• Author / Uploaded
• Anderson Peña Villanueva

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8) Usar el software Kenlayer para pavimentos flexibles, y aplicar una carga similar a la usada en las secciones anteriores (Ejes Equivalentes de 18,000 libras de carga y 80 psi de presion) en la estructura calculada en la pregunta anterior y determinar: Una vez diseñado nuestro pavimento flexible observamos que la carpeta asfáltica su espesor es demasido, por ello utilizaremos lo que recomienda el manual para un tp2. Espesor de la carpeta asfáltica es 2.5 in , el espesor de la base es 8 in, y el espesor de la sub base es 6in.

POINT

VERTICAL

NO.

COORDINATE

1

0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN)

1 1 2 2 2 3 3 3 4 4 4

VERTICAL DISP. 0.02536 0.02515 0.01838 0.02311 0.02311 0.01856 0.01989 0.01830 0.01755 0.02185 0.02185 0.01736

VERTICAL STRESS (STRAIN) 80.000 -3.696E-04 49.977 3.822E-04 4.148 4.887E-04 80.000 -1.998E-04 26.301 1.482E-04 3.849 4.362E-04 0.000 -6.295E-05 0.092 -2.878E-05 2.334 1.993E-04 80.000 -1.974E-04 26.278 1.504E-04 3.653 4.211E-04

MAJOR PRINCIPAL STRESS (STRAIN) 318.358 3.162E-04 49.978 3.822E-04 4.168 4.924E-04 164.771 2.156E-04 31.924 1.669E-04 3.891 4.437E-04 44.979 6.616E-05 18.994 3.408E-05 2.334 1.993E-04 162.520 2.102E-04 32.316 1.705E-04 3.912 4.678E-04

MINOR INTERMEDIATE PRINCIAL P. STRESS STRESS (HORIZONTAL (STRAIN) P. STRAIN) 112.145 312.025 -3.696E-04 2.951E-04 -133.495 -132.503 -2.279E-04 -2.279E-04 0.066 0.396 -2.471E-04 -2.471E-04 39.880 127.752 -1.998E-04 9.245E-05 -66.297 -26.389 -1.597E-04 -1.597E-04 0.092 0.623 -2.411E-04 -2.411E-04 6.156 32.292 -6.295E-05 2.396E-05 0.092 9.996 -2.878E-05 4.161E-06 0.189 1.437 -1.875E-04 -1.875E-04 39.951 127.818 -1.974E-04 9.478E-05 -67.223 -28.136 -1.605E-04 -1.605E-04 0.069 0.264 -2.250E-04 -2.250E-04

9) Deflexión máxima. ∆max=0.02536 10) Maxima deformación por tension en la parte baja de la carpeta asfáltica. Et ∆max = 2.279 x 10−4 11) Máxima deformación por compression en la parte alta de la subrasante Ec ∆max = 4.887 x 10−4 12) Determinar los valores de Nf y Nd usando los coeficientes del Instituto del Asfalto y determinar cuál daño es más relevante (ahuellamiento o fatiga).



Nf = 0.0796𝑥 (2.279 𝑥 10−4 )− 3.291 𝑥 (430000)− 0.854 Nf = 1192874 repeticiones para agrietarse



Nd =1.365 𝑥 10−9 𝑥(4.887 𝑥 10−4 )−4.477 Nd = 908427 repeticiones para ahuellarse

Entonces se concluye que el daño más relevante es la deformación permanente es decir el ahuellamiento. 13) Realizar un Diseño de Experimentos con las siguientes variables: a.1) Espesor de Carpeta Asfáltica

Valore: 50% original

POINT

VERTICAL

NO.

