Construction and QC in Flexible Pavements 18 08 2013

7/27/2019 Construction and QC in Flexible Pavements 18 08 2013

1/134

In JointVenture


2/134

for al l my p resentat ions , please visi t

http: / /aproadbui ldqa.blogspot.com


3/134

Important Publications for Rural Roads

1.Specifications for Rural Roads, MORD(2004).

2.Rural Roads Manual IRC:SP:20-2002.

3. MORD Quality Assurance Handbook

for Rural Roads Volume I and II :2007

4.Hill Road Manual: IRC:SP:48-1998.

5.IRC:SP: 72-2007: Guidelines for design

of flexible pavements for low volume RuralRoads

6. IRC:SP: 62-2004 Guidelines for Designof Rigid Pavements for Rural Roads


4/134

Section 300 Earth works

301 Embankment construction302 Earth work in cutting303 Subgrade construction

304 Rock cutting305 Excavation for structures306 Fly ash Embankment construction307 Surface drains

308 Soil erosion and sedimentation control309 Turfing with sods310 Seeding and mulching


5/134

Section 400 Granular Sub-bases, Bases & surfacings

401 Granular Sub - Base402 Gravel/SoilAggregates base and surface course403 Lime treated soil for improved SubGrade / sub base404 Cement treated Soil sub-base/ base

405 Water Bound macadam sub-base/ bases/surfacing406 Wet Mix Macadam base407 Shoulder construction408 Local materials for road construction409 LimeFlyash stabilised soil sub-base

410 Industrial wastes for road construction411 CrusherRun macadam base412 Brick soling413 Stone set pavement


6/134

Section 500 Bituminous costruction

501 Preparation of surface.

502 Prime coat over Granular Base503 Tack coat504 Bituminous Macadam505 Built-up spray grout506 Modified penetration macadam507 Surface dressing508 20mm Thick premix carpet

509 Mix seal surfacing510 Seal coat511 Supply of stone aggregates for pavement courses512 Modified bitumen


7/134

Section 800 Concrete structures

802.2 Cement

802.3 Coarse AggregatesTable 800.1: Grading of Coarse Aggregates802.4 Fine AggregatessTable 800.2: Grading requirements of fine aggregates802.5 Water

803 Grades of Concrete804.3 Requirements of design Mix804.4 Nominal Mix Concrete808 Concreting under water

809 Concreting in Extreme Weather810 Protection and curing811 Finishing812 Construction Joints815 Tests and standards of Acceptance


8/134

1501 Plain Cement Concrete Pavement1501.2.2 Cement1501.2.3 Admixture1501.2.4 AggregatesTable 1500.1 Combined Gradation of aggregates for Concrete1501.2.5 Dowel bars1501.2.6 Water1501.2.7 Pre-moulded joint Filler

1501.2.8 Joint Sealing Compound1501.3 Mix Design1501.4 Workability1501.8 Joints

1501.10 Side Forms1501.15 Compaction of concrete1501.18 Curing1501.22 Sealing joints1501.23.5 Acceptance Criteria1501.26 Acceptance criteria for cracked concrete slabs


9/134

Other Important Sections in MORD Specifications200 Site Clearance

600 Brickwork for Structures700 Stone masonry for Structures800 Concrete for Structures900 Formwork and surface finish for structures

1000 Steel reinforcement1100 Pipe culverts1200 RCC slab culverts and minor bridges1400 Cement Concrete Causeways

1500 Cement Concrete Pavement1600 Hill Road Construction1800 Quality Control1900 Maintenance


10/134

Important Sections in IRC:SP:20-2002

Chapter 1: Planning and AlignmentChapter 2: Geometric Design StandardsChapter 3: Climate and EnvironmentChapter 4: Road Materials

Chapter 5: Pavement designChapter 6: Road DrainageChapter 7: Culverts and Small BridgesChapter 8: Construction and Specifications

Chapter 9: Use of Waste materialsChapter 10: Quality Control in ConstructionChapter 11: MaintenanceChapter 12: Souces of Finance


11/134

Typical cross section with control lines, buiding lines and

road land width


12/134

Typical cross section in plain and rolling terrain


13/134

Typical cross

section in

steep and

mountainous

terrain


14/134

Widening of pavement at curve

Radius of curve (M) Upto 20 21 - 60Above

60

Extra widening for

3.75m wide single lanecarriageway (M) 0.9 0.6 nil


15/134

eeeeEeeee

Sub-Grade (300mm)

Sub base

Base

Embankment

shoulder shoulder

Typical Pavement Cross Section


16/134

Impo rtant Quali ty Con trol Tests in Select ing so i l or

earth for embankment, sub-grade and shoulders

Liquid Lim i t in% (water absorb ing nature)Plas tic i ty Index in% = L.L - P.L (So ften ing Nature)

Free Swell Index in% (expansive nature)

Maximum Dry Densi ty (ind irect strength indicator)

Opt imum Moistu re Con tent in% (enables effect ive

com pact ion at si te)

Standard Procters Compaction for low traffic roadsModified Procters Compaction for high traffic roads

Cal i forn ia Bearing Ratio (CBR in%) ind icates bearing

capaci ty


17/134

Granular Base (WMM/WBM)RC 100%

BT Surfacing

Granular Sub Base: CBR: 20%(min). LL 25% & PI 6%. RC 100%

Wet Aggregate Impact Value 50%. % passing 75 micron sieve10%

(301)Embankment (FSI 50%, LL 70% & PI 45%) RC 97%

MDD 1.44g/cc up to 3m height and MDD 1.52g/cc for > 3m height

(303)Sub-Grade 500m thick. RC 100%

(FSI 50%, LL 70%(50%) & PI 45%(25%).MDD 1.65g/cc

Earthen

shoulders

Note: StandardProcters com pact ion is necessary to f ind out MDD and OMC.

RC: Relat ive Com paction = Field Dry Density / laboratory MDD (Maximum Dry Dens ity),

OMC: Optimum Mo istu re Content, FSI: Free Swell Index , LL: L iquid L imit, PI: Plastici ty Index,

EIV: Elongatio n Index Value, FIV: Flakiness Index Value, AIV: Ag gregate Impact Value.MDD and OMC values obtained in Standard Proc ter Compaction test as per IS:2720 part 7

For GSB, % passing 75 micron sieve shal l be restr icted to 5% on clayey sub-Grades.

Max. Liquid Lim it and plastic i ty Index for s ub g rade are modif ied as 50% and 25% vide IRC:36-2010

Typ ical cros s sect ion o f road show ing the requ ired

pavement composi t ion as per MORD and IRC guidel ines

Earthen

shoulders


18/134

BLACK TOPPED SURFACINGS

Strengthening layers

Bituminous Macadam

Modified Penetration Macadam

Wearing CoursesSurface Dressing

Open Graded Premix Carpet

with seal coatClosely graded premix carpet or Mix

Seal surfacing (hot mix process)


19/134

Recommended use of Cationic Emulsions

as per IS 8887: 2004

Type Recommended uses

Rapid Setting RS 1 Tack Coat

Rapid Setting RS 2 Surface Dressing

Medium Setting MS Pre mixes and plant mixes

Slow Setting SS 1Fog seal, Crack Seal, Prime

Coat

Slow Setting SS 2Slurry Seal and mixes with

higher fine aggregate %

Cost of SS1 emulsion is very much higher than others.


20/134

O 02 i C l b


21/134

MORD 502.Prime Coat over granular baseApplication of single coat of low viscosity liquid

bituminous material to an absorbent granular surface toany superimposed bituminous treatment

1) It coats and bonds loose mineral particles of granularsurface

2) It water proofs the surface of the base by plugging

capillary or un connected voids

3) It provides adhesion or bond between the granular baseand bituminous layers

MORD Table 500-1, Primer requirements

Porosity Surface Quantity kg/10sqm

Low WBM/WMM 7 - 10Medium Stabilised base 9 - 12

High Gravel base 12 - 15


22/134

Prime coat over WMM

Check for rate of spread

20cm 20cm 3cm trays

for binder collection

O WMM/WBM f i t f ll d b d


23/134

On WMM/WBM surface, prime coat followed by sand

flushing is a better option to allow traffic for a few days


24/134

MORD 503 Tack Coat

Binder used for tack coat shall be Rapid Setting

RS-1conforming to IS: 8887

MORD Table 500-2, Rate of application of tack coat

Type of surfaceBitumen emulsion

Kg/sqmNominal bituminous

surfaces0.20 to 0.25

Dry and hungry

bituminous surfaces0.25 to 0.30

Granular surfaces

treated with primer0.25 to 0.30

Cement concrete

pavement 0.30 to 0.35


25/134

S.NoType of

surface

Rate of spray

(emulsion)

Kg/M2

Rate of spray

(Bitumen-VG-10)

Kg/M2

iBituminous

surface 0.20 to 0.30 0.30 to 0.40

ii

Granular

surfacetreated with

primer

0.25 to 0.30 0.35 to 0.40

Rate of application of tack coat as pertable4 of IRC:SP: 78-2008


26/134

Bitumen BitumenTemp.C AggregateTemp.C MixTemp.C LayingTemp. C RollingTemp.C

VG - 40 160 - 170 160 - 170 160 170 150 min. 100 min.

VG - 30 150 - 165 150 165 150 165 140 min. 90 min.

VG - 20 145 165 145 165 145 165 135 min. 85 min.

VG - 10 140 160 140 160 140 160 130 min. 80 min.

Modified 165 - 185 155 175160

maximum

130

Minimum

115

minimum

Mixing, laying and rolling temperatures for VG grade

paving bitumen and modified binder

MORD 508 Open Graded Pre Mix Carpet (OGPC)


27/134

MORD 508 Open Graded Pre Mix Carpet (OGPC)

20 mm thick pre mix carpet

AIV < 30%, FIV < 25% and WA < 1%

for coarse aggregates.

Aggregate

13.2mmchips = 0.18cum11.2mm chips = 0.09cum

(13.2mm = passing 22.4 &

retained on 11.2mm sieves11.2mm chips passing 13.2mm

retained on 5.6mm sieves)

Binder

Bitumen @ 14.6 kg/ 10sqm

Emulsion @ 21.5 kg/ 10sqm

MORD 510 Seal Coat


28/134

MORD 510 Seal Coat

Table 500.16, Requirement of materials for seal coat

Type of seal coatPer 10sqm

Bitumen kg Emulsion kgType A Liquid seal coat 9.8 12 to 14

Type B Pre mix seal coat 6.8 10 to 12

Type C Pre mix seal coat

using 6.7mm chips

4.5% by weight of

total mixture 9 to 11

Quantity of chips per 10sqm as per cl.510.2.2

6.7mm chips (passing 11.2 mm and retained on 2.36mm

sieve) for type A0.09cum

Sand or grit (for type B) passing 2.36mm sieve and

retained on 180 micron sieve0.06cum

6.7mm for type C 0.09cum

Physical requirements of C.A as per 508.1.2.2

S f l i i i b f


29/134

Surface cleaning is in progress before

laying of Prime coat

S f i di t l ft l i i t


30/134

Surface immediately after laying prime coat

Primed WBM surface


31/134

Primed WBM surface.

PM - TPQA Inspection of Narasimhapuram road in Koduru (M)


32/134


in Krishna District on 02-08-2013. Primed surface with sand

flushing. It prevents stripping of binder along with tyres.



33/134


Krishna District on 02-08-2013. Primed surface with sand

flushing. Electrical pole needs shifting.



34/134


Krishna District on 02-08-2013. Primed WMM surface with

sand flushing.

Sieve analysis for OGPC chips of 13 2mm and 11 2mm size


35/134

Sieve analysis for OGPC chips of 13.2mm and 11.2mm size.

Collection of heated chips for checking temperature


36/134

Collection of heated chips for checking temperature.

Checking OGPC mix tempetrature


37/134

Checking OGPC mix tempetrature.

Checking bitumen tempetrature


38/134

Checking bitumen tempetrature.

Checking rate of spread of binder for prime coat


39/134

Checking rate of spread of binder for prime coat.

Checking rate of spread of binder for tack


40/134

Checking rate of spread of binder for tack

coat over primed WBM.

Checking OGPC mix tempetrature during spreading


41/134

Checking OGPC mix tempetrature during spreading.

OGPC Mix being spread.


42/134

OGPC Mix being spread.

