DISEÑOS DE ESTRUCTYRA DE PAVIMENTO

DISEÑO AASHTO

N 8.91E+07 MR 4500CBR SUBRSANTE 3 MR 13200.54CBR SUBBASE 20 MR 19197.65CBR BASE 80CONFIABILIDAD 90SERVICIABLIDAD 1.5

PSI INICIAL 4PSI FINAL 2.5m1 flexible 1Drenaje 0.3 3%m2,3 1.2M. Elasticidad 400000A1 Pavimento 0.42A2 Base 0.135A3 Sub Base 0.09

SN total 7.2SN1 4.8 SN1= a1*d1*m1d 11.4285714 29.0285714 cmSN2 5 0.2 1 SN1= a1*d1*m2d2 1.2345679 3.13580247 cm 6.17283951 15.6790123SN3 1.4 SN1= a1*d1*m3d3 12.962963 32.9259259 cm

CAPA CBR MR (psi) a mCapa asfaltica 400000 0.42 1Base granular 80 19197.65 0.135 1.2Subbase granular 20 13200.54 0.09 1.2Subrasante 8 12000

TRAMO 00+000 A 4+800TRAMO 06+500 A 11+500

N 8.91E+07 MR 12000CBR SUBRSANTE 8 MR 13200.54CBR SUBBASE 20 MR 19197.65CBR BASE 80CONFIABILIDAD 90SERVICIABLIDAD 1.5

PSI INICIAL 4PSI FINAL 2.5m1 flexible 1Drenaje 0.3 3%m2,3 1.2M. Elasticidad 400000A1 Pavimento 0.42A2 Base 0.135A3 Sub Base 0.09

SN total 6.3SN1 4.8 SN1= a1*d1*m1d 11.4285714 29.0285714 cmSN2 5 0.2 1 SN1= a1*d1*m2d2 1.2345679 3.13580247 cm 6.17283951SN3 0.5 SN1= a1*d1*m3d3 4.62962963 11.7592593 cm

CAPA CBR MR (psi) a mCapa asfaltica 400000 0.42 1Base granular 80 19197.65 0.135 1.2Subbase granular 20 13200.54 0.09 1.2Subrasante 8 12000

TRAMO 04+800 A 6+500TRAMO 11+500 A 18+000

N 8.91E+07 MR 15000CBR SUBRSANTE 10 MR 13200.54CBR SUBBASE 20 MR 19197.65CBR BASE 80CONFIABILIDAD 90SERVICIABLIDAD 1.5

PSI INICIAL 4PSI FINAL 2.5m1 flexible 1Drenaje 0.3 3%m2,3 1.2M. Elasticidad 400000A1 Pavimento 0.42A2 Base 0.135A3 Sub Base 0.09

SN total 5.2SN1 4.8 SN1= a1*d1*m1d 11.4285714 29.0285714 cmSN2 5 0.2 1 SN1= a1*d1*m2d2 1.2345679 3.13580247 cm 6.17283951 15.6790123SN3 -0.6

CAPA CBR MR (psi) a mCapa asfaltica 400000 0.42 1Base granular 80 19197.65 0.135 1.2Subbase granular 20 13200.54 0.09 1.2Subrasante 10 15000

TRAMO 18+000 A 25+000

N 7.69E+07 MR 2250CBR SUBRSANTE 1.5 MR 13200.54CBR SUBBASE 20 MR 19197.65CBR BASE 80CONFIABILIDAD 90SERVICIABLIDAD 1.5

PSI INICIAL 4PSI FINAL 2.5m1 flexible 1Drenaje 0.3m2,3 1.2M. Elasticidad 400000A1 Pavimento 0.42A2 Base 0.135A3 Sub Base 0.09A4 surasante tratada con cemento 0.47

SN total 8.8SN1 4.5 SN1= a1*d1*m1 d 10.7142857 27.2142857 cmSN2 5.2 0.7 SN1= a1*d1*m2 d2 4.32098765 10.9753086 cmSN3 3.4 2.7 SN1= a1*d1*m3 d3 25 63.5 cmSN4 0.9 d4 1.91489362 4.86382979 cm

CAPA CBR MR (psi) a mCapa asfaltica 400000 0.42 1Base granular 80 19197.65 0.135 1.2Subbase granular 20 13200.54 0.09 1.2tratada con cemento 700000 0.47 1Subrasante 1.5 2250

TRAMO 25+000 A 32+000

DISEÑO POR INVIAS