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Rev Status

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Drawing Number

Checked

Reviewed

Drawn TitleApp’d

Ch’k’dDescriptionDrawnDateRevConsultant

Approved

Client Consultant Consultant

TFW

A20, Sector 2

Noida

Uttar Pradesh

India- 201301

+91(0) 120 254 3582

www.mottmac.com

+91(0) 120 254 3583

© Mott MacDonald

This document should not be relied on or used in circumstances other than those for which it was originally prepared and for which Mott MacDonald

was commissioned. Mott MacDonald accepts no reuronsibility for this document to any other party other than the person by whom it was commissioned.

Redevelopment of Anand Vihar Railway Station

Yard Plan

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

MMD-321807-EX - DR-00 -YP -1200

Northern Railway

0 APR

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1IN12

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1IN12

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F.M

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F.M

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1IN12

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1IN12

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1IN12

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1IN12

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F.M

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F.M

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1ST LINE

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2ND LINE

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3RD LINE

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4TH LINE

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DN GAL

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UP GAL

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1ST LINE

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2ND LINE

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3RD LINE

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4TH LINE

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DN GAL

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UP GAL

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RRI CABIN

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PF NO. 6 & 7 500.0 M X10.48M

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DE

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DE

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PF NO. 4&5, 585.0 M X14.0M (PH-II)

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PF NO.2 & 3 -585.0M X 14.00M (PH-I)

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ROOM

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SWITCH

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R=150

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T=300

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WD=2000

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UP

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COOKING/STORAGE

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SPACE FOR VENDORS

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275SQ. MTR.

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UP

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ENT.

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TOI

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(L)

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RS

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(G)

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TOI

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UTS PASSENGERS

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WAITING HALL FOR

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RETAINING WALL

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TO PARCEL PATHWAY

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RAMP UP TO PF1 IN SLOPE 1:12

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PF COPING ABOVE

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TO PARCEL PATHWAY

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LANDSCAPED COURT

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SHOPPING MALL/ FUTURE USE

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PORTICO ABOVE

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PAVED AREA

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RETANING WALL

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WD=2000

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LIFT

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T=300

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R=150

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LIFT

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UP

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ENTRY

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ENT.

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LVL.+300MM

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RAMP UP

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STAIRS

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UP

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ESC.

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UP

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PLATFORM

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TICKET

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LVL.+300MM

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STEPS UP TO PF1

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CUTOUT ABOVE

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PASSANGER'S

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TO ALL

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SUBWAY

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10M WIDE

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PLATFORMS

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GATE

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DN

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UP

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FENCING

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FENCING

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UP

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TREAD=300

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WIDTH=3350

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RISER=150

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SERVICE LANE 5 MTR. WD.

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DN

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ESC.

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STAIRS

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DN

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T=300

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WD=6000

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R=150

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ENQUIRY

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RAILING

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WD=2000

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R=150

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T=300

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LIFT

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LIFT

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RAMP UP

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LVL.+300MM

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CBS

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UP

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STEPS UP TO PF1

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PF COPING ABOVE

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FENCING

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CUTOUT ABOVE

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TREAD=300

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RISER=150

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WIDTH=3350

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DN

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TO ALL

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SUBWAY

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10M WIDE

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PASSANGER'S

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PLATFORMS

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UP

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Y'

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FENCING

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GATE

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UP

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WD=2000

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25 SQ.MTR.

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UP

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UP

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ROOM

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SWITCH

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T=300

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31 SQ.MTR.

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R=150

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LVL.+300MM

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RETANING WALL

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RAMP UP TO PF1 IN SLOPE 1:12

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PF WALL

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24.90mtr X 15.39mtr

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CURRENT BOOKING HALL

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39.50 mtr X 12.39 mtr

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(G)

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TOI

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(L)

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TOI

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(L)

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TOI

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(G)

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24 NOS. TICKET COUNTERS

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TOI

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ROOM

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REC.

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ROOM

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COMP.

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LANDSCAPING

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RL 0.00

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PROPOSED PLATFORM

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CSR 717m FM TO FM

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CSR 670m FM TO FM

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CSR 735m FM TO FM

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CSR 872m FM TO FM

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CSR 751m FM TO FM

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CSR 717m FM TO FM

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CSR 658m FM TO FM

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CSR 665m FM TO FM

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CSR 603m FM TO FM

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1IN12

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1IN12

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1IN12

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1IN12

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1IN12

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PF NO. 1-585.0M X 14.00M (PH-I)

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DE

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OVER RUNTO BE KEPT CLEAR CSR =120M FM TO DE

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1IN12

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1IN12

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1IN12

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RRI CABIN

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W4

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W3

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W2

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W1

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S1

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S2

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S3

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S4

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S5

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S6

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DE

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DE

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DE

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DE

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DE

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DE

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DE

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DE

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DE

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DE

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DE

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3 NOS WASHING LINES

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2 NOS WASHING LINES (PHASE-I)

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3 NOS STABLING LINES (PHASE-I)

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3 NOS STABLING LINES (PHASE-II)

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18

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17

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16

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19

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trap

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RCC BOX-8.80 X3.0

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NEAR BRIDGE NO.-20

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OVER RUNTO BE KEPT CLEAR CSR =200+400=630mtr FM TO DE

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1IN12

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1IN8.5

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N. R. BOUNDARY

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N. R. BOUNDARY

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DE

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CURVE No.

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DEGREE(D)

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DEFLECTION ANGLE (Δ))

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RADIUS (Mtr.)

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TANGENT LENGTH(M)

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CURVE LENGTH(M)

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4.00°

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6.62°

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437.50

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25.50

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50.54

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DETAIL OF CURVES:-

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F.M

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TRAP

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1IN12

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1IN12

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1IN12

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1IN12

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1IN12

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F.M

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F.M

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CSR 625.70 FM TO DE

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CSR 625.70 FM TO DE

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CSR 650.95 FM TO DE

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CSR 638.20 FM TO DE

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CSR 638.20 FM TO DE

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CSR 630.02 FM TO DE

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CSR 630.02 FM TO DE

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CSR 650.00 FM TO DE

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CSR 650.00 FM TO DE

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CSR 620.00 FM TO DE

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CSR 685.00

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CSR 278.00

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1

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1A

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2

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3

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3A

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4

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5

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5A

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6

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7

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SALOON SIDING 50.0M

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CSR 190.0 M TRAP TO DE

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DE

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N. R. BOUNDARY

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N. R. BOUNDARY

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N. R. BOUNDARY

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N. R. BOUNDARY

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N. R. BOUNDARY

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LEVEL

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CH:KM 9.77

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4.00°

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2.10°

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437.50

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8.02

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16.04

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4.00°

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2.10°

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437.50

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8.02

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16.04

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7.00°

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26.53°

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250.00

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58.93

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115.76

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3.89°

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6.69°

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450.00

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26.30

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52.54

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8.75°

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15.07°

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200.00

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26.50

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52.60

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1IN12

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TP-2

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1ST LINE

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2ND LINE

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3RD LINE

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DN GAL

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UP GAL

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STORES BLOCK FOR CATERING & BED ROLL

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STORE BLOCK FOR ELECT. AND C&W DEPTT

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PORCH

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EXTENSION OF SICK LINE SHED

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STORE BLOCK 15.0X8.0 M (G+2)FOR C&W AND OFFICE FOR DIESAL ELECTRIC PIT

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BATTERY CHARGING

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CRS=230m

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CRS=260m

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D/S OFFICE FOR ELECT. AND C&W DEPTT. (SICK LINE OFFICE)

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DE

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SICK LINE SHED

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STORES BLOCK FOR CATERING & BED ROLL

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STORE BLOCK FOR ELECT. AND C&W DEPTT

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PARCEL SHED & OFFICE

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PARCEL PLATFORM 200.0 mtr. LONG 12.0 mtr. WD

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3040 WD VERANDAH

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2500 WD VERANDAH

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PORCH

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1IN8.5

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P.WAY TRACK MACHINE SIDING

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EXTENSION OF SICK LINE SHED

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1IN8.5

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1IN8.5

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1IN8.5

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COMPRESSOR ROOM 15.0MX3.0M

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pathway 3.0 m wide

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pathway 3.0 m wide

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pathway 3.0 m wide

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STORE BLOCK 15.0X8.0 M (G+2)FOR C&W AND OFFICE FOR DIESAL ELECTRIC PIT

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ANAND VIHAR TERMINAL

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RESERVED FOR EXPANSION OF YARD

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SUBWAY

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N

saurabhtrivedi

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Annexure-I

saurabhtrivedi

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Annexure-II

saurabhtrivedi

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saurabhtrivedi

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saurabhtrivedi

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Annexure-III

saurabhtrivedi

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Annexure-IV

saurabhtrivedi

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Annexure-V

saurabhtrivedi

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Annexure-VI

saurabhtrivedi

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Annexure-VII

saurabhtrivedi

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Annexure-VIII

Indian Railways Station Development

Corporation Limited

July 2013

Delhi Integrated Multi-Modal Transit System Limited

Technical and Financial Feasibility Study, Master

Plan, Business Plan and providing Transaction and

Bid Advisory Services for Development/

Redevelopment of Anand Vihar (New Delhi) Railway

station on the Indian Railway Network

GEOTECHNICAL INVESTIGATIONS REPORT

saurabhtrivedi

Typewritten Text

Annexure-IX

Indian Railways Station Development Corporation

Limited

Redevelopment of AnandVihar Railway Station

Geotechnical Investigations Report

Delhi Integrated Multi Modal Transit System Limited

1

GEOTECHNICAL INVESTIGATIONS REPORT

Introduction: 1.

Ministry of Railways (MOR) has decided to develop/redevelop certain identified railway stations across India through a special purpose vehicle named as ‘Indian Railway Stations Development Corporation Limited (IRSDC) with equity participation of Ircon International Limited (IRCON) and Rail Land Development Authority (RLDA) for undertaking the projects. These projects are to be executed with private sector partnership by leveraging the real estate development potential in the air space above the station and on railway land around the station. The construction, maintenance and management of facilities at these stations is proposed to be undertaken on Design, Build, Finance Operate and Transfer (DBFOT) basis by a private entity to be selected through a competitive bidding process. Anand Vihar Station is one of these identified stations which IRSDC intends to redevelop. The Anand Vihar Railway Station is located adjacent to the Anand Vihar Metro Station and Anand Vihar ISBT, making this area the hub of inter-modal transport in East Delhi, the passenger can easily travel to any part of Delhi alighting from the Anand Vihar Railway Station and availing the city bus services or metro. Anand Vihar Railway Terminal is under the administrative control of the Delhi Division of the Northern Railway zone of the Indian Railways. This station was officially inaugurated on 19 December 2009. The terminal spread over 57 hectares is one of the largest Railway Station and will cater to all East-bound trains from Delhi after the second phase become operational.