OGPC mix being spread


43/134

OGPC mix being spread.

OGPC being rolled


44/134

OGPC being rolled.

Primed WBM Surface and 20mm thick OGPC


45/134

Primed WBM Surface and 20mm thick OGPC

surface

20mm thick OGPC surface Before Application of


46/134

20mm thick OGPC surface Before Application of

Seal Coat

screen ng . mm c ps or Seal Coat to remove


47/134

screen ng . mm c ps ormaterial passing 2.36mm.

Verifying loose thickness (9mm) of type A


48/134

Verifying loose thickness (9mm) of type A

seal coat over OGPC.

Seal coat Material Spreading


49/134

Seal coat Material Spreading


50/134

Before Seal coat Application

After Seal coat application

Checking width of OGPC + SC.


51/134

Checking width of OGPC SC.

Checking the thickness of OGPC + SC.


52/134

Checking the thickness of OGPC SC.

ins pect ion on 21-09-2011. R&B road to Venkayyapalem .


53/134

MORD Table 1800.7, Frequency of Quali ty Con tro l Tests


54/134

for OGPC or Mix Seal Surfacing

Test Test Method Frequency

AIV IS: 2386-part 4 1 test per 250 cu.m per source

FIV IS: 2386-part 1 1 test per 250 cu.m per source

Stripping IS: 6241-19711 set of 3 representative

specimens per source

WaterAbsorption

IS: 2386-part 3 1 set of 3 representativespecimens per source

Soundness IS: 2386-part 5 1 test per source

Grading IS: 2386-part 1

1 test per 50 cu.m of

aggregates

Binder ContentAppendix 10.8

of IRC: SP: 201 test per 500 cum or per day

Thickness - regularly


55/134

Calc lat ion of percentage of bi t men for combined la er of


56/134

Calculat ion of percentage of bi tumen for combined layer of

O.G.P.C + Type A Liqu id Seal coat.

MORD table 1800.7( Appendix 10.8 of IRC:SP:20)

A ll the IRC public ations IRC:SP:20, IRC:SP:11: Hand boo k fo r

quali ty contro l and PMGSY Qual i ty Assurance Manuals

st ipulate that bi tumen content is to be assessed on

percentage for OGPC and MSS also .

Calculat ion of Densi ty of ch ips:

Diameter of the Cyl inder 100mm

Heigh t of Cyl inder 113mm

Volume of Cylin der 0.0008871cuMWeigh t of 13.2mm and 11.2mm ch ips 1.332Kg

Weigh t of 6.7mm ch ips 1.308Kg

Densit y of 13.2mm and 11.2mm ch ips 1501.606Kg /cuM

Dens ity of 6.7mm ch ips 1474.550Kg/cuM


57/134

Calculatio n of percentage of bitum en fo r O.G.P.C in 10 SqM

Volume of OGPC ch ips (13.2mm and 11.2mm) 0.27cuM

Weigh t o f OGPC ch ips = 0.271501.606= 405.334Kg

Weigh t of Bitumen = 14.6Kg

Weigh t of OGPC Mix = 419.934Kg

Percen tage o f B itumen in OGPC m ix=10014.6419.934

=3.476%


58/134

Calcu lat ion of percentage of bitum en for Type A seal coatin 10 SqM

Volume of 6.7mm ch ips 0.09cuM

Weigh t o f 6.7mm ch ips = 0.091474.550= 132.71Kg

Weigh t of Bitumen = 9.8Kg

Weigh t of Type A seal coat Mix = 142.51Kg

Percen tage of B itumen in Seal coat m ix=1009.8142.51

=6.887%


59/134

Calculat ion of percentage of bi tumen for Combined Mix of

OGPC and Type A seal co at per 10 SqM

Total Weight of OGPC+Type A Seal Coat=419.934+142.51 = 562.444Kg

Total Vo lume of Combined OGPC+SC = 0.27+0.09 = 0.36cuM

Total Weigh t of B itumen in Com bin ed OGPC+SC = 14.6+9.8=24.4Kg

Percentage o f B itum en in OGPC+Type A Seal Coat

=10024.4562.444

=4.337%


60/134

Mix Seal Surfacing 20mm thick ov er WMM treated w ith single

f d i i h 0 04 f 6 3 h i


61/134

coat surface dress ing w ith 0.04 cum of 6.3mm ch ips over

7.5kg/10sq.m bitum inous coat (SSD).

