Construction and QC in Flexible Pavements 18 08 2013
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Transcript of Construction and QC in Flexible Pavements 18 08 2013
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In JointVenture
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for al l my p resentat ions , please visi t
http: / /aproadbui ldqa.blogspot.com
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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
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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
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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
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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
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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
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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
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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
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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
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Typical cross section with control lines, buiding lines and
road land width
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Typical cross section in plain and rolling terrain
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Typical cross
section in
steep and
mountainous
terrain
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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
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eeeeEeeee
Sub-Grade (300mm)
Sub base
Base
Embankment
shoulder shoulder
Typical Pavement Cross Section
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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
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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
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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)
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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.
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O 02 i C l b
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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
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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
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On WMM/WBM surface, prime coat followed by sand
flushing is a better option to allow traffic for a few days
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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
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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
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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)
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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
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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
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Surface cleaning is in progress before
laying of Prime coat
S f i di t l ft l i i t
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Surface immediately after laying prime coat
Primed WBM surface
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Primed WBM surface.
PM - TPQA Inspection of Narasimhapuram road in Koduru (M)
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PM - TPQA Inspection of Narasimhapuram road in Koduru (M)
in Krishna District on 02-08-2013. Primed surface with sand
flushing. It prevents stripping of binder along with tyres.
PM - TPQA Inspection of Narasimhapuram road in Koduru (M)
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PM - TPQA Inspection of Narasimhapuram road in Koduru (M)
Krishna District on 02-08-2013. Primed surface with sand
flushing. Electrical pole needs shifting.
PM - TPQA Inspection of Narasimhapuram road in Koduru (M)
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PM - TPQA Inspection of Narasimhapuram road in Koduru (M)
Krishna District on 02-08-2013. Primed WMM surface with
sand flushing.
Sieve analysis for OGPC chips of 13 2mm and 11 2mm size
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Sieve analysis for OGPC chips of 13.2mm and 11.2mm size.
Collection of heated chips for checking temperature
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Collection of heated chips for checking temperature.
Checking OGPC mix tempetrature
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Checking OGPC mix tempetrature.
Checking bitumen tempetrature
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Checking bitumen tempetrature.
Checking rate of spread of binder for prime coat
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Checking rate of spread of binder for prime coat.
Checking rate of spread of binder for tack
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Checking rate of spread of binder for tack
coat over primed WBM.
Checking OGPC mix tempetrature during spreading
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Checking OGPC mix tempetrature during spreading.
OGPC Mix being spread.
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OGPC Mix being spread.
OGPC mix being spread
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OGPC mix being spread.
OGPC being rolled
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OGPC being rolled.
Primed WBM Surface and 20mm thick OGPC
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Primed WBM Surface and 20mm thick OGPC
surface
20mm thick OGPC surface Before Application of
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20mm thick OGPC surface Before Application of
Seal Coat
screen ng . mm c ps or Seal Coat to remove
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screen ng . mm c ps ormaterial passing 2.36mm.
Verifying loose thickness (9mm) of type A
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Verifying loose thickness (9mm) of type A
seal coat over OGPC.
Seal coat Material Spreading
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Seal coat Material Spreading
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Before Seal coat Application
After Seal coat application
Checking width of OGPC + SC.
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Checking width of OGPC SC.
Checking the thickness of OGPC + SC.
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Checking the thickness of OGPC SC.
ins pect ion on 21-09-2011. R&B road to Venkayyapalem .
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MORD Table 1800.7, Frequency of Quali ty Con tro l Tests
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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
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Calc lat ion of percentage of bi t men for combined la er of
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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
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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%
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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%
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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%
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Mix Seal Surfacing 20mm thick ov er WMM treated w ith single
f d i i h 0 04 f 6 3 h i
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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
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SSD is preferred to prime coat as we have to allow traffic.
B C
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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
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WBM with gravelly soil blindage
WBM with screenings and binder
CRM
MORD Table 400-7, Physical Requirements of Coarse
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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)
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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
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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
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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
as per table 400 - 8
IS SieveCumulativ
% specified
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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
as per table 400 - 8
MORD Table 400 - 9
T f i IS Si % i
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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
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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
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blindage adopted over the years.
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Spreading of metal using templates placed across the roadabout 6m apart
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about 6m apart.
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Dry rolled surface
Making up of the surface irregularities of the metal surface
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After dry rolling, spreading of screenings is in progress to fillvoids in the coarse aggregates
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voids in the coarse aggregates.
Brooming with hand brooms, to fill voids inthe coarse aggregates
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the coarse aggregates
Sprinklingof water is in progress
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Rolling after sprinkling of water
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Application of binding material successively in two ormore thin layers Due to application of stone dust as
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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
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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.
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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.
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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
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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
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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
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p p y p g
Grade-III Layer. Volumetric analysis.
TPQA Inspection of Madnur ZP Road to Chinnapattupalem-View of WBM Grade-III Layer.
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y
MORD 406 WET MIX MACADAM
Table 400 12 WMM Grad ing
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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
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Loading WMM into t ipper at Pug m i ll
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Laying o f Wet Mix Macadam w ith paver
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WMM is being spread using paver.
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Wet Mix Macadam on Mangalagir i Rayapudi road
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Moisture content versus Dry density relationship forWet Mix Macadam
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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
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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
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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
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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
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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
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,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
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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
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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
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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.
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Poor condition of roads due to use of gravelly soil with highlyplastic fine particles in sub-base and base layers.
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Poor condition of roads due to use of gravelly soil with highlyplastic fine particles in sub-base and base layers. Softening of
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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.
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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.
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softens. Repairs and renewals don t help to any extent.
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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
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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%
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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
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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
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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
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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%
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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
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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
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inspection on 31-12-2011 in WG DistrictPedalanka road. GSB done with crushed chips and dust
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inspection on 31-12-2011 in WG DistrictPulaparthivarithota via Badava road. GSB done with crushed
chips and dust
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chips and dust
inspection on 31-12-2011 in WG District Pulaparthivarithotavia Badava road. GSB done with crushed chips and dust
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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
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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.
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TPQA Inspection of KEM R&B Road to ChenchupapayapalemView of GSB Layer.
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Embankment Construction
1.Embankment with natural earth
2. Embankment with Coal Ash
a. Fly Ash
b. Pond Ash
c. Bottom Ash
Sub Grade Construction
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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
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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
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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%
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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.
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watering of embankment material
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Widening of formation width in a better mannaer.
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Widening formation width not as per guidelines.
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Moisture content versus Dry density relationship for asoil of poorly graded sands with little or no fines SP
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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