COORDINATE

1

0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN)

1 1 2 2 2 3 3 3 4 4 4

VERTICAL DISP. 0.03006 0.02774 0.01930 0.02577 0.02483 0.01944 0.01919 0.01916 0.01823 0.02441 0.02348 0.01817

VERTICAL STRESS (STRAIN) 80.000 -5.104E-04 60.854 1.449E-03 4.593 5.330E-04 80.000 -2.272E-04 28.636 6.684E-04 4.211 4.675E-04 0.000 -5.013E-05 0.304 3.597E-07 2.454 1.973E-04 80.000 -2.227E-04 28.604 6.682E-04 4.004 4.528E-04

MAJOR PRINCIPAL STRESS (STRAIN) 389.904 4.127E-04 60.856 1.449E-03 4.612 5.363E-04 183.422 2.493E-04 40.580 9.882E-04 4.273 4.787E-04 42.467 8.719E-05 1.168 2.350E-05 2.454 1.973E-04 179.589 2.418E-04 41.150 1.004E-03 4.295 5.053E-04



Nf = 0.0796𝑥 (2.146 𝑥 10−4 )− 3.291 𝑥 (430000)− 0.854 Nf = 1453911 repeticiones para agrietarse



Nd =1.365 𝑥 10−9 𝑥(5.33 𝑥 10−4 )−4.477 Nd = 615992 repeticiones para ahuellarse

a.2) Espesor de Carpeta Asfáltica

MINOR INTERMEDIATE PRINCIAL P. STRESS STRESS (HORIZONTAL (STRAIN) P. STRAIN) 112.311 381.735 -5.104E-04 3.855E-04 -1.270 -0.936 -2.147E-04 -2.146E-04 0.161 0.502 -2.660E-04 -2.660E-04 40.137 137.083 -2.272E-04 9.524E-05 -7.288 -1.389 -2.934E-04 -1.355E-04 0.192 0.749 -2.571E-04 -2.571E-04 1.173 10.392 -5.013E-05 -1.947E-05 0.304 1.054 3.597E-07 2.045E-05 0.294 1.631 -1.919E-04 -1.919E-04 39.930 135.968 -2.227E-04 9.668E-05 -7.960 -1.497 -3.107E-04 -1.377E-04 0.157 0.356 -2.406E-04 -2.406E-04

Valore: 150% original

POINT

VERTICAL

NO.

COORDINATE

1

0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN)

1 1 2 2 2 3 3 3 4 4 4

VERTICAL DISP. 0.02220 0.02220 0.01731 0.02099 0.02106 0.01756 0.01888 0.01767 0.01696 0.01973 0.01986 0.01642

VERTICAL STRESS (STRAIN) 80.000 -2.451E-04 49.212 1.388E-04 3.844 1.803E-04 80.000 -1.662E-04 25.748 5.711E-05 3.591 1.676E-04 0.000 -6.034E-05 0.309 -2.132E-05 2.263 1.014E-04 80.000 -1.598E-04 25.735 5.888E-05 3.402 1.592E-04

MAJOR PRINCIPAL STRESS (STRAIN) 246.431 2.290E-04 49.214 1.388E-04 3.857 1.808E-04 143.163 1.766E-04 56.806 1.604E-04 3.637 1.695E-04 43.480 6.378E-05 12.742 2.003E-05 2.263 1.014E-04 138.330 1.708E-04 57.178 1.634E-04 3.625 1.684E-04



Nf = 0.0796𝑥 (6.733 𝑥 10−5 )− 3.291 𝑥 (430000)− 0.854 Nf = 65962402 repeticiones para agrietarse



Nd =1.365 𝑥 10−9 𝑥(1.803 𝑥 10−4 )−4.477 Nd = 78893239 repeticiones para ahuellarse

b.1) Resistencia a la carpeta asfáltica

MINOR INTERMEDIATE PRINCIAL P. STRESS STRESS (HORIZONTAL (STRAIN) P. STRAIN) 103.855 240.230 -2.451E-04 2.084E-04 -12.767 -11.569 -6.734E-05 -6.733E-05 -4.987 -3.681 -1.849E-04 -1.849E-04 40.091 116.278 -1.662E-04 8.716E-05 -23.166 -5.124 -1.056E-04 -4.556E-05 -4.912 -3.034 -1.840E-04 -1.840E-04 6.156 31.177 -6.034E-05 2.287E-05 0.309 9.293 -2.132E-05 8.559E-06 -3.987 -0.034 -1.571E-04 -1.571E-04 38.911 111.991 -1.598E-04 8.320E-05 -24.511 -5.966 -1.082E-04 -4.654E-05 -4.564 -3.249 -1.702E-04 -1.702E-04

Valore: 50% original

POINT

VERTICAL

NO.

