NH 22

NH 21

NH 64

PILING AND PILE CAP

PRE-TENSIONING OF CONCRETE GIRDERS

REINFORCED EARTH WALL

QUALITY CONTROL

CLASSIFICATION DEPTH

Sandy Silt with Gravel (SM-ML)

0 – 5 m

Silty Clay with Low Plasticity (CL) 5 – 6 m

Silty Sand (SM) 6 – 9 m

Cobbles and Pebbles Intermixed with Sand and Silt

9 – 18 m

Silty Clay with Medium Plasticity (CL)

18 – 23 m

Routine test was carried for 2% of working piles.

The maximum settlement of test loading in position being not exceeding 12 mm.

Increments of 20%of design load are given after 45min.

Incremental loading is stopped once the rate of settlement is 0.1 mm in first 30 mins or 0.2 mm in first hour.

Load is maintained for 24 hours and then rebound is noted.

The plot is drawn for settlement v/s loading.

LOAD (T) SETTLEMENT (mm)

0.00 0.00

33.25 0.201

67.11 0.512

100.37 0.842

135.11 1.121

168.01 1.424

202.01 1.875

237.12 2.602

272.22 3.752

Pile cap is a reinforced concrete structure, which allows the load from a Pier to be equally shared between groups of piles.

PCC layer of 100 mm is laid

Chipping of the top 1m of pile is done

Marking is done on PCC layer for tying reinforcement leaving a clear cover of 75 mm on all sides

Shuttering is done after tying reinforcement

Concreting done in M-35 grade and a slump of 180mm.

DECREASE IN DEAD LOAD

HIGHER LOAD CARRYING CAPACITY

REDUCTION IN CROSS-SECTIONAL DIMENSION

CRACK FREE STRUCTURE

ECONOMY

ENABLES USE OF SEGMENTAL TECHNOLOGY

TIME SAVING

Thread the HTS Strands in the R/F cage of the Girder

Anchor all strands on the Pulling-block with master wedges and barrel

Stress the strands by pulling all four Macalloy Bars simultaneously up to a force of 60% of total force

Keep screwing the Macalloy Nut against the Live-end anchor frame plate

Place Four Central Hole Jacks on live end through already placed Macalloy Bars

Connect all four jacks to Power Pack through manifold arrangement

Stress the strands upto 100 Kg/cm² to remove slackness

Cut the extra strand and shift the girder to curing bed

De-tension the girders with help of arrangement same as that for Stressing

Concrete with RMC M40 grade with a Boom Placer, cast 15 cubes

Stress top strand/s one by one by Single Strand Jack requiring a pressure of 482 kg/cm²

Go up to full force as stipulated in the structural drawings i.e. 199.42kN equivalent to a pressure of 526kg/cm²

Retract the jack fully and remove the jacks from the Macalloy Bars

Cure the Girder on the stressing Bed for 3-4 days till it attains 90% strength (36 MPa)

CENTRAL HOLE JACKS

MACALLOY NUT

POWER PACK

MACALLOY BARS

MONOSTRAND JACK

SINGLE PULL STRESSING ARRANGEMENT

CONCRETING BY BOOM PLACER

COMPACTION

NEEDLE VIBRATOR

DOWELSDIAPHRAGM

TOP STRAND

BOTTOM STRAND

WEDGE-BARRELOUTER GIDER INNER GIRDER

DIAPHRAGM

Carried out at night when the traffic volume is low

Proper arrangements are made for traffic control

Speed of trailer is limited to 10km/h

Equipments used

1. Trailer 50 T capcity2. Terex Demag 120 T capacity3. Crane 100 Tcapacity 4. Lifting hooks

TRANSPORTATION OF GIRDER AT SITE

TEREX DEMAG

CRANE

GIRDER

TRAILER

ERECTION OF GIRDER BY CRANE

Reinforced Earth is a composite material formed by the interaction between a frictional soil and reinforcing strips.