Location map of AnandVihar Terminal

This report presented herein deals with the field and laboratory investigations carried out by us to

access the nature of sub-strata and to evaluate the soil parameters required for design of foundations

for redevelopment of Anand Vihar Railway Station in Delhi. This report is based upon the results of field


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2

and laboratory tests conducted on selected soil samples collected from eight bore holes (BH-1 to BH-

8).

General Geology & Related Characteristics 2.

a) Physiography and Climate: The various sites surveyed are generally plain land and forms part

of Indo-Gangetic Plains. The elevation varies from about 200-m to 275-m above mean sea level and

falls in a semi-arid zone, with extremes of climate in summer and winter. Dust storms are common

during the summer months in the area and it experiences severe heat during May and June, with

highest temperature hovering around 45C and minimum temperatures touching at 3C. The

Southwest monsoon period between July and September is the main rainy season of the area when

about 80% of the annual precipitation occurs. The mean annual rainfall is about 640-mm.

b) General Geology: The area under study is part of the Yamuna Basin comprising the newer

alluvium made-up of fine to medium sands, silts, gravel, clay and kankar (calcareous nodules). The

surface beds are admixed with wind-blown sediments of recent age. These alluvial sediments are

known to be underlined by hard formations of the Delhi system of rocks. Following is the general

sequence of formations met within the area:

Recent to Sub-Recent : Alluvium

Post-Delhi Intrusive : Pegmatic and basic intrusive

Algonkian (Delhi System) : Alwar quartzites

c) Seismicity: Region in and around Delhi may be considered as seismically active and the

tectonic elements of the area are considered capable of generating an earthquake of severe intensity,

Delhi lies in seismic Zone-IV. Suitable seismic coefficient may be adopted in the design of structure

commensurate to the Indian Standard seismic zoning of the country IS.1893-1984. It is recommended

that it will be safe to consider seismic risk value equivalent to design magnitude of 7.0 Richter, which

gives an acceleration equivalent of 0.15-g. Indian Meteorological Department has considered seismic

factor of 7% of gravity (0.07-g) to be adequate for design of structure under such situation.

Scope Of Work 3.

The scope of work provided to us for this project was limited to the following:-

3.1 Mobilizing necessary plant, equipments and personnel to the project site, setting up the

equipment, shifting of the equipment from one test location to another location, carrying

out the field investigations on land and demobilization on completion of work.


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3

3.2 Making 150 mm nominal diameter bore holes in all types of soil using suitable approved method of boring at the specified locations up to 30.0 m depth or refusal whichever occurs earlier. Refusal shall mean when SPT field ‘N’ value reaches 100 for 30 cm or less penetration of SPT sampler.

3.2.1 Conducting standard penetration tests in the bore holes at 1.50 m interval in depth & at

every change of strata, whichever is earlier as per specifications.

3.2.2 Collecting undisturbed soil samples from bore holes at 3.0 m interval in depth or at every change of strata, whichever is earlier as per specifications.

3.2.3 Collecting disturbed soil samples from bore holes at regular interval and at every

identifiable change of strata to supplement the boring records.

3.2.4 Recording the depth of ground water table in all the bore holes if observed up to the

depth of exploration during boring work as per specifications & withdrawing the casing

pipe.

3.3 Conducting the following laboratory tests on selected disturbed / undisturbed soil

samples/ Rock samples collected from various bore holes / test locations:-

(a) Bulk density and Moisture content

(b) Sieve analysis (c) Hydrometer analysis (d) Liquid limit & Plastic limits (e) Specific gravity (f) Unconfined compressive strength (g) Direct shear test (h) Tri-axial Shear test (i) Unconsolidated undrained test

3.4 A list of Indian Standard (IS) codes, which are reffered throughout the study, is also

attached at the end of this report.

Field Investigations: 4.

4.1 Necessary plant, equipment and personnel for conducting the requisite field work were

mobilized to the site. These were shifted from one test location to another location

during execution of the field work and demobilized on satisfactory completion of the

entire field work.

4.2 Eight bore holes (BH-1 to BH-8) carried out were first marked on the ground surface as per the site requirement.


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4

4.3 The bore holes were bored at this site using shell and auger method as per IS: 1892-1979. Casing as required was used to retain the bore holes.

Sl. No Test Type / Number Test conducted at / up to a depth

(m) from existing ground level

Remarks

(if any)

(1) Bore Hole

(BH-1 to BH-8 )

30.45 m By shell &

Auger method

(2) Standard penetration

tests in bore holes

1.50 m interval & at every

change of strata whichever is

earlier

---

(3) Undisturbed soil

sampling in bore

holes

3.00m interval & at every change

of strata whichever is earlier

---

4.3.1 Standard penetration tests were conducted in the above bore holes at every 1.50 m interval & at change of strata as per specifications. The bores were cleaned up to the desired depths. Standard split spoon sampler attached to lower end of ‘A’ drill rods was driven in the bore holes by means of standard hammer of 63.5 Kg. falling freely from a height of 75 cm. The sampler was driven 45 cm as per specifications & the numbers of blows required for each 15 cm penetration were recorded. The numbers of blows for the first 15 cm penetration were not taken into account. This was considered as seating drive. The numbers of blows for next 30 cm penetration were designated as SPT ‘N’ value. Wherever the total penetration was less than 45 cm, the number of blows & the depth penetrated is incorporated in respective bore logs. Disturbed soil samples obtained from standard split spoon sampler for all the above standard penetration tests were collected in polythene bags of suitable size. These samples were properly sealed, labelled, recorded and carefully transported to the laboratory for testing.

4.3.2 Undisturbed soil samples were collected from the bore holes at every 3.0 m interval in

depth & at change of strata as per sampling specifications, in thin walled sampling

tubes of 100 mm dia and 450 mm length fitted to an adopter with ball and socket

arrangement. These sampling tubes after retrieval from the bore holes were properly

waxed and sealed at both ends. These were carefully labeled and transported to the

laboratory for testing. Undisturbed soil samples wherever slipped during lifting, were

duly marked in the field bore logs as well as in the soil profile.

4.3.3 Disturbed soil samples were also collected from the bore holes at suitable

depths/intervals to supplement the boring records. These samples were collected in

polythene bags of suitable size. These samples were properly sealed, labeled, recorded

& carefully transported to the laboratory for testing.


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5

4.3.4 The depth of ground water table was checked / measured in all bore holes. The ground

water table levels derived have been tabulated below.

4.3.5 Summary of boreholes

Bore

hole No

Location Depth in over

Burden Soil (m)

Water table (m)

(1) (2) (3) (4)

BH-1 Between Halt Line & Boundary

wall near Bridge No. 22 30.45 9.00

BH-2 Between Halt Line & Boundary

wall near Bridge No. 21

30.45 8.80

BH-3 Near Parcel Office 30.45 15.70

BH-4 Near Pump House/RO Plant 30.45 10.90

BH-5 Below Metro viaduct along 30m

wide road

30.45 15.00

BH-6 In front of Store Room 30.45 9.90

BH-7 Near STP Plant 30.45 18.80

BH-8 Between STP & Bridge No. 16A 30.45 18.40

Note: Seasonal water table level shall be submitted after receiving data from Met. Department.

5.0 LABORATORY INVESTIGATIONS:

5.1 The following laboratory tests were conducted on selected soil samples recovered from

various bore hole / test locations: -

a) Bulk density and Moisture content

b) Sieve analysis

c) Hydrometer analysis

d) Liquid limit & Plastic limits

e) Specific gravity

f) Unconfined compressive strength

g) Direct shear test


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6

h) Tri-axial Shear test

i) Unconsolidated un drained test

All the above laboratory tests were carried out as per relevant Indian Standards. All the soil samples were identified and classified as per IS: 1498-1970.

6.0 FINDING OF GEOTECHNICAL INVESTIGATION:

The study of bore logs/results of laboratory and other field tests as above from ground

level reveal that:-

6.1.1 At the locations of bore holes BH-1

The sub-soil strata: -

(a) From existing ground surface to 7.50 m consists of grayish silty sand (SM), having SPT field ‘N’ values ranging from 5 to 12 showing loose to medium dense compactness of the strata. (b) From depths 7.50 – 15.00 m consists of grayish fine sand (SP-SM), having SPT field ‘N’ values ranging from 14 to 26 showing medium dense compactness of the strata. (c) From depths 15.00 – 21.00 m consists of yellowish clayey silt of low plasticity (CL), having SPT field ‘N’ values ranging from 16 to 23 showing very stiff consistency of the strata. (d) From depths 21.00 – 30.45m consists of yellowish fine sand (SP-SM), having SPT field ‘N’ values ranging from 38 to 50 showing dense compactness of the strata.



(a) From existing ground surface to 7.50 m consists of grayish silty sand (SM),

having SPT field ‘N’ values ranging from 7 to 15 showing loose to medium dense

compactness of the strata.

(b) From depths 7.50 – 15.00 m consists of grayish fine sand (SP-SM), having SPT

field ‘N’ values ranging from 18 to 29 showing medium dense compactness of the

strata.

(c) From depths 15.00 – 21.00 m consists of yellowish clayey silt of low plasticity

(CL), having SPT field ‘N’ values ranging from 21 to 30 showing very stiff consistency of

the strata.


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7

(d) From depths 21.50 – 30.45m consists of yellowish fine sand (SP-SM), having

SPT field ‘N’ values ranging from 38 to 68 showing dense to very dense compactness of

the strata.



(a) From existing ground surface to 4.50 m depths consists of yellowish silty sand

(SM), having SPT field ‘N’ values ranging from 9 to 12 showing loose to medium dense


(b) From depths 4.50 – 10.50 m consists of yellowish clayey silt of low plasticity

(CL), having SPT field ‘N’ values ranging from 14 to 23 showing stiff to very stiff

consistency of the strata.

(c) From depths 10.50 – 18.00 m consists of grayish fine sand (SP-SM), having SPT

field ‘N’ values ranging from 27 to 39 showing medium to dense compactness of the

strata.

(d) From depths 18.00 – 21.00 m consists of yellowish clayey silt of low plasticity

(CL), having SPT field ‘N’ values 22 showing very stiff consistency of the strata.

(e) From depths 21.00 – 30.45 m consists of yellowish fine sand (SP-SM), having


the strata.




(SM), having SPT field ‘N’ values ranging from 12 to 16 showing medium dense




strata.


(CL) having SPT field ‘N’ values ranging from 17 to 26 showing very stiff consistency of

the strata.


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8

(d) From depths 19.50 – 30.45 m consists of yellowish fine sand (SP-SM), having

SPT field ‘N’ values ranging from 45 to 69 showing dense to dense compactness of the

strata.


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9




(SM), having SPT field ‘N’ values ranging from 10 to 11 showing medium dense




strata.



the strata.



the strata.



(a) From existing ground surface to 7.50 m depths consists of yellowish sandy silt of

low plasticity (ML-CL) having SPT field ‘N’ values ranging from 8 to 12 showing stiff



field ‘N’ values ranging from 13 to 31 showing medium to dense compactness of the

strata.



the strata.



the strata.




