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

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

� To select an Economical yet safe Design of foundation,

� The Economical optimization of foundation design,

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

� To check the probability of Liquefaction of the soil,

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

subsoil during construction and to take advance action in that regard.

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

Research Center, Surat by client. After visiting the site jointly; it was decided to drill 03 No

boreholes, one borehole data up to 20.00m (BH-01) and two boreholes data up to 9.00m (BH-

02/03) depth from GL by rotary drilling with kalex machine at various locations. The locations

of boreholes were decided with client.

2.0 SITE INFORMATION:

The data supplied by the owner are as under: 1) Site: Proposed site for Highrise Plot Bearing Old S.No: 87/3(P) & New S.No: 117/3B, 117/3C, 117/3D, At Village: Ovla, Ghodbandar Road, Thane (Maharastra). 2) Client: Maad Realtors & Infra Pvt. Ltd.

3.0 FIELD INVESTIGATION:

Three boreholes, one borehole data up to 20.00m (BH-01) and two boreholes data up to

9.00m (BH-02/03) depth from Ground Level by Rotary drilling with Kalex machine from

19/04/2011 to 01/05/2011. Summary of Field Work is given under Table 9.1.

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

as per strata change and recording of the soil strata change.

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

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


1104102 03

foundation depth investigation or change in strata whichever met earlier. The sampler has

smooth surface and appropriate area ratio and cutting edge angle as required by IS

1892:1972 to ensure minimum disturbance of soil during sampling.

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

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

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

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

drill rods and number of blows for 300 mm penetration of SPT spoon after 150mm as

testing drive were recorded under the free fall of 65.0 kg hammer from 750mm height. A

true vertical free fall of hammer was observed. SPT ‘N’ values are given under Table 9.1,

and are also shown graphically in Fig. 10.2.

Ground Water Table:

The ground water table was not observed up to investigation depth in all the boreholes

from G.L during sub soil exploration carried out in April ‘2011.

Laboratory works:

Following laboratory tests were carried out to determine the engineering properties of

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

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

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

Name of Test Confirming to IS No.

1) Sieve Analysis IS 2720 Part 4-1976

2) Atterberg Limit IS 2720 Part 5-1985 (Reaffirmed 2001)

3) FDD – FMC IS 2720 Part 9

4) Specific Gravity IS 2720 Part 3- Section 2-1980 (Reaffirmed 1997)

5) Shear Parameters IS 2720 Part 13-1986 (Reaffirmed 1997)

6) Consolidation IS 2720 Part 15- 1965 (Reaffirmed 1997)

7) Swell Pressure IS 2720 Part 41

8) Swelling Index IS 2720 Part 40-1977 (Reaffirmed 1997)

9) Shrinkage Limit IS 2720 Part 6-1972


1104102 04

(Reaffirmed 2001)

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

4.0 SUB SOIL STRATIFICATION:

4.1 Analysis of data:

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

Borehole –01

4.1.1 Layer 1: This layer from GL to 1.80m i.e. 1.80m thick layer is Fill up soil. The

percentage of silt & clay is 34, the percentage of sand is 56 & the percentage of gravel

is 11.

4.1.2 Layer 2: This layer from 1.80m to 3.00m i.e. 1.20m thick layer is yellowish clayey

sand with soft murrum. The percentage of silt & clay is 42, the percentage of sand is 48

& the percentage of gravel is 10.

4.1.3 Layer 3: This layer from 3.00m to 4.50m i.e. 1.50m thick layer is brownish soft to

hard murrum. The percentage of silt & clay is 17, the percentage of sand is 65 & the

percentage of gravel is 19.

4.1.4 Layer 4: This layer from 4.50m to 6.00m i.e. 1.50m thick layer is grayish hard

murrum to soft rock. The percentage of silt & clay is 15, the percentage of sand is 70 &

the percentage of gravel is 15.

4.1.5 Layer 5: This layer from 6.00m to 10.50m i.e. 4.50m thick layer is rock up to 10.50m

depth. High core recovery but low RQD. The layer consists of Dark grayish coloured

moderately weathered rock with filled up with calcite dots up to 10.50m depth. This

layer is having core recovery of around 10 to 60% but RQD varies from Nil to 36%.

4.1.6 Layer 6: This layer from 10.50m to 16.00m i.e. 5.50m thick layer is rock up to

16.00m depth. Low core recovery but low RQD. The layer consists of blackish

moderately weathered with calcite dots & some fractures are observed on the surface of

the rock up to 16.00m depth. This layer is having core recovery of around 50 to 80%

but RQD varies from 33 to 40%.

4.1.7 Layer 7: This layer from 16.00m to 20.00m i.e. up to investigation depth is consists of

blackish weathered rock filled up with calcite dots. This layer is having core recovery

of around 90% but RQD varies from 53 to 83%.


1104102 05

Borehole –02



is 08.

4.2.2 Layer 2: This layer from 2.00m to 3.00m i.e. 1.00m thick layer is yellowish clayey

sand with soft murrum. The percentage of silt & clay is 27, the percentage of sand is 57

& the percentage of gravel is 16.

4.2.3 Layer 3: This layer from 3.00m to 4.00m i.e. 1.00m thick layer is brownish soft to

hard murrum. The percentage of silt & clay is 14, the percentage of sand is 62 & the

percentage of gravel is 25.





the layer of blackish soft weathered rock with calcite dots up to investigation depth.

