geotechnical investigation for the … · vertical modulus of subgrade reaction (ks) also referred...

Building Standards

GEOTECHNICAL INVESTIGATION FOR THE PROPOSED

CONSTRUCTION PROJECT AL-QADDAR HOMES MURREE NEAR MASYARI EXPRESSWAY, MURREE.

November, 2017

Client: AL-QADDAR HOMES MURREE

Submitted By:

CONSULTANTS . LABORATORY & FIELD TESTING . ANALYSIS

5-B/H-Block Commercial, Architects Engineers Housing Scheme, Near Shaukat Khanam Hospital Lahore. Ph: 042-35954850-51, 35978820 www.buildingstandards.com.pk

GEOTECHNICAL INVESTIGATION FOR THE PROPOSED CONSTRUCTION OF AL-QADDAR HOMES MURREE NEAR

MASYARI EXPRESSWAY, MURREE.

Construction of Al-Qaddar Homes Murree near Masyari Expressway, Murree.

TABLE OF CONTENTS

Sr.# DESCRIPTION PAGE #

1.0 INTRODUCTION 01

THE SCOPE OF WORK 03

2.0 FIELD INVESTIGATION 04

2.1 DRILLING OF BOREHOLES 04

2.2 LABORATORY TESTING 05

3.0 SUB SURFACE CONDITIONS 06

3.1 SUBSOIL CONDITION 06

3.2 GROUND WATER CONDITION 06

4.0 FOUNDATION DESIGN CONSIDERATION 07

4.1 GENERAL 07

4.2 SELECTION OF FOUNDATION TYPES 07

4.3 RECOMMENDATION FOR DEPTH OF FOUNDATION 07

4.4 ELASTIC SHEAR MODULUS 08

4.5 MODULUS OF SUBGRADE REACTION (KS) 09

4.6 COEFFICIENTS OF EARTH PRESSURE 09

5.0 THE EARTHWORK 11

5.1 CLEARING, GRUBBING, LEVELING AND GRADING 11

5.2 EXCAVATIONS 11

5.3 FILL MATERIAL 12

5.4 PLACEMENT AND COMPACTION 13


TABLE OF CONTENTS

6.0 CONSTRUCTION ASPECTS 14

APPENDIX A 15

FIGURES AND TABLES

APPENDIX B 19

BOREHOLE LOGS

APPENDIX C 26

GRAIN SIZE ANALYSIS

APPENDIX D 62

PICTURES

NOTES AND COMMENTS 64

1

Ref. No.: BS/171111-049 Date: 11/11/17

INTRODUCTION

Building Standards has been engaged by “Al-Qaddar Homes

Murree” for carrying out geotechnical investigations for

the proposed construction of Al-Qaddar Homes Murree near

Masyari Expressway, Murree.

The principal objective of the investigation was to

evaluate the surficial and subsurface conditions at the

site, select appropriate geotechnical parameters and to

make recommendations for the foundation design of and

allowable bearing pressures for the building structure.

Following the receipt of Notice to Proceed by the

authority, Building Standards commenced the field

investigation campaign with a team in November 2017 to

the site. Concurrent with field activities, selected

representative subsurface samples obtained from the

boreholes were tested at Building Standards laboratories

in Lahore.

This report on geotechnical investigation covers the

reporting requirement stipulated in the scope of work.

The report contains the main text together with tables,

figure, borehole logs and laboratory test data.


2

The main text of the report presents a general

geotechnical assessment of the project area, details of

the investigation performed and an appreciation of the

subsurface conditions as well as recommendations and

conclusions with respect to the foundation design for the

proposed structures based on the investigation results.


3

THE SCOPE OF WORK

The purpose of the investigation was to determine the

subsoil conditions for the construction of Al-Qaddar

Homes Murree near Masyari Expressway, Murree, and to

evaluate the subsoil parameters for determining the

allowable bearing capacity of the soil. Specifically the

scope of work included:

Field exploration, in-situ testing and sampling.