The reinforcing strips resist stresses produced within the soil mass

Stresses are transferred to the strips via friction

Precast Concrete panels : prevent erosion of the backfillprovide an attractive, finished appearance

AMBALA END CHANDIGARH END

LENGTH OF WALL 139.114 m 214.114 m

MAX HEIGHT 5.605 m 8.045 m

MIN HEIGHT 1.489 m 1.295 m

GRADIENT 3.00 %

Excavation and installation of drainage system (if any)

Form and pour levelling pad, M30 grade, 150 mm x 350mm

Spread, water and compact backfill in lifts up to 50-75 mm above panel tie strips

Wood wedges and clamps to hold panels in position

Set and brace the course of facing panels

Attach filter cloth with adhesive

Set batter (12-15 mm) , Check horizontal alignment and level

Connect reinforcing strips to panel tie strips with bolts

QUALITY CHECK OF COMPACTION: SAND REPLACEMENT TEST

Bearing blocks/EPDM pads and set the second course of full panels

Compact backfill to within 60 mm of the top of the panels (min. 95% of MDD) upto 1500mm from inner face of panel

Plumb Check of completed panels

Repeat the steps to attain desired height

Lay filter media upto 600 mm from inner face of panel

Compact inner, 1500mm wide backfill upto min 90% MDD

90% MDD 95% MDD

HOOK FOR LIFTINGBRACING

WEDGE

CLAMP

EPDM PAD

SMOOTH-DRUM VIBRATORY ROLLER

LIGHTWEIGHT PLATE VIBRATOR

FILTER MEDIA

INWARD SLOPE OF 2.5%

LUG

HIGH ADHERENCE STRIPS

DATE OF TEST 06-12-07

LOCATION LHS, RE-WALL AMBALA SIDE

MAX. DRY DENSITY 2.02

OMC 9.5 %

BULK DENSITY OF SAND 1.349

WEIGHT OF SAND IN CONE (Wsc) = 880 gm

CYLINDER

CONE

WEIGH BALANCE

REPLACED EARTH

RAPID MOISTURE METER HOLE

SAND

DESCRIPTION UNIT TEST 1 TEST 2

FIELD DENSITY

Mass of wet soil from hole (Ww) gm 3645 4410

Mass of Sand + Cylinder before pouring (W1) gm 14000 14490

Mass of Sand + Cylinder after pouring (W2) gm 10882 10881

Mass of Sand in hole + Cone (W3 = W1-W2) gm 3118 3609

Mass of Sand in Hole (Wb = W3-Wsc) gm 2238 2729

Volume of Sand in the hole (V) cc 1659.01 2022.98

Bulk Density of Soil (Gb = Ww/V) gm 2.197 2.180

MOISTURE CONTENT

Moisture Meter reading % 7 5

Corrected moisture as per calibration (w) % 9 7

RESULTS

Density of Soil, Gd = (Gb×100)/(100+w) gm/cc 2.016 2.037

Percentage Compaction obtained % 99.78 100

Percentage Compaction required % 95 95

•Done at plant and on recieval at site

•6 cubes are cast for each Transit Mixer at plant as well as on site

SLUMP CONE

TAMPING ROD

NAME OF STRUCTURE : PSC GIRDER

GRADE OF CONCRETE : M 40

STRUCTURAL MEMBER : RP 39

LOCATION

: Site Lab

SIZE OF CUBE (mm) : 150*150*150

LOADING: 315 kN/min

CUBE NO.

WEIGHT(gm)

DENSITY(gm/cc)

AGE(days)

LOAD AT FAILURE

(kN)

COMPRESSIVE STRENGTH (N/mm² )

AVERAGE (N/mm² )

2 8305 2.461

3

450 20.00

19.854 8299 2.459 450 20.00

7 8300 2.459 440 19.56

5 8342 2.472

7

860 38.25

37.816 8295 2.458 870 38.70

9 8311 2.463 820 36.47

1 8296 2.458

28

1200 53.38

53.383 8300 2.459 1190 52.94

10 8329 2.468 1210 53.83

Characteristic Compressive Strength 40 N/mm²

Maximum size of Aggregate 20 mm

Degree of Workability 0.9 compacting factor

Degree of Quality Control Good (Table 40, SP23:1982)

Type of Exposure Normal (Table1700-3, MORTH)

Initial current margin 12kN/mm² (Table 1700-5 MORTH)

Target Mean Strength = 40 + 12 = 52 N/mm²

Table 5, IS: 10262-1999

Sand Content 38% Water 180kg

High Range Water Reducing Admixture 1.1%

Water : Cement 0.36 (figure 2 ,IS: 10262-1999, Curve E)

Free Water Content 158 kg

Cement 440kg

Total Water (after adjustments) 182.10kg

Fa (Sand) 672 kg

Ca (10mm+20mm) 1130 kg

20 mm aggt. (50%) 565 kg

10 mm aggt.(50%) 565 kg

Batch for 20 kg Cement:

Water Cement Sand 10 mm 20 mm

8.28 20 30.55 25.68 25.68