This layer is having core recovery of around 10 to 53% but RQD varies from Nil to

36%.

Borehole –03



is 02.

4.3.2 Layer 2: This layer from 2.10m to 4.50m i.e. 2.40m thick layer is brownish to

yellowish soft to hard murrum. The percentage of silt & clay varies from 12 to 14, the

percentage of sand varies from 61 to 66 & the percentage of gravel varies from 20 to

27.





the layer of blackish soft weathered rock with calcite dots up to investigation depth.


1104102 06

This layer is having core recovery of around 10 to 53% but RQD varies from Nil to

36%.

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

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

Clay of Disturbed, Undisturbed & SPT samples. The grain size distributions are tabulated

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

5.0 Analysis of data:

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

5.1 Standard Penetration Resistance:

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

been done. The SPT ‘N’ Values observed as >50 for 300mm penetration for both the

boreholes which indicate very dense silty sand strata up to 5.00m to 6.00m depth

followed by weathered rock up to investigation depth. The average corrected SPT N

values worked out as >50 for BH-01/02/03. These are corrected for OBP only. The

values of ‘N’ are reported and shown graphically in Fig. 10.2. The relationship between

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

‘N’ Value 0-2 2-4 4-8 8-15 15-30 >30

Consistency Very Soft Soft Medium Stiff Very Stiff Hard

‘N’ Value 0-4 4-10 10-30 30-50 >50

Denseness Very Loose Loose Medium Dense Very Dense

5.2 Laboratory Tests:

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

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

5.2.1 Dry Density and Moisture content:

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

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

saturation etc. The results are tabulated under Table – 9.1 & it is compared with

Atterberg limits in Fig.10.2.

5.2.2 Atterberg Limits:


1104102 07

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

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

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

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

and the amount of capillary water, which it can hold. The results are tabulated under

Table – 9.2

5.2.3 Specific Gravity:

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

The Specific Gravity is important parameter for finding out various engineering

parameters like void ratio, degree of saturation, shear failure, etc. and is also needed in

pressure, settlement and stability problems in soil engineering. In order to determine

Specific gravity of soil, undisturbed samples were selected for all the Boreholes. The Sp.

Gr. Range is 2.57 for Borehole-01.

5.2.4 Shear parameters:

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

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

cylindrical specimen for triaxial compression (without the measurement of pore water

pressure) was prepared from undisturbed sample. Shear as well as Triaxial Compression

Test (Unconsolidated Undrained) was conducted.

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

hrs saturation.

Triaxial Compression (Unconsolidated Undrain Condition) test was conducted without

the measurement of pore water pressure on undisturbed mould specimen.

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

5.2.5 Swelling Characteristics:

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

characteristics.

The Shrinkage limit range is 19% for BH – 01.

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


1104102 08

5.2.6 Consolidation Characteristics:

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

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

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

the compaction of strata at natural condition. This test gives the values of various

parameters as under @ the foundation depth. This test is not performed.

The specific density & compressive strength of the selected rock core samples has been

tested in laboratory for engineering properties. The results are tabulated in Table 10.3 &

10.4.

5.3 ROCK CLASSIFICATION:

The rock mechanics is the science which deals with the properties of rocks & the special

methods related with the design & construction of engineering works on rock, through

the rock & below the rock. The rock is the consolidated, coherent & relatively hard

portion of the earth’s crust. It is a naturally formed solidly bounded mass of mineral

matter which cannot be readily broken by hand & which dose not disintegrated on its first

wetting & drying cycle. The actual behavior of the rocks mass subjected to a change in

stress is governed by the mechanical properties of the rock materials & the geological

discontinuation such as faults, joints, fissures, etc.

5.3.1 Classification Based on RQD

The rock quality designation (RQD) is primary rock classification criteria. This is defined

as percentage ratio of total length of cores in pieces of 10cm & more length to the length

of core drilling cutter run. The classification based on RQD is as under….

Sr. No. RQD Classification

1 100 to 90 Excellent Rock

2 90 to 75 Good Rocks

3 75 to 50 Fair Rocks

4 50 to 25 Poor Rocks

5 <25 Very Poor Rock


1104102 09

5.3.2 Rock Classification Based on Joint & Beddings

As the strength of a rock mass is considerably reduced due to the presence of

discontinuities. Moreover, the degree of such reduction depends upon the spacing,

orientation and size of the discontinuities.

By the Deer, 1968 & Singh 1990, following rock classification has described based on

discontinuities & beddings.

Average spacing of

discontinuities Joint Descriptions

Bedding

Descriptions Rock Quality

Grater than 3.00m Very wide Very Thick Solid rock

1.00 to 3.00m Wide Thick Massive Rock

0.30 to 1.00m Moderately close Medium Blocky Rock

0.05 to 0.30m Close Thin Fractured Rock

Less than 0.05m Very close Very thin Crushed Rock

5.3.3 Classifications of Rock for Engineering Purpose:

Bieniawski gave the geomechanical classification system, which is commonly used for

engineering purposes. It provides rock mass rating (RMR) values for different rocks.