Mix Seal Surfacing 20mm thick over WMM treated with SSD.SSD i f d t i t h t ll t ffi


62/134

SSD is preferred to prime coat as we have to allow traffic.

B C


63/134

Base Courses:

Wet Mix Macadam

Crusher Run Macadam

Water Bound Macadam

Dry Lean Concrete

Requirements of Base Courses:

Densely Compacted layers with hard, durable,

angular and non-plastic materials capable of resisting

heavy loads, resistance to lateral movement andtransmission of reduced uniform load distribution to

sub base layers

WMMWBM with gravelly soil blindage


64/134

WBM with gravelly soil blindage

WBM with screenings and binder

CRM

MORD Table 400-7, Physical Requirements of Coarse


65/134

Test Sub-base Base Surfacing

AIV < 50% < 40% < 30%

FIV < 30% < 25% < 20%

Soundness Test when water absrption > 2%

Loss with sodium sulphate < 12%

Loss with magnesium

sulphate

< 18%

Aggregates for WBM

For Screenings: LL < 20%, PI < 6% and % passing 75 micronsieve < 10% (405.2.8)

For binder: PI < 6% for sub base and base. PI shall be from 4 to10% for binder for srfacing (405.2.9)


66/134

Coarse Aggregates: Gr-I to Gr-III,

Screenings: Type-A: 6mm and 10mm,Type-B: Stone Dust

Binder: Stone Dust. Gravel for WBM as wearing course

Process of WBMSpreading Metal > Sectioning and Dry Rolling >

Light Sprinkling of Water > Rolling > Application of

Screenings > Brooming > Rolling > Watering &Sweeping > Rolling > Application of Binder >Sprinkling of Water & Sweeping > Rolling > Settingand Drying

C l ti


67/134

IS SieveCumulativ

%

passing

specified

125mm 100 100

90mm 92 90 - 100

63mm 45 25 - 60

45mm 8 0 - 15

22.4mm 3 0 - 5

Grade I HBG metal

as per table 400 - 8

C l ti


68/134

IS SieveCumulativ

%

passing

specified

90mm 100 100

63mm 94 90 - 100

53mm 50 25 - 75

45mm 7 0 - 15

22.4mm 3 0 - 5

Grade II HBG metal


IS SieveCumulativ

% specified


69/134

IS Sieve %

passing

specified

63mm 100 100

53mm 97 95 - 100

45mm 80 65 - 90

22.4mm 8 0 - 10

11.2mm 2 0 - 5

Grade III HBG metal


MORD Table 400 - 9

T f i IS Si % i


70/134

Type of screenings IS Sieve % passing

Type A 13.2mm

(6mm & 10mm

chips)

13.2mm 100

11.2mm 95-1005.6mm 15-35

180 micron 0-5

Type B 11.2mm(stone dust)

11.2mm 100

5.6mm 90-100

180 micron 15-35

Type B screenings

or binderType A screenings

WBMStone screenings Binder

per 10SqMtype quantity/10Sqm


71/134

per 10SqMtype quantity/10Sqm

Gr I - 133/100mm type A 0.27 to 0.3 cum 0.08 to 0.10 cum

Gr II 100/75mm type A 0.12 to 0.15 cum0.06 to 0.09 cum-do- type B 0.20 to 0.22 cum

Gr III 100/75mm type B 0.18 to 0.21 cum

Item

Coarse

Aggregates

Type A

screenings

(6mm)

Type B

screenings

(dust)

Binder

(dust)

Grad I WBM 1.21 cum 0.27 cum nil 0.08 cum

Grade II WBM with

type A screenings0.91 cum 0.12 cum nil 0.06 cum

Grade II WBM with

type B screenings0.91 cum nil 0.20 cum 0.06 cum

Grade III WBM 0.91 cum nil 0.18 cum 0.06 cum

Incorrect practice of WBM with gravelly soil

bli d d t d th


72/134

blindage adopted over the years.


73/134

Spreading of metal using templates placed across the roadabout 6m apart


74/134

about 6m apart.