Laboratory testing

Analyses of data gathered through field and

laboratory investigations and preparation of report

including determination of allowable bearing

pressure under the foundations and recommendations

regarding safety of the structure.


4

PHASE – I

FIELD INVESTIGATION It comprises as under:

1. DRILLING OF BOREHOLES

The field investigations included drilling of six

(06) boreholes at the locations marked by the

client. The borehole extended down to a depth of

6.0m below the existing ground level.

Exploratory borings of diameter 100 mm (4 inch) were

drilled using drilling Rig. Boreholes were

stabilized using casing. Standard Penetration Tests

(SPTs) were performed in accordance with ASTM D-1586

at 1.0m intervals up to the final depth explored.

SPT-Resistance values (N values) are shown on boring

logs attached in Appendix-B.

The disturbed samples recovered were preserved in

polythene bags and then placed in plastic

containers. All the samples were transported to the

Building Standards, Laboratory and other reputed

Laboratories in Lahore for testing.

Estimates of relative density of granular soils and

consistency of the cohesive soils given on the

boring logs, in general, are based on the SPT

resistance as recommended by Terzaghi and shown in

Table No. 1 (Appendix-A).


5

2. LABORATORY TESTING Selected soil samples from each test pit were tested

in laboratory at Lahore for classification and

determination of strength characteristics. All

laboratory tests were performed in accordance with

Standard ASTM procedures. The laboratory tests on

selected soil samples included the following:

a. Moisture content

b. Grain Size Analysis

c. Liquid and Plastic Limit Tests

d. Direct Shear Test

The summary of the laboratory test results is

presented in Table No. 2. The laboratory test

results are presented in Appendix-C.


6

PHASE – II

THE SUBSURFACE CONDITIONS AT THE SITE

1. SITE CONDITIONS

The Al-Qaddar Homes Murree will be constructed at

Masyari Expressway, Murree. The site is about 11.0m

below road level.

2. SUBSOIL CONDITIONS (STRATIGRAPHY) The subsoil consists of heterogeneous deposits

consisting of soil mixed with gravel, cobbles and

boulders. The soil consists of predominantly clayey

silt with sand and exists in stiff to hard condition

of compactness.

Standard Penetration Tests (SPTs) were performed at

the site but their validity for design purpose is

not ascertained due to the presence of gravel,

cobbles and boulders. However careful observation at

the rate of penetration and the resistance offered

by the soil strata to the drilling operation was

made in order to access the state of compactness of

the sub soils. In general it was observed that the

compactness of the soil improves with depth.

2. GROUNDWATER

The groundwater was not encountered up to the

maximum depth of 6.0m below the existing ground

level during drilling operations conducted in

November 2017.


7

PHASE – III FOUNDATION DESIGN CONSIDERATION 1. GENERAL

In order for the foundations to be safe, the load

carrying strata must be competent to sustain the

imposed loading without undergoing shear failure and

at the same time any settlements of the foundations

must not exceed the tolerable limits. Therefore, the

load carrying characteristics of the strata must be

evaluated from these two considerations.

2. SELECTION OF FOUNDATION TYPES Considering the competence of the strata, as

evaluated from the investigation results and the

type of the structures to be constructed either

R.C.C strip or mat foundation should be used for the

design of foundations.

3. RECOMMENDATION FOR DEPTH OF FOUNDATION

Taking into consideration the subsoil conditions and

the type of the structure, following recommendations

are made for the foundation design of the building

structures:

At the footprints of the foundations excavate and

remove the existing soil to a depth of 2.5m below

the existing ground surface.

Compact the bottom of excavation to a density not

less than 95% of the dry density obtained by

Modified AASHTO compaction test (ASTM D1557).


8

Raise the level to 2.0m depth below the existing

ground surface by using dense lean concrete.

Following the above recommendations, R.C.C strip

footing can be designed for a net allowable

bearing pressure up to 80 kPa (0.8 t/ft2) and mat

foundation can be designed for a net allowable

bearing pressure upto 110 kPa (1.1 t/ft2)

The bottom of excavations and all engineering fill

must be compacted to 95% of the dry density

obtained by Modified AASHTO compaction test (ASTM

D1557).

