O/H, H T LINE 66 KV CUT LINE - environmentclearance.nic.in · km:8.842.50 fm c.l. of anand vihar (halt) at ch. km.9.850.00 ch. ... parcel platform 200.0 mtr. long 12.0 mtr. wd. 3040
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Redevelopment of Anand Vihar Railway Station
Yard Plan
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MMD-321807-EX - DR-00 -YP -1200
Northern Railway
0 APR
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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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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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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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WD=2000
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T=300
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R=150
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UP
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ENTRY
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ENT.
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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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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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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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24 NOS. TICKET COUNTERS
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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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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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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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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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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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CURVE No.
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DEFLECTION ANGLE (Δ))
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RADIUS (Mtr.)
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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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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 630.02 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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SALOON SIDING 50.0M
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CSR 190.0 M TRAP TO DE
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LEVEL
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CH:KM 9.77
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4.00°
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437.50
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250.00
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58.93
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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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TP-2
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1ST LINE
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2ND LINE
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3RD LINE
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UP GAL
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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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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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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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WHEEL LATHE PIT SHED
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AUGMENTATION OF LINEN STORES (15X8.0 M) AT FIRST FLOOR
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TP1
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CRS=340m
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DIESEL LOCO PIT SHED
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ELECTRIC LOCO PIT SHED
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DE
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INSPECTION PIT 50000 LONG WITH 900 MM RAISED AND 5.0 M WIDE POWER CAR ON BOTH SIDE
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POWER CAR SHED 40.0MX6.0M WITH 5.0M GANTRY
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D/S OFFICE FOR POWER CAR SHED (5.0X4.0M)
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CRS=185.0m
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PATHWAY 3.0M WIDE
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CH. KM:8.308.34
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CH. KM:8.383.34
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CH. KM:8.368.79
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KM:8.472.42 F.M
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KM:8.504.15
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CH. KM:8.553.34
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CH. KM:8.579.24
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CH. KM:8.644.24
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CH. KM:8.700.389 DE
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CH. KM:8.786.389
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CH. KM:8.927.8269
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CH. KM:8.956.6469
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CH. KM:8.985.9469
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CH. KM:8.981.752
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CH. KM:8.420.98
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CH. KM:9.013.512
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CH. KM:9.071.500
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CH. KM:9.235.81
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CH. KM:9.247.81
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CH. KM:9.302.03
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CH. KM:9.366.28
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CH. KM:10.193.45
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CH. KM:10.171.561
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CH. KM:10.173.691
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CH. KM:8.867.23
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FM
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CH. KM:8.892.248
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FM
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CH. KM:8.879.73
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FM
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CH. KM:8.871.55
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FM
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CH. KM:8.891.53
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SWITCH ROOM 5X4M (HARD DRAWN WIRE ENCLOSURE)
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SWITCH ROOM 5X4M (HARD DRAWN WIRE ENCLOSURE)
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OVER RUNTO BE KEPT CLEAR CSR =120M FM TO DE
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PF NO.2 & 3 -585.0M X 14.00M (PH-I)
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9.00°
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8.43°
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194.44
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14.33
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28.61
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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
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Annexure-II
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saurabhtrivedi
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Annexure-III
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Annexure-IV
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Annexure-V
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Annexure-VI
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Annexure-VII
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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
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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
Indian Railways Station Development Corporation
Limited
Redevelopment of AnandVihar Railway Station
Geotechnical Investigations Report
Delhi Integrated Multi Modal Transit System Limited
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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3.2 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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4.3 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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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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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.
6.1.2 At the locations of bore holes BH-2
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 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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(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.
6.1.3 At the locations of bore holes BH-3
The sub-soil 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
compactness of the strata.
(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
SPT field ‘N’ values ranging from 39 to 59 showing dense to very dense compactness of
the strata.
6.1.4 At the locations of bore holes BH-4
The sub-soil strata: -
(a) From existing ground surface to 4.50 m depths consists of yellowish silty sand
(SM), having SPT field ‘N’ values ranging from 12 to 16 showing medium dense
compactness of the strata.
(b) From depths 4.50 – 12.00 m consists of grayish fine sand (SP-SM), having SPT
field ‘N’ values ranging from 17 to 30 showing medium dense compactness of the
strata.
(c) From depths 12.00 – 19.50 m consists of yellowish clayey silt of low plasticity
(CL) having SPT field ‘N’ values ranging from 17 to 26 showing very stiff consistency of
the strata.
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(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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6.1.5 At the locations of bore holes BH-5
The sub-soil strata: -
(a) From existing ground surface to 4.50 m depths consists of yellowish silty sand
(SM), having SPT field ‘N’ values ranging from 10 to 11 showing medium dense
compactness of the strata.
(b) From depths 4.50 – 15.00 m consists of grayish fine sand (SP-SM), having SPT
field ‘N’ values ranging from 10 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 16 to 24 showing very stiff consistency of
the strata.
(d) From depths 21.00 – 30.45 m consists of yellowish fine sand (SP-SM), having
SPT field ‘N’ values ranging from 42 to 64 showing dense to very dense compactness of
the strata.
6.1.6 At the locations of bore holes BH-6
The sub-soil 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
consistency of the strata.
(b) From depths 7.50 – 19.50 m consists of grayish fine sand (SP-SM), having SPT
field ‘N’ values ranging from 13 to 31 showing medium to dense compactness of the
strata.
(c) From depths 19.50 – 22.50 m consists of yellowish clayey silt of low plasticity
(CL) having SPT field ‘N’ values ranging from 19 to 22 showing very stiff consistency of
the strata.
(d) From depths 22.50 – 30.45 m consists of yellowish fine sand (SP-SM), having
SPT field ‘N’ values ranging from 34 to 65 showing dense to very dense compactness of
the strata.
6.1.7 At the locations of bore holes BH-7
The sub-soil strata: -
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(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
field ‘N’ values ranging from 10 to 27 showing medium dense compactness of the
strata.
(d) From depths 13.50 – 20.50 m consists of yellowish clayey silt of low plasticity
(CL) having SPT field ‘N’ values ranging from 24 to 30 showing very stiff consistency of
the strata.
(e) From depths 20.50 – 30.45 m consists of yellowish fine sand (SP-SM), having
SPT field ‘N’ values ranging from 32 to 61 showing dense to very dense compactness of
the strata.
6.1.8 At the locations of bore holes BH-8
The sub-soil 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
consistency of the strata.
(d) From depths 19.50 – 22.50 m consists of yellowish clayey silt of low plasticity
(CL) having SPT field ‘N’ values ranging from 22 to 28 showing very stiff consistency of
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
SPT field ‘N’ values ranging from 49 to 65 showing dense to very dense compactness of
the strata.
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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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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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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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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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= 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
)
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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-8 SAMPLE NO:UDS-9 DEPTH:26.50 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 (%)
1.0 Kg/ sq. cm2.0 Kg/sq. cm3.0 Kg/sq. cmSeries4
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14.0 Bore hole location plan
Annexure
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15.0 Bore Hole Images
Bore Hole Location BH - 1
Bore Hole Location BH - 2
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Bore Hole Location BH - 3
Bore Hole Location BH - 4
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Bore Hole Location BH - 5
Bore Hole Location BH - 6
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Bore Hole Location BH - 7
Bore Hole Location BH - 8
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Soil Samples
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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
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Limited
Redevelopment of AnandVihar Railway Station
Geotechnical Investigations Report
Delhi Integrated Multi Modal Transit System Limited