Design a three layer flexible pavement system using the AASHTO method for thefollowing traffic and pavement properties:1- Sub-grade soil resilient modulus2- Granular sub-base resilient modulus M 17,500 Psi3- Granular base resilient modulus4- Bituminous Layer Elastic Moduhus EAC 400,000 Psi5- Initial PSI, P.=4.5,6- Reliability, R = 90%,7- Drainage coefficient for sub-base, ms= 0.88- Drainage coefficient for base, m2= 0.99- Traffic Properties are as follows:M = 5000 PsiM = 25,000 PsiTerminal PSI, P, =2.5overall standard deviation, S.= 0.35(AADT =9000 v/d), (annual traffic growth rate (r= 4.5%)), (design period 18 years),(traffic percentage on the design lane is (fa 35%)), and Traffic proportions:1- Passenger car (1,000 lb/axle)= 30%2- Single unit truck with 2 single axle (12,000 lb/axle)= 40%3- Single unit truck with 2 sing le axle (6,000 lb/axle)And 1 tandem axle (22,000 lb/axle)= 30%Note: upload only the AA SHTO flexible pavement nomograph, and the calculations forthe (ESAL) and the pavement layers thicknesses.

Flexible pavement is developed of a few thicknesses of blacktop or bituminous substantial layers…

Design a three layer flexible pavement system using the AASHTO method for the following traffic and pavement properties: 1- Sub-grade soil resilient modulus 2- Granular sub-base resilient modulus M 17,500 Psi 3- Granular base resilient modulus M = 5000 Psi M = 25,000 Psi 4- Bituminous Layer Elastic Modulus EAC 400,000 Psi 5- Initial PSI, P.=4.5, 6- Reliability, R=90%, overall standard deviation, So= 0.35 7- Drainage coefficient for sub-base, ms= 0.8 8- Drainage coefficient for base, m= 0.9 9- Traffic Properties are as follows: Terminal PSI, P, = 2.5 (AADT =9000 v/d), (annual traffic grow th rate (r 4.5%)), (design period 18 years), (traffic percentage on the design lane is (f 35%)), and Traffic proportions: 1- Passenger car (1,000 lb/axle) = 30% 2- Single unit truck with 2 sing le axle (12,000 lb/axle) = 40% 3- Single unit truck with 2 single axle (6,000 lb/axle) And 1 tandem axle (22,000 lb/axle) = 30% Note: upload only the AA SHTO flexible pavement nomograph, and the calculations for the (ESAL) and the pavement layers thicknesses.

Design a three layer flexible pavement system using the AASHTO method for the following traffic and pavement properties: 1- Sub-grade soil resilient modulus 2- Granular sub-base resilient modulus M 17,500 Psi 3- Granular base resilient modulus M = 5000 Psi M = 25,000 Psi 4- Bituminous Layer Elastic Modulus EAC 400,000 Psi 5- Initial PSI, P.=4.5, 6- Reliability, R=90%, overall standard deviation, So= 0.35 7- Drainage coefficient for sub-base, ms= 0.8 8- Drainage coefficient for base, m= 0.9 9- Traffic Properties are as follows: Terminal PSI, P, = 2.5 (AADT =9000 v/d), (annual traffic grow th rate (r 4.5%)), (design period 18 years), (traffic percentage on the design lane is (f 35%)), and Traffic proportions: 1- Passenger car (1,000 lb/axle) = 30% 2- Single unit truck with 2 sing le axle (12,000 lb/axle) = 40% 3- Single unit truck with 2 single axle (6,000 lb/axle) And 1 tandem axle (22,000 lb/axle) = 30% Note: upload only the AA SHTO flexible pavement nomograph, and the calculations for the (ESAL) and the pavement layers thicknesses.