COORDINATE

1

0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN)

1 1 2 2 2 3 3 3 4 4 4

VERTICAL DISP. 0.02724 0.02680 0.01910 0.02418 0.02417 0.01926 0.02047 0.01883 0.01810 0.02289 0.02285 0.01800

VERTICAL STRESS (STRAIN) 80.000 -3.984E-04 58.751 4.503E-04 4.476 5.190E-04 80.000 -2.236E-04 28.845 1.467E-04 4.119 4.569E-04 0.000 -8.486E-05 0.140 -4.410E-05 2.426 1.938E-04 80.000 -2.205E-04 28.823 1.502E-04 3.914 4.426E-04

MAJOR PRINCIPAL STRESS (STRAIN) 232.288 4.007E-04 58.752 4.503E-04 4.494 5.222E-04 113.973 2.692E-04 42.874 2.400E-04 4.178 4.674E-04 32.673 9.151E-05 11.270 2.993E-05 2.426 1.938E-04 112.679 2.625E-04 43.275 2.463E-04 4.195 4.931E-04



Nf = 0.0796𝑥 (2.408 𝑥 10−4 )− 3.291 𝑥 (215000)− 0.854 Nf = 1798785 repeticiones para agrietarse



Nd =1.365 𝑥 10−9 𝑥(5.19 𝑥 10−4 )−4.477 Nd = 693951 repeticiones para ahuellarse

b.2) Resistencia a la carpeta asfáltica

MINOR INTERMEDIATE PRINCIAL P. STRESS STRESS (HORIZONTAL (STRAIN) P. STRAIN) 112.145 227.721 -3.984E-04 3.703E-04 -45.159 -43.372 -2.408E-04 -2.408E-04 0.159 0.493 -2.592E-04 -2.592E-04 39.881 90.548 -2.236E-04 1.134E-04 -16.831 -3.458 -1.571E-04 -1.571E-04 0.193 0.737 -2.510E-04 -2.510E-04 6.156 24.074 -8.486E-05 3.431E-05 0.140 11.104 -4.410E-05 2.883E-05 0.305 1.622 -1.886E-04 -1.886E-04 40.061 90.752 -2.205E-04 1.166E-04 -17.831 -4.696 -1.601E-04 -1.601E-04 0.157 0.351 -2.348E-04 -2.348E-04

Valore: 150% original

POINT

VERTICAL

NO.

COORDINATE

1

0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN)

1 1 2 2 2 3 3 3 4 4 4

VERTICAL DISP. 0.02424 0.02417 0.01801 0.02244 0.02250 0.01820 0.01960 0.01807 0.01731 0.02126 0.02126 0.01703

VERTICAL STRESS (STRAIN) 80.000 -3.227E-04 44.109 3.356E-04 3.962 4.689E-04 80.000 -1.763E-04 24.381 1.433E-04 3.700 4.224E-04 0.000 -5.312E-05 0.113 -2.196E-05 2.302 2.030E-04 80.000 -1.785E-04 24.358 1.448E-04 3.508 4.069E-04

MAJOR PRINCIPAL STRESS (STRAIN) 366.544 2.600E-04 44.110 3.356E-04 3.983 4.728E-04 201.975 1.862E-04 27.158 1.494E-04 3.732 4.281E-04 55.134 5.547E-05 26.125 3.571E-05 2.302 2.030E-04 202.207 1.813E-04 27.448 1.517E-04 3.752 4.510E-04



Nf = 0.0796𝑥 (2.066 𝑥 10−4 )− 3.291 𝑥 (215000)− 0.854 Nf = 2977946 repeticiones para agrietarse



