Short - Notes - Highway - Engineering - Simarn Mam - Vijay
Short - Notes - Highway - Engineering - Simarn Mam - Vijay
Short - Notes - Highway - Engineering - Simarn Mam - Vijay
Tresaguet:
• Total thickness of road = 30 cm
• Cross slope of top layer = 1 in 45
• Side drain Slope =1 in 20 • M.R. Jayakar – Chairman of Jayakar Committee
–1927
• Central Road Fund – 1929
• IRC (Indian Road Congress) – 1934
• Motor Vehicle Act → 1939
• Central Road Research Institute → 1950
Telford: • National Highway Act → 1956
• Total thickness of road = 41 cm
• Cross slope of top layer =1 in 45
• Large foundation stone of size 17 cm-22 cm were used.
2
OSD
• OSD = d1 + d2 + d3
d1 = Followed Distance
d2 = Actual Overtake
d3 = Opposite Lane Veh. distance
• Width of Roadway = Carriageway + Median Bottom Width of Cutting
or Formation Width + Shoulder Excluding Side Drains d1 = νtr or 0.278 Vtr (tr = 2 sec)
Roadland/Right of Way/Land Width d2 = b + 2S
• Width of land aquired along centre line of road. S = 0.7 νB + 6 (ν = m/sec) b = νBT or 0.278 VBT
• Expressway – 90 m
NH & SH – 45 m (Open) & 30 m (Built up) S = 0.2 VB + 6 (V = kmph) T = Overtaking Time
• Urban Expressway – 45-75 m 45
• Arterial – 45-66 m T= a = m/sec2
a
(IRC 86:2018)
Sight Distance
SSD
• SSD = Lag Distance + Braking
SSD = tr +
2
• in m/s
2 gf
• One way – OSD = d1 + d2
V2 •
• SSD = 0.278Vtr + (V in kmph) Min length of overtaking zone = 3 OSD
254 f
• Desirable length of overtaking zone = 5 OSD
tr = Reaction time (2.5 seconds) • VB = Speed of slow moving veh. (kmph)
→ PIEV Theory VB = (V – 16) kmph or νB = (ν – 4.5) m/sec
→ Perception Intellection Emotion Volition • d3 = νCT or 0.278 VCT
2 OSD = νBt + (νBT + 2S) + νCT
• SSD = tr +
2 g ( B f n % ) • ISD (Intermediate Sight Distance)
η% (gradient) → +ve (ascending), –ve (descending) = 2 SSD
4
emax
Plain & Rolling and Snow bound area 7%
Mountaneous & Steep; Not bounded snow 10%
H h
Urban/Built up area 4%
SSD 1.2 m 0.15 m
OSD 1.2 m 1.2 m • As per IRC for mixed traffic condition ‘e’ is design for
HSD 1.2 m 1.2 m 75% of design speed.
V2
edesign =
• HSD = SSD (During Night) 225R
• SSD < ISD < OSD V = Speed in kmph
R = Radius
Chapter 03: Horizontal Alignment Speed Restriction V = (e + f )127 R
V2
m 2 • eequilibrium =
• Centrefugal Force P = 127 R
R
R = Radius of Curve ‘e’ at which pressure on both inner and outer wheel is
ν = Speed of Vehicle equal.
P 2 V2
• Centrefugal Ratio = • RBNS =
w gR 225e
• For safety: Radius beyond which no ‘e’ is required (e = Camber)
P • e f
i. f → No transverse skidding
w
Vehicle can be stopped on curve without sliding.
P b
ii. → No overtaking E
w 2n • e=
B
b = Width of vehicle, h = C.G from base
Rotating of pavement about inner edge.
• Super elevation/Cant/Banking (e)
E
e = tan =
B
E
• e=
B/2
Rotating of pavement about centre line
E = height of Raised Portion
B = width of road
General Formula
2 V2
e+ f = or e + f = Note:
gR 127 R
If transition curve cannot be provided 2/3 of
ν = m/sec V = kmph superelevation may be attained at straight before start
of circular curve & Remaining 1/3 at beginning of
curve.