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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3. A concrete pavement is to be constructed for a 4-bne urban expressway on a subgrade with an effective modulus of subgrade reaction k of 100 Ib/in?2 The accumulated equivalent axle load for the design period is 3.25 x 10°. The initial and terminal serviceability indices are 4.5 and 2.5, respectively. Using the AASHTO design method determine a suitable thickness of the concrete pavement, ifthe working stress of the concrete is 600 Iblin2 and the modulus of elasticity is 5 x 106 Iblin?. Take the overall standard deviation, S0 , as 0.30, the load transfer coefficient, J, as 3.2, the drainage coefficient as 0.9, and R=95%. Thickness of the concrete pavement:
07. Determine Structural Number and terminal serviceability index value of flexible pavement. Given B and G, value for 32-kip tandem-axle loads. B= 0,4 G= -0.22
12. Refer to Figure II-1 attached. A flexible pavement is to be evaluated according to the AASHTO 1972 design guide. The existing pavement has a weighted structural number=3.4, a regional factor=2.0, and a soil support value=4.5. What would be the approximated number of daily equivalent 18-kip axles to be allowed on this road for a 20-year analysis period?a. 10b. 33c. 100d. 1490
A rigid pavement is designed with an 11-inch slab thickness, 90% Rellability (ZR = -1.282), Es = 4 million psi, modulus of rupture of 600 psi, modulus of subgrade reaction of 150 lb/in?, a 2.8 load transfer coefficient, initial PSI = 4.8, final PSI of 2.5, overall standard deviation of 0.35, and a drainage coefficient of 0.80. The pavement has a 20-year design life. The pavement has three lanes in one direction (PDL = 0.80) and is conservatively designed for trucks that have one 20,000-lb single axle load (1.58), one 26,000-lb tandem axle (0.619), and one 34,000-b triple axle (0.593). What is the daily estimated truck traffic on the three lanes? logia (APSI) S,C¢(D@7% – 1.132) 3.0 [1.62410x10 |(D + 1)*46 | log10 (W) = Zg5, + 7.35 (log,0( D + 1)) – 0.06 +: +(4.22 - 0.327SI) log10 1+ 18.42 215.63/ De75 - 0.25
2. You are asked to design a new flexible pavement structure for an existing road that will be totally replaced. You are provided with the following borehole results: a) Existing (Old) HMA - 135 mm b) Existing (Old) Granular A Base - 170 mm c) Existing (Old) Granular B Subbase - 340 mm d) Gravelly Silty Sand (Till) Subgrade (25 % 5-75 um) What is the current GBE for the existing pavement structure? What is the GBE for the same pavement structure when it was newly constructed?
1. During the AASHO road test, ONLY flexible pavements were constructed and tested.a. Trueb. False2. The AASHO present serviceability rating (PSR) was considered an objective quantity used to establish the performance of highway pavement in terms of applied traffic.a. Trueb. False3. The AASHTO present serviceability index (PSI) correlates the PSR to actual pavement performance in terms of applied traffic, and select distresses.a. Trueb. False4. There is only one AASHTO PSI equation that applies to both flexible and rigid pavements.a. Trueb. False5. The AASHTO PSI scale ranges from:a. 0-5b. 0-10c. 0-100d. None of the above
26. Refer to Figure 8 Design 1A attached. For the design of a 4-lane interstate highway, the damage analysis shown in the figure was performed for a 9.5-inch thick slab according to the PCA design approach. This analysis indicates that the 9.5-inch thick slab: a. Only satisfies the fatigue damage condition b. Only satisfies the erosion damage condition c. Satisfies both fatigue damage and erosion damage conditions. d. None of the above the
B. A rigid pavement with a 10-inch slab thickness, 90 percent reliability, E. = 4 million lb/in², 600 lb/in² modulus of rupture, 150 lb/in³ modulus of subgrade reaction, a 2.8 load transfer coefficient, initial PSI of 4.8, final PSI of 2.5, overall standard deviation of 0.35, and a drainage coefficient of 0.8 is designed. The pavement's design life is 20 years. The three-lane road is built for vehicles with one 20,000-pound single axle, one 26,000-pound tandem axle, and one 34,000-pound triple axle. Calculate the projected daily truck traffic on the three lanes.
A dual wheel having a load per tire of 5000 Ib, 70 psi pressure and μ = 0.5. Calculate thetotal pavement deflections due to the dual wheel by one-layer theory at the followingradial distances from the centerline of one tire: r=0, 3.5,10.5. (Use Pavement Thickness= 8in).
A six-lane concrete roadway is being designed for a metropolitan area. This roadway will be constructed on a subgrade with an effective modulus of subgrade reactionk of 170 Ib/in^3. The ESAL used for the design period is 6.9* 10^6. Using the AASHTO design method, determine a suitable thickness of the concrete pavement (to the nearest 12 inch). provided that the working stress of the concrete to be used is 650 lb/in2 and the modulus of elasticity is 5 *10^6 Ib/in^2. Assume the initial serviceability is 4.75 and the terminal serviceability is 2,5. Assume the overall standard deviation, So, as 0.35, the load transfer coefficient J as 3.2. the drainage coefficient. Cd as 1.15. and R as 95%. Answer: