Design of Rigid Pavement:

[Joints, contraction joint, construction joint, Expansion joint, Longitudinal Joints]

Design of Rigid Pavement:

Materials and Mix Design-Cement, fly-ash, aggregates, water, admixtures

Lunch Break

Design of Rigid Pavement:

Concrete mix design

Leg stretch break

Design of Rigid Pavement:

Illustrative Example of Concrete mix design

Construction of Rigid pavement

 Road CompositionCBR X10 = E value /RM
IRC 52.2019.pdf 26,
Vehicle 60 140 310
P1:10, R1:2.5, H1: 6 >S
IS: 458 NP 3 1.2 m d
Load distribution at 45o
PCC or PQC
Subgrade
top 0.6 m
Base WBM/WMM 81% CBR Road Crust
above
GL/NGL
Sub Base GSB/DL 27% CBR 200
HFL 1 m
below 600mmSub Grade 5-9% CBR /Permeability 30 m/day
subgrade

450
Embankment 3% CBR

1. Ground
Agg sizeLevel
decreases, 2. Permeability decreases
3. Clay/silt content decreases 4. Thickness decreases
 IRC:SP:112-2017IRCSP112.pdf page 22

Ministry of Rural Development Government of India

Quality Assurance Handbook for Rural Roads 2016
Vol 1 and 2PMGSY Volume-I final (07.12.2016).pdf
page 20-35 Dos Dont Page 311-319, 370
 Construction

Mix Design

Joints

Pavement Design

Accelerated Curing

FWD

CRCP

-----

• IRC:SP:49 Paver Blocks

• Dry Lean
Concrete
Maintenance

Roughness Index BI
IRC:SP:16-2019
 Contraction Joint,
Construction Joints, Expansion Joints, Longitudinal
Joints,
Different Types of Joints:
IRC 15 2017.pdf
Joint curtting.mp4

page 28 Fig Joints,

37 joints details,
61 tied shoulder
circulars\MORTH Circular Width of shoulder (Paved and Earthen) for two laning of National
Highways.pdfautomark\Automark_Cold plastic.mp4, automark\Automark_Preformed marking.mp4
IRC 35.2015.pdf page 14, 15, road marking 51, IRC 99-2018t.pdf page 18 rumble strips

6
7
 Design Joint Width and Joint Spacing- Expansion Joint

Expansion Joint:

Coefficient of Thermal Expansion, α

= 10*10-6 mm/mm/oC

Spacing of Expansion Joint = 140 m

in 1mm = 10*10-6 mm/oC

in 140000mm = 140 000* 10*10-6 mm/oC

for Temp gradient /oC = 1.4 mm
So for φt = 15oC
1.4 mm *15oC= = 21 mm
 Design Joint Width and Joint Spacing- Contraction Joint
Contraction Joint 4.5 m (15 times thickness ~15* 300 mm)

Drying Shrinkage = 0.06%

So for 100 mm = 0.06 mm

For 1 mm = 0.06/100 mm = 0.0006 mm

so in 4.5 m or 4500 mm:

For 4500 mm = 0.0006mm * 4500 = 2.7 mm

IRC 57 2018.pdf page 7

10
11
Joints Cutting, Filling - sealing
IRC 57 2018.pdf 10 page (Hot sealant )

IRC 57
 IRC: 117 FWDIRC-117-2015.pdf P 16 Circular
Integration of NSV_FWD Survey Data with RAMS for
all NHs_OM dt 040221.pdf /Circular NSV - Guidelines - letter -
31.07.20.pdf

Dowell means
wedge "खूंटा"

15
 Old IS: 8142 New IS: 1199 Part 7 Setting
Time of Concrete
• Initial Setting Time - Elapsed time, after initial contact of
cement and water, required for mortar (sieved from
concrete ) to penetration resistance
Find load for 25 mm penetration
3.43 N/mm2 ( 35 kgf/cm2 )
Load in kg/area of plunger
•
• Final Setting Time –

26.97 N/mm2 ( 275 kgf/cm2)

New IS: 1199 Part 7
Joint cutting, open form work, no compaction

1. Initial curing of concrete can be done by

techniques - fogging or using evaporation
reducers, or by providing sunshades,
windscreens.
2. Intermediate curing: Is done when concrete
surface finishing operations has been
carried out before final setting of concrete.