The RMR value depends upon the rock quality and it may vary from 0 to 100. The

RMR is depends on five universal parameters as follows…

1. Strength of rock

2. Drill core quality

3. Joint spacing

4. Joint characteristics

5. Ground water conditions.

The sum of all increment of rock mass rating corresponding to each parameter is

determined as RMR. The classification base on RMR as under…

Class Description of Rock mass RMR

I Very good rock 81-100

II Good rock 61-80

III Fair rock 41-60

IV Poor rock 21-40

V Very poor rock 0-20


1104102 010

Strength Classification of Intact Rocks:

Intact rocks can be classified accordingly to the unconfined compressive strength.

Deere and Miller suggested the classification as follows

Unconfined Uniaxial

compressive strength (MPa) Class Description

Grater than 224 A Very high strength rock

112-224 B High strength rock

56-112 C Medium strength rock

28-56 D Low strength rock

Less than 28 E Very low strength rock

All individual sample classifications are tabulated in Table10.3 & 10.4


1104102 011

6.0 Safe Bearing Capacity (SBC)

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

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

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

less.

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

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

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

6403:1981(Reaffirmed 1997).

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

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

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

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

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

corrected SPT ‘N’-value is worked out least as 18 no. of blows/300 mm penetration.

These are corrected for OBP only.

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

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

We have considered following parameters for SBC & SBP calculations. Based on these values we have calculated SBC as follows…

Soil Parameter Settlement

Parameters Sr.

No. Depth RL

Boreh

ole C

(kg/c

m2)

Angle

φφφφ

Based on

Test

FDD

(gm/cc) G

Cc Pc Mv

1 Up to 6.00m Depth from GL

BH-01 0.00 33 Shear Lab Test

1.64 2.57 #

2 >7.00m BH-01 0.00 34

SPT-N Value Test

1.64 2.57 #

3 >7.00m BH-01 - -

Rock Strength $

2.06 2.60 #

• The SPT N Values observed are more then 50 for less than 150mm penetration, but we

have considered as N value as 50 & get φ value from Fig-01, IS 6403.

• #: Settlement calculated based on SPT N values as >50.

• $: From the rock strength, by considering the least strength of the rock & FOS as 25, the SBC is recommended as 39 t/m2


1104102 012

7.1

(BH

-01)

Bea

rin

g C

apac

ity

Bas

e on

Sh

eari

ng

Ch

arac

teri

stic

s:-

25

Nc

Nq

Ny

t/m2

t/m2

16.00

6.00

20.00

0.00

0.00

331.64

2.57

1.00

0.57

0.5

31.16

19.73

25.30

51.5

535.96

35.96

26.00

10.00

20.00

0.00

0.00

331.64

2.57

1.00

0.57

0.5

31.16

19.73

25.30

57.4

234.60

34.60

36.00

12.00

20.00

0.00

0.00

331.64

2.57

1.00

0.57

0.5

31.16

19.73

25.30

60.2

634.26

34.26

46.00

15.00

20.00

0.00

0.00

331.64

2.57

1.00

0.57

0.5

31.16

19.73

25.30

63.9

933.93

33.93

56.00

20.00

20.00

0.00

0.00

331.64

2.57

1.00

0.57

0.5

31.16

19.73

25.30

79.4

333.60

33.60

66.50

6.00

20.00

0.00

0.00

331.64

2.57

1.00

0.57

0.5

31.16

19.73

25.30

55.2

035.96

35.96

76.50

10.00

20.00

0.00

0.00

331.64

2.57

1.00

0.57

0.5

31.16

19.73

25.30

60.7

934.60

34.60

86.50

12.00

20.00

0.00

0.00

331.64

2.57

1.00

0.57

0.5

31.16

19.73

25.30

63.5

734.26

34.26

96.50

15.00

20.00

0.00

0.00

331.64

2.57

1.00

0.57

0.5

31.16

19.73

25.30

67.2

733.93

33.93

106.50

20.00

20.00

0.00

0.00

331.64

2.57

1.00

0.57

0.5

31.16

19.73

25.30

82.7

633.60

33.60

## :

Th

e re

com

men

ded

SB

C is

bas

ed o

n m

ex a

llow

able

set

tlem

ent

of 2

5mm

, As

per

IS

190

4, T

able

-01,

th

e al

low

able

set

tlem

ent

for

RC

C

stru

ctu

res,

isol

ated

fou

nd

atio

ns

on p

last

ic s

ilty

cla

y is

75m

m &

on

gra

vels

y &

san

dy

soil

it is

50m

m.

Inte

r p

olat

ion

Val

ues

SB

C

(t/m

2 )

W'

Cas

eD

epth

from

FG

L(m

)

Wid

th

(m)

Len

gth

(m)

W/T

(m)

C

(t/m

2 )

φ

φ

φ

φ

(deg

)

SBP for

total

Settleme

SBC ##

Fou

nd

atio

n D

etai

lsL

abor

ator

y D

ata

FD

D

(gm

/cc)

G

Su

b.