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10

(a) From existing ground surface to 1.00 m depths consists of filled up.

(b) From depths 1.00 – 4.50 m consists of yellowish fine sand (SP-SM), having SPT

field ‘N’ values ranging from 8 to 11 showing loose to medium dense compactness of

the strata.

(c) From depths 4.50 – 13.50 m consists of grayish fine sand (SP-SM), having SPT


strata.



the strata.

(e) From depths 20.50 – 30.45 m consists of yellowish fine sand (SP-SM), having


the strata.



(a) From existing ground surface to 1.00 m depths consists of filled up.

(b) From depths 1.00 – 16.50 m consists of yellowish fine sand (SP-SM), having

SPT field ‘N’ values ranging from 15 to 34 showing medium to dense compactness of

the strata.

(c) From depths 16.50 – 19.50 m consists of brownish clayey silt of low plasticity

(CL) having SPT field ‘N’ values ranging from 14 to 18 showing stiff to very stiff




the strata.

(e) From depths 22.50 – 25.50 m consists of grayish fine sand (SP-SM), having SPT

field ‘N’ values ranging from 36 to 42 showing dense compactness of the strata.

(f) From depths 25.50 – 30.45 m consists of yellowish fine sand (SP-SM), having


the strata.


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11

7.0 TYPE AND DEPTH OF FOUNDATIONS:

Based upon the results of field investigations, laboratory test results, & further

discussions held with the client, the following type of foundations have been analyzed

herein below : -

Type of

foundation (s)

Depth of foundation below

existing ground surface (m)

Width / size of

foundation (s) (m)

Isolated Square

Footing 1.5,2.0 & 2.5

2.0 x 2.0

2.5 x 2.5

3.0 x 3.0

Type of foundation Diameter

of Pile (m)

Cut off

level (m)

Length of Pile below

cut off level (m)

Bored Cast in situ RCC

Pile

0.60 & 0.75 2.0 20.0, 22.0,24.0 & 26.0

8.0 ANALYSIS OF FOUNDATIONS:

The allowable bearing capacity of sub-soil strata for open spread isolated (square)

footings have been computed from shear and settlement failure considerations as per

IS: 6403-1981 & IS: 8009 (Part-I)-1976. The details of foundation analysis are presented

in the following paragraphs.

8.1 OPEN SPREAD ISOLATED (SQUARE) FOOTINGS

8.1.1 SHEAR FAILURE CONSIDERATION: -

The value of net safe bearing capacity of sub-soil strata has been estimated by

considering shear failure using the following equation for calculating the net ultimate

bearing capacity by interpolating between general and local shear failure:

qd = 2/3 x C.Nc/ Sc x dc x ic + q x (Nq/ -1).sq x dq x iq+1/2 x r x B x Nr/ sr x dr x ir x

W/


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12

Inclination factors: ic, iq and ir have been taken as 1.0. The factor of safety has been

considered as 2.5. The following soil parameters were selected for calculations: -

Shape factors have been taken as follows: -

Sc = 1.3, Sq = 1.2, Sr = 0.8

(For Square Footing)

Depth Factors have been considered as under: -

Df

dc = 1 + 0.2 N Φ,

B

Depth of

foundation

below existing

ground level

(m)

Density

γ

(kg/cc)

Cohesion

‘C’

(Kg/m2)

Angle of

internal friction

(Deg.)

ø ø/

Bearing Capacity factors

Nc/ Nq

/ Nr /

1.50 1.70 0.00 28 19.61 20.451 10.756 11.484

2.00 1.70 0.00 28 19.61 20.451 10.756 11.484

2.50 1.70 0.00 28 19.61 20.451 10.756 11.484


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13

Df

dq = dr = 1 + 0.1 NΦ, for Φ > 10 deg.

B

dq = dr = 1.0, for Φ < 10 deg.

Water table correction (W/) has been taken as 1.00

8.1.2 SETTLEMENT FAILURE CONSIDERATION:

Settlement of coarse grained strata layers comprising of fine/silty sand (SM/SP-SM)

layers below the foundation surface and up to the zone of influence were computed by

using the chart of settlement Vs SPT ‘N’ given on page 17 of IS:8009 Part-I.

9.0 SAMPLE CALCULATIONS (BASED ON BH-1)

9.1.1 SAMPLE CALCULATIONS FOR COMPUTATION OF ALLOWABLE BEARING CAPACITY OF SUB-STRATA FOR OPEN SPREAD ISOLATED SQUARE FOOTING.

The following equation for calculating net ultimate bearing capacity (By

Considering local shear failure) has been used:-

qd = 2/3 C.Nc / sc dc ic + q (Nq

/– 1) sq dq iq + ½ B N / s d i W /

Where:

Nc /, Nq

/, Nr / = Bearing capacity factors

Sc , Sq , Sr = Shape factors

dc , dq , dr = Depth factors

ic , iq , ir = Inclination factors

c = Cohesion of soil

q = Overburden pressure

= Density of soil

B = Width of footing

W / = Water table correction factor


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14

The parameters considered are:-

Size of foundation = 2.0 m x 2.0 m

Depth of foundation = 1.50 m

Water table correction factor has taken as W / =1.00

Factor of safety = 2.5

The soil parameters considered for soil just below foundation are:

c = 0.00 Kg / cm2

ø = 28

= 0.00170 Kg / cm2

Ø’ = tan –1 (2/3 tan ø) = 19.61

For ø’ = 19.61,

Nc = 26.372, Nq = 15.304, Nr = 17.792,

Nc / = 14.530, Nq

/ = 6.208, Nr / = 5.176,

Taking average

Nc = 20.451, Nq = 10.756, Nr = 11.484,

For square footing shape factors: -

Sc = 1.3, Sq = 1.2, Sr = 0.8

Depth factor = dc = 1 + 0.2 (D / B) NØ = 1.250

[Where NØ = tan (45 + Ø / 2) = 1.664]

dq = d = 1.125

Inclination factors = ic = iq = i = 1.0

Now, using the above equation, the net ultimate bearing capacity: -

qd = 5.115 Kg/cm2.

= 51.15 T / m2

Thus, net safe bearing capacity = 51.15/ 2.5


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15

= 20.46 T/ m2

9.1.2 Settlement Failure Consideration:-

Allowable settlement considered = 40 mm

Load intensity assumed (at the foundation depth) = 10.0T/m2

Depth of influence Zone below the foundation depth considered

= 1.5 x B = 1.5 x 200 = 300 cm.

Layer wise following soil parameters were selected for analysis:-

Layer

No.

Depth below

existing ground

level (m)

Layer

Thickness

(cm)

Effective

layer

thickness

(cm)

Type of

strata

SPT ‘N’

Observed

SPT ‘N’

corrected

1 0.0 – 1.50 - - - - -

2 1.50 – 4.50 300 300 Coarse

Grained

7 9

The sub-soil strata within the zone of influence being coarse grained, the settlement of

various layers below the foundation level and up to the zone of influence were

computed by using the chart of settlement Vs SPT ‘N’ given on page 17 of IS:8009

(part-I)-1976.

Average corrected SPT ‘N; value within the zone of influence = 9

For SPT ‘N’ = 9 and load intensity of 10t/m2

Settlement = 40.0 mm

Hence, net allowable bearing pressure for 40 mm settlement

10 x 40.0

= = 10.0 t/m2


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40

Lower of two values of bearing capacities obtained from shear and settlement failure

considerations will govern the design of foundation.

Hence, net allowable bearing capacity = 10.0 t/m2

11. Assessment of Liquefaction

Liquefaction is the sudden loss of shear strength of the loose fine- grained sands due to earthquake induced vibration under saturated conditions. Liquefaction generally takes place in loose fine- grained sands with N values less than 15. In case of soil strata having N>15, liquefaction of soil will not take place normally.

The present site falls in seismic zone – IV. Considering the history of past earthquakes and available seismic data, an earthquake of magnitude 7.5 having peak ground acceleration amax /g= 0.16 is considered in the present analysis:

Location of BoreHole : BH-1 Dia of BoreHole : 150mm

Type of Sampler {with liner (1)/ without liner (0)} : 0 ; Magnitude of Earthquake : 7.0

Max. Ground acceleration, amax/g: 0.16

Depth of water table during investigation : 9.00 m

Depth of water table considered for analysis: 6.00 m

Induced Shear Stress due to Earthquake, Teq = 0.65P (amax/g)rd

12 9 6 3 0 From Layer depth from existing ground surface (M)

15 12 9 6 3 To

1 1 1 1 1 Layer code (Clayey = 0 / Sandy = 1)

13.5 10.5 7.5 4.5 1.5 Depth of SPT (M)

26 23 14 9 5 Observed SPT N Value, Nobs

1.91 1.85 1.79 1.75 1.70 Bulk Unit Wt of Soil during investigation (T/M

2)

0.91 0.85 1.79 1.75 1.70 Effective

1.91 1.85 1.79 1.75 1.70 Bulk Unit Wt of Soil considered for Analysis (T/M

2)

0.91 0.85 0.79 1.75 1.70 Effective

13.5 10.5 7.5 - - MID. Depth of Layer (M)

09 12 15 38 45 Silt Content (%)

0 0 0 0 0 Clay Content (%)

24.14 18.50 13.04 - - Total over burden at middle of the layer during Liquefaction, P (T/M2

)

16.64 14.00 11.54 - - Effective overburden at the middle of the layer during Liquefaction, P (T/M2

)


Limited




17

19.6 17.0 13.0 - - Effective overburden at SPT depth (T/M2)

0.8 0.9 0.9 - - Stress Reduction, rd

2.0 1.7 1.3 - - Cyclic Stress Ratio due to Earthquake, Teq (T/M2)

19.5 17.3 10.5 - - Normalized SPT ‘N’ Value, N60

1.00 1.00 0.95 - - Rod Length Correction, Cl

1.20 1.20 1.20 Sampler Correction, Cs

1.05 1.05 1.05 - - Bore Hole Dia Correction, Cd

0.70 0.76 0.88 - - Over Burden Correction, CN

17.2 16.6 11.1 - - Corrected SPT ‘N’ –Value, (N1)60

9 12 15 - - Fines Content (Fc) (%)

0.56 1.55 2.5 - - Alpha

1.02 1.03 1.05 - - Beta

18 18 14 - - Corrected SPT ‘N’ –Value (Applying Fines Content Correction) (N1)60cs

0.191 0.191 0.150 - - Reqd. Cyclic Resistance Ratio to Liquefy the Strata at M = 7.5, (CRR)7.5

1.19 1.19 1.19 - - Magnitude Scaling Factor (MSF)

0.23 0.23 0.18 - -- Reqd. Cyclic Resistance Ratio to Liquefy the Strata at Earthquake Magnitude of ‘M’ (CRR)M

3.8 3.2 2.1 - - Reqd. Cyclic Resistance Ratio to Liquefy the Strata Tliq (T/M2)

1.86 1.86 1.63 - - F.O.S = (Tliq / Teq )