Nd =1.365 𝑥 10−9 𝑥(4.689𝑥 10−4 )−4.477 Nd = 1093218 repeticiones para ahuellarse

c.1) Espesor de base y subabase

MINOR INTERMEDIATE PRINCIAL P. STRESS STRESS (HORIZONTAL (STRAIN) P. STRAIN) 103.724 358.735 -3.227E-04 2.427E-04 -200.468 -200.382 -2.066E-04 -2.066E-04 0.038 0.364 -2.386E-04 -2.386E-04 38.454 151.951 -1.763E-04 7.530E-05 -108.104 -52.882 -1.505E-04 -1.505E-04 0.059 0.581 -2.339E-04 -2.339E-04 6.156 38.856 -5.312E-05 1.938E-05 0.113 7.075 -2.196E-05 -6.524E-06 0.142 1.344 -1.863E-04 -1.863E-04 39.951 158.408 -1.785E-04 8.415E-05 -108.797 -54.908 -1.504E-04 -1.504E-04 0.041 0.236 -2.180E-04 -2.180E-04

Valore: 50% original

POINT

VERTICAL

NO.

COORDINATE

1

0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN)

1 1 2 2 2 3 3 3 4 4 4

VERTICAL DISP. 0.03099 0.03078 0.02059 0.02844 0.02840 0.02084 0.02158 0.02158 0.01976 0.02683 0.02686 0.01939

VERTICAL STRESS (STRAIN) 80.000 -4.514E-04 46.409 4.437E-04 4.899 5.603E-04 80.000 -2.618E-04 24.263 1.988E-04 4.593 5.051E-04 0.000 -1.480E-05 0.675 -2.084E-05 2.921 2.447E-04 80.000 -2.565E-04 24.221 2.008E-04 4.361 4.899E-04

MAJOR PRINCIPAL STRESS (STRAIN) 359.900 3.720E-04 46.409 4.437E-04 4.921 5.643E-04 199.543 2.643E-04 29.366 2.157E-04 4.634 5.125E-04 32.416 8.910E-05 22.049 5.023E-05 2.921 2.447E-04 193.790 2.581E-04 29.345 2.178E-04 4.636 5.395E-04



Nf = 0.0796𝑥 (2.709 𝑥 10−4 )− 3.291 𝑥 (430000)− 0.854 Nf = 675394 repeticiones para agrietarse



Nd =1.365 𝑥 10−9 𝑥(5.603𝑥 10−4 )−4.477 Nd = 492554 repeticiones para ahuellarse

c.2) Espesor de base y subbase

Valore: 150% original

MINOR INTERMEDIATE PRINCIAL P. STRESS STRESS (HORIZONTAL (STRAIN) P. STRAIN) 112.311 352.664 -4.514E-04 3.479E-04 -168.495 -167.315 -2.709E-04 -2.709E-04 0.216 0.634 -2.840E-04 -2.840E-04 41.343 158.440 -2.618E-04 1.276E-04 -96.506 -50.943 -2.029E-04 -2.029E-04 0.240 0.899 -2.797E-04 -2.797E-04 -14.891 1.173 -6.822E-05 -6.822E-05 0.366 0.675 -2.187E-05 -2.187E-05 0.302 1.814 -2.273E-04 -2.273E-04 39.034 153.523 -2.565E-04 1.242E-04 -96.826 -52.726 -2.018E-04 -2.018E-04 0.204 0.456 -2.595E-04 -2.595E-04

POINT

VERTICAL

NO.