5
S2 M N = deviation
R= + ( S = SSD)
8M 2 Vertical line passing through VPI will always bisect
S2
M= summit curve.
8R
6
Vf k j
qmax =
4
7
Warning
• Cross Road, Narrow Bridge
Informatory
• Parking, Flood Gauge, Facility Information
Traffic Signals
• Simultaneous→ All signal show same indication
• Alternate→ Alternate signal show same indication
• Simple Progressive: Time schedule for continuous Pavement Marking
operation of veh. (Fixed Type Signal) • Longitudinal: Width = 100 m
• Flexible Progressive (Most Efficient): It is possible • Center Line:
to vary length of cycle & time at each intersection. Rural Road: Length = 3m, Gap = 6 m
1.5L + 5 Urban Road: Width = 150 mm
Cycle Length (Webster) =
1− y Length = 3 m & Gap = 4.5 m
L = total lost time 2n + R (n = no. of phase) • Traffic Lanes:
y = Sum of all critical flow ratio Urban = Length = 1.5 m, gap = 3 m
y = y1 + y2 + …. yn Rural Length = 3 m, gap = 6 m
q • Solid Line: Lane Change is restricted.
y=
s
• Double Solid Yellow line → No Overtaking/Passing
q = Normal Flow Zone
s = Saturation Flow kj
• Green berg Model U = U f ln
Effective Green Time (gi) = G + A – tSL – tCL K
G = Green Time −K /k j
Underwood Model U = U f e
A = Amber Time PCU Values
tSL; tCL = Startup & Clearance Lost Time
Table 1:
• Walking Speed of pedestrian = 1.2 m/sec (IRC)
8
CBR Test:
Equivalent PCU Factors
• Empirical Method (4 days soaked)
Vehicles Type Percentage composition of Vehicle
• Standard piston dia = 50 mm, Penetration
type in traffic stream
= 1.25 mm/min
5% 10% and above Load applied to soil specimen
Fast Vehicles @ 2.5 mm & 5 mm penetration
• CBR 2.5/5.0 =
1. Two wheelers Standard load on aggregate
motor cycle or 0.5 0.75 @ 2.5 mm & 5.0 penetration
scooter etc.
2. Passenger car, Standard
1.0 1.0 Pressure
Penetration Load
pick-up van kg/cm2
Aggregate
3. Auto-rickshaw 1.2 2.0 2.5 mm 1370 kg 70
4. Light 5.0 mm 2055 kg 105
commercial 1.4 2.0
• Initial concavity in load vs penetration curve may be
vehicle due to: Top soil is to soft, Top surface is uneven,
5. Truck or Bus 2.2 3.7 penetration plunges is not vertical.
6. Agricultural Crushing Test:
4.0 5.0 •Resistance against gradual load (strength)
Tractor Trailor • Load 40 tonne is applied at rate 4 tonne/min.
• Aggregate pass through 2.36 mm sieve.
Table 2: • Base course ACV < 40%; surface course ACV < 30%
Aggregate passing 2.36 mm sieve
Recommended PCU Factor for various types of • ACV = 100
Total weight of aggregate
vehicles on Rural Roads
• Impact Test: Toughness- Resistance against sudden
S.No. Vehicle Type Equivalency load.
Factor • 14 kg Hammer, 38 cm free fall, 15 no. of Blows
Fast Vehicles • Sample passed through 2.36 mm sieve.
• Aggregate impact value (AIV) 30% surface, AIV
1. Motor Cycle or Scooter 0.50
35% Base Course.
2. Passenger Car, Pick-up Van or
1.00 Abrasion Test:
Auto-rickshaw • Hardness Property: Resistance against wear and tear.