No Joint cutting, No open

form work, placement,
compaction. Initial curing ,
finishing -yes

17
 Consolidation of concrete around dowel
frequency may be reduced to 25 per cent
should also be checked by taking few
of joints.
random cores above dowel bars

18
MORTH 2013 Pavement Quality Concrete
Clause 602.6 pae 273

Joints in DLC and PQC MORTH 2013.PDF page 289, 308 MIT
scanner
Sawing of Joints or Cutting of Joints
1. Sawing of joints carried out with diamond studded blades

2. Soon after concrete has hardened

3. To take load of sawing machine and crew members

4. Without damaging texture of pavement.

5. Sawing operation could start as early as 4-8 hours after laying of concrete pavement

6. But not later than 8 to 12 hours

 MORTH Paving clause 602.8 Page 289
• All grooves cleaned of dirt or loose
material by air blasting

• Temporary seal provided for

blocking ingress of dirt, soil.

• A highly compressible heat resistant

paper-backed debonding strip
inserted:
i. To serve purpose of breaking bond
between sealant and bottom of
groove
ii. To plug joint groove so that sealant
may not leak. 20
MORTH 2013 Pavement Quality Concrete Clause 602.6 pae 273
Joints in DLC and PQC MORTH 2013.PDF page 289, 308 MIT
scanner
Sawing of Joints or Cutting of Joints
ASTM Maturity Meter C 1074 602.6.1
7. Depending upon ambient temperature, wind velocity, relative humidity, maturity of
concrete achieved.
8. When kerb cast integrally with main pavement slab, joint cutting-extended to kerb.
9. Where use of maturity meter is specified, sawing should not be initiated when
compressive strength of concrete is less than 2 MPa
10. Should be completed before it attains the compressive strength of 7 MPa.
Maturity Test on Concrete __ Non-Destructive
Testing Methods (NDT) #7.mp4
Radius of Dual Wheel
P = 4.5 ton
p, tyre pressure, = 8 kg/sq cm = 4500/  a2
➢ a = √ (P/p ᴫ) = √ (4500/8 ᴫ) = √ [(4500*7/8 *22)]
a :Single wheel load= 13.38cm (Area = 562.6 cm2)
In case single axle.

Equivalent radius for dual wheel = 17.5 cm

(excel sheet ) SP-62-2014.xlsx

 Radius of Relative Stiffness

P= Single wheel load = 45 kN or 4.5 tonne

h = Thickness of Pavement Quality Concrete (PQC)

 = Poisson’s ratio = Transverse strain/ Axial strain

ℓ = Radius of relative stiffness in cm

SP-62-2014.xlsx ¼
[ E xh3]
______________

[2xk (1- 2)]

 Calculation of Radius of relative
¼
ℓ = Radius of relativeness , in cm [ E xh3]
[12xk (1- 2)]

[3x105 x203] ¼
2
[12x4.2 (1- 0.15 )]

83.5 cm = 0.835m = 835 mm

 Conditions of Contract (40)

Load flexural = +

Temp Stress

Or
Adjust Thickness sothat
Load Stress + Temp Stress < FLEXURAL STRENGTH
< 4.2 MPa
 Determination of Bradbury coefficient

ℓ = 0.835 m L = 3.75 m, L/ ℓ = 3.75 m/0.835 = 4.5 and C =0.56

Charts for Determining C

L/ℓ or W /ℓ C value L/ℓ or W /ℓ C
value
1 0.0 6 0.92
4 0.44 7 1.03
6 0.92 8 1.07

27
 Edge Temperature Stress Punjab .UP

tc = (E x  x dt ) C
2
Considering Linear Behaviour
= 30000x10-5x(13.1) X 0.56
2
1.1 MPa = 11 kg/cm2
L/ℓ = 3.75 m/0.835m = 4.5
Bradbury coefficient, C = 0.56
Thermal coefficient 10x10-6/OC
Residual 41.8 – 11 = 30.8 kg/cm2 28
 Edge Temperature Stress Punjab .UP

tc = (E x  x ∆t ) Considering non linear behaviour

4( 1- µ2)
IRC SP 62-2014.pdf 17 and 47
= 300000x10-5x(13.1)
4( 1- 0.15^2) 1.0 MPa or 10 kg/sq cm