FD

D

e


1104102 013

6.1 Pile Load Carrying Capacity ((IS 2911 (part-1/sec.1):1979 Reaff.1997) Pile in Rock (Socket in weathered rock or hard rock) Cole & Stroud Approach:

Qap = CuNc πD2 αCu" π DL

Fs 4 +

Fs

L Length of socket(m) 1.00 1.00 1.00 1.00

D Dia of Pile(m) 0.45 0.50 0.60 1.00

cu Shear Strength of rock below base of pile(t/m2) 150.00 150.00 150.00 150.00

Nc Bearing capacity factor: taken as 9 9.00 9.00 9.00 9.00

Fs FOS 3.00 3.00 3.00 3.00

α/Fs 0.3 Recommended value 0.30 0.30 0.30 0.30

cu'' Avg. shear strength of rock (Fig. 3.5.24)(t/m2) 50.00 50.00 50.00 50.00

Qap Allowable Load on Pile (t) 92.78 111.92 155.51 400.55

• This method of estimating pile capacity assumes that there is no contribution from side friction above the socketed length. This is a very conservative assumptions but in our case, there are SPT N values above rock surface is <5 blows. So we have considered that way.

• The capacity is adopted only when the necessary means and supervision are available to clear the bottom of the hole from all debris and to provide proper end bearing for the pile.

• The pile capacity calculated based on field SPT N values as on rock surface they are in range of 100 to 200 blows for 300mm penetration, the corrected SPT N values are not considered.

• We have considered theoretical rock bearing of the pile. But structural strength of the pile is also to be checked for pile capacity. Minimum of the both are to be adopted for execution.

• The Expert’s opinion is advisable for selection of the pile type & proper pile design.

• To arrive at the safe load in case of pile load carrying capacity, factor of safety in accordance with clause 5.8 of IS 2911 Part-3 1980 is considered.

• The pile load test on test pile & routing test of pile are advisable for predicting load carrying capacity of a pile. The values reported are based on theoretical formulae.

• Proper group efficiency factor shall be considered if no. of piles is provided based on no. of piles in a group.

• Buckling of the long pile above the rock surface is to be checked for safe loading.


1104102 014

8.0 CONCLUSION AND DISCUSSION:

Proposed site for Highrise Plot Bearing Old S.No: 87/3(P) & New S.No: 117/3B, 117/3C,

117/3D, At Village: Ovla, Ghodbandar Road, Thane (Maharastra), was explored by three

boreholes, one borehole data up to 20.00m (BH-01) and two boreholes data up to 9.00m

(BH-02/03) depth from GL at different locations. The subsequent field and laboratory test

results show that…

1. The site is leveled & all levels mentioned in this report are w.r.t. this ground level – Plot

level.

2. BH-01

a. In general, Sub soil mainly comprises of Fill up soil up to 1.80m depth followed by

yellowish clayey sand with soft murrum up to 3.00m depth followed by brownish

soft to hard murrum up to 4.50m depth followed by grayish hard murrum to soft

rock up to 6.00m depth followed by Dark grayish coloured moderately weathered

rock with filled up with calcite dots up to 10.50m. This layer is having core

recovery of around 10 to 60% but RQD varies from Nil to 36% up to 12.00m depth

followed by Blackish moderately weathered with calcite dots & some fractures are

observed on the surface of the rock up to 16.00. This layer is having core recovery

of around 60 to 75% but RQD varies from 33 to 36% up to 16.00m depth followed

by blackish weathered rock filled up with calcite dots This layer is having core

recovery of around 90% but RQD varies from 53 to 83% up to investigation depth.

3. BH-02,

a. The sub soil consists of Fill up soil up to 2.00m depth yellowish clayey sand with

soft murrum up to 3.00m depth followed by brownish soft to hard murrum up to

4.00m depth followed by grayish hard murrum to soft rock up to 6.00m depth

followed by the rock layer consists of blackish soft weathered rock with calcite dots

up to investigation depth. This layer is having core recovery of around 10 to 53%

but RQD varies from Nil to 24% up to investigation depth.

4. BH-03,

a. The sub soil consists of Fill up soil up to 2.10m depth followed by brownish to

yellowish soft to hard murrum up to 4.50m depth followed by grayish hard murrum

to soft rock up to 5.50m depth followed by grayish hard murrum to soft rock up to


1104102 015

6.00m depth followed by the rock layer consists of blackish soft weathered rock

with calcite dots up to investigation depth. This layer is having core recovery of

around 10 to 53% but RQD varies from Nil to 24% up to investigation depth.

5. The ground water table was not observed up to investigation depth in all the three

boreholes from GL during sub soil exploration carried out in April‘2011. But, the effect

of water table is considered at ground level in evaluation of SBC & settlement values.

6. Foundation Depth & Safe Bearing Capacity is recommended for various size

foundations as shown in Para 7.1 with SBC calculation sheet & Table for various

size combinations.

7. Also, pile capacity is discussed above in Section 6.1

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

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

Capacity (SBC).

9. The strata at the foundation depth from Ground Level show low swelling characteristics

in all the three boreholes.

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

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

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

11. The value of SBC is based on fieldwork carried out from 03 No boreholes, one borehole

data up to 20.00m (BH-01) and two boreholes data up to 9.00m (BH-02/03) depth from

GL and laboratory test results of the samples collected from them. During excavation of

trenches, if any change in strata is found, it is advisable to report immediately for further

investigation.

For Bhumi Research Center

Authorized Signatory


1104102 016

TABLE 9.1.1

SUMMARY OF FIELD PROGRAMME

Reference Level :- Ground Level Bore No. :- 01

Type of Boring :- Rotary drilling Soil sampler used :- Shelby + SPT

Dia. of Boring :-150mm Date of start :- 19/04/11

W. T. from GL :- Not observed Completion Date:- 28/04/11

No. of blows Sr. No.