3. Agricultural Tractor, Light • Dovel, Dorry, Los Angeles Abrasion Test
1.50 • Abrasion Machine: Dia = 700 mm, Length = 500 mm,
Commercial Vehicle
Rotation = 30.33 rpm.
4. Truck or Bus 3.00 • Aggregate passing through 1.7 mm sieve.
5. Truck-trailer, Agricultural
4.50 • AAV 30% surface course; AAV 50% Base
Tractor-trailer Course.
Loss in weight
Chapter 04: Highway Materials • Coefficient of hardness = 20 −
3
• Plate load test: To calculate bearing capacity of soil. Soundness Test:
• Plate size: 750, 600, 450, 300 mm (Standard 750 mm) • To check durability & resistance against weathering
P action.
• Modulus of subgrade reaction (K) K =
• Sample is immersed in sodium sulphate or magnesium
Δ = 0.125 cm sulphate.
P = Pressure
• Load applied until settlement 1.75 mm
9
Elongated Aggregated:
Aggregate whose greatest dimention > 1.8 mean
dimension greatest dimension.
• Length gauge is used.
• Both test not applicable for size smaller than 6.3 mm
• Combine Index = FI + EI of Non Flaky Aggregates
• Angularity or Roundness of aggregate is measured by
‘AN’
Angularity Number = 67% – % of solid or Voids in
excess 33%
AN = 0 to 11
1
AN
Roundness
AN = 67 − 100W / CG
W = Weight of aggregate in cylinder
C = Weight of water filling cylinder
G = Specific Gravity of aggregate
• Specific Gravity Vary 2.6 to 2.9
• Bitumen adhesion/Stripping Value test to find
adhesion of bitumen to aggregate in pressure of water
(IRC stripping value 5%)
RF = 1 CP = TP = 7 kg/cm 2
RF < 1 TP > CP; TP > 7 kg/cm 2
RF > 1 TP < CP; TP < 7 kg/cm 2
4
Axle Load
• EALF (Equivalent Axle Load Factor) =
Std. Axle
Standard axle = 80 kN
Single axle with dual wheel.
• Lane (Lateral distribution factor)
→ Single Lane = 1
→ Intermediate Lane = 0.75
→ Two Lane (Two way) = 0.5
Wtotal → Four Lane (Single Carriageway) = 0.4
Gm =
VCA + VFA + VFiner + VB + VAir
Design Method
Total weight
Gt = • Empirical Methods: CBR, GI, MC-Lead, Stabilimeter
Volume (Except air)
• Semi-Empirical: Triaxial
• Theoretical: Burmist
Chapter 05: Pavement Design
365 A[(1 + r )n − 1] VDF LDF
N=
r 106
N = MSA (Million Standard Axle)
r = Growth Rate, n = design life
VDF = Vehicle Damage Factor
LDF = Lane Distribution Factor
• IRC 37:2018 describe CBR method to Design and
Analysis of flexible Pavement
• Failure Criteria: Fatigue Criteria, Rutting Criteria
Fatigue – If tensile strain at top near to surface or edge
• IRC 37:2018 of wheel & bottom bitumen layer is beyond
• Load transfer grain to grain permissible limit. (Crocodile Cracking)
• Major failure: Rutting & Cracking Rutting Criteria
• Sub base (GSB) – Help in effective drainage Avg Rut depth of 20 mm or more is considered as
• Base Course – Most imp. Component to sustain wheel critical failure if vertical compressive strain at top of
load & distribute is
subgrade is more than permissible limit.
• Binder Course – Provided only on High volume roads.
• Surface Course – Impermeable, Better skid resistance Rigid Pavement
best quality material.
