EXERCISE CHAPTER 3 THICKNESS DESIGN ATJ 5/85 PINDAAN 2013 AND AASHTO METHOD Q1) AASHTO METHOD [ SOALAN TEST SEM 1 2021/2

[answerhappygod]

Exercise Chapter 3 Thickness Design Atj 5 85 Pindaan 2013 And Aashto Method Q1 Aashto Method Soalan Test Sem 1 2021 2 1 (51.24 KiB) Viewed 47 times

Exercise Chapter 3 Thickness Design Atj 5 85 Pindaan 2013 And Aashto Method Q1 Aashto Method Soalan Test Sem 1 2021 2 2 (33.28 KiB) Viewed 47 times

Exercise Chapter 3 Thickness Design Atj 5 85 Pindaan 2013 And Aashto Method Q1 Aashto Method Soalan Test Sem 1 2021 2 3 (35.51 KiB) Viewed 47 times

Exercise Chapter 3 Thickness Design Atj 5 85 Pindaan 2013 And Aashto Method Q1 Aashto Method Soalan Test Sem 1 2021 2 4 (29.82 KiB) Viewed 47 times

Exercise Chapter 3 Thickness Design Atj 5 85 Pindaan 2013 And Aashto Method Q1 Aashto Method Soalan Test Sem 1 2021 2 5 (28.78 KiB) Viewed 47 times

Exercise Chapter 3 Thickness Design Atj 5 85 Pindaan 2013 And Aashto Method Q1 Aashto Method Soalan Test Sem 1 2021 2 6 (34.15 KiB) Viewed 47 times

Exercise Chapter 3 Thickness Design Atj 5 85 Pindaan 2013 And Aashto Method Q1 Aashto Method Soalan Test Sem 1 2021 2 7 (29.71 KiB) Viewed 47 times

EXERCISE CHAPTER 3 THICKNESS DESIGN ATJ 5/85 PINDAAN 2013 AND AASHTO METHOD Q1) AASHTO METHOD [ SOALAN TEST SEM 1 2021/2022] A new flexible pavement is designed to carried the Equivalent Single Axle Load (ESAL) as 3 x 10°, constructed on subgrade with the California Bearing Ratio (CBR) as 6%. The quality of drainage for surface layer is good, base layer is fair while subbase layer is fairly poor. If the pavement exposed to moisture at 30% of time, using to the American Association of State Highway and Transportation Officials (AASHTO) design method, calculate the design thickness of the road pavement layer. The informations required have been identified and listed as follows: Resilient modulus of asphalt concrete, Mri is 500,000 psi. The Initial Present Serviceability Index, PSI, is 4.5. Terminal Present Serviceability Index, PSI, is 2.5. CBR of crushed stone is 95%. CBR of gravel subbase is 25%. The reliability, R of the design is 95%. The standard deviation value. So is 0.35. Refer to Table 2(e)(i) and Figure Q2(e)(i) to Figure Q2(e)(v) when answering this question (7 marks)
APPENDIX FOR AASHTO METHOD Table Q2e(i): Recommended m; values for modifying structural layer coefficients of untreated base and subbase materials in flexible pavements 25% Quality of Drainage Excellent Good Fair . Poor Very poor Percent of Time Pavement Structure is Exposed to Moisture Levels Approaching Saturation Less Than Greater Than 1% 1%-5% S%-25% 1.40-1.35 1.35-1.30 1.30-1.20 1.20 1.35-1.25 1.25-1.15 1.15-1.00 1.00 1.25-1.15 1.15-1.05 1.00-0.80 0.80 1.15-1.05 1.05-0.80 0.80-0.60 0.60 1.05-0.95 0.95-0.75 0.75-0.40 0.40
-90 90 100 -10 06- 08 20 40,000 80 888888 8 BC NILI F60 -30,000 -70 70 F40 ] 9 3.0 30 -20,000 -8 - 60 -60 1 -20 -2 -50 -50 -40 to 40 6 S, Soil support value 10,000 -9000 40 R Value (California) R Value (Washington) CBR (Kentucky) Tomas triaxial class s-8000 Modulus, M. (psi) F7 30 -5 تترق جد و 87000 in 81 6000 02 - 4 10 50 5000 Group index - 20 - -3 4000 1 -10 -15 10 2 -3000 -0 -20 - -0 +2 -6.0 -2000 Figure Q2(e)() Correlation chart for estimating resilient modulus of subgrade of soils
020 0.18 8 0.16 1 0.14 + 1 -- 20 5 5 80 S RSS 0.12 OX JI coeficient Modulus. 1000 psi R! 25 R-value 2) 0.10 CBR - - - - 20 0.08 Tekas Triaxial 35 Structural 20 5 0.06 - so - 4.0 0.04 0.02 0 (1) Scale derived by averaging correlations obtained from Ilinois 2 Scale derived by averaging correlations obtained from California, New Mexico and Wyoming Scale derived by averaging correlations obtained from Texas 14 Scale derived on NCHRP project (3) FIGURE 16-15 Variation in granular base layer coefficient (a.) with various base strength parameters. (Courtesy American Association of State Highway and Transportation Officials.) Figure Q2(e)(ii): Variation in granular base layer coefficient (a.) with various base parameters.
0.20 (3) (4) 1 - - 0.14 1 - 23 - 1 1211 1 IR a 1 8 8 R 80 50 0.12 8 R898 le 3- 30 І свя R-value Modulus. 1000 psi 60 Texas Triaxial 0.10 - -- Structural Coefficient 20 15 14 13 12 11 10 50 0.08 10 40 1 0.06 30 5 25 (1) Scale derived from correlations from llinois (2) Scale derived from correlations obtained from The Asphalt Institute, California, New Mexico and Wyoming (31 Scale derid from correlations obtained from Texas 141 Scale derived on NCHRP project (3) Figure (20)(iii): Variation in granular subbase layer coefficient (a3) with various strength parameter
NOROGHAN SOLVES: PSI Jorgot 4.2 - 1.5 w 109,0918 ***,+ 9.30*1091 0(&#2) - 0.20 + 1094 2.32*109,0% - 8.07 0.40 5.19 (S8+1) w Design Serviceability Loss, APSI 666 os FTTTTTTTTTTTTTTTTTT Estimated Total 18-kip Equivalent Single Axle Lood Applications, W. (millions) Overall Reliability, R1%) IMO PADAL Effective Roodbed Soil Resilient Modulus, MA (psi) -80 70 9.2.3.3 2012 - 90 Design Structural Number, SN Figure Q2(e)(iv): AASHTO design chart for flexible pavements based on using mean values for each input
0.5 0.4 0.3 Structural Layer Coefficient, a,.for Asphalt Concrete Surface Course 0.2 01 0.0 100,000 200,000 300,000 400,000 500 000 Elastic Modulus, Enclosil, of Asphalt Concrete (at 687) Figure Q2(e)(v): Chart for estimating structural layer coefficient of dense graded asphalt concrete based on the elastic (resilient) modulus