L/ℓ = 3.75/0.835 = 4.5, so C = 0.56 not used in this

Residual 41.8 – 10 = 31.8 kg/cm2

29
Calculation of Edge Wheel Load Stress

Flexural St at 90 d = 3.8*1.1 = 4.18 MPa,  0.15

➢ te = (0.803P/h2 )*[4 log10(ℓ/a)+ 0.666 (a/ℓ)-0.034]

➢ = [0.803*4500/(20*20)]*[ 4*log (83.5/13.38) + 0.666 *( 13.38/83.5)-0.034]

➢ = [ 9.0337]*[ 4* log 6.2406 + 0.666*0.1602 - 0.034]

➢ = [ 9.0337] * [ 3.181 +0.1067 - 0.034] = 29.39 kg/cm2.

➢ =Load stresses =29.39 kg/cm2 at 9 t axle load

➢ SP-62-2014.xlsx
 Edge Wheel Load Stress + Temperature Stresses

29.39+ 11 (max of two values) = 40.39 kg/sq cm < 41.8 kg/cm2

So, 200 mm PQC is safe for - 9 ton axle load - case 3 (200 CVPD)
Analysis through fatigue /no of repetition

Stress Ratio =

Flexural Stresses Due to load

Flexural Strength

= 29.39/41.8 = 0.70
Allowable Repetition From Stress Ratio
SR= 29.39/42 = 0.7 Nf = allowable
repetition
−2.222
SR
log10 N f =
0.523
Log 10 Nf = 0.7 -2.222
0.523

Stress Ratio 0.5 0.6 0.7 0.8

Allowable 83,26,33,865 8,89,264 16,736 1,378
Repetition
• IRC 15 2017.pdf
• IRC 58-2015.pdf
• IRC-58 2015 excel sheet.xls
• SP-62-2014.xlsx
 Module (Lecture 3 & 4)

Pavement -Design, Construction and

Maintenance

Subject
i) Software Practical Application
ii) Mix Design
iii) Design using Excell Format sheet
iv) Hands on Practice of CC mix Design

Participants
Assistant Engineer/Junior Engineer
 Preparation of Subgrade
➢Subgrade : Prepared earth surface on which a
pavement is placed or upon which the foundation of a
structure is built.
➢Sub soil: ‘Subsoil’ refers to the stratum of soil immediately
below surface soil or topsoil.
➢ Often this layer is overlooked, as most land management is
focused on topsoil, which can be altered drastically by cultivation
and other practices.
➢ 2-3% Camber in transverse.

➢ 10 m or 10000 mm * 2%= 200 mm

 Suitable soil Fill material, -
Compaction

➢ Max dry density min = 1.65-1.75 gm/cm3

➢ Relative Standard compaction, min

➢ 00% standard MDD with 2.5 H. kg in three layer

➢ 97 % modified MDD with 5 kg hammer in 5 layers

➢ Minimum CBR 5% /SPT 5 ton /sq m/bearing capacity, CBR=

➢ (Load/1370 kg)*100 for deflection of 2.5 mm on 50 mm dia plunger

Dynamic Cone Penetro-meter (DCP)

