DATOS rad0.349065850. PROPIEDADES DE LOS MATERIALES
0.19198622SUELO DE LA BASE 0.52359878s 1900 kg/m3 0.78539816 20 bC
1.2 Kg/cm2 0.41887902qadm 5.11 Kg/cm2SUELO DEL RELLENOs 2000 kg/m3
11 C 0 Kg/cm2 SUELO DEL OTRO EXTREMO s 2200 kg/m3 s 30 arena mosa
con presenca de grava coor begetpo IIC 0 Kg/cm2 8 m CONCRETO 4 mmo
con presenca de arena y espe|os de grava coor caf IVc 2400 kg/m3 24
OTROSHs 0.2 meqs 0.6 meq 1.5 m1. CARGAS DE LA SUPERESTRUCTURADL
13170 kg/mLL 19626 kg/mWS 0 kg/mWL 0 kg/mBR 300 kg/mCR+SH+TU 1317
kg/m2. COEFICIENTES SISMICOSS 1.2A 0.061CARGA VIVAVEHICULARCARGA
VIVA PEATONAL ACERA415 KG/M2anguo de frccon nterna de sueo reeno
(de ensayo traxa)anguo de ncnacon de taud entre e trreno y a
horzontapeso especco de SUELOarena mosa con presenca de grava coor
begetpo IImo con presenca de arena y espe|os de grava coor caf
IVCARGA MUERTA esp An!"LOSA 0.2 16.03ACERA 0.15 1.7DIAFRAGMAS 0.95
0.2#IGASBORDILLO 0.5 0.25BARANDA 0.15 0.15POSTESSecciones1 0.0416
2400Volumen(m3)Pes" $%&'()2 0.0104 24003 0.0020 2400TotalTOTAL
21*1(0 KG +DL+ 10,0-5KGFUERZA FRENADOFL=0.05(q*L*+Cm)*nFL 2576FL
1288VIENTO SUPERESTRUCTURACALCULO DE CARGAS PARA DISENO DE
STRIBOSL./&" A/e. P. esp. N0DL18.5 2400 1 142(4-.4 KG
142.3518.5 2400 2 22-44 KG 22.6416.03 2400 4 2,2(*.12 KG
29.240.3894 2400 8 141-.4* KG 7.4818.5 2400 2 11100 KG 11.1018.5
2400 4 (,,- KG 4.00s23 4"4.5 N099.8424.964.8129.6 10 1(2*.4
%&21*.1( TON10,.0-5TNFL=0.05(q*L*+Cm)*n q carga repartda 960
kg/mL uz puente 18.5Cm carga puntua p momento 8000 kgn n de vas
2kgCALCULO DE CARGAS PARA DISENO DE
STRIBOSTONTONTONTONTONTONnormaMETODO DE RANKINES"3/e./&.Wcas
480 kg/m2ws 1200 kg/m2Es62e/7"s E88 $') 9: $%&/'2) 2
$%&/'2) 9:; $%&/'2) %. %.9:;Sueo 18.00 480 0 480 0.680 3264
8480 0 8480 0.680 57624 8480 0 8480 0.680 57620 16480 0 16480 0.680
11199Es62e/7"s LS8 $') 9: $%&/'2) %. %.9:;Sueo 1 8 1200 0.680
8154 1200 0.680 815sueo 2 4 1200 0.680 8150 1200 0.680 815F2e/7.s
5.4e/.5es E8N0 F $%&) < $') F:. 4"4.5 LSP.55s -52(
K&< 4.00 'ESTRIBO NORTE0. DIMENSIONESA542/. ' B.se ' C.3e7.
'H0 0.90 B0 1.00 L0 0.60H1 4.46 B1 3.00 L1 0.40H2 0.40 B2 4.00 L2
0.00H3 0.60 B3 0.60H4 1.44 B 8.00H5 0.20H6 0.56H 8.00Cen4/">?ex
5.01 my 3.23 m1. CARGASCARGAS #ERTICALES CARGAS 8ORI@ONTALESN0 #n
$%&) X $') M $K&') N0 8n $%&) < $')1 17280.0 4.00
69120.0 WS 0.0 6.562 2140.8 3.73 7992.3 WL 0.0 6.563 6998.4 3.30
23094.7 BR 300.0 6.564 192.0 3.73 716.8 CR+SH+TU 1317.0 6.565
1440.0 3.50 5040.0 WA 8405.0 3.166 1382.4 3.80 5253.1 EO super
1928.1 6.567 160.0 3.87 618.7 EO nfra 6854.0 3.238 1784.0 3.87
6898.1 Pa 46099.3 2.749 55200.0 6.00 331200.0 Pas 6523.5 4.010
3696.0 1.50 5544.0VD 1920.0 6.00 11520.0VD' 1440.0 1.50 2160.0VL
4800.0 6.00 28800.0VL' 9900.0 1.50 14850.0DL 13170.0 3.30 43461.0LL
19626.0 3.30 64765.8F 9600.0 4.00 38400.02. COMBINACIAN DE
CARGASF.4"/es ?e ./&. p./. ./&.s ?e ?>seB"As>&n.