A senior geotechnical engineer should certify that

the compaction and foundations works have been

accomplished according to recommendations.

4. ELASTIC SHEAR MODULUS

The Shear Modulus relates shear strain to shear

force. This modulus, also referred as Modulus of

Rigidity is determined by following relationship

(Ref: Foundation Analysis and Design by J.E. Bowles)

Shear Modulus:

G = E

2 1( )

Where,

E = Modulus of Elasticity

= Poisson’s Ratio

In the present case, using SPT ‘N’ values empirical

correlations available in the literature; the

elastic modulus for on-site soils from depth below

about 2.0m can be taken as 10 MPa. Taking ‘E ‘as 10


9

MPa and = 0.3 the Shear Modulus is estimated as

3.8 MPa.

5. MODULUS OF SUBGRADE REACTION (KS) Vertical Modulus of Subgrade Reaction (Ks) also

referred as soil “spring” constant or coefficient of

subgrade reaction is defined as the deformation

induced in the soil per unit application of

pressure. This modulus is frequently used for design

of mat foundations and rigid pavements. Its

magnitude is not only a function of stiffness of the

foundation supporting strata, but it is also

depended on the foundation size and its rigidity.

The Modulus of Subgrade Reaction can be estimated

using the following relationship (Ref.: Foundation

Analysis and Design by J.E. Bowles).

Ks = 30(FOS)qa for 50 mm settlement

The value of Ks for on-site soil has been estimated

as 9,000 kN/m3.

6. COEFFICIENTS OF EARTH PRESSURES

The coefficients of earth pressures for granular

soils are essentially functions of the angle of

internal friction (). In case of heterogeneous

soils, such as those occurring at the site, the

estimation of coefficients of earth pressures should

be based on the shear strength parameters along the

weakest planes in the soil mass. The adopted value

of 16 degrees is therefore considered realistic for


10

earth pressure calculations. Accordingly the

coefficients of active, passive and at rest

pressures are estimated as follows:

(a) Coefficient of

Active Earth Pressure (Ka) = 1-Sin = 0.57 1+Sin

(b) Coefficient of Passive Earth Pressure (Kp) = 1+Sin = 1.77

1-Sin (c) Coefficient of "At rest" Earth Pressure (Ko) = 1-Sin = 0.72

In case of backfill materials, it is considered that

as recommended in subsequent section, the materials

shall be granular and compacted to a dry density of

not less than 95% of the maximum Modified Proctor

Density (ASTM D 1557) in case of the structural

fill, and not less than 90% in case of general

backfill. The granular backfill materials compacted

to these recommended density will develop an angle

of friction of the order of 35 degrees. Therefore

the coefficients of Earth Pressures for the well-

compacted engineering fill will be as under:

Active Earth Pressure (Ka) = 0.27

Passive Earth Pressure (Kp) = 3.69

At rest Earth Pressure (Ko) = 0.43


11

THE EARTHWORK

1. CLEARING, GRUBBING, LEVELING AND GRADING Prior to any construction activity at the site, it

must be cleared of all debris, and surface

vegetation. This can be carried out by

graders/dozers. For leveling and grading, stakes

should be installed on a grid marked by Surveying

Crews. The required levels to be attained through

cut or fill at the grid points must also be

identified.

The leveling and grading can be carried out by

normal earth moving machine. As predominantly silty

and sandy soils will be encountered in excavation

throughout the project area, no special problems are

anticipated in excavating and moving these soils

with excavators, scrappers and dozers.

2. EXCAVATIONS

The excavations for construction of foundations,

other substructures or for trenches for utility

lines can be made by using conventional earth moving

machinery including scrappers, dozers and trenchers

etc.

After reaching the designed foundation level and

before placing the foundation it is recommended that

the soil should be well compacted by using an

appropriate roller or equivalent.