37
 Gradation for Granular Sub-base (GSB)
SIEVE Percent by weight passing IS Sieve
Grade I Grade II Grade III
% Passing % Passing % Passing
75mm 100 - -
53 mm - 100 -
26.5mm 55-75 50-80 100
9.5 mm - - -
4.75 mm 10-30 15-35 25-45
2.36 mm - - -
425 µ - - -
75 µ* on clayey <15%
< 15% <15%
subgrade value <5%
MORTH Table 900-3 Page 439, P 126GRANUALAR SUB BASE _ GSB MATERIAL _ MORTH
TECHNICAL SPECIFICATION _ GSB in road construction (1).mp4 IRC 15 2017.pdf page 17 , IRC 37.2019.pdf
page 31 Ircon International- Road Embankment, Process.mp4, Wmm laying.mp4, Water Bound Macadam
(WBM) Road at Site.mp4, Water Bound Macadam (WBM) Road at site Laying Stone Dust.mp4
Lower sub base
Filter layer Upper sub base
Drainage layer

41
 Construction of first macadamized
road in the United States (1823)

John Lcmudon McAdam

(1756–1836)

Lower 20-cm road thickness - no larger than 7.5 cm size

Upper 5-cm layer of stones - 2 cm size
Scales/fit into his mouth/ Use Rings for size
Importance smaller than 100 mm width of iron carriage tyre
None of them was > six ounces (170 gm)
No substance that would absorb water

Macadam road, c. 1850s, Nicolaus, California 42

• Water Bound Macadam (WBM)
• Consist of clean, crushed coarse aggregates
mechanically interlocked by rolling, and voids thereof
filled with screening and binding material with
assistance of water, laid on a prepared subgrade, sub-
base, base or existing pavement.

• IRC: 19-2005 2.1.3

• WBM not laid directly over a silty or clayey subgrade.

• Lay a suitable intervening granular layer.

43
• Coarse aggregates

• Consist of clean crushed or broken stone, crushed

slag, over burnt brick (Jhama) metal or naturally
occurring aggregates –kankar/ laterite.
• Screening
• Non-plastic material -kankar, moorum or gravel
Liquid limit < 20%
• Plasticity index < 6%
• Passing 75 micron sieve < 10%.

44
45
46
Screenings of type A shall be used in conjunction with coarse aggregates of grading 1,
and of type B with coarse aggregates of grading 3. With coarse
48
• irc.gov.in.019.2005.pdf page 12, 14,
• Binding material as filler
• Water Bound Macadam (WBM) Road at Site.mp4
• Water Bound Macadam (WBM) Road at site Laying
Stone Dust.mp4
• Passing 100 % through 425 micron sieve

• PI = 4-8 - surfacing course,

• PI < 6 WBM sub-base/base course

49
 IRC:109-2015 Guidelines for Wet Mix Macadam Spreading with paver

Base Course Wet mix macadam Manufacturing

Wmm laying. Mp4 laying , WMM plant - Atlas Industries.mp4

Roiling continued till density achieved is at least

98 percent of maximum dry density for material WMM/Pugmill, IRC: 126 -2017
as determined by method outlined in IS:2720
CTB – Lime Stabilization for improved subgrade or
lower sub base clause 403 of MORD Specification

➢ For Lime, soil PI > 10%

➢ 4 MM GRID FORMATION , PLACING OF BAGS AND
SPREADING.mp4 , 5 MM DRY MIXING WITH ROTARY
TILLER.mp4
➢ For Cement stabilizationEquip 2 Wirtgen.MPG,

➢ Soil of PI >30%, if clayey first lime for Cement stabilization

➢ UCS for base course/Upper sub base = 3.0 MPa

➢ UCS for sub base course = 1.7 MPa

 Materials MORD 1500 Clause, Ministry of Rural Development

➢ Reject cement - Less than 3 month old-

➢ Minimum Cement 350 kg/cum, Max 425 kg/cum

➢ Admixture Chemical – not more than 2%

➢ Mineral admixture _ Fly ash IS: 3812, < 30%, minimum

➢ MSA, maximum size of aggregates = 26.5 mm

➢ Water absorption < 5%,

➢ Soundness test agg - if water absorption >3%

Aggregate Gradation (Table 1500.1 of MORD
Specification)

Sieve Designation Percentage passing

the sieve by weight
31.5 mm 100

85-95
26.5
mm19.00 mm 68-88
9.50 mm 45-65
4.75 mm 30-55
600 micron 8-30
150 micron 5-15
75 micron 0-5
 IRC SP 63-2018.pdf ,5 Main
C S: 63
Page 10, X section
Page 14 design/strength
abrasion P15 < 2 mm water
absorption < 5% page 17