No Liquefaction Remark

12 Permeability Test Results

S. No Bore Hole No. Sample No. Depth below existing ground level (m)

Permeability (cm/sec)

1 BH - 1 UDS - 2 5.50 – 5.90 3.82 x 10-3

2 BH - 2 UDS - 3 8.50 – 8.90 4.32 x 10-3

3 BH - 3 UDS - 2 5.50 – 5.90 2.78 x 10-6

4 BH - 4 UDS - 2 5.50 – 5.90 5.16 x 10-3

5 BH - 5 UDS - 3 8.50 – 8.90 5.66 x 10-3

6 BH - 6 UDS - 2 5.50 – 5.90 7.72 x 10-5

7 BH - 7 UDS - 3 8.50 – 8.90 4.38 x 10-3

8 BH - 8 UDS - 2 5.50 – 5.90 2.83 x 10-3


Limited




18

10. LIST OF REFFERED IS CODES

Field Investigation

1. IS : 1498- 1970 Classification and identification of soils for general

engineering purpose

2. IS : 1892-1979 Code of practice for sub surface investigations for

foundations

3. IS : 2131-1981 Method of standard penetration tests for soils

4. IS : 2132-1986 Code of practice for thin walled tube sampling of soils

Laboratory Tests

1. IS : 2720- 1983 (Part 1) Methods of tests for soils : Preparation of dry soil

samples for various tests

2. IS : 2720- 1980 (Part 2) Methods of tests for soils : Determination of

water content

3. IS : 2720- 1980 (Part 3/Sec 1) Methods of tests for soils : Determination

of specific gravity : Fine grained soils

4. IS : 2720- 1980 (Part 3/Sec 2) Methods of tests for soils : Determination

of specific gravity : Fine, medium and coarse grained soils

5. IS : 2720- 1985 (Part 4) Methods of tests for soils : Grain size analysis of

soils for general engineering purpose

6. IS : 2720- 1985 (Part 6) Methods of tests for soils : Determination of

liquid and plastic limit


Limited




19


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20


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21


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22


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23


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24


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25


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26


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27


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28


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29


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30


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31


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32


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33


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34


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35


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36


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37


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38


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39


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40


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41


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42


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43


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44


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45


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46


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47


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48


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49


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50


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51


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52


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53


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54


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55


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56


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57


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58


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59


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60


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61


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62


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63


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64


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65


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66


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67


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68


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69


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70


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71


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72


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73


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74


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75


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76


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77


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78


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79


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80


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81


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82


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83


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84


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85


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86


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87

13. Shear Parameters

13.1 Shear Parameter for Bore Hole 1 at 2.5 m depth

BH-1

DST DEPTH: 2.50 M

6.0

2.5 PROVING RING FACTOR= 0.258 Kg/Div.

SAMPLE No.

I II III

Weight of Wet Soil (gm) 169.86 171.23 170.86

Weight of Dry Soil (gm) 147.96 148.77 148.32

Moisture Content (%) 14.80 15.10 15.20

Bulk Density (rb) (gm/cm3) 1.89 1.90 1.90

Dry Density (rd) (gm/cm3) 1.64 1.65 1.65

1.0 Kg/ Sq.cm 2.0 Kg/ Sq.cm 3.0 Kg/ Sq.cm

De

form

atio

n

Dia

l

Re

adin

g(D

iv

) De

form

atio

n

(cm

)

Co

rre

cte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Re

adin

g

(Div

)

Sh

ea

r F

orc

e

(Kg

)

Sh

ea

r

Str

ess

(Kg

/Cm

2)

Pro

vin

g r

ing

Re

adin

g

(Div

)

Sh

ea

r F

orc

e

(Kg

)

Sh

ea

r

Str

ess

(Kg

/Cm

2)

Pro

vin

g r

ing

Re

adin

g

(Div

)

Sh

ea

r F

orc

e

(Kg

)

Sh

ea

r

Str

ess

(Kg

/Cm

2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 24 6.19 0.18 60 15.48 0.44 98 25.28 0.72 1.000

120 0.12 34.56 35 9.03 0.26 97 25.03 0.72 147 37.93 1.10 2.000

180 0.18 33.84 47 12.13 0.36 125 32.25 0.95 169 43.60 1.29 3.000

240 0.24 33.12 58 14.96 0.45 133 34.31 1.04 188 48.50 1.46 4.000

300 0.3 32.4 64 16.51 0.51 126 32.51 1.00 197 50.83 1.57 5.000

360 0.36 31.68 58 14.96 0.47 112 28.90 0.91 198 51.08 1.61 6.000

420 0.42 30.96 46 11.87 0.38 188 48.50 1.57 7.000

480 0.48 30.24 173 44.63 1.48 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress

SAMPLE NO.:NAME OF THE PROJECT:

LAB. PROJECT NO:

Thickness of Sample (cm) =

ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




88

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )

NORMAL STRESS ( kg/sq.cm )

BORE HOLE NO.:BH-1 SAMPLE NO:UDS-1 DEPTH:2.50 m COHESION(C)= 0.00 kg/sq.cm ANGLE OF FRICTION(Phi): 28 deg TYPE OF TEST:DST

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm


Limited




89


BH-1

DST DEPTH: 5.50 M

6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 33 8.55 0.24 83 21.50 0.61 142 36.78 1.04 1.000

120 0.12 34.56 48 12.43 0.36 113 29.27 0.85 182 47.14 1.36 2.000

180 0.18 33.84 58 15.02 0.44 129 33.41 0.99 200 51.80 1.53 3.000

240 0.24 33.12 65 16.84 0.51 136 35.22 1.06 213 55.17 1.67 4.000

300 0.3 32.4 70 18.13 0.56 128 33.15 1.02 219 56.72 1.75 5.000

360 0.36 31.68 64 16.58 0.52 115 29.79 0.94 205 53.10 1.68 6.000

420 0.42 30.96 54 13.99 0.45 187 48.43 1.56 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:

SHEAR STRESS ( kg/sq.cm )


Limited




90

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm2.0 Kg/sq. cm3.0 Kg/sq. cmSeries4


Limited




91


BH-1

DST DEPTH: 8.50 M

6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 30 7.77 0.22 55 14.25 0.40 112 29.01 0.82 1.000

120 0.12 34.56 51 13.21 0.38 96 24.86 0.72 166 42.99 1.24 2.000

180 0.18 33.84 66 17.09 0.51 129 33.41 0.99 205 53.10 1.57 3.000

240 0.24 33.12 72 18.65 0.56 148 38.33 1.16 226 58.53 1.77 4.000

300 0.3 32.4 65 16.84 0.52 151 39.11 1.21 236 61.12 1.89 5.000

360 0.36 31.68 54 13.99 0.44 141 36.52 1.15 221 57.24 1.81 6.000

420 0.42 30.96 125 32.38 1.05 202 52.32 1.69 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




92

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




93


BH-1

DEPTH: 14.50 M

6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 32 8.29 0.23 75 19.43 0.55 118 30.56 0.87 1.000

120 0.12 34.56 48 12.43 0.36 110 28.49 0.82 164 42.48 1.23 2.000

180 0.18 33.84 60 15.54 0.46 136 35.22 1.04 199 51.54 1.52 3.000

240 0.24 33.12 69 17.87 0.54 154 39.89 1.20 224 58.02 1.75 4.000

300 0.3 32.4 62 16.06 0.50 158 40.92 1.26 236 61.12 1.89 5.000

360 0.36 31.68 52 13.47 0.43 147 38.07 1.20 238 61.64 1.95 6.000

420 0.42 30.96 134 34.71 1.12 227 58.79 1.90 7.000

480 0.48 30.24 209 54.13 1.79 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




94

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

2.2

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm2.0 Kg/sq. cm3.0 Kg/sq. cmSeries5Series6


Limited




95


LAB. PROJECT NO: BORE HOLE NO: BH-1

NAME OF THE PROJECT: SAMPLE NO.:

TYPE OF THE TEST: U U T DEPTH: 17.50 M

REMARKS:

ORIGNAL LENGTH OF TH SAMPLE= 7.5 cm PROVING RING FACTOR= 0.25 Kg/Div.

SAMPLE No.

I II III






CELL PRESSURE 1.0 Kg/ Sq.cm 2.0 Kg/ Sq.cm 3.0 Kg/ Sq.cm

Sta

in D

ial

Readin

g(D

iv

) Sta

in(%

)

Are

a(C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

0.0001 0..00001 0..00001 0..00001

75 1 11.52 27 6.75 0.59 33 8.25 0.72 43 10.75 0.93

150 2 11.64 40 10.00 0.86 56 14.00 1.20 73 18.25 1.57

225 3 11.76 48 12.00 1.02 69 17.25 1.47 89 22.25 1.89

300 4 11.88 58 14.50 1.22 80 20.00 1.68 105 26.25 2.21

375 5 12.01 67 16.75 1.39 90 22.50 1.87 116 29.00 2.41

450 6 12.13 75 18.75 1.55 99 24.75 2.04 126 31.50 2.60

525 7 12.27 81 20.25 1.65 108 27.00 2.20 135 33.75 2.75

600 8 12.40 87 21.75 1.75 115 28.75 2.32 140 35.00 2.82

675 9 12.53 93 23.25 1.86 120 30.00 2.39 135 33.75 2.69

750 10 12.65 90 22.50 1.78 117 29.25 2.31 128 32.00 2.53

825 11 12.82 83 20.75 1.62 112 28.00 2.18

900 12 12.96

975 13 13.11

1050 14 13.26

1125 15 13.42

1200 16 13.58

1275 17 13.74

1350 18 13.91

1425 19 14.08

1500 20 14.26


Limited




96

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

SH

EA

R S

TR

ES

S (

Kg/s

q.c

m )

PRINCIPAL STRESS ( Kg/sq.cm )

BORE HOLE NO.:BH-1

SAMPLE NO:UDS-6

DEPTH: 17.50 M COHESION(C)= 0.50 kg/sq.cm

ANGLE OF FRICTION(Phi):11deg TYPE OF TEST:U U T

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0 2 4 6 8 10 12 14 16 18 20

DE

VIA

TO

R S

TR

ES

S (

Kg/s

q.c

m )

STRAIN (%)

1.0 Kg/sq.cm2.0 Kg/sq.cm3.0 Kg/sq.cmSeries4

.


Limited




97


BH-1

DST DEPTH: 23.50 M

6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 25 6.48 0.18 57 14.76 0.42 98 25.38 0.72 1.000

120 0.12 34.56 43 11.14 0.32 94 24.35 0.70 161 41.70 1.21 2.000

180 0.18 33.84 63 16.32 0.48 129 33.41 0.99 210 54.39 1.61 3.000

240 0.24 33.12 74 19.17 0.58 149 38.59 1.17 231 59.83 1.81 4.000

300 0.3 32.4 78 20.20 0.62 156 40.40 1.25 236 61.12 1.89 5.000

360 0.36 31.68 71 18.39 0.58 147 38.07 1.20 223 57.76 1.82 6.000

420 0.42 30.96 60 15.54 0.50 130 33.67 1.09 204 52.84 1.71 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




98

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




99


BH-2

UDS-1DST DEPTH: 2.50 M

6.0


SAMPLE No.