12

3. FILL MATERIALS

3.1 General Fill

The on-site material obtained from excavation

of topsoil is not suitable for general

backfilling at the site. The general backfill

should be granular and should contain limited

fines.

3.2 Structural Fill

The fill intended to support the structural

foundations or floors must comprise only the

"select materials". The "select fill material"

must be free of organic and other deleterious

substances. The material must be granular in

texture and be 100 percent passing 10cm sieve

and not more than 20 percent passing No. 200

sieve. The portion of the material passing No.

40 sieve shall have a maximum liquid limit of

35 percent and maximum plasticity index of 12.

It is estimated that a significant fraction of

the excavated on-site overburden soil material

does not meet the above recommended gradation

requirements for structural fill.

3.3 Backfill for Utility Trenches and

around Substructures

The soils used for backfilling the trenches and

around substructures must be free draining when

impermeability is not required, when free

drainage is desired, or when particularly good

bedding or foundations of low compressibility


13

are desired. Tractor compacted fill or fills

compacted by consolidating processes, the

materials used must be free draining sandy and

gravelly soils. When good bedding is required

under and around concrete pipe, the material

can easily be made to flow and can be compacted

to high density in the critical wedge under the

pipe and between the pipe and trench surfaces,

providing proper procedures are used for

wetting and vibrating the material.

4. PLACEMENT AND COMPACTION

It is recommended that structural fill be placed in

a manner that it extends a minimum distance beyond

the outer perimeters of structural foundations equal

to twice the average foundation width. Permanent

slopes beyond width should not be steeper than 1

vert: 3 Horz. All fill materials must be placed in

layers not exceeding 20 cms in loose state- In case

of general fill each layer should be compacted to a

dry density not less than 90% as determined by

Modified Proctor Compaction Tests (ASTM D-1557), or

to a minimum relative density of 70 percent. In case

of structural fill, the compacted density must not

be less than 95% determined on the basis of Modified

Proctor Compaction Tests (ASTM D-1586), or not less

then 75% of the relative density.

All compaction should be carried out at a moisture

content, within a tolerable range of -2 to + 2

percent of optimum.


14

CONSTRUCTION ASPECTS We recommend the following measures for long-term

stability of the structures.

Compact the bottom of the excavation to not less

than 95% of the dry density obtained by Modified

AASHTO Compaction Test (ASTM D-1557) using

appropriate compaction equipment (such as tamping

plates).

A pad of at least 6 inches of 1:4:8 PCC (well

compacted) should be placed on the prepared ground

before placing foundations.

Engineering fill (A-1-a, A-1-b or A-3) should be

used as a back fill material. The commonly available

back fill material is A-3 (sand).

Plinth protection slab sloping away from the

buildings should be provided around the structure to

reduce ingress of water to foundation soils.

Proper surface drainage should be provided in the

project area and the area should be graded to keep

the surface runoff away from the structure. The

ingress of water from any source should be avoided.


15

APPENDIX - A

FIGURES AND TABLES


16

TABLE NO. 1 EMPIRICAL VALUES FOR , qu, Dr AND UNIT WEIGHT OF SOILS BASED ON THE SPT

GRANULAR SOILS

Description Very Loose Loose Medium Dense Very

Dense

Relative Density, Dr 0–0.15 0.15–0.35 0.35–0.65 0.65–0.85 0.85–1.00

Standard Penetration Test value, N 0–4 5–10 11–30 31–50 51–UP

Approximate angle of internal friction, (degree) 25–28 28–30 30–35 35–40 38–43

Approximate range of moist unit weight, (pcf) 70–100 90–115 110–130 110–140 130–150

Submerged unit weight, sub 60 55–65 60–70 65–85 75

COHESIVE SOILS

Description Very Soft Soft Firm Stiff Very

Stiff Hard

Unconfined compressive strength, qu (tsf) 0–0.25 0.25–0.5 0.5–1.0 1.0–2.0 2.0–4.0 4.0–UP