Paver Block pavement Specification

IS-15658-2021-Paver-Blocks.pdf all P
 IRC SP 63-2018.pdf ,5,12,14, 15 strength , abrasion 17 water
absorption, IS-15658-2021-Paver-Blocks.pdf
IRC:SP:63 cl 4.6 : the average water absorption in a block should not exceed 5 per cent; and
for cold regions in a standard freeze-thaw durability test, the weight loss should not exceed 1
per cent.

IRC:SP:63-2018 page 15 Abrasion Resistance Abrasion Resistance test shall be performed

with rolling disc machine as per ASTM C779 procure-A. The depth of wear after 60 minute
should not be more than 1.5 mm in case of M-30 Grade blocks,1.25 mm in case of M-40
Grade blocks and 1 mm in case of M-50 Grade of blocks.
X sctn
 Government of India
Central Design Organisation, CPWD
• CDO/SE (RR)/Fly Ash (Main)/387 dated May 13,2004

• Advancement of Technology Development

• IS: 456- 2002 allowed use of Fly ash in RCC

• RCC in Foundation
• RCC in Super structure
• Pre stressed structures

• 25 % fly ash will replace 15 % cement

• Curing is increased
• Not allowed in Flyovers and bridges
 Pulverized Fuel Ash Lime Bricks – Specifications IS:
12894-2002is.12894.2002.pdf
• As a supplement to common burnt clay building bricks
• 190X90X90 mm or 190X90X40 230x110x70/ 230x110x30
• Class Designation Compressive Strength kg/sqcm
• 30 MPa 300 kg/cm2
• 20 200
• 7.5 75
• 3.5 35
• average water absorption < 20 % by mass up to class 12.5 and 15 % for higher
• IS: 1077 Clay bricks is.1077.1992.pdf 2002

• IS: 3495 Methods of Test of Burnt Clay Building bricks

• average water absorption < 20 % by mass up to class 12.5 and

15 % for higher
Pulverized Fuel Ash Lime Bricks – Specifications
IS: 12894-2002

• Materials
• Flyash Gr I or II IS: 3812
• Bottom ash, LOI < 12%, as replacement of sand
• Sand Silt content < 5%
• Lime Class C
• Addtives: Gypsum, cements
• Compressive st shall not fall more than 20% from fck
• Drying shrinkage <0.15 %

• Water Abs. < 20 % for Grade upto 12.5

• < 15% for grade more than 12.5
 FRERE ROAD = 8” (4”+4”) MUMBAI 1960
First Mechanised Road NH -2, h= 300 mm
1: 2: 4 M 25

Matunga Bombay 1960 200 mm First Mechanised Road with slip form paver 1992-93

First Mechanized Concrete Road Danish, 1939

First Mechanised Road = 8” (4”+4”) Bombay Poona ,
67
Mumbai- Pune 1939 106 ft/hour (0.5 m/min)
. Thin White Topping Bangalore Laying Cell Filled Concrete Pavement

Laying /Compacting Roller Compacted Concrete Compaction Roller Compacted C

IL&FS_ Construction and Demolition Waste Management Facility, Burari.mp4
ILFS Burari Plant an overview.mp4,ILFS Burari Crane at work.mp4
 Use of recycled aggregate in concrete and mortar

Hierarchy of techniques for C&D

waste treatment
Reduce
Reuse
Recycle
Dispose (a) (b)

(c) (d) (e)

Recycled aggregate
(RA) is produced by
crushing some
categories of C&D
waste in mobile or
stationary recycling
(f) (g) (h)
plants.
PROCESSING OF CONSTRUCTION AND DEMOLITION DELHI

University of Maribor, Faculty of Civil Engineering 3/6

INDUSTRIAL WASTE.pdf, IS 383-2016.pdf 4-7
Mean of 4 Concrete Samples > 40 + 3 MPa

