FINAL PRESENTATION OF SIX MONTHS INTERNSHIP

SUBMITTED BY

Anshul Soni

B100030025

UNDER GUIDANCE OF

Mr. Bidyut Panda Mr. Dinesh Kumar

(Faculty Coordinator) (AGM)

ABOUT OMAXE

25 years old

Having its footprints in 9 states across 30 cities in India

Working on more than 1000 projects in India

DETAILS OF WORK

Clearing and Grubbing

Earthwork

Granular sub base

Water bound Macadam

Wet Mix Macdam

Lab work

Construction of Pavement Structures

Evaluation of Pavement Structures

Maintenance Programs of Pavement Structures

Design of Pavement Materials

Aggregates Asphalt

Laboratory Exp.

ROAD CONSTRUCTION

EARTHWORKS

The eventual aim of the earthworks phase of the construction is to position the subgrade underlying the pavement layers in the right location and at the correct level, and to provide drainage. The operations to be performed are:

•formation of cuttings by excavating through high ground,

•formation of embankments by filling over low ground, formation of embankments by filling over low ground, shaping the finished surface to design levels, and excavating for drainage works.

SEQUENCE OF OPERATIONSFOR EARTHWORK

The normal sequence of operations in cut and fill work is: –

In Cut :-

excavate to the depth necessary to reach formation level, py,

transport away from the site undesirable material such as organic soils

SEQUENCE OF OPERATIONSFOR EARTHWORK

In Fill :-

drain water from depressions and dispose of any unsuitable underlying material,

spread fill material in horizontal layers not more than 250 mm

Compacted properly

COMPONENTS OF FLEXIBLE PAVEMENT

SUB GRADE

Sub grade is normally formed with natural earth

Compacted to 97% of dry density .

Materials used for sub grade construction should have the dry density of not less than 1.75 gm/cc - Wherever necessary, the original ground shall be leveled to facilitate placement of first layer of embankment, scarified, mixed with water and then compacted by rolling so as to achieve minimum dry density.

SUB GRADE

As far as possible a non expansive soil should not be used for the sub grade.

The sub grade strength is assessed in terms of the CBR (California Bearing Ratio).

The design should be based on the CBR value of the weakest soil type proposed to be used for subgrade construction or encountered extensively at subgrade level over a given section of the road.

SUB BASE

Material comprise natural sand, gravel, metal, laterite crushed stone etc. and

Should have liquid limit and plasticity index of not more than 25 and 6 respectively

for drainage consideration the granular sub base should be extended over entire formation width in case of the sub grade soil is of relatively low permeability.

SUB BASE

In our project a GSB(granular sub base) of thickness 260mm is provided

BASE COURSE

Granular base comprises wet mix macadam (WMM) or other equivalent granular construction

In our project WMM of thickness 250mm is provided

BINDER COURSE

DBM(Dense Bitumen Macadam) of thickness 95mm is used in our project

BITUMINOUS SURFACING

Comprise of either a wearing course or a binder course with wearing course depending on traffic intensity and structural requirements

DBM( Dense bitumen macadam )is recommended

BC(Asphalt) of thickness 40mm is provided

DESIGN APPROACH AND CRITERIA AS PER IRC-SP

2002

The following three types of pavement distress resulting from repeated application of traffic are considered: (i)Horizontal tensile strain at the bottom of the bituminous layer (ii)Vertical compressive strain at the top of the subgrade (iii)Pavement deformation with in the bituminous layer

The deformation with in the bituminous layer is assumed to be controlled by meeting the mix design requirements

F A I L U R E C R I T E R I A

Fatigue Cracking

-Is due to the build up of tensile strain at the bottom of Asphaltic Concrete Layer

-Pavement is considered failed if 20% of the surface has cracked

Rutting Failure

-Is due to the build up of excessive compressive strain at the top of subgrade layer

-Pavement is considered failed if it exhibits a rut depth of 20 mm

TRAFFIC

Traffic is considered in terms of the cumulative number of standard axles (8160 kg) to be carried by the pavement during the design life

For estimating the design traffic, the following Information is needed:

-Initial traffic after construction (CVPD)

-Traffic growth rate during the design life ,By studying the past trends of traffic growth .