Depth from RL (m)

Type of Test Type of Sample

FDD (kN/m3) 150mm 150mm 150mm

‘N’ per 300mm

Penetration, cm

1 0.00 to -0.50 Filled Up Soil

2 -1.50 to -1.95 SPT D/S

3 -2.50 to -2.95 FDD/FMC UDS 16.07

4 -3.00 to -3.45 SPT D/S 32 50 >50 >50 8cm

5 -4.50 to -4.95 SPT D/S 41 50 - >50 6cm

6 -6.00 to -7.50 Core

7 -7.50 to -9.00 Core

8 -9.00 to -10.50 Core

9 -10.50 to -12.00 Core

10 -12.00 to -14.00 Core

11 -14.00 to -16.00 Core

12 -16.00 to -18.00 Core

13 -18.00 to -20.00 Core 00

Abbreviations: -

FDD/FMC : Field Dry Density/ Field Moisture Content

UDS : Undisturbed Sample

SPT : Standard Penetration Test

D/S : Disturbed Sample

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


1104102 017

TABLE 9.1.2





W. T. from GL :- Not Observed Completion Date:- 29/04/11


Depth from RL (m)



‘N’ per 300mm

Cor’ted ‘N’#


2 -1.50 to -1.95 D/S D/S

3 -2.50 to -2.95 D/S D/S

4 -3.00 to -3.45 SPT D/S 30 50 - >50 10cm

5 -4.50 to -4.95 SPT D/S 50 - - >50 7cm

6 -6.00 to -7.50 Core

7 -7.50 to -9.00 Core

Abbreviations: -







1104102 018

TABLE 9.1.3





W. T. from GL :- Not Observed Completion Date:- 01/05/11


Depth from RL (m)



‘N’ per 300mm

Cor’ted ‘N’#


2 -1.50 to -1.95 D/S D/S

3 -2.50 to -2.95 D/S D/S

4 -3.00 to -3.45 SPT D/S 30 50 - >50 10cm

5 -4.50 to -4.95 SPT D/S 50 - - >50 6cm

6 -6.00 to -7.50 Core

7 -7.50 to -9.00 Core

Abbreviations: -







1104102 019

TABLE 9.2.1

SUMMARY OF GRAIN SIZE ANALYSIS

BORE HOLE NO: 01 Sand

4.75 mm-0.075mm Depth from

RL Sample

Gravel >4.75 mm C M F

Silt+Clay <0.075 mm

Liquid limit

Plastic Limit

Plastic Inde5x

Classifi cation of Soil

NMC

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

0.00 to -0.50 D/s Filled Up Soil

-1.50 to -1.95 D/s 11 5 23 28 34 36 15 21 SC

-2.50 to -2.95 UDS 10 2 9 37 42 37 19 17 SC 8

-3.00 to -3.45 S 19 8 20 37 17 39 NP NP SM

-4.50 to -4.95 S 15 8 47 14 15 30 NP NP SM

-6.00 to -7.50 Core

-7.50 to -9.00 Core

-9.00 to -10.50 Core

-10.50 to -12.00 Core

-12.00 to -14.00 Core

-14.00 to -16.00 Core

-16.00 to -18.00 Core

-18.00 to -20.00 Core

F : Fine Grain UDS :Undisturbed Sample

M : Medium Grain SPT : Standard Penetration Test

C : Coarse Grain D/S : Disturbed Sample

NP : Non Plastic nature NMC : Natural Moisture content


1104102 020

TABLE 9.2.2


BORE HOLE NO: 02

Sand 4.75 mm-0.075mm

Depth from RL

Sample Gravel >4.75 mm C M F

Silt+Clay <0.075 mm

Liquid limit

Plastic Limit

Plastic Index


NMC

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

0.00 to -0.50 D/S Filled Up Soil

-1.50 to -1.95 D/S 8 6 11 7 69 36 15 21 CI

-2.50 to -2.95 D/S 16 5 25 27 27 37 19 17 SC

-3.00 to -3.45 S 25 5 19 38 14 39 NP NP SM

-4.50 to -4.95 S 24 10 18 36 12 30 NP NP SM

-6.00 to -7.50 Core

-7.50 to -9.00 Core





.


1104102 021

TABLE 9.2.3


BORE HOLE NO: 03

Sand 4.75 mm-0.075mm

Depth from RL

Sample Gravel >4.75 mm C M F

Silt+Clay <0.075 mm

Liquid limit

Plastic Limit

Plastic Index


NMC

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

0.00 to -0.50 D/S Filled Up Soil

-1.50 to -1.95 D/S 2 6 49 17 26 36 15 21 SC

-2.50 to -2.95 D/S 20 2 27 37 14 37 19 17 SC

-3.00 to -3.45 S 27 5 16 40 12 39 NP NP SM

-4.50 to -4.95 S 37 3 19 32 08 30 NP NP SP-SM

-6.00 to -7.50 Core

-7.50 to -9.00 Core






1104102 022

TABLE – 9.3

STATEMENT SHOWING SHEAR & CONSOLIDATION PARAMETERS

Shear parameters Swelling

Characteristics Consolidation Parameters

Bore hole No.