I II III







De

form

atio

n

Dia

l

Re

adin

g(D

iv

) De

form

atio

n

(cm

)

Co

rre

cte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Re

adin

g

(Div

)

Sh

ea

r F

orc

e

(Kg

)

Sh

ea

r

Str

ess

(Kg

/Cm

2)

Pro

vin

g r

ing

Re

adin

g

(Div

)

Sh

ea

r F

orc

e

(Kg

)

Sh

ea

r

Str

ess

(Kg

/Cm

2)

Pro

vin

g r

ing

Re

adin

g

(Div

)

Sh

ea

r F

orc

e

(Kg

)

Sh

ea

r

Str

ess

(Kg

/Cm

2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 29 7.51 0.21 66 17.09 0.48 104 26.94 0.76 1.000

120 0.12 34.56 59 15.28 0.44 102 26.42 0.76 161 41.70 1.21 2.000

180 0.18 33.84 71 18.39 0.54 131 33.93 1.00 200 51.80 1.53 3.000

240 0.24 33.12 64 16.58 0.50 144 37.30 1.13 211 54.65 1.65 4.000

300 0.3 32.4 52 13.47 0.42 146 37.81 1.17 200 51.80 1.60 5.000

360 0.36 31.68 138 35.74 1.13 181 46.88 1.48 6.000

420 0.42 30.96 125 32.38 1.05 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




100

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm

Series4


Limited




101


BH-2


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 33 8.55 0.24 83 21.50 0.61 142 36.78 1.04 1.000

120 0.12 34.56 48 12.43 0.36 113 29.27 0.85 182 47.14 1.36 2.000

180 0.18 33.84 58 15.02 0.44 129 33.41 0.99 200 51.80 1.53 3.000

240 0.24 33.12 65 16.84 0.51 136 35.22 1.06 213 55.17 1.67 4.000

300 0.3 32.4 70 18.13 0.56 128 33.15 1.02 219 56.72 1.75 5.000

360 0.36 31.68 64 16.58 0.52 115 29.79 0.94 205 53.10 1.68 6.000

420 0.42 30.96 54 13.99 0.45 187 48.43 1.56 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




102

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )


BORE HOLE NO.:BH-2 SAMPLE NO:UDS-2 DEPTH:5.50m COHESION(C)= 0.00 kg/sq.cm ANGLE OF FRICTION(Phi): 29 deg TYPE OF TEST:DST

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm


Limited




103


BH-2


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 27 6.99 0.20 52 13.47 0.38 90 23.31 0.66 1.000

120 0.12 34.56 42 10.88 0.31 84 21.76 0.63 139 36.00 1.04 2.000

180 0.18 33.84 55 14.25 0.42 113 29.27 0.86 187 48.43 1.43 3.000

240 0.24 33.12 67 17.35 0.52 133 34.45 1.04 224 58.02 1.75 4.000

300 0.3 32.4 70 18.13 0.56 144 37.30 1.15 234 60.61 1.87 5.000

360 0.36 31.68 63 16.32 0.52 147 38.07 1.20 223 57.76 1.82 6.000

420 0.42 30.96 51 13.21 0.43 140 36.26 1.17 204 52.84 1.71 7.000

480 0.48 30.24 124 32.12 1.06 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




104

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm


Limited




105


BH-2


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 30 7.77 0.22 60 15.54 0.44 96 24.86 0.70 1.000

120 0.12 34.56 50 12.95 0.37 88 22.79 0.66 145 37.56 1.09 2.000

180 0.18 33.84 66 17.09 0.51 118 30.56 0.90 186 48.17 1.42 3.000

240 0.24 33.12 74 19.17 0.58 141 36.52 1.10 208 53.87 1.63 4.000

300 0.3 32.4 78 20.20 0.62 157 40.66 1.26 222 57.50 1.77 5.000

360 0.36 31.68 71 18.39 0.58 160 41.44 1.31 226 58.53 1.85 6.000

420 0.42 30.96 60 15.54 0.50 151 39.11 1.26 216 55.94 1.81 7.000

480 0.48 30.24 134 34.71 1.15 197 51.02 1.69 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




106

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




107



NAME OF THE PROJECT: SAMPLE NO.: UDS-6


REMARKS:


SAMPLE No.

I II III







Sta

in D

ial

Readin

g(D

iv

) Sta

in(%

)

Are

a(C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

0.0001 0..00001 0..00001 0..00001

75 1 11.52 22 5.50 0.48 31 7.75 0.67 41 10.25 0.89

150 2 11.64 34 8.50 0.73 46 11.50 0.99 53 13.25 1.14

225 3 11.76 42 10.50 0.89 56 14.00 1.19 64 16.00 1.36

300 4 11.88 51 12.75 1.07 66 16.50 1.39 74 18.50 1.56

375 5 12.01 60 15.00 1.25 78 19.50 1.62 88 22.00 1.83

450 6 12.13 71 17.75 1.46 91 22.75 1.88 103 25.75 2.12

525 7 12.27 82 20.50 1.67 103 25.75 2.10 115 28.75 2.34

600 8 12.40 90 22.50 1.81 111 27.75 2.24 126 31.50 2.54

675 9 12.53 96 24.00 1.92 108 27.00 2.15 135 33.75 2.69

750 10 12.65 91 22.75 1.80 98 24.50 1.94 141 35.25 2.79

825 11 12.82 82 20.50 1.60 136 34.00 2.65

900 12 12.96 126 31.50 2.43

975 13 13.11

1050 14 13.26

1125 15 13.42

1200 16 13.58

1275 17 13.74

1350 18 13.91

1425 19 14.08

1500 20 14.26


Limited




108

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

SH

EA

R S

TR

ES

S (

Kg/s

q.c

m )


BORE HOLE NO.:BH-2

SAMPLE NO:UDS-6

DEPTH: 17.50 M

COHESION(C)= 0.65 kg/sq.cm

ANGLE OF FRICTION(Phi):10deg

TYPE OF TEST:U U T

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0 2 4 6 8 10 12 14 16 18 20

DE

VIA

TO

R S

TR

ES

S (

Kg/s

q.c

m )

STRAIN (%)



Limited




109


BH-2


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 25 6.48 0.18 57 14.76 0.42 98 25.38 0.72 1.000

120 0.12 34.56 43 11.14 0.32 94 24.35 0.70 161 41.70 1.21 2.000

180 0.18 33.84 63 16.32 0.48 129 33.41 0.99 210 54.39 1.61 3.000

240 0.24 33.12 74 19.17 0.58 149 38.59 1.17 231 59.83 1.81 4.000

300 0.3 32.4 78 20.20 0.62 156 40.40 1.25 236 61.12 1.89 5.000

360 0.36 31.68 71 18.39 0.58 147 38.07 1.20 223 57.76 1.82 6.000

420 0.42 30.96 60 15.54 0.50 130 33.67 1.09 204 52.84 1.71 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




110

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )


BORE HOLE NO.:BH-2 SAMPLE NO:UDS-8 DEPTH:23.50 m COHESION(C)= 0.00 kg/sq.cm

ANGLE OF FRICTION(Phi): 33 deg TYPE OF TEST:DST

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




111


BH-3


6.0


SAMPLE No.

I II III







De

form

atio

n

Dia

l

Re

adin

g(D

iv

) De

form

atio

n

(cm

)

Co

rre

cte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Re

adin

g

(Div

)

Sh

ea

r F

orc

e

(Kg

)

Sh

ea

r

Str

ess

(Kg

/Cm

2)

Pro

vin

g r

ing

Re

adin

g

(Div

)

Sh

ea

r F

orc

e

(Kg

)

Sh

ea

r

Str

ess

(Kg

/Cm

2)

Pro

vin

g r

ing

Re

adin

g

(Div

)

Sh

ea

r F

orc

e

(Kg

)

Sh

ea

r

Str

ess

(Kg

/Cm

2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 29 7.51 0.21 66 17.09 0.48 104 26.94 0.76 1.000

120 0.12 34.56 59 15.28 0.44 102 26.42 0.76 161 41.70 1.21 2.000

180 0.18 33.84 71 18.39 0.54 131 33.93 1.00 200 51.80 1.53 3.000

240 0.24 33.12 64 16.58 0.50 144 37.30 1.13 211 54.65 1.65 4.000

300 0.3 32.4 52 13.47 0.42 146 37.81 1.17 200 51.80 1.60 5.000

360 0.36 31.68 138 35.74 1.13 181 46.88 1.48 6.000

420 0.42 30.96 125 32.38 1.05 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




112

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm

Series4


Limited




113





REMARKS:

ORIGNAL LENGTH OF THE SAMPLE= 7.5 cm PROVING RING FACTOR= 0.25 Kg/Div.

SAMPLE No.

I II III







Sta

in D

ial

Readin

g(D

iv

) Sta

in(%

)

Are

a(C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

0.0001 0..00001 0..00001 0..00001

75 1 11.52 22 5.50 0.48 38 9.50 0.82 51 12.75 1.11

150 2 11.64 34 8.50 0.73 54 13.50 1.16 68 17.00 1.46

225 3 11.76 44 11.00 0.94 68 17.00 1.45 82 20.50 1.74

300 4 11.88 54 13.50 1.14 82 20.50 1.73 97 24.25 2.04

375 5 12.01 65 16.25 1.35 98 24.50 2.04 113 28.25 2.35

450 6 12.13 77 19.25 1.59 114 28.50 2.35 126 31.50 2.60

525 7 12.27 90 22.50 1.83 125 31.25 2.55 138 34.50 2.81

600 8 12.40 101 25.25 2.04 130 32.50 2.62 147 36.75 2.96

675 9 12.53 109 27.25 2.17 128 32.00 2.55 154 38.50 3.07

750 10 12.65 104 26.00 2.06 120 30.00 2.37 158 39.50 3.12

825 11 12.82 95 23.75 1.85 154 38.50 3.00

900 12 12.96 144 36.00 2.78

975 13 13.11

1050 14 13.26

1125 15 13.42

1200 16 13.58

1275 17 13.74

1350 18 13.91

1425 19 14.08

1500 20 14.26


Limited




114

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

SH

EA

R S

TR

ES

S (

Kg/s

q.c

m )


BORE HOLE NO.:BH-3

SAMPLE NO:UDS-3

DEPTH: 8.50 M COHESION(C)= 0.70 kg/sq.cm


0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

0 2 4 6 8 10 12 14 16 18 20

DE

VIA

TO

R S

TR

ES

S (

Kg

/sq

.cm

)

STRAIN (%)


94


Limited




115


BH-3


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 30 7.77 0.22 63 16.32 0.46 104 26.94 0.76 1.000

120 0.12 34.56 49 12.69 0.37 100 25.90 0.75 177 45.84 1.33 2.000

180 0.18 33.84 66 17.09 0.51 133 34.45 1.02 216 55.94 1.65 3.000

240 0.24 33.12 74 19.17 0.58 152 39.37 1.19 228 59.05 1.78 4.000

300 0.3 32.4 69 17.87 0.55 158 40.92 1.26 216 55.94 1.73 5.000

360 0.36 31.68 59 15.28 0.48 147 38.07 1.20 198 51.28 1.62 6.000

420 0.42 30.96 134 34.71 1.12 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




116

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




117





REMARKS:


SAMPLE No.