75/134

Dry rolled surface

Making up of the surface irregularities of the metal surface


76/134

After dry rolling, spreading of screenings is in progress to fillvoids in the coarse aggregates


77/134

voids in the coarse aggregates.

Brooming with hand brooms, to fill voids inthe coarse aggregates


78/134

the coarse aggregates

Sprinklingof water is in progress


79/134

Rolling after sprinkling of water


80/134

Application of binding material successively in two ormore thin layers Due to application of stone dust as


81/134

more thin layers. Due to application of stone dust asscreenings and binder internal friction between coarse

aggregates is not getting reduced.

WBM using grade III HBG metal and crusher dust as type Bscreenings and binder


82/134

screenings and binder

Surface of WBM with grade II HBG metal. Type A screenings used are6mm and 10mm and binder is stone dust. Grade III collections in progres.


83/134

Narakoduru Anantavarappadu road in Guntur District.

Surface of WBM with grade III HBG metal. Type B screenings and binderused is stone dust. Narakoduru Anantavarappadu road in Guntur District.


84/134

ins pec tion dt . 05-10-2011 in East Godavari d istr ict. Grade IIWBM completed from Km0.0 to 1.4 of PR road to


85/134

p

Dasarivanipeta and to cyc lone shelter.

ins pec tion dt .05-10-2011 in East Godavari d istr ict. Grade IIWBM com pleted from Km 0.050 to 1.600. Gurajanapal l i to


86/134

p j p

Bandulavar ipalem from Km0.0 to 1.775

TPQA Inspection of Road from KEM R&B Road toChenchupapayapalem- Checking the Thickness of WBM


87/134

p p y p g

Grade-III Layer. Volumetric analysis.

TPQA Inspection of Madnur ZP Road to Chinnapattupalem-View of WBM Grade-III Layer.


88/134

y

MORD 406 WET MIX MACADAM

Table 400 12 WMM Grad ing


89/134

Mater ials : 40mm , 20mm , 12mm , 6mm &Stone Dust Mixing at

Pug Mil l w ith Water, Conveyed to Site, Spreading by Paver

and Rol l ing.

Relat ive Compaction = 100 %

IS Sieve

Designation

Per cent by weight

passing the IS Sieve

53.00 mm 100

45.00 mm 95-100

22.4 mm 60-80

11.20 mm 40-60

4.75 mm 25-40

2.36 mm 15-30

600.00 micron 8-22

75.00 micron 0-8

Table 400.12, WMM Grad ing

MORD Table 400.11

Physical Requ irements of

Aggregates fo r WMM

as per tab le 400.11

A IV: 40% (Max)

FIV: 25% (Max)

Water Absorp t ion : 2% (Max)

Soundness test is necessary

if W.A . exceeds 2%

Pug m il l for Wet Mix Macadam


90/134

Loading WMM into t ipper at Pug m i ll


91/134

Laying o f Wet Mix Macadam w ith paver


92/134

WMM is being spread using paver.


93/134

Wet Mix Macadam on Mangalagir i Rayapudi road


94/134

Moisture content versus Dry density relationship forWet Mix Macadam


95/134

MoistureContent %

Dry Densityg/cc

4.76 2.11

5.63 2.14

6.08 2.19

6.82 2.32

10.25 2.159

11.86 2.10

Wet Mix Macadam

OMC = 6.82%

MDD = 2.32 g/cc

2.05

2.1

2.15

2.2

2.25

2.3

2.35

0 5 10 15

Table 400-1, MORD Specifications for Rural RoadsGrading for Granular Sub-Base materials. Table 4.4 of


96/134

IS SieveDesignation

Percent by weight passing through the IS sieve

Grading I Grading II Grading III

75.0 mm 100 -- --

53.0 mm 100

26.5 mm 55-75 50-80 100

4.75 mm 10-30 15-35 25-45

0.075 mm < 10 < 10 < 10

Grading for Granular Sub Base materials. Table 4.4 ofIR:SP:20

1) L iq uid l im it t 25% and plasticity index 6%

2) On c layey sub grade % pass ing on 75 m icron s ieve shal l

no t exceed 5%

3) Wet Agg regate Impact Value shall (IS:5640) not exceed

50%

Definition of sand and gravel


97/134

Definition ofsand and gravelas per Code IS: 14901987

Sand and gravel are defined as Cohesion less

aggregates of angular, sub-angular, sub-

rounded, rounded, flaky or flat fragments of

more or less unaltered rocks or minerals.