STI STI . STIII STIII . ST# ST# .DC 1.25 0.9 1.25 0.9 1.25 0.9E8
1.5 1.5 1.5 1.5 1.5 1.5E# 1.35 1 1.35 1 1.35 1LL 1.75 1.75 0 0 1.35
1.35BR 1.75 1.75 0 0 1.35 1.35LS 1.75 1.75 0 0 1.35 1.35CA 1 1 1 1
1 1CS 0 0 1.4 1.4 0.4 0.4CL 0 0 0 0 1 1CRDS8DTU 0.5 0.5 0.5 0.5 0.5
0.5EE 0 0 0 0 0 0F.4"/es ?e ./&. p./. ./&.s ?e
se/:>>"As>&n. STI STI . STIII STIII . ST# ST# .DC 1 1
1 1 1 1E8 1 1 1 1 1 1E# 1 1 1 1 1 1LL 1 1 0 0 1 1BR 1 1 0 0 1 1LS 1
1 0 0 1 1CA 1 1 1 1 1 1CS 0 0 1 1 1 1CL 0 0 0 0 1 1CRDS8DTU 1 1 1 1
1 1EE 0 0 0 0 0 0(. CARGAS DE DISEFOCARGAS #ERTICALESAs>&n.
STI STI . STIII STIII . ST# ST# .1 DC 21600.0 15552.0 21600.0
15552.0 21600.0 15552.02 DC 2676.0 1926.7 2676.0 1926.7 2676.0
1926.73 DC 8748.0 6298.6 8748.0 6298.6 8748.0 6298.64 DC 240.0
172.8 240.0 172.8 240.0 172.85 DC 1800.0 1296.0 1800.0 1296.0
1800.0 1296.06 DC 1728.0 1244.2 1728.0 1244.2 1728.0 1244.27 EV
216.0 160.0 216.0 160.0 216.0 160.08 EV 2408.4 1784.0 2408.4 1784.0
2408.4 1784.09 EV 74520.0 55200.0 74520.0 55200.0 74520.0 55200.010
EV 4989.6 3696.0 4989.6 3696.0 4989.6 3696.0VD DC 2400.0 1728.0
2400.0 1728.0 2400.0 1728.0VD' DC 1800.0 1296.0 1800.0 1296.0
1800.0 1296.0VL LS 8400.0 8400.0 0.0 0.0 6480.0 6480.0VL' LS
17325.0 17325.0 0.0 0.0 13365.0 13365.0DL DC 16462.5 11853.0
16462.5 11853.0 16462.5 11853.0LL LL 34345.5 34345.5 0.0 0.0
26495.1 26495.1F WA -9600.0 -9600.0 -9600.0 -9600.0 -9600.0
-9600.0190059.0 152677.7 129988.5 92607.2 176328.6 138947.3MOMENTO
DEBIDO A LAS CARGAS #ERTICALESAsgn. STI STI a STIII STIII a STV STV
a1 DC 86400.0 62208.0 86400.0 62208.0 86400.0 62208.02 DC 9990.4
7193.1 9990.4 7193.1 9990.4 7193.13 DC 28868.4 20785.2 28868.4
20785.2 28868.4 20785.24 DC 896.0 645.1 896.0 645.1 896.0 645.15 DC
6300.0 4536.0 6300.0 4536.0 6300.0 4536.06 DC 6566.4 4727.8 6566.4
4727.8 6566.4 4727.87 EV 835.2 618.7 835.2 618.7 835.2 618.78 EV
9312.5 6898.1 9312.5 6898.1 9312.5 6898.19 EV 447120.0 331200.0
447120.0 331200.0 447120.0 331200.010 EV 7484.4 5544.0 7484.4
5544.0 7484.4 5544.0VD DC 14400.0 10368.0 14400.0 10368.0 14400.0
10368.0VD' DC 2700.0 1944.0 2700.0 1944.0 2700.0 1944.0VL LS
50400.0 50400.0 0.0 0.0 38880.0 38880.0VL' LS 25987.5 25987.5 0.0
0.0 20047.5 20047.5DL DC 54326.3 39114.9 54326.3 39114.9 54326.3
39114.9LL LL 113340.2 113340.2 0.0 0.0 87433.8 87433.8F WA -38400.0
-38400.0 -38400.0 -38400.0 -38400.0 -38400.0826527.2 647110.6
636799.5 457383.0 783160.9 603744.3CARGAS 8ORI@ONTALESAsgn. STI STI
a STIII STIII a STV STV aWS WS 0.0 0.0 0.0 0.0 0.0 0.0WL WL 0.0 0.0
0.0 0.0 0.0 0.0BR BR 525.0 525.0 0.0 0.0 405.0 405.0CR+SH+CR+SH+
658.5 658.5 658.5 658.5 658.5 658.5WA WA 0.0 0.0 0.0 0.0 0.0 0.0EO