I II III







Sta

in D

ial

Readin

g(D

iv

) Sta

in(%

)

Are

a(C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

0.0001 0..00001 0..00001 0..00001

75 1 11.52 24 6.00 0.52 41 10.25 0.89 58 14.50 1.26

150 2 11.64 36 9.00 0.77 56 14.00 1.20 75 18.75 1.61

225 3 11.76 45 11.25 0.96 68 17.00 1.45 87 21.75 1.85

300 4 11.88 55 13.75 1.16 80 20.00 1.68 97 24.25 2.04

375 5 12.01 68 17.00 1.42 95 23.75 1.98 110 27.50 2.29

450 6 12.13 81 20.25 1.67 109 27.25 2.25 124 31.00 2.56

525 7 12.27 95 23.75 1.94 120 30.00 2.44 135 33.75 2.75

600 8 12.40 107 26.75 2.16 129 32.25 2.60 144 36.00 2.90

675 9 12.53 116 29.00 2.31 136 34.00 2.71 151 37.75 3.01

750 10 12.65 122 30.50 2.41 142 35.50 2.81 158 39.50 3.12

825 11 12.82 118 29.50 2.30 147 36.75 2.87 165 41.25 3.22

900 12 12.96 111 27.75 2.14 143 35.75 2.76 171 42.75 3.30

975 13 13.11 137 34.25 2.61 167 41.75 3.18

1050 14 13.26 160 40.00 3.02

1125 15 13.42

1200 16 13.58

1275 17 13.74

1350 18 13.91

1425 19 14.08

1500 20 14.26


Limited




118

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

SH

EA

R S

TR

ES

S (

Kg/s

q.c

m )


BORE HOLE NO.:BH-3

SAMPLE NO:UDS-7

DEPTH: 20.50 M



0 2 4 6 8 10 12 14 16 18 20

DE

VIA

TO

R S

TR

ES

S (

Kg/s

q.c

m )

STRAIN (%)


96


Limited




119


BH-3


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 26 6.73 0.19 57 14.76 0.42 107 27.71 0.79 1.000

120 0.12 34.56 43 11.14 0.32 91 23.57 0.68 177 45.84 1.33 2.000

180 0.18 33.84 59 15.28 0.45 126 32.63 0.96 218 56.46 1.67 3.000

240 0.24 33.12 73 18.91 0.57 150 38.85 1.17 234 60.61 1.83 4.000

300 0.3 32.4 78 20.20 0.62 156 40.40 1.25 236 61.12 1.89 5.000

360 0.36 31.68 71 18.39 0.58 147 38.07 1.20 225 58.28 1.84 6.000

420 0.42 30.96 60 15.54 0.50 134 34.71 1.12 204 52.84 1.71 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




120

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




121


BH-4


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 33 8.55 0.24 83 21.50 0.61 142 36.78 1.04 1.000

120 0.12 34.56 48 12.43 0.36 113 29.27 0.85 182 47.14 1.36 2.000

180 0.18 33.84 58 15.02 0.44 129 33.41 0.99 200 51.80 1.53 3.000

240 0.24 33.12 65 16.84 0.51 136 35.22 1.06 213 55.17 1.67 4.000

300 0.3 32.4 70 18.13 0.56 128 33.15 1.02 219 56.72 1.75 5.000

360 0.36 31.68 64 16.58 0.52 115 29.79 0.94 205 53.10 1.68 6.000

420 0.42 30.96 54 13.99 0.45 187 48.43 1.56 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




122

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )


BORE HOLE NO.:BH-4 SAMPLE NO:UDS-1 DEPTH:2.50m COHESION(C)= 0.00 kg/sq.cm ANGLE OF FRICTION(Phi): 29 deg TYPE OF TEST:DST

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm


Limited




123


BH-4


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 32 8.29 0.23 75 19.43 0.55 118 30.56 0.87 1.000

120 0.12 34.56 48 12.43 0.36 110 28.49 0.82 164 42.48 1.23 2.000

180 0.18 33.84 60 15.54 0.46 136 35.22 1.04 199 51.54 1.52 3.000

240 0.24 33.12 69 17.87 0.54 154 39.89 1.20 224 58.02 1.75 4.000

300 0.3 32.4 62 16.06 0.50 158 40.92 1.26 236 61.12 1.89 5.000

360 0.36 31.68 52 13.47 0.43 147 38.07 1.20 238 61.64 1.95 6.000

420 0.42 30.96 134 34.71 1.12 227 58.79 1.90 7.000

480 0.48 30.24 209 54.13 1.79 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




124

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )


BORE HOLE NO.:BH-4 SAMPLE NO:UDS3 DEPTH:8.50 m COHESION(C)= 0.00 kg/sq.cm ANGLE OF FRICTION(Phi): 32 deg TYPE OF TEST:DST

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

2.2

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm2.0 Kg/sq. cm3.0 Kg/sq. cmSeries5Series6


Limited




125





REMARKS:


SAMPLE No.

I II III







Sta

in D

ial

Readin

g(D

iv

) Sta

in(%

)

Are

a(C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

0.0001 0..00001 0..00001 0..00001

75 1 11.52 22 5.50 0.48 31 7.75 0.67 41 10.25 0.89

150 2 11.64 34 8.50 0.73 46 11.50 0.99 53 13.25 1.14

225 3 11.76 42 10.50 0.89 56 14.00 1.19 64 16.00 1.36

300 4 11.88 51 12.75 1.07 66 16.50 1.39 74 18.50 1.56

375 5 12.01 60 15.00 1.25 78 19.50 1.62 88 22.00 1.83

450 6 12.13 71 17.75 1.46 91 22.75 1.88 103 25.75 2.12

525 7 12.27 82 20.50 1.67 103 25.75 2.10 115 28.75 2.34

600 8 12.40 90 22.50 1.81 111 27.75 2.24 126 31.50 2.54

675 9 12.53 96 24.00 1.92 108 27.00 2.15 135 33.75 2.69

750 10 12.65 91 22.75 1.80 98 24.50 1.94 141 35.25 2.79

825 11 12.82 82 20.50 1.60 136 34.00 2.65

900 12 12.96 126 31.50 2.43

975 13 13.11

1050 14 13.26

1125 15 13.42

1200 16 13.58

1275 17 13.74

1350 18 13.91

1425 19 14.08

1500 20 14.26


Limited




126

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

SH

EA

R S

TR

ES

S (

Kg/s

q.c

m )


BORE HOLE NO.:BH-4

SAMPLE NO:UDS-5

DEPTH: 14.50 M



0.0

0.5

1.0

1.5

2.0

2.5

3.0

0 2 4 6 8 10 12 14 16 18 20

DE

VIA

TO

R S

TR

ES

S (

Kg/s

q.c

m )

STRAIN (%)



Limited




127


BH-4


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 30 7.77 0.22 60 15.54 0.44 96 24.86 0.70 1.000

120 0.12 34.56 50 12.95 0.37 88 22.79 0.66 145 37.56 1.09 2.000

180 0.18 33.84 66 17.09 0.51 118 30.56 0.90 186 48.17 1.42 3.000

240 0.24 33.12 74 19.17 0.58 141 36.52 1.10 208 53.87 1.63 4.000

300 0.3 32.4 78 20.20 0.62 157 40.66 1.26 222 57.50 1.77 5.000

360 0.36 31.68 71 18.39 0.58 160 41.44 1.31 226 58.53 1.85 6.000

420 0.42 30.96 60 15.54 0.50 151 39.11 1.26 216 55.94 1.81 7.000

480 0.48 30.24 134 34.71 1.15 197 51.02 1.69 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




128

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




129


BH-5


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 24 6.19 0.18 60 15.48 0.44 98 25.28 0.72 1.000

120 0.12 34.56 35 9.03 0.26 97 25.03 0.72 147 37.93 1.10 2.000

180 0.18 33.84 47 12.13 0.36 125 32.25 0.95 169 43.60 1.29 3.000

240 0.24 33.12 58 14.96 0.45 133 34.31 1.04 188 48.50 1.46 4.000

300 0.3 32.4 64 16.51 0.51 126 32.51 1.00 197 50.83 1.57 5.000

360 0.36 31.68 58 14.96 0.47 112 28.90 0.91 198 51.08 1.61 6.000

420 0.42 30.96 46 11.87 0.38 188 48.50 1.57 7.000

480 0.48 30.24 173 44.63 1.48 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




130

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )


BORE HOLE NO.:BH-5 SAMPLE NO:UDS-1 DEPTH:2.50 M COHESION(C)= 0.00 kg/sq.cm ANGLE OF FRICTION(Phi): 28 deg TYPE OF TEST:DST

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm


Limited




131


BH-5


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 29 7.51 0.21 60 15.54 0.44 104 26.94 0.76 1.000

120 0.12 34.56 47 12.17 0.35 94 24.35 0.70 137 35.48 1.03 2.000

180 0.18 33.84 62 16.06 0.47 121 31.34 0.93 160 41.44 1.22 3.000

240 0.24 33.12 72 18.65 0.56 139 36.00 1.09 177 45.84 1.38 4.000

300 0.3 32.4 75 19.43 0.60 153 39.63 1.22 196 50.76 1.57 5.000

360 0.36 31.68 70 18.13 0.57 155 40.15 1.27 208 53.87 1.70 6.000

420 0.42 30.96 61 15.80 0.51 146 37.81 1.22 209 54.13 1.75 7.000

480 0.48 30.24 134 34.71 1.15 199 51.54 1.70 8.000

540 0.54 29.52 185 47.92 1.62 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress

SAMPLE NO. NAME OF THE PROJECT:

LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




132

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




133


BH-5


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 26 6.73 0.19 57 14.76 0.42 107 27.71 0.79 1.000

120 0.12 34.56 43 11.14 0.32 91 23.57 0.68 177 45.84 1.33 2.000

180 0.18 33.84 59 15.28 0.45 126 32.63 0.96 218 56.46 1.67 3.000

240 0.24 33.12 73 18.91 0.57 150 38.85 1.17 234 60.61 1.83 4.000

300 0.3 32.4 78 20.20 0.62 156 40.40 1.25 236 61.12 1.89 5.000

360 0.36 31.68 71 18.39 0.58 147 38.07 1.20 225 58.28 1.84 6.000

420 0.42 30.96 60 15.54 0.50 134 34.71 1.12 204 52.84 1.71 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




134

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




135





REMARKS:


SAMPLE No.