According to the system,

gravel is the fraction of the material between

80mm IS sieve size and 4.75mm IS sieve size.

Sand is a fraction of the material between

4.75mm IS sieve size and 75 micron IS sieve

size.

River gravel along Wankid i vaagu across w hich is being con structed inkm 17/10 of Wankidi Kagaznagar in Ad i labad Distr ict . This type of

materia l sat isf ies gravel requ irements as per IS code or MORT&H


98/134

materia l sat isf ies gravel requ irements as per IS code or MORT&H

specif ications . A IV = 14%. It satis f ies grading III of table 400 2 forGranular Sub Base


99/134


100/134

Layer of adsorbed water surrounding

a clay particle. Sliding of such particles over

one another results in plasticity

Natural gravelly soil

LL = 38%, PI = 18%

Position after 24 hours

of adding water


101/134

,g

Total Absorption of particles indicate the presence of

negative charged particles in the gravelly soil. It indicates

high PI and LL values. It proves that the above sample is

earthen material only but not gravel or moorum.

Use of such soil presuming it as gravel is causing damage

and poor condition of Village Roads, Major District Roads,

State Highways and National Highways. Highway Engineers

must be able to differentiate between earth and gravel


102/134

Gravel ly so i l here is having a CBR more than 15% bu t

contains considerable clay content . Stone con tent present

gives strength and CBR bu t plast ic i ty of material passing 425

m icron reduces strength drast ically when soaked.

etained on 2.36mm sieve Passing 425 micron sieve


103/134

Retained on 4.75mm sieve

Retained on 425micron sieve

Passing 75micron sieve

GSB done using gravelly soil and sand mix in 2:1 ratio maygive a CBR of 20% and adding sand reduces plasticity. But

h GS d t hi h t t bl


104/134

when the GSB layer is soakeddue to high water table or

submergence, there is a chance of seperation of sand and

softening of GSB

Poor condition of roads due to use of gravelly soil with highlyplastic fine particles in sub-base and base layers.


105/134

Poor condition of roads due to use of gravelly soil with highlyplastic fine particles in sub-base and base layers.


106/134

Poor condition of roads due to use of gravelly soil with highlyplastic fine particles in sub-base and base layers. Softening of


107/134

n ng ue so en ng o grave y so n su - ase. e roarequires total reconstruction once the gravel in sub base

softens. Repairs and renewals dont help to any extent.


108/134

softens. Repairs and renewals don t help to any extent.

n ng ue so en ng o grave y so n su - ase. e roarequires total reconstruction once the gravel in sub base

softens. Repairs and renewals dont help to any extent.


109/134

softens. Repairs and renewals don t help to any extent.


110/134

Observe the softened and easily compressible gravel used in

sub base. It is the only cause for all the above cases.

GSB using crushed quarry spoils and granite for Pushkaramwork in Narsapur in WG Dt. Similar mix is being used as GSB

in NHAI works This type of mix eliminates all problems


111/134

in NHAI works. This type of mix eliminates all problems

associated with gravel combinations

Another view of GSB without gravel in NarsapurDrainage: Excellent, CBR: more than 60%


112/134

Katurivaripalem road in Guntur District. Sandy/silty soil subgrade. PM, TPQAs inspection on 02-01-2012. Plight of WBM

road covered with gravel cover done under NREGS One layer


113/134

road covered with gravel cover done under NREGS. One layer

of WBM and black topping is to be done on that stretch.

Behaviour of the so called gravel is seen here.

inspection of Allur road to M.T.Raju colony in PrakashamDistrict (PR). GSB done with Granite Quarry waste at

Cheemakurti It sat isf ies sub-base requ irements and


114/134

Cheemakurti. It sat isf ies sub-base requ irements and

wi thstood heavy rains.

inspection of R&B road Sankuvanigunta in KothapatnamMandal in Prakasham District (PR). GSB done with Granite

Quarry waste at Cheemakurti It sat isf ies sub -base


115/134

Quarry waste at Cheemakurti. It sat isf ies sub -base

requirements and w ithstood heavy rains.