Standard Penetration Test value, N 0–2 3–4 5–8 9–16 17–32 33-UP

Approx. range of saturated unit weight, sat (pcf) 100–120 100–130 120–140 130+


17

TABLE NO. 2

6Dep

th (m)

Soil Classification Atterberg’s Limit

Moisture Content

Direct Shear Unconfined

Compressive Strength

kPa. Gravel %

Sand %

Silt & Clay % LL% PL% PI% C

kPa o

Borehole No. 01

1.0 41 20 39 33 22 11 11.1 -- -- --

2.0 68 31 01 28 20 08 8.1 6.4 24.6 --

3.0 23 25 52 30 20 10 14.0 -- -- --

4.0 41 11 48 33 22 11 18.7 7.2 24.9 --

5.0 70 08 22 34 22 12 6.7 -- -- --

6.0 49 17 34 33 22 11 17.3 -- -- --

Borehole No. 02

1.0 27 21 52 35 20 15 14.8 -- -- --

2.0 35 11 54 34 22 12 14.8 -- -- --

3.0 56 11 33 33 22 11 12.0 4.4 25.5 --

4.0 59 09 32 33 22 11 12.0 -- -- --

5.0 50 17 33 Non-Plastic 8.4 2.7 26.2 --

6.0 43 17 40 Non-Plastic 8.1 -- -- --

Borehole No. 03

1.0 -- 19 81 35 20 15 15.4 -- -- --

2.0 12 25 63 32 22 10 16.7 -- -- --

3.0 47 19 34 28 20 08 9.1 -- -- --

4.0 56 33 11 28 20 08 12.4 6.3 23.9 --

5.0 18 27 55 28 20 08 11.1 -- -- --

6.0 15 13 72 28 20 08 14.9 7.4 24.6 --


18

TABLE NO. 2

6Dep

th (m)

Soil Classification Atterberg’s Limit

Moisture Content

Direct Shear Unconfined

Compressive Strength

kPa. Gravel %

Sand %

Silt & Clay % LL% PL% PI% C

kPa o

Borehole No. 04

1.0 35 27 38 26 18 08 13.6 -- -- --

2.0 -- 18 82 35 22 13 22.0 -- -- --

3.0 14 18 68 34 20 14 11.5 5.2 25.3 --

4.0 55 13 32 28 20 08 14.1 -- -- --

5.0 21 15 64 34 22 12 6.0 -- -- --

6.0 23 22 55 28 20 08 14.1 4.2 24.1 --

Borehole No. 05

1.0 26 22 52 28 20 08 14.6 -- -- --

2.0 Dry Sand Stone -- -- -- -- --

3.0 13 27 60 28 20 08 -- 4.9 25.1 --

4.0 52 15 33 28 20 08 13.2 -- -- --

5.0 40 23 37 28 20 08 6.2 -- -- --

6.0 23 28 49 28 20 08 -- 4.2 26.0 --

Borehole No. 06

1.0 03 30 67 28 20 08 17.2 -- -- --

2.0 32 19 49 28 20 08 14.1 3.9 25.2 --

3.0 28 20 52 28 20 08 16.3 -- -- --

4.0 55 14 31 26 18 08 11.5 -- -- --

5.0 32 31 37 27 19 08 7.5 -- -- --

6.0 08 27 65 33 22 11 12.4 6.3 24.7 --


19

APPENDIX - B

BOREHOLE LOGS

+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -

Depth(in mtr.) Sample

Disturbed SampleUndisturbed SampleS.P.T.Water TableDrill Core SampleVane Shear Test

REMARKS:

Date of CommencementDate of Completion

Tested By:

Checked By:t

Z

Strata Encountered LegendS.P.T.No. ofBlows

S.P.T. CURVEThick-ness

BORE HOLE NO.SHEET NO.WATER TABLE

of:::

1BH-01

1

Refusal

Refusal

Refusal

Refusal

Refusal

Refusal

1

2

3

4

6

7

8

9

5

10

G. Qasim

03-11-2017

03-11-2017

PROJECT:

CLIENT:

BrownHardSilty Claywith Gravel &Sandy Stone

Coordinates

20

Al-Qaddar Group of Companies

Proposed Construction of Al-QaddarHomes Murree.