I II III







Sta

in D

ial

Readin

g(D

iv

) Sta

in(%

)

Are

a(C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

0.0001 0..00001 0..00001 0..00001

75 1 11.52 39 9.75 0.85 51 12.75 1.11 67 16.75 1.45

150 2 11.64 57 14.25 1.22 70 17.50 1.50 84 21.00 1.80

225 3 11.76 71 17.75 1.51 83 20.75 1.76 97 24.25 2.06

300 4 11.88 84 21.00 1.77 97 24.25 2.04 109 27.25 2.29

375 5 12.01 95 23.75 1.98 108 27.00 2.25 120 30.00 2.50

450 6 12.13 106 26.50 2.18 118 29.50 2.43 129 32.25 2.66

525 7 12.27 113 28.25 2.30 128 32.00 2.61 139 34.75 2.83

600 8 12.40 111 27.75 2.24 134 33.50 2.70 150 37.50 3.02

675 9 12.53 102 25.50 2.04 131 32.75 2.61 159 39.75 3.17

750 10 12.65 124 31.00 2.45 164 41.00 3.24

825 11 12.82 160 40.00 3.12

900 12 12.96 150 37.50 2.89

975 13 13.11

1050 14 13.26

1125 15 13.42

1200 16 13.58

1275 17 13.74

1350 18 13.91

1425 19 14.08

1500 20 14.26


Limited




136

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

SH

EA

R S

TR

ES

S (

Kg

/sq

.cm

)


BORE HOLE NO.:BH-5

SAMPLE NO:UDS-6 DEPTH: 17.50 M



0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

0 2 4 6 8 10 12 14 16 18 20

DE

VIA

TO

R S

TR

ES

S (

Kg/s

q.c

m )

STRAIN (%)

1.0 Kg/sq.cm

2.0 Kg/sq.cm

3.0 Kg/sq.cm

7


Limited




137


BH-5


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 26 6.73 0.19 57 14.76 0.42 107 27.71 0.79 1.000

120 0.12 34.56 43 11.14 0.32 91 23.57 0.68 177 45.84 1.33 2.000

180 0.18 33.84 59 15.28 0.45 126 32.63 0.96 218 56.46 1.67 3.000

240 0.24 33.12 73 18.91 0.57 150 38.85 1.17 234 60.61 1.83 4.000

300 0.3 32.4 78 20.20 0.62 156 40.40 1.25 236 61.12 1.89 5.000

360 0.36 31.68 71 18.39 0.58 147 38.07 1.20 225 58.28 1.84 6.000

420 0.42 30.96 60 15.54 0.50 134 34.71 1.12 204 52.84 1.71 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




138

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )




0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm


Limited




139





REMARKS:


SAMPLE No.

I II III







Sta

in D

ial

Readin

g(D

iv

) Sta

in(%

)

Are

a(C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

0.0001 0..00001 0..00001 0..00001

75 1 11.52 26 6.50 0.56 43 10.75 0.93 58 14.50 1.26

150 2 11.64 41 10.25 0.88 58 14.50 1.25 73 18.25 1.57

225 3 11.76 51 12.75 1.08 71 17.75 1.51 83 20.75 1.76

300 4 11.88 61 15.25 1.28 82 20.50 1.73 94 23.50 1.98

375 5 12.01 70 17.50 1.46 93 23.25 1.94 105 26.25 2.19

450 6 12.13 79 19.75 1.63 103 25.75 2.12 116 29.00 2.39

525 7 12.27 87 21.75 1.77 112 28.00 2.28 128 32.00 2.61

600 8 12.40 93 23.25 1.88 120 30.00 2.42 137 34.25 2.76

675 9 12.53 88 22.00 1.76 125 31.25 2.49 147 36.75 2.93

750 10 12.65 80 20.00 1.58 121 30.25 2.39 154 38.50 3.04

825 11 12.82 115 28.75 2.24 150 37.50 2.93

900 12 12.96 140 35.00 2.70

975 13 13.11

1050 14 13.26

1125 15 13.42

1200 16 13.58

1275 17 13.74

1350 18 13.91

1425 19 14.08

1500 20 14.26


Limited




140

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

SH

EA

R S

TR

ES

S (

Kg/s

q.c

m )


BORE HOLE NO.:BH-6 SAMPLE NO:UDS-1

DEPTH: 2.50 M



0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

0 2 4 6 8 10 12 14 16 18 20

DE

VIA

TO

R S

TR

ES

S (

Kg/s

q.c

m )

STRAIN (%)



Limited




141

13.28 Shear Parameter for Bore Hole 6 at 8.5 m depth BH-6


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 25 6.48 0.18 60 15.54 0.44 101 26.16 0.74 1.000

120 0.12 34.56 43 11.14 0.32 83 21.50 0.62 142 36.78 1.06 2.000

180 0.18 33.84 55 14.25 0.42 100 25.90 0.77 173 44.81 1.32 3.000

240 0.24 33.12 67 17.35 0.52 110 28.49 0.86 198 51.28 1.55 4.000

300 0.3 32.4 72 18.65 0.58 123 31.86 0.98 209 54.13 1.67 5.000

360 0.36 31.68 64 16.58 0.52 130 33.67 1.06 212 54.91 1.73 6.000

420 0.42 30.96 53 13.73 0.44 121 31.34 1.01 200 51.80 1.67 7.000

480 0.48 30.24 109 28.23 0.93 184 47.66 1.58 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




142

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




143


BH-6


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 31 8.03 0.23 68 17.61 0.50 109 28.23 0.80 1.000

120 0.12 34.56 49 12.69 0.37 105 27.20 0.79 163 42.22 1.22 2.000

180 0.18 33.84 63 16.32 0.48 136 35.22 1.04 199 51.54 1.52 3.000

240 0.24 33.12 74 19.17 0.58 152 39.37 1.19 220 56.98 1.72 4.000

300 0.3 32.4 78 20.20 0.62 156 40.40 1.25 224 58.02 1.79 5.000

360 0.36 31.68 73 18.91 0.60 147 38.07 1.20 214 55.43 1.75 6.000

420 0.42 30.96 62 16.06 0.52 134 34.71 1.12 196 50.76 1.64 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




144

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm


Limited




145





REMARKS:

ORIGNAL LENGTH OF THE SAMPLE= 7.5 cm PROVING RING FACTOR= 0.25 Kg/Div.

SAMPLE No.

I II III







Sta

in D

ial

Readin

g(D

iv

) Sta

in(%

)

Are

a(C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

0.0001 0..00001 0..00001 0..00001

75 1 11.52 22 5.50 0.48 38 9.50 0.82 51 12.75 1.11

150 2 11.64 34 8.50 0.73 54 13.50 1.16 68 17.00 1.46

225 3 11.76 44 11.00 0.94 68 17.00 1.45 82 20.50 1.74

300 4 11.88 54 13.50 1.14 82 20.50 1.73 97 24.25 2.04

375 5 12.01 65 16.25 1.35 98 24.50 2.04 113 28.25 2.35

450 6 12.13 77 19.25 1.59 114 28.50 2.35 126 31.50 2.60

525 7 12.27 90 22.50 1.83 125 31.25 2.55 138 34.50 2.81

600 8 12.40 101 25.25 2.04 130 32.50 2.62 147 36.75 2.96

675 9 12.53 109 27.25 2.17 128 32.00 2.55 154 38.50 3.07

750 10 12.65 104 26.00 2.06 120 30.00 2.37 158 39.50 3.12

825 11 12.82 95 23.75 1.85 154 38.50 3.00

900 12 12.96 144 36.00 2.78

975 13 13.11

1050 14 13.26

1125 15 13.42

1200 16 13.58

1275 17 13.74

1350 18 13.91

1425 19 14.08

1500 20 14.26


Limited




146

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

SH

EA

R S

TR

ES

S (

Kg

/sq

.cm

)


BORE HOLE NO.:BH-6 SAMPLE NO:UDS-7 DEPTH: 20.50 M COHESION(C)= 0.70 kg/sq.cm


0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

0 2 4 6 8 10 12 14 16 18 20

DE

VIA

TO

R S

TR

ES

S (

Kg/s

q.c

m )

STRAIN (%)

1.0 Kg/sq.cm

2.0 Kg/sq.cm

3.0 Kg/sq.cm


Limited




147


BH-6


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 26 6.73 0.19 57 14.76 0.42 107 27.71 0.79 1.000

120 0.12 34.56 43 11.14 0.32 91 23.57 0.68 177 45.84 1.33 2.000

180 0.18 33.84 59 15.28 0.45 126 32.63 0.96 218 56.46 1.67 3.000

240 0.24 33.12 73 18.91 0.57 150 38.85 1.17 234 60.61 1.83 4.000

300 0.3 32.4 78 20.20 0.62 156 40.40 1.25 236 61.12 1.89 5.000

360 0.36 31.68 71 18.39 0.58 147 38.07 1.20 225 58.28 1.84 6.000

420 0.42 30.96 60 15.54 0.50 134 34.71 1.12 204 52.84 1.71 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




148

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )




0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm


Limited




149


BH-7


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 25 6.48 0.18 60 15.54 0.44 101 26.16 0.74 1.000

120 0.12 34.56 43 11.14 0.32 83 21.50 0.62 142 36.78 1.06 2.000

180 0.18 33.84 55 14.25 0.42 100 25.90 0.77 173 44.81 1.32 3.000

240 0.24 33.12 67 17.35 0.52 110 28.49 0.86 198 51.28 1.55 4.000

300 0.3 32.4 72 18.65 0.58 123 31.86 0.98 209 54.13 1.67 5.000

360 0.36 31.68 64 16.58 0.52 130 33.67 1.06 212 54.91 1.73 6.000

420 0.42 30.96 53 13.73 0.44 121 31.34 1.01 200 51.80 1.67 7.000

480 0.48 30.24 109 28.23 0.93 184 47.66 1.58 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




150

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




151


BH-7


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 27 6.99 0.20 52 13.47 0.38 90 23.31 0.66 1.000

120 0.12 34.56 42 10.88 0.31 84 21.76 0.63 139 36.00 1.04 2.000

180 0.18 33.84 55 14.25 0.42 113 29.27 0.86 187 48.43 1.43 3.000

240 0.24 33.12 67 17.35 0.52 133 34.45 1.04 224 58.02 1.75 4.000

300 0.3 32.4 70 18.13 0.56 144 37.30 1.15 234 60.61 1.87 5.000

360 0.36 31.68 63 16.32 0.52 147 38.07 1.20 223 57.76 1.82 6.000

420 0.42 30.96 51 13.21 0.43 140 36.26 1.17 204 52.84 1.71 7.000

480 0.48 30.24 124 32.12 1.06 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




152

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm


Limited




153





REMARKS:


SAMPLE No.