Depth from GL (m)

Classification

Type ‘c’

kN/m2

Angle

‘φ’ Deg.

Swelling Index

Shrinkage Limit

Comp. Index (Cc)

Pre Cons. Pressure (Pc) kN/m2

01 2.50 SC DS 0.00 33 - 19

DS : Direct Shear on specimen remoulded on FDD and submerged for 24 hrs saturation

Tuu : Triaxial Compression (Unconsolidated Undrain Condition)

N.O.: Not Observed


1104102 023

Fig. – 10 LOCATION MAP

� Location Map not as per the scale

.

N

BH-02

BH-01

R O A D To, Ghodbandar

To, Thane

BH-03


1104102 024

N

am

e o

f W

ork

:-

Proposed site for Highrise at Village: Ovla, Ghodbandar Road, Thane (Maharastra).

Fie

ld W

ork

Sta

rted

:-

Bore

Ho

le N

o.

1T

erm

inati

on

Dep

th :

-2

0.0

0m

Fie

ld W

ork

Com

ple

ted

:-

GravelSand

mNo.

No.

cm%

%%

%%

%%

(%)

%kg/cm2Deg.

kg/cm2

%%

0.00 to -0.50

-1.50 to -1.95

D/s

11

56

36

15

21

SC

-2.50 to -2.95

UDS

10

48

37

19

17

SC

1.78

1.64

82.57

0.57

36.3

DS

0.00

33

--

19

-3.00 to -3.45

>50

-Vd

8cm

S19

65

39

NP

NP

SM

-4.50 to -4.95

>50

-Vd

6cm

S15

70

30

NP

NP

SM

-6.00 to -7.50

CoreThe results of Rock core testing is attached separately.

-7.50 to -9.00

Core

-9.00 to -10.50

Core

-10.50 to -12.00

Core

-12.00 to -14.00

Core

-14.00 to -16.00

Core

-16.00 to -18.00

Core

-18.00 to -20.00

Core

-20.00

Blackish weathered rock filled

up with calcite dots up to

investigation depth

Dark grayish coloured

moderately weathered rock

with filled up with calcite dots

up to 10.50m

Blackish moderately weathered

with calcite dots & some

fractures are observed on the

surface of the rock up to

16.00m

Particle Size Analysis

(>4.75 mm)

(4.75mm to

0.075mm)

15

42

Plastic Limit

(Wp)

Type

Specific Gravity (G)

Bulk

Porosity (η)

Void Ratio (e)

Shear Parameters

Cohesion (C)

Field Density

Consolidation

Characteristics

Compression

Index Cc

17

Proje

ct

No.

Sh

eet

No.

24

1104102

NOT STRUCKED

Angle of

Shearing

Resistance (φ)

Liquid Limit

(WL)

(<0.075mm)

Sample Designation

Denseness of Strata

Penetration of Sampler

at test termination

Silt+Clay

11.1 SUMMARY OF GEOTECHNICAL EXPLORATION DATA

Depth from GL.

SPT-N Values

Water Table

Pre

Consolidation

Pressure (Pc)

Atterberg Limits

Remarks

Corrected SPT-'Nc'

IS Classification

19/0

4/1

1

Shrinkage Limit

Swelling

Characteristics

28/0

4/1

1

Diff. Free

Swelling Index

Field Moisture Content

(FMC)

Plasticity Index

(Ip)

Dry

g/cc

34

(<0.002mm)

Visual Identification of Soil

Hatching

Fill up soil up to 1.80m

Yellowish clayey sand with

soft murrum up to 3.00m

Brownish soft to hard

murrum up to 4.50m

Grayish hard murrum to soft

rock up to 6.00m


1104102 025

N

am

e o

f W

ork

:-


Fie

ld W

ork

Sta

rte

d :

-

Bo

re H

ole

No

.2

Term

inati

on

Dep

th :

-9

.00

mF

ield

Wo

rk C

om

ple

ted

:-

GravelSand

mNo.

No.

cm%

%%

%%

%%

(%)

%kg/cm2Deg.

kg/cm2%

%

0.00 to -0.50

-1.50 to -1.95

D/S

824

36

15

21

CI

-2.50 to -2.95

D/S

16

57

37

19

17

SC

-3.00 to -3.45

>50

-Vd

10cm

S25

62

39

NP

NP

SM

-4.50 to -4.95

>50

-Vd

7cm

S24

64

30

NP

NP

SM

-6.00 to -7.50

Core

The results of Rock core testing is attached separately.

-7.50 to -9.00

Core

-9.00

Blackish soft weathered rock

with calcite dots up to

investigation depth


Yellowish clayey sand with

soft murrum up to 3.00m

Brownish soft to hard

murrum up to 4.00m


rock up to 6.00m


(>4.75 mm)

(4.75mm to

0.075mm)

12

27

Plastic Limit

(Wp)

Bulk

Porosity (η)

Void Ratio (e)

Shear Parameters

Cohesion (C)

Field Density

Consolidation

Characteristic

s

Compression

Index Cc

14

Proje

ct N

o.

Sh

eet

No

.

25

1104102

NOT STRUCKED

Angle of

Shearing

Resistance (φ)

Type


Liquid Limit

(WL)

(<0.075mm)

Sample Designation

Denseness of Strata


at test termination

Silt+Clay


Depth from GL.