Performance improver Mineral admixtures, lime stone

powder, slag etc 5%
Properties 33 Grade 43 Grade 43 Grade, S, 53 Grade 53 Grade,
OPC OPC Sleeper OPC sleeper S
FINENESS 225 225 370 225 370
m2/kg
Setting IS 30 30 60 30 60
Time FS 600 600 600 600 600
Min CS 3 D 16 23 23 27 27
Min 7D 22 33 37.5 37 37.5
Min 28 D 33 43 43 53 53
Max 28 D 48 58 - - --
(33+15) (43+15)
 DESIGN AND CHOICE OF
PAVEMENTiIRC SP 4 8.1998.pdf P 146
IS 1199-2018 Part2,IRC SP 63-2018.pdf P 5, 17 Wat
clause 10.22.3.5

Slump.mp4

IS: 15658 -2006- Paver Block 73

Road IRC:SP:62
 Microsilica
agglomerate

Cement
particle

Water:
Cast 6 Cubes
pH> 6 MORTH 3 sample water
Drinkable V Good 3 with distilled water
shall give 90% strength

IS 9103/IRC 15UHPFRC in Design &

Construction_0001(1).pdf

pH = 7-8
Water reduction minimum 20%
 UHPFRC in Design & Construction_0001(1).pdf
National Highway Pre-cast Concrete Policy 08-04-2022 (1).pdf
• Has cement matrix
• compressive strength = 150 to 250 MPa
• Steel fibers- ductile, impact resistance- IRC:SP:46
• Tensile strengths >7 MPa
The National Highway Precast Concrete Policy Circular and Policy on
use of UHPFRCNational Highway Pre-cast Concrete Policy 08-04-
2022 (1).pdf
 CT Scan on X-Rays Scan on normal
core sample
sample

12 cored samples

Fiber QTY = 158kg/m3 (2% vol.)

34 mil fibers; Total Length = 643 km/m3
CT Scan on X-Rays Scan on
core sample
normal sample

12 cored samples

Fiber QTY = 158kg/m3 (2% vol.)

34 mil fibers; Total Length = 643 km/m3
Auto cutingiii.mp4
 New Cube casting 1.mp4,
New Cube casting 1.mp4
RMC L&T.mp4, rain
NP2.mp4Water Bound
Macadam (WBM) Road at site
Laying Stone Dust.mp4
CC Low volume road.mp4,
Dewatering.mp4
USE SSC SAVE ELECTRICITY
Need For SCC
 Shotcrete/Epoxy
resins Low viscosity

For repair Honey Combing

IS : ‘9012 - 1978’ Indian Standard

RECOMMENDED PRACTICE FOR
SHOTCRETING
Repair Honey Combed Surface
Surface Percentage of Rebound
• Floor or slabs 5-15
• Sloping and vertical walls 15-30
• Overhead work 25-50
 HARD TEXTURING IN PROCESS TEXTURING/TINNING

Machine /Diamon grinding for milling /retexturing concrete DIGITAL VERNIER C- TEXTURING/TINNING
 Advance Equipment
• digital/laser thermometer,

• kits for rapid testing of water and pH meter

• RO water - grouting strand-prestressing

• CNC (Computer numerical Control CAD)

• Pull-out tester IRC 112,

• Winder Probe test /Bullet test IRC 112

 Figure 2 Figure 3 Figures 4 Figure 5.
Mobile Impact Crusher Mobile Cone Crusher Mobile Jaw Crusher Mobile VSI Crusher

Two Lift Pavement Mobile Batching Plant plastering machine

 Crack Depth Ferroscan (Cover meter) for
Measurement Detecting and Measuring
using SURFER Depth of a Cover, Position of
Reinforcing Bars
 Ductile Detailing
• Ductile detailing of reinforced concrete structures
subject to seismic forces - IS:13920-1993

• Design and construction of reinforced concrete structures

- IS:456-2000
 IRC 112-2020: COPA for Concrete Road Bridges
irc.gov.in.112.2020.pdf 170, 178, 205 clause 18.9.9
• QC and Workmanship (P-195 actual)
• 18.8.8 Inspection and Testing of Structures.
• Check within 15 days cracks, temperature, undue deflection and deformation
• Doubt or cube fail- take core IS 516
• NDT, UPV and rebound hammer IS -516,
• Maturity ASTM C -1074