P( Kg / cm2 )
K=
0.125 cm
Modulus of subgrade reaction Critical Combination of Stress
1. Summer Mid Day: Total Stress = Load Stress +
• Radius of resisting section (b)
Warping Stress – Frictional Stress
a
b(cm) = 1.6a 2 + h 2 − 0.675h 1.724 2. Winter Mid Day: Total Stress = Load Stress +
h
= a otherwise Warping Stress + Frictional Stress
3. Summer Night (Corner): Total Stress = Load Stress
• Radius of Relative Stiffness
+ Warping Stress
1 h = Thickness
Eh3 4 Joints In Rigid Pavement
l= 2
= Poisson Ratio
12 K (1 − )
E = Modulus of Elasticity CC
Stress
Wheel Load Stress
These are provided where S.F. and B.M. is small & 6. Upheaval: Localised Upward Movement or Formation
stress are minimum. of Upward Bulge.
Longitudinal Joint: Disintegration: (Breaking of Pavement)
If width of slab more than 3 to 5 m these are provided. 1. Stripping: Separation of bitumen adhering to surface
Length of the bar = 2 Ld + Spacing of aggregate in prescence of moisture.
Diameter of tie bar Min = 8 mm 2. Ravelling: Progressive distintegration of surface due
Max = 16 mm to bitumen binder fail to bind.
Pavement Evaluation: 3. Edge Breaking/Frayed Surface: Broken Edge if not
• Present Serviceabiltiy Index (PSI) Is use to evaluate repaired on time surface may peel off.
pavement strengthening of pavement can be done by 4. Pot Holes: Bowl shaped holes dive to lack of bond
overlay. B/W bitumen & below layer.
• Flexible overlay over flexible can be done by “Benkle Failure In Rigid Pavement
men Beam Deflection” method. 1. Scaling: Cement mortar detached from CC pavement.
2. Ravelling: Loss of fine aggregate & Hardned cement
Chapter 06: Highway Maintenance paste from surface.
3. Spalling: Pre formed filler material place at joint,
Flexible Pavement
Placement may dislocated faulty alignment of filler
A. Surface Defect
cause more crack.
1. Fatty Surface: Binder Collected on top
4. Mud Pumping: When soil slurry eject out through
2. Smooth Surface: Cause Slippery
3. Streaking: Alternate Dark & Lean Lines joints or cracks of CC pavement during heavy wheel
4. Hungry Surface: Loss of Aggregate on Surface. load downward movement.
B. Cracks Prime Coat:
1. Hair Line Cracks: Short & Fine Cracks • Application of low viscous bitumen over existing
2. Alligator Crack: Inter Connected Crack Forming pavement surface like WBM base course.
Blocks • Main objective to plug capillary voids.
3. Edge Crack: 0.3 m-0.5 m from edge, Parallel to
Tack Coat:
vehicle movement.
• Application of bituminous materials over an existing
4. Longitudinal Crack: Along the road, Either at joint
b/w pavement & shoulder or b/w lanes. pavement surface which is relatively impervious like
5. Reflection Crack: Cracks in pavement below, Crack existing bitumen surface.
over joints. Seal Coat:
Deformations (Change in Shape) • Recommended as top coat over certain bituminous
1. Slippage: Formation of Crescent Shaped Crack pavement which are not impervious.
2. Rutting: Longitudinal Depression Due to Wheels to • Seal surface against water.
Heavy Vehicle
3. Corrugations: Formation of Regular Undulation Note:
4. Shoving: Bulging of Pavement Surface of Crescent • Wet Mix Macadan (WMM): Stone aggregate &
Shape binding material are premixed in batching plant. In this
5. Shallow Depression: Localised Low Area of Limited case water is premixed.
Size. Stone size 4.75mm-20 mm
13
• Water Bound Macadam: Water is not premixed. It is • Mastic Asphalt: Mixture of bitumen, Filler and fine
sprinkled on dry mix. aggregate in suitable proportion design to yield void
Stone size (45 mm-90 mm) less compact mass.
• Penetration Macadam: Used as base/Binder course
• During pavement construction compaction of
CA first spread and compacted in dry state then hot
pavement layers.
bitumen binder of relatively high viscosity is sprayed
Done from edge and proceeding toward center. in large quantity at top.
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