SPT-N Values

Water Table

Pre

Consolidation

Pressure (Pc)

Atterberg Limits

Remarks

Corrected SPT-'Nc'

IS Classification

28

/04/1

1

Shrinkage Limit

Swelling

Characteristic

s

29

/04/1

1

Diff. Free

Swelling Index


(FMC)

Plasticity Index

(Ip)

Dry

g/cc

69

(<0.002mm)


Hatching


1104102 026

Nam

e o

f W

ork

:-


Fie

ld W

ork

Sta

rte

d :

-

Bo

re H

ole

No

.3

Term

inati

on

Dep

th :

-9

.00

mF

ield

Wo

rk C

om

ple

ted

:-

GravelSand

mNo.

No.

cm%

%%

%%

%%

(%)

%kg/cm2

Deg.

kg/cm2

%%

0.00 to -0.50

-1.50 to -1.95

D/S

272

36

15

21

SC

-2.50 to -2.95

D/S

20

66

37

19

17

SC

-3.00 to -3.45

>50

-Vd

10cm

S27

61

39

NP

NP

SM

-4.50 to -4.95

>50

-Vd

6cm

S37

55

30

NP

NP

SP-SM

-6.00 to -7.50

CoreThe results of Rock core testing is attached separately.

-7.50 to -9.00

Core

-9.00

Blackish soft weathered rock

with calcite dots up to

investigation depth



rock up to 5.50m


(>4.75 mm)

(4.75mm to

0.075mm)

Shear Parameters

Cohesion (C)

Field Density

814

Plastic Limit

(Wp)

Bulk

Porosity (η)

Void Ratio (e)

Consolidation

Characteristic

s

Compression

Index Cc

12

Proje

ct N

o.

Sh

eet

No

.

26

1104102

NOT STRUCKED

Angle of

Shearing

Resistance (φ)

Brownish to yellowish soft to

hard murrum up to 4.50m

Type


Liquid Limit

(WL)

(<0.075mm)

Sample Designation

Denseness of Strata


at test termination

Silt+Clay


Depth from GL.

SPT-N Values

Water Table

Pre

Consolidation

Pressure (Pc)

Atterberg Limits

Remarks

Corrected SPT-'Nc'

IS Classification

30

/04/1

1

Shrinkage Limit

Swelling

Characteristic

s

01

/05/1

1

Diff. Free

Swelling Index


(FMC)

Plasticity Index

(Ip)

Dry

g/cc

26

(<0.002mm)


Hatching


1104102 027

N

am

e o

f W

ork

:-

Prop

osed

sit

e f

or H

igh

ris

e a

t V

illa

ge:

Ovla

, G

hod

ban

dar R

oa

d, T

han

e (

Ma

ha

ra

str

a).

Fie

ld W

ork

Sta

rte

d :

-

Bo

re H

ole

No.

1T

erm

inati

on

Dep

th :

-2

0.0

0m

Fie

ld W

ork

Com

ple

ted

:-

mm

m%

mg/cc

%%

MPaClassMpa

0.00 to -0.50

-1.50 to -1.95

-2.50 to -2.95

-3.00 to -3.45

-4.50 to -4.95

-6.00 to -7.50

Core

1.50

0.15

10

Nil

Nil

-7.50 to -9.00

Core

1.50

0.80

53

0.36

24

2.71

1.52

2.78

0.03

Wet21.55

E4.13

-9.00 to -10.50

Core

1.50

0.90

60

0.34

23

2.75

2.87

2.79

0.01

Wet23.70

E3.97

-10.50 to -12.00

Core

1.50

0.90

60

0.50

33

2.75

0.92

2.83

0.03

Wet56.82

C3.31

-12.00 to -14.00

Core

2.00

1.30

65

0.80

40

2.73

0.86

2.80

0.03

Wet46.72

D2.98

-14.00 to -16.00

Core

2.00

1.50

75

0.72

36

2.78

0.74

2.87

0.03

Wet84.18

C8.93

-16.00 to -18.00

Core

2.00

1.80

90

1.05

53

2.80

0.47

2.86

0.02

Wet30.05

D9.92

-18.00 to -20.00

Core

2.00

1.80

90

1.65

83

2.79

0.47

2.87

0.03

Wet44.36

D10.74

-20.00

Dark grayish coloured moderately

weathered rock with filled up with

calcite dots up to 10.50m

Blackish moderately weathered with

calcite dots & some fractures are

observed on the surface of the rock up

to 16.00m

Blackish weathered rock filled up with

calcite dots up to investigation depth

The results of Soil testing is attached separately.

28/0

4/1

1

Proje

ct

No.

Sh

eet

No.


19/0

4/1

1

Depth from R.L.Visual observations

Hatching

Core Recovery Ratio

Test Condition

1104102

27

Quu

General

Rock

Classification

Porosity of Rock

Unconfined comp.

strength

Core Received of size

>10cm

Rock Quality

Designation

Point Load Index

Rock Density

Water Absorption

Specific Gravity of

Rock

Sample Designation

Core drilling Done

Total length of the

sample recovered


Yellowish silty clay with soft murrum.

Brownish soft to hard murrum.