COORDINATE

1

0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN)

1 1 2 2 2 3 3 3 4 4 4

VERTICAL DISP. 0.02312 0.02226 0.01553 0.02083 0.02017 0.01573 0.01706 0.01564 0.01523 0.01987 0.01921 0.01479

VERTICAL STRESS (STRAIN) 80.000 -3.541E-04 50.646 3.707E-04 5.130 2.103E-04 80.000 -1.888E-04 26.780 1.376E-04 4.510 1.853E-04 0.000 -5.560E-05 -0.048 -3.423E-05 1.848 7.773E-05 80.000 -1.845E-04 26.774 1.402E-04 4.385 1.798E-04

MAJOR PRINCIPAL STRESS (STRAIN) 309.521 2.994E-04 50.647 3.707E-04 5.156 2.113E-04 157.724 1.993E-04 32.496 1.566E-04 4.649 1.911E-04 39.953 5.679E-05 20.529 3.420E-05 1.848 7.773E-05 154.756 1.951E-04 32.986 1.609E-04 4.908 2.015E-04



Nf = 0.0796𝑥 (2.208 𝑥 10−4 )− 3.291 𝑥 (430000)− 0.854 Nf = 1323824 repeticiones para agrietarse



Nd =1.365 𝑥 10−9 𝑥(2.103 𝑥 10−4 )−4.477 Nd = 39607847 repeticiones para ahuellarse

d.1) Resistencia de subrasante

Valore: 50% original

MINOR INTERMEDIATE PRINCIAL P. STRESS STRESS (HORIZONTAL (STRAIN) P. STRAIN) 112.998 307.379 -3.541E-04 2.923E-04 -127.209 -125.693 -2.208E-04 -2.208E-04 -2.713 -2.018 -1.141E-04 -1.141E-04 41.014 126.458 -1.888E-04 9.535E-05 -60.012 -21.039 -1.510E-04 -1.510E-04 -2.679 -1.709 -1.119E-04 -1.119E-04 6.156 29.966 -5.560E-05 2.358E-05 -0.048 13.592 -3.423E-05 1.113E-05 -2.213 0.068 -9.018E-05 -9.018E-05 40.615 124.210 -1.845E-04 9.349E-05 -61.170 -22.982 -1.523E-04 -1.523E-04 -2.488 -2.085 -1.044E-04 -1.044E-04

POINT

VERTICAL

NO.

COORDINATE

1

0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN)

1 1 2 2 2 3 3 3 4 4 4

VERTICAL DISP. 0.03847 0.03835 0.03183 0.03665 0.03665 0.03230 0.03380 0.03221 0.03144 0.03458 0.03457 0.03029

VERTICAL STRESS (STRAIN) 80.000 -3.900E-04 49.752 3.799E-04 3.008 6.967E-04 80.000 -2.284E-04 26.105 1.456E-04 2.856 6.379E-04 0.000 -8.910E-05 0.044 -3.258E-05 1.986 3.548E-04 80.000 -2.227E-04 26.082 1.483E-04 2.680 6.069E-04

MAJOR PRINCIPAL STRESS (STRAIN) 320.263 3.297E-04 49.754 3.799E-04 3.031 7.050E-04 180.740 2.393E-04 31.830 1.646E-04 2.867 6.421E-04 59.333 8.775E-05 20.959 3.698E-05 1.986 3.548E-04 176.683 2.317E-04 32.533 1.697E-04 2.865 6.735E-04



Nf = 0.0796𝑥 (2.268 𝑥 10−4 )− 3.291 𝑥 (430000)− 0.854 Nf = 1212020 repeticiones para agrietarse



Nd =1.365 𝑥 10−9 𝑥(6.967 𝑥 10−4 )−4.477 Nd = 185702 repeticiones para ahuellarse

d.2) Resistencia de subrasante

Valore: 150% original

MINOR INTERMEDIATE PRINCIAL P. STRESS STRESS (HORIZONTAL (STRAIN) P. STRAIN) 103.855 311.261 -3.900E-04 2.997E-04 -132.691 -131.538 -2.268E-04 -2.268E-04 0.096 0.340 -3.534E-04 -3.534E-04 40.091 140.936 -2.284E-04 1.069E-04 -65.161 -25.417 -1.579E-04 -1.579E-04 0.121 0.512 -3.480E-04 -3.480E-04 6.156 44.079 -8.910E-05 3.702E-05 0.044 11.722 -3.258E-05 6.257E-06 0.212 1.031 -2.849E-04 -2.849E-04 40.036 139.136 -2.227E-04 1.069E-04 -66.271 -27.776 -1.589E-04 -1.589E-04 0.099 0.248 -3.236E-04 -3.236E-04

POINT

VERTICAL

NO.