Nil


End of Borehole

+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -



REMARKS:


Tested By:

Checked By:t

Z




of:::

1BH-02

1

Refusal

Refusal

Refusal

Refusal

Refusal

Refusal

1

2

3

4

6

7

8

9

5

10

G. Qasim

04-11-2017

04-11-2017

PROJECT:

CLIENT:

BrownHardSilty Claywith Gravel &Sandy Stone

Coordinates

21

Al-Qaddar Group of Companies Nil

End of Borehole





REMARKS:


Tested By:

Checked By:t

Z




of:::

1BH-03

1

37

Refusal

Refusal

Refusal

43

34

1

2

3

4

6

7

8

9

5

10

G. Qasim

04-11-2017

04-11-2017

PROJECT:

CLIENT:

Coordinates

22


+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -

End of Borehole

BrownHardSilty Claywith Gravel





REMARKS:


Tested By:

Checked By:t

Z




of:::

1BH-04

1

10

Refusal

Refusal

Refusal

Refusal

25

1

2

3

4

6

7

8

9

5

10

G. Qasim

05-11-2017

05-11-2017

PROJECT:

CLIENT:

Coordinates

23


+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -

End of Borehole

BrownStiff to HardSilty Claywith Gravel





REMARKS:


Tested By:

Checked By:t

Z




of:::

1BH-05

1

49

Refusal

Refusal

Refusal

Refusal

Refusal

1

2

3

4

6

7

8

9

5

10

G. Qasim

06-11-2017

06-11-2017

PROJECT:

CLIENT:

Coordinates

24


+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -

End of Borehole

BrownHardSilty Claywith Gravel &Dry Sand Stone





REMARKS:


Tested By:

Checked By:t

Z




of:::

1BH-06

1

Refusal

Refusal

Refusal

Refusal

Refusal

Refusal1

2

3

4

6

7

8

9

5

10

G. Qasim

07-11-2017

07-11-2017

PROJECT:

CLIENT:

Coordinates

25


+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -- - - - - -+ + + +- - - - - -

End of Borehole

BrownHardSilty Claywith Gravel




26

APPENDIX – C

GRAIN SIZE ANALYSIS


27

P A R T I C L E S I Z E D I S T R I B U T I O N C U R V E

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand S i l t o r C l a y

Coarse Fine Coarse Medium Fine B.H. No. Depth (m) Classification LL (%) PL (%) PI (%)

Project: Proposed Construction of Al-Qaddar Homes Murree. 01 1.0 Silty Clay with Gravel 33.0 22.0 11.0

Client: Al-Qaddar Homes Murree.

Location: Near Near Masyari Expressway, Murree.


28


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)





Location: Near Masyari Expressway, Murree.


29


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







30


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand

S i l t o r C l a y Coarse Fine Coarse Medium Fine

B.H. No. Depth (m) Classification LL (%) PL (%) PI (%) Project: Proposed Construction of Al-Qaddar

Homes Murree. 01 4.0 Silty Clay with Gravel 33.0 22.0 11.0




31


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







32


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







33


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







34


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







35


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







36


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







37


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand



Homes Murree. 02 5.0 Stone Nil




38


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand



Homes Murree. 02 6.0 Stone Nil




39


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







40


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







41


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







42


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Perc

ent

finer

by

wei

ght (

%)

Gravel Sand







43


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







44


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







45


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







46


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







47


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







48


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







49


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







50


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







51


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







52


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







53


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







54


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







55


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







56


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







57


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







58


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)







59


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







60


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







61


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100 Particle size (mm)

Per

cent

fin

er b

y w

eigh

t (%

)

Gravel Sand







62

APPENDIX – D

PICTURES


63


64

N O T E S A N D C O M M E N T S

geotechnical investigation for the … · vertical modulus of subgrade reaction (ks) also referred...

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