Grayish hard murrum to soft rock up to

6.00m


1104102 028

Nam

e of

Work

:-

Pro

po

sed

sit

e fo

r H

igh

rise

at

Vil

lage:

Ovla

, G

hod

ba

nd

ar

Road

, T

ha

ne

(Mah

ara

stra

).F

ield

Wo

rk S

tart

ed :

-

Bore

Hole

No

.2

Ter

min

ati

on

Dep

th :

-9

.00

mF

ield

Work

Com

ple

ted

:-

mm

m%

mg/cc

%%

MPaClass

Mpa

0.00 to -0.50

-1.50 to -1.95

D/S

-2.50 to -2.95

D/S

-3.00 to -3.45

S

-4.50 to -4.95

S

-6.00 to -7.50

Core

1.50

0.15

10

Nil

Nil

-7.50 to -9.00

Core

1.50

0.80

53

0.36

24

2.68

0.72

2.78

0.03

Wet

26.73

E4.13

-9.00

29/0

4/1

1

Pro

ject

No.

Sh

eet

No.


28/0

4/1

1Depth from R.L.

Visual observations

Hatching

Core Recovery Ratio

Test Condition

General

Rock

Classification

Porosity of Rock

Unconfined comp.

strength


>10cm

Rock Quality

Designation

Point Load Index

Rock Density

Water Absorption

Specific Gravity of

Rock

Sample Designation

Core drilling Done

Total length of the

sample recovered

Blackish soft weathered rock with



Yellowish silty clay with soft murrum.


Quu

1104102

28

Brownish soft to hard murrum.


6.00m


1104102 029

Nam

e of

Work

:-

Pro

po

sed

sit

e fo

r H

igh

rise

at

Vil

lage:

Ovla

, G

hod

ba

nd

ar

Road

, T

ha

ne

(Mah

ara

stra

).F

ield

Wo

rk S

tart

ed :

-

Bore

Hole

No

.3

Ter

min

ati

on

Dep

th :

-9

.00

mF

ield

Work

Com

ple

ted

:-

mm

m%

mg/cc

%%

MPaClass

Mpa

0.00 to -0.50

-1.50 to -1.95

D/S

-2.50 to -2.95

D/S

-3.00 to -3.45

S

-4.50 to -4.95

S

-6.00 to -7.50

Core

1.50

0.15

10

Nil

Nil

-7.50 to -9.00

Core

1.50

0.80

53

0.36

24

2.78

0.76

2.79

0.01

Wet

40.66

D4.13

-9.00

01/0

5/1

1

Pro

ject

No.

Sh

eet

No.


30/0

4/1

1Depth from R.L.

Visual observations

Hatching

Core Recovery Ratio

Test Condition

General

Rock

Classification

Porosity of Rock

Unconfined comp.

strength


>10cm

Rock Quality

Designation

Point Load Index

Rock Density

Water Absorption

Specific Gravity of

Rock

Sample Designation

Core drilling Done

Total length of the

sample recoveredBlackish soft weathered rock with


Quu

1104102

29



Brownish to yellowish soft to hard

murrum.


5.50m


1104102 030

12.0 IS CLASSIFICATION OF SOIL

GW: Well graded gravels, gravel – sand mixtures; little or no fines GP: Poorly graded gravels or gravel-sand mixtures; little or no fines SW: Well graded sands, gravelly sands; little or no fines SP: Poorly graded sands or gravelly sands; little or no fines GM: Silty gravels, poorly graded gravel-sand-silt mixtures SM: Silty sands, poorly graded sand-silt mixtures GC: Clayey gravels, poorly graded gravel-sand-clay mixtures SC: Clayey sands, poorly graded sand-clay mixtures

ML: Inorganic silts and very fine sands rock flour, silty or clayey fine sands or clayey silts with none to low plasticity

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

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

or silty soils, elastic silts

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

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

CH: Inorganic clays of high plasticity, fat clays Pt: Peat & other highly organic soils with very high compressibility OL,OI,OH: Organic soil


1104102 031

13.0 REFERENCES AND BIBLIOGRAPHY

INDIAN STANDARDS DESCRIPTION

IS 8763 - 1978 (Reaffirmed 1997)

Guide for Undisturbed Sampling of Sand

IS 2132 - 1986 (Reaffirmed 1997)

Code of practice for Thin Walled Tube Sampling of soils (UDS)

IS 2131 - 1981 (Reaffirmed 1997)

Method for Standard Penetration Test (SPT) for soils

IS 4968 (Part-1) –1976

Method for Subsurface Sounding for Soils. Dynamic method using 50mm Cone without Bentonite Slurry.

IS 10042 - 1981 (Reaffirmed 1997)

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

IS 1892-1979

Code of Practice for Subsurface Investigation for Foundation

IS 2720 Various Method of Test for Soils

IS 2809-1972

Glossary of Terms and Symbols relating to Soil Engineering

IS 1498 - 1970 (Reaffirmed 1997)

Classification and Identification of Soils for General Engineering Purposes

IS 1904 – 1986

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

IS 6403-1981 (Reaffirmed 1997)

Code of Practice for Determination of Bearing Capacity of Shallow Foundation

IS 8009 Part 1 - 1976 (Reaffirmed 1993)

Code of practice for Calculation of Settlements of Foundations (Shallow foundations subjected to symmetrical static vertical loads)

1104102 Report

Documents

Transcript of 1104102 Report