COMPUTATION OF DESIGN TRAFFIC

365 x A[(1+r)n – 1]N = --------------------------- x D x F

r

N = Cumulative No. of standard axles to be catered for the design in terms of msaD = Lane distribution factor A = Initial traffic, in the year of completion of construction, in terms of number of commercial vehicles per day F = Vehicle Damage Factorn = Design life in years r = Annual growth rate of commercial vehicles

EXAMPLE OF PAVEMENT DESIGN FOR A NEW BYPASS

DATA:Two-lane single carriageway = 400 CV/day (sum of both directions)Initial traffic in a year of completion of construction

Traffic growth rate per annum = 7.5 percent Design life = 15 years

Vehicle damage factor = 2.5 (standard axles per commercial vehicle)

Design CBR value of sub-grade soil = 4 %

Distribution factor = 0.75Cumulative number of standard axles to to be catered for in the design

365 x [(1+0.075)15 –1]N = ----------------------------- x 400 x 0.75 x 2.5

.0075

= 7200000 = 7.2 msa

Total pavement thickness for = 660 mm CBR 4% and Traffic 7.2 msa

Pavement Composition interpolatedFrom Plate 1, CBR 4% (IRC37-2001)Bituminous surfacing = 25 mm SDBC +

70 mm DBM Road base, WBM = 250 mm Sub-base = 315 mm

EXAMPLE OF PAVEMENT DESIGN FOR WIDENING AN EXISTING 2-LANE

NH TO 4-LANE DIVIDED ROAD

Data:i) 4-lane divided carriageway

Initial traffic in each directions in the year of = 5600cv / day

Completion of constructioniii) Design life = 10/15yrs

iv) Design CBR of sub-grade soil = 5 % v) Traffic growth rate = 8 % vi) Vehicle damage factor = 4.5 (Found

out from axle road survey axles per CV on existing road)

Distribution factor = 0.75VDF = 4.5CSA for 10 Years = 100 msa(million standard axle) CSA for 15 years = 185 msaPavement thickness for CBR 5% and 100 msa for 10 Years = 745 mmFor 185 msa for 15 years = 760 mm

Provide 300 mm GSB + 250 mm WMM + 150 mm DBM + 50 mm BC (10 years)

Provide 300 mm GSB + 250 mm WMM + 170 mm DBM + 50 mm BC (15 years)

EQUAL SINGLE WHEEL LOAD (ESWL)

(Boyd & Foster - 1950)

PROCEDURE

Traffic intensity is calculated for next 15 years by GMADA

GMADA has given those values to the Omaxe

On the basic of that values and geological profile made by survey

Design engineer designed the road as per the recommendation given by the IRC

PROCEDURE

Life of road is considered as 15 years so taking that a design of road was prepared

PROCEDURE

After getting the design the site engineer started construction

Clearing and grubbing were done keeping in mind that all the existing line road and sewer lines and water supply pipes may not get any type of loss.

All the instruments used in earthwork were mentioned by site engineer for safety of water supply and sewer pipe

PROCEDURE

After earthwork, subgrade layer for flexible pavement was compacted at omc up to 97%.

Levelling was done properly ,so that in lateral stages all the problem of drainage may not be faced.

One subgrade layer get prepared ,construction of sub base layer was started.

PROCEDURE

After the completion of sub base layer , its compaction is done

After the sub base completion tack coat is done for better bond between two layers

And construction base layer is started

PROCEDURE

After the base layer again tack coat is done and final surface layer is constructed in two layers

TEST ON SOIL

CBRDetermining Water Content In SoilDetermine Free Swell Index Of SoilDetermine The Plastic Limit Of SoilDetermine The Liquid Limit Of SoilDetermine Particle Size Distribution Of Soil

DETERMINING WATER CONTENT IN SOIL – OVEN DRYING METHOD

FREE SWELL INDEX OF SOIL

Free swell index = [Vd - Vk] / Vk x 100%

PLASTIC LIMIT OF SOIL

Take about 8g of the soil and roll it with fingers on a glass plate. The rate of rolling should be between 80 to 90 strokes per minute to form a 3mm dia.

The plastic limit should be determined for at least three portions of the soil passing through 425µm IS Sieve. The average water content to the nearest whole number should be reported.

DETERMINE THE LIQUID LIMIT OF SOIL

DETERMINE PARTICLE SIZE DISTRIBUTION OF SOIL

C B R

to determine the California bearing ratio by conducting a load penetration test in the lab

C.B.R. = (Test load/Standard load )X100

TEST ON BITUMIN

Determining Penetration of BitumenDetermining Specific Gravity of Bitumen

PENETRATION OF BITUMEN

Bitumen should be just sufficient to fill the container to a depth of at least 15mm in excess of the expected penetration.

SPECIFIC GRAVITY OF BITUMEN

i) Specific gravity (Solids and semi-solids) = (C-A )/[ ( B-A) - (D-C)]ii) Specific gravity (Liquids) = (E-A)/(B-A)The average of the two results should be reported.

TEST ON AGGREGATES

Water Absorption of AggregatesAggregate Impact ValueAggregate Abrasion ValueAggregate Crushing Value

WATER ABSORPTION OF AGGREGATES

Formula used is Water absorption = [(A - B)/B] x 100%.

AGGREGATE IMPACT VALUE

AGGREGATE ABRASION VALUE

AGGREGATE CRUSHING VALUE