• probe penetration ASTM C -803

• pullout, ASTM C-900
•

91
 IRC: 51 Load Testing of Bridges, Clause 5.2
Type of Bridge Live Load Duration Minimum
of Test Per Cent
load age of
Recovery
of
Deflection
at 24 hrs
RCC, Live Load 24 75
Reinforced + Impact hours
Cement IRC
Concrete Code

Pre-stressed “ 24 85
Concrete hours

Steel “ 24 85
hours
Composite “ 24 75
Concrete hours

Shall not show visible evidence of failure crack >0.3mm

under test load, spalling, deflection excessive
3D
 902.
Riding Quality of New Pavement
• Maximum irregularity soon after initial curing < 3 mm

• Bump integrator (BI) values < 2000 mm/km (~3 IRI)

•IRC:SP 16 2019
•BI= 630 (IRI)1.12
•SNV Must before COD
Av. < 2000mm 902.6 + 3000 mm /km
Good Poor
•
Batching Plant Transit Mixer
Two coat curing compound,

Two coat hessian cloth

Constructio YEY.MPG

99
Rate of Loading 140 kg/sq cm/ minute y-1= (1.03-1)/(75-100)*(x- 100)
x is dia in mm, y is C Correction factor 25 y+ 0.03 x= 28
h/d ratio, n 1 1.4 1.8 2
Correction factor, f 0.89 0.93 0.98 1
f= 0.11 n +0.78, n=h/d
Equivalent cube strength = f X crushing strengthX1.25
Av 85% Cube pass
IRC 57 2018.pdf page 7Sealant joint.mp4 IRC 15-2017.pdf Page 33

101
IRC:15-2017 Page 26
 Modern Machines for Finishing & paving
Stringless paving.mp4
Modern machines.mp4
Tie Bar - Dowel Bar Alignment for
Concrete Pavements - MIT-DOWEL-
SCAN.mp4
Magnetic Imaging Tomography technique
(MIT),

103
 x stitching single slide.mp4Pressure
Cross
grouting part 2.mp4
Stitching in
Process

104
SCC IS:1199 Part 6/IS:10262/ IRC:SP:70
, Partial DEpth Repair.mp4

EP 75
Compaction with
Vibratory Mode
MUMBAI PUNE EXPRESSWAY _ OUR F
107
EXPRESSWAY OF RIGID PAVEMENT 1
auto testing cut.mp4
Automark_Cold plastic.mp4
Automark_i-lite.mp4
Automark_Preformed marking.mp4
Routing and Crack Seal Process

(1).mp4 Crack sealing.mp4

Slurry Seal Kuihelani Hwy, Maui HI.mp4 Jadukata Bridge Meghalya
Most beutiful in the World
senior.mp4

108
Soil and Type of
Foundation
Concreting -Tremie Pipe
 IRC 102 irc.gov.in.sp.102.2014.pdf 39 causes of failure , MORTH 700
Difference in Dimension + 5 mm
 After the soil has been stabilized, it is common to
reinforce retaining walls with the aforementioned
earth retention methods.
• colun repair3.mp4 3DMiniii.wmv
Speed breaker/Zebra Crossing
• Height 150 mm ramp 1:5
to 1:8 IRC:103-2012
Pedestrian Facilities

• Minimum width 3 m
NP 1 Un reinforced Drainage/irrigation

(0.07 Mpa 7 m head)

NP 2 Reinforced , Light duty Drainage/irrigation/CD/Culverts

(0.07 Mpa 7 m head)

NP 3 UnRein./Reinforced, medium duty Drainage/irrigation/CD/Culverts

(0.07 Mpa 7 m head)

NP 4 UnRein./Reinforced, heavy duty Drainage/irrigation/CD/Culverts

(0.07 Mpa 7 m head)

PRESSURE and Non Pressure Pipe- Very Severe IS: 458