Example:Design a new flexible pavement for a major interstate highway using thefollowing conditions:Pavement location : RuralNumber of lanes :2 lanes in each directionTotal traffic during peak hour : 267 ESALDesign period : 16 yearsGrowth factor : 12%Traffic distribution design of lane factor Lf: 65%Sub-grade CBR : 8%Standard deviation : 40%Overall serviceability loss: Po - Pt 4.2 -2 = 2.2Solution:Step 1:Reliability (R) = 90% , Rural (Table 8.5)Step 2:Standard deviation (So) = 40% (Given)Step 3:Cumulative expected ESAL during design life in the design lane (W18)W18 = ADT x 365 x G x Df x LfADT = (Total traffic during peak hour) x 24= 267 x 24 = 6408 EASL(1+i)"f-1(1+0.12)16-1G == 45.613i0.1222Df = 0.93 2 lanes each direction (Table 8.6)W18 = 6408 x 365 x 45.613 x 0.93 x 0.65= 64491246 x 64 x 106 ESALD1 = ?D2 = ?D3 = ?

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Example: Design a new flexible pavement for a major interstate highway using the following conditions: Pavement location : Rural Number of lanes :2 lanes in each direction Total traffic during peak hour : 267 ESAL Design period : 16 years Growth factor : 12% Traffic distribution design of lane factor Lf: 65% Sub-grade CBR : 8% Standard deviation : 40% Overall serviceability loss: Po - Pt = 4.2 -2 = 2.2

Example: Design a new flexible pavement for a major interstate highway using the following conditions: Pavement location : Rural Number of lanes :2 lanes in each direction Total traffic during peak hour : 267 ESAL Design period : 16 years Growth factor : 12% Traffic distribution design of lane factor Lf: 65% Sub-grade CBR : 8% Standard deviation : 40% Overall serviceability loss: Po - Pt = 4.2 -2 = 2.2

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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6- Mention and describe four geotechnical parameters in AASHTO's empirical design method separately for each of asphalt and concrete pavements.
A flexible pavement has the following class loads during a particular hour of the day. i. ii. 80 buses with 2-axles (each axle load of 40 kN) ; ii. 160 trucks with 2-axles (from and rear axle loads of 40 kN and 80 kN, respectively) Find the equivalent standard axle load repetitions for this vehicle combination as per IRC 37-2012.
Q#1: (a) Explain the working mechanism of Flexible pavements. (b) What are the main factors that the designers prefer Flexible pavements over the Rigid pavements?
Q, Discuss the following terms briefly: a, Emulsion breaking and Cutback curing, b, Water bound and aggregate base, c, Flexible pavement and Rigid pavements,
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section of a two-lane rural highway is to be realigned and replaced by a four-lane highway with a full-depth asphalt pavement. Consists of 40% trucks. If classification studies have shown that the truck factor can be taken as 0.45, design a suitable flexible pavement using the 1993 AASHTO procedure if the AADT on the design lane during the first year of operation is 1000. It is expected that construction will be completed five years from now, and pi =4.5 and pt = 2.5. Growth rate = 4%. Design life = 20 years. The pavement structure will be exposed to moisture levels approaching saturation 20% of the time, and it will take about one week for drainage of water. Effective CBR of the subgrade material is 7. CBR of the base and subbase are 70 (Mr=30000 lb/in2 ) and 22 (Mr=13500 lb/in2 ), respectively, and Mr for the asphalt mixture, 400,000 lb/in2 .
The data given below pertain to the design of a flexible pavement. Initial trafic = 1213 cvpd Traffic growth rate = 8 percent per annum Design life = 12 years Vehicle damage factor = 2.5 Distribution factor = 1.0 The design traffic in terms of million standard axles (msa) to be catered would be
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Without writing shear and moment equations, draw shear and moment diagrams for thebeams in the following problems. Give numerical values at all change of loading positions and at all points of zero shear. TOPIC: SHEAR AND MOMENT BY AREA METHOD
Determine the base thickness of plain concrete pavement (PCP) without dowelled joints using the information and charts provided be • Desired project reliability - 85% Subgrade design CBR-6% • Design period -30 years • Design Traffic 5.0*10* HVAG(B) Note: The information obtained from each table or figure must be stated in the examination script to obtain relevant marks. Table 3.1: Minimum subbase requirements for rigid pavements Design traffic (HVAG) Subbase type 125 mm bound Up to 10⁰ Up to 5x10 150 mm bound or 125 mm LCS Up to 1x10 170 mm bound or 125 mm LCS 150 mm LCS Greater than 1x 10 1 Under CRCP, a heavily bound subbase with an asphalt surfacing is an acceptable alternative 75 Maximum permitted value CBR % Effective subgrade strength used in concrete base thickness determinations 60 50 40 35 30 25 20 15 12 10 Concrete Base 200 Thickness 190 (mm) 180 8. Pavement type 7. 6. 5. PCP Dowelled & CRCP 260 250 240 230 220 210 170 160 150 140 150mm LCS 125mm LCS 8 10 Design subgrade…