COORDINATE

1

0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN) 0.00000 (STRAIN) 2.50000 (STRAIN) 16.50010 (STRAIN)

1 1 2 2 2 3 3 3 4 4 4

VERTICAL DISP. 0.02042 0.02017 0.01321 0.01800 0.01799 0.01329 0.01304 0.01305 0.01232 0.01712 0.01708 0.01243

VERTICAL STRESS (STRAIN) 80.000 -3.571E-04 50.122 3.832E-04 4.891 3.822E-04 80.000 -1.863E-04 26.424 1.494E-04 4.480 3.361E-04 0.000 -2.160E-05 0.110 -2.683E-05 2.487 1.342E-04 80.000 -1.859E-04 26.404 1.513E-04 4.285 3.275E-04

MAJOR PRINCIPAL STRESS (STRAIN) 311.694 3.060E-04 50.122 3.832E-04 4.908 3.842E-04 157.283 2.042E-04 31.977 1.679E-04 4.551 3.447E-04 25.557 5.949E-05 17.958 3.252E-05 2.487 1.342E-04 156.279 2.006E-04 32.237 1.707E-04 4.586 3.637E-04



Nf = 0.0796𝑥 (2.283 𝑥 10−4 )− 3.291 𝑥 (430000)− 0.854 Nf = 1186010 repeticiones para agrietarse



Nd =1.365 𝑥 10−9 𝑥(3.822 𝑥 10−4 )−4.477 Nd = 2730344 repeticiones para ahuellarse

MINOR INTERMEDIATE PRINCIAL P. STRESS STRESS (HORIZONTAL (STRAIN) P. STRAIN) 112.311 306.581 -3.571E-04 2.890E-04 -133.760 -132.857 -2.283E-04 -2.283E-04 0.119 0.486 -1.913E-04 -1.913E-04 39.881 121.715 -1.863E-04 8.590E-05 -66.762 -26.755 -1.605E-04 -1.605E-04 0.140 0.733 -1.855E-04 -1.855E-04 -1.228 1.173 -2.959E-05 -2.959E-05 0.110 9.132 -2.683E-05 3.171E-06 0.210 1.719 -1.395E-04 -1.395E-04 40.061 122.737 -1.859E-04 8.909E-05 -67.581 -28.193 -1.612E-04 -1.612E-04 0.115 0.326 -1.737E-04 -1.737E-04

MATRIZ DE RESULTADOS

Experimentos Condición normal Espesor de C.A al 50% Espesor de C.A al 150% Resistencia de C.A. al 50% Resistencia de C.A. al 150% Espesor de base y subbase al 50% Espesor de base y subbase al 150% Resistencia de subrasante al 50% Resistencia de subrasante al 150%

Nf

Nd

1192874 1453911 65962402 1798785 2977946 675394 1323824 1212020 1186010

908427 615992 78893239 693951 1093218 492554 39607847 185702 2730344

CONCLUSIONES Al incrementar la carpeta asfáltica en un 150%, se obtiene mas de 55 veces la resistencia a la fatiga en comparación a la resistencia a la fatiga en la condición normal mayor resistencia a la fatiga. Y por otra para el daño de ahuellamiento resiste mas de 86 veces en comparación a la condición normal. Al reducir el espesor y la sub base en un 50%, el daño al agrietamiento y al ahuellamiento empeorá, ya que el número de pasadas disminuye en un 43% aproximandamente, en ambos daños. Al disminuir la resistencia de la subrasante al 50%, indica que se dará el caso mas desfavorable para el daño por ahuellamiento, ya que solo soporta aproximadamente la cuarta parte del número de pasadas de la condición normal.