I II III







Sta

in D

ial

Readin

g(D

iv

) Sta

in(%

)

Are

a(C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

0.0001 0..00001 0..00001 0..00001

75 1 11.52 22 5.50 0.48 31 7.75 0.67 41 10.25 0.89

150 2 11.64 34 8.50 0.73 46 11.50 0.99 53 13.25 1.14

225 3 11.76 42 10.50 0.89 56 14.00 1.19 64 16.00 1.36

300 4 11.88 51 12.75 1.07 66 16.50 1.39 74 18.50 1.56

375 5 12.01 60 15.00 1.25 78 19.50 1.62 88 22.00 1.83

450 6 12.13 71 17.75 1.46 91 22.75 1.88 103 25.75 2.12

525 7 12.27 82 20.50 1.67 103 25.75 2.10 115 28.75 2.34

600 8 12.40 90 22.50 1.81 111 27.75 2.24 126 31.50 2.54

675 9 12.53 96 24.00 1.92 108 27.00 2.15 135 33.75 2.69

750 10 12.65 91 22.75 1.80 98 24.50 1.94 141 35.25 2.79

825 11 12.82 82 20.50 1.60 136 34.00 2.65

900 12 12.96 126 31.50 2.43

975 13 13.11

1050 14 13.26

1125 15 13.42

1200 16 13.58

1275 17 13.74

1350 18 13.91

1425 19 14.08

1500 20 14.26


Limited




154

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

SH

EA

R S

TR

ES

S (

Kg/s

q.c

m )


BORE HOLE NO.:BH-7




0.0

0.5

1.0

1.5

2.0

2.5

3.0

0 2 4 6 8 10 12 14 16 18 20

DE

VIA

TO

R S

TR

ES

S (

Kg

/sq

.cm

)

STRAIN (%)

1.0 Kg/sq.cm

2.0 Kg/sq.cm

3.0 Kg/sq.cm

Series4


Limited




155


BH-7


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 26 6.73 0.19 57 14.76 0.42 107 27.71 0.79 1.000

120 0.12 34.56 43 11.14 0.32 91 23.57 0.68 177 45.84 1.33 2.000

180 0.18 33.84 59 15.28 0.45 126 32.63 0.96 218 56.46 1.67 3.000

240 0.24 33.12 73 18.91 0.57 150 38.85 1.17 234 60.61 1.83 4.000

300 0.3 32.4 78 20.20 0.62 156 40.40 1.25 236 61.12 1.89 5.000

360 0.36 31.68 71 18.39 0.58 147 38.07 1.20 225 58.28 1.84 6.000

420 0.42 30.96 60 15.54 0.50 134 34.71 1.12 204 52.84 1.71 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




156

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )




0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)

1.0 Kg/ sq. cm

2.0 Kg/sq. cm

3.0 Kg/sq. cm


Limited




157


BH-8


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 23 5.96 0.17 52 13.47 0.38 109 28.23 0.80 1.000

120 0.12 34.56 38 9.84 0.28 82 21.24 0.61 174 45.07 1.30 2.000

180 0.18 33.84 55 14.25 0.42 110 28.49 0.84 214 55.43 1.64 3.000

240 0.24 33.12 70 18.13 0.55 134 34.71 1.05 223 57.76 1.74 4.000

300 0.3 32.4 75 19.43 0.60 141 36.52 1.13 213 55.17 1.70 5.000

360 0.36 31.68 68 17.61 0.56 130 33.67 1.06 194 50.25 1.59 6.000

420 0.42 30.96 57 14.76 0.48 115 29.79 0.96 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




158

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




159


BH-8


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 38 9.84 0.28 68 17.61 0.50 107 27.71 0.79 1.000

120 0.12 34.56 59 15.28 0.44 102 26.42 0.76 161 41.70 1.21 2.000

180 0.18 33.84 71 18.39 0.54 126 32.63 0.96 199 51.54 1.52 3.000

240 0.24 33.12 76 19.68 0.59 139 36.00 1.09 221 57.24 1.73 4.000

300 0.3 32.4 68 17.61 0.54 142 36.78 1.14 224 58.02 1.79 5.000

360 0.36 31.68 57 14.76 0.47 134 34.71 1.10 214 55.43 1.75 6.000

420 0.42 30.96 120 31.08 1.00 197 51.02 1.65 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




160

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




161


BH-8


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 30 7.77 0.22 60 15.54 0.44 96 24.86 0.70 1.000

120 0.12 34.56 50 12.95 0.37 88 22.79 0.66 145 37.56 1.09 2.000

180 0.18 33.84 66 17.09 0.51 118 30.56 0.90 186 48.17 1.42 3.000

240 0.24 33.12 74 19.17 0.58 141 36.52 1.10 208 53.87 1.63 4.000

300 0.3 32.4 78 20.20 0.62 157 40.66 1.26 222 57.50 1.77 5.000

360 0.36 31.68 71 18.39 0.58 160 41.44 1.31 226 58.53 1.85 6.000

420 0.42 30.96 60 15.54 0.50 151 39.11 1.26 216 55.94 1.81 7.000

480 0.48 30.24 134 34.71 1.15 197 51.02 1.69 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




162

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




163





REMARKS:


SAMPLE No.

I II III







Sta

in D

ial

Readin

g(D

iv

) Sta

in(%

)

Are

a(C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

Pro

vin

g r

ing

Readin

g(D

iv

) Axia

l Load

(Kg)

Str

ess

(kg/C

m2)

0.0001 0..00001 0..00001 0..00001

75 1 11.52 36 9.00 0.78 58 14.50 1.26 72 18.00 1.56

150 2 11.64 56 14.00 1.20 87 21.75 1.87 97 24.25 2.08

225 3 11.76 75 18.75 1.59 110 27.50 2.34 118 29.50 2.51

300 4 11.88 89 22.25 1.87 126 31.50 2.65 134 33.50 2.82

375 5 12.01 100 25.00 2.08 140 35.00 2.91 146 36.50 3.04

450 6 12.13 110 27.50 2.27 147 36.75 3.03 156 39.00 3.22

525 7 12.27 118 29.50 2.40 144 36.00 2.93 164 41.00 3.34

600 8 12.40 124 31.00 2.50 135 33.75 2.72 159 39.75 3.21

675 9 12.53 120 30.00 2.39 149 37.25 2.97

750 10 12.65 108 27.00 2.13

825 11 12.82

900 12 12.96

975 13 13.11

1050 14 13.26

1125 15 13.42

1200 16 13.58

1275 17 13.74

1350 18 13.91

1425 19 14.08

1500 20 14.26


Limited




164

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

SH

EA

R S

TR

ES

S (

Kg/s

q.c

m )


BORE HOLE NO.:BH-8




0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0 2 4 6 8 10 12 14 16 18 20

DE

VIA

TO

R S

TR

ES

S (

Kg/s

q.c

m )

STRAIN (%)

1.0 Kg/sq.cm

2.0 Kg/sq.cm

3.0 Kg/sq.cm


Limited




165


BH-8


6.0


SAMPLE No.

I II III







Defo

rmation

Dia

l

Readin

g(D

iv

) Defo

rmation

(cm

)

Corr

ecte

d

Are

a (

sq

cm

)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Pro

vin

g r

ing

Readin

g

(Div

)

Shear

Forc

e

(Kg)

Shear

Str

ess

(Kg/C

m2)

Str

ain

(%

)

0..00001 0..00001 0..00001 0.0001

60 0.06 35.28 25 6.48 0.18 57 14.76 0.42 98 25.38 0.72 1.000

120 0.12 34.56 43 11.14 0.32 94 24.35 0.70 161 41.70 1.21 2.000

180 0.18 33.84 63 16.32 0.48 129 33.41 0.99 210 54.39 1.61 3.000

240 0.24 33.12 74 19.17 0.58 149 38.59 1.17 231 59.83 1.81 4.000

300 0.3 32.4 78 20.20 0.62 156 40.40 1.25 236 61.12 1.89 5.000

360 0.36 31.68 71 18.39 0.58 147 38.07 1.20 223 57.76 1.82 6.000

420 0.42 30.96 60 15.54 0.50 130 33.67 1.09 204 52.84 1.71 7.000

480 0.48 30.24 8.000

540 0.54 29.52 9.000

600 0.6 28.8 10.000

660 0.66 28.08 11.000

720 0.72 27.36 12.000

780 0.78 26.64 13.000

840 0.84 25.92 14.000

900 0.9 25.2 15.000

960 0.96 24.48 16.000

1020 1.02 23.76 17.000

1080 1.08 23.04 18.000

1140 1.14 22.32 19.000

1200 1.2 21.6 20.000

Nromal Stress


LAB. PROJECT NO:


ORIGNAL LENGTH OF

THE SAMPLE ( cm) =

TYPE OF THE TEST:

BORE HOLE NO.:


Limited




166

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

SH

EA

R

ST

RE

SS

( k

g/s

q.c

m )



0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 2 4 6 8 10 12 14 16 18 20

SH

EA

R S

TR

ES

S (

kg/s

q.c

m )

STRAIN (%)



Limited




167

14.0 Bore hole location plan

Annexure


Limited




168

15.0 Bore Hole Images

Bore Hole Location BH - 1



Limited




169




Limited




170




Limited




171




Limited




172

Soil Samples


Limited




173

16.0 RECOMMENDATIONS:

Depending on the field and laboratory observations of subsoil strata, test results and the type of structures proposed at site, the types of foundations, depths and net safe bearing capacities recommended for design purposes are given in the following table. The net SBC/API in the following table are the lower of the values obtained from shear failure criterion as per IS: 6403 and settlement failure criterion as per IS 8009, Part-I.

.

Type of

Foundation

Depth of

foundation

below

existing

ground

surface

(m)

Size of

Foundation

(m)

Net Safe Bearing Capacity/ Allowable

Pressure Intensity (T/m2)

In Shear In

Settlement

Recommended

Open spread

Isolated

(Square)

Footing

1.5

2.0 x 2.0

2.5 x 2.5

3.0 x 3.0

20.46

22.22

23.98

10.00

11.45

12.63

10.00

11.45

12.63

2.0

2.0 x 2.0

2.5 x 2.5

3.0 x 3.0

25.85

27.67

29.49

12.58

14.21

15.42

12.58

14.21

15.42

2.5

2.0 x 2.0

2.5 x 2.5

3.0 x 3.0

30.49

32.31

34.13

16.12

17.89

19.71

16.12

17.89

19.71

5.0 4.0 x 4.0 65.89 21.05 21.05


Limited




174

Dia of

piles

(cm)

Cut-off

level

below

EGL.

(m)

Length of

piles below

cut-off

(m)

Safe load carrying capacity

( T )

In

compression

In uplift Lateral

60 2.00

20.00 119.2 37.5 6.9

22.00 131.9 43.8 6.9

24.00 144.7 50.2 6.9

26.00 157.4 56.5 6.9

75 2.00

20.00 163.3 46.8 10.1

22.00 179.2 54.8 10.1

24.00 195.1 62.7 10.1

26.00 211.1 70.6 10.1

O/H, H T LINE 66 KV CUT LINE - environmentclearance.nic.in · km:8.842.50 fm c.l. of anand vihar...

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