GSB with HBG materials as per Grading III of MORD table400.1. Stone dust and 6mm to 10mm chips are mixed to

satisfy the grading It is producing CBR of more than 30%


116/134

satisfy the grading. It is producing CBR of more than 30%

Moisture content versus Dry density relationship forGSB with HBG crushed aggregates

fi i G di III f bl 400 2


117/134

Moisture

Content %

Dry Density

g/cc

2.87 2.14

3.73 2.17

5.4 2.22

7.69 2.26

9.07 2.165

10.39 2.11

confirming to Grading III of table 400-2

OMC = 7.69 %

MDD = 2.26 g/cc

2.1

2.12

2.14

2.16

2.18

2.2

2.22

2.24

2.26

2.28

0 2 4 6 8 10 12

Series1

Inspection on 31-12-2011 in WG DistrictPedalanka road. GSB done with crushed chips and dust


118/134

inspection on 31-12-2011 in WG DistrictPedalanka road. GSB done with crushed chips and dust


119/134

inspection on 31-12-2011 in WG DistrictPulaparthivarithota via Badava road. GSB done with crushed

chips and dust


120/134

chips and dust

inspection on 31-12-2011 in WG District Pulaparthivarithotavia Badava road. GSB done with crushed chips and dust


121/134

Hanumantnagar road in Bapatla mandal in Guntur District.GSB with Crushed chips being rolled. Here, it is proposed

under CC road to be laid. It is far superior to the fine sand


122/134

under CC road to be laid. It is far superior to the fine sand

mixed with red earth.

Nellore Dt on 25.05.2013. grding III GSB laying with paver.


123/134

TPQA Inspection of KEM R&B Road to ChenchupapayapalemView of GSB Layer.


124/134


125/134

Embankment Construction

1.Embankment with natural earth

2. Embankment with Coal Ash

a. Fly Ash

b. Pond Ash

c. Bottom Ash

Sub Grade Construction


126/134

Sub Grade Construction

1.Sub Grade with natural earth

2. Sub Grade with stabilised eartha. Stabilisation with sand and limeb. Stabilisation with coal ash

c. Stabilisation with soft aggregatesd. Stabilisation with gravel / moorume. Stabilisation with cement

MORD 301 Embankment Requirements


127/134

Liquid limit < 70%, Plasticity Index< 45%,FSI < 50%

MDD(min):1.44 g/cc up to 3m height and 1.52vg/cc forembankment > 3m height.

In case of fly Ash minimum MDD is reduced to

0.9 g/cc as per IRC Special Publication No.58

Breaking clods: 75mm maximum

Moisture content: +1% or -2% of OMC for sandy / silty soilsand OMC to OMC + 2% for clayey / BC soils

Maximum layer thickness: 200mm (vibratory roller)or 150mm in case of smooth wheeled roller

Trimming: additional width of 0.6m on either side

Relative compaction: 97%

MORD 303 Sub Grade Requirements


128/134

Existing sub grade:If sub grade CBR is less than 2%, a capping layerof 100mm thick with 10% CBR soil is to beprovided and a CBR of 2% is to be taken for crust

design

New sub grade and Shoulders:

MDD (min) is 1.65 g/ccMoisture content: +1% or -2% of OMC

Relative Compaction: 100%


129/134

Rapid Determ ination of Moistu re Content from Gas Pressure

developed by the React ion o f Calcium Carbide with the Free

Water o f the Soi l

Loose earth shall not be allowed to soak.


130/134

watering of embankment material


131/134

Widening of formation width in a better mannaer.


132/134

Widening formation width not as per guidelines.


133/134

Moisture content versus Dry density relationship for asoil of poorly graded sands with little or no fines SP


134/134

1.68

1.7

1.72

1.74

1.76

1.78

1.8

1.82

1.84

1.86

0 5 10 15 20

Se

Moisture

Content %

Dry Density

g/cc

3.12 1.74

4.3 1.77

5.41 1.79

7.3 1.85

12.85 1.757

15.71 1.69

Documents

Construction and QC in Flexible Pavements 18 08 2013