s EO 0.0 0.0 0.0 0.0 0.0 0.0EO EO 0.0 0.0 0.0 0.0 0.0 0.0Pa EH
69149.0 69149.0 69149.0 69149.0 69149.0 69149.0Pas LS 11416.1
11416.1 0.0 0.0 8806.7 8806.781748.6 81748.6 69807.5 69807.5
79019.2 79019.2MOMENTO DEBIDO A LAS CARGAS
8ORI@ONTALESAs>&n. STI STI . STIII STIII . ST# ST# .WS WS
0.0 0.0 0.0 0.0 0.0 0.0WL WL 0.0 0.0 0.0 0.0 0.0 0.0BR BR 3444.0
3444.0 0.0 0.0 2656.8 2656.8CR+SH+CR+SH+ 4319.8 4319.8 4319.8
4319.8 4319.8 4319.8WA WA 0.0 0.0 0.0 0.0 0.0 0.0EO s EO 0.0 0.0
0.0 0.0 0.0 0.0EO EO 0.0 0.0 0.0 0.0 0.0 0.0Pa EH 189616.2 189616.2
189616.2 189616.2 189616.2 189616.2Pas LS 45664.4 45664.4 0.0 0.0
35226.9 35226.9243044.4 243044.4 193935.9 193935.9 231819.6
231819.64. CARGAS SIN FACTORESCARGAS #ERTICALESAs>&n. STI
STI . STIII STIII . ST# ST# .1 DC 17280.0 17280.0 17280.0 17280.0
17280.0 17280.02 DC 2140.8 2140.8 2140.8 2140.8 2140.8 2140.83 DC
6998.4 6998.4 6998.4 6998.4 6998.4 6998.44 DC 192.0 192.0 192.0
192.0 192.0 192.05 DC 1440.0 1440.0 1440.0 1440.0 1440.0 1440.06 DC
1382.4 1382.4 1382.4 1382.4 1382.4 1382.47 EV 160.0 160.0 160.0
160.0 160.0 160.08 EV 1784.0 1784.0 1784.0 1784.0 1784.0
1784.0_Vn_Mvn_Hn_MHn9 EV 55200.0 55200.0 55200.0 55200.0 55200.0
55200.010 EV 3696.0 3696.0 3696.0 3696.0 3696.0 3696.0VD DC 1920.0
1920.0 1920.0 1920.0 1920.0 1920.0VD' DC 1440.0 1440.0 1440.0
1440.0 1440.0 1440.0VL LS 4800.0 4800.0 0.0 0.0 4800.0 4800.0VL' LS
9900.0 9900.0 0.0 0.0 9900.0 9900.0DL DC 13170.0 13170.0 13170.0
13170.0 13170.0 13170.0LL LL 19626.0 19626.0 0.0 0.0 19626.0
19626.0F WA -9600.0 -9600.0 -9600.0 -9600.0 -9600.0 -9600.0131529.6
131529.6 97203.6 97203.6 131529.6 131529.6CARGAS
8ORI@ONTALESAs>&n. STI STI . STIII STIII . ST# ST# .WS WS
0.0 0.0 0.0 0.0 0.0 0.0WL WL 0.0 0.0 0.0 0.0 0.0 0.0BR BR 300.0
300.0 0.0 0.0 300.0 300.0CR+SH+CR+SH+ 1317.0 1317.0 1317.0 1317.0
1317.0 1317.0WA WA 0.0 0.0 0.0 0.0 0.0 0.0EO s EO 0.0 0.0 0.0 0.0
0.0 0.0EO EO 0.0 0.0 0.0 0.0 0.0 0.0Pa EH 46099.3 46099.3 46099.3
46099.3 46099.3 46099.3Pas LS 6523.5 6523.5 0.0 0.0 6523.5
6523.554239.8 54239.8 47416.3 47416.3 54239.8 54239.85. CRITERIOS
DE ESTABILIDAD < SEGURIDADEGen4/>>?.?As>&n. STI STI
. STIII STIII . ST# ST# .VL 190059.00 152677.74 129988.50 92607.24
176328.60 138947.34HL 81748.63 81748.63 69807.52 69807.52 79019.24
79019.24Mv 826527.18 647110.61 636799.53 457382.96 783160.86
603744.29MH 243044.39 243044.39 193935.94 193935.94 231819.60
231819.60X0 3.07 2.65 3.41 2.84 3.13 2.68e 0.93 1.35 0.59 1.16 0.87
1.32emax 2.00 2.00 2.00 2.00 2.00 2.00DM(%) 53.50 32.33 70.35 42.24
56.34 33.84Condcn OK OK OK OK OK OKDes5>7.'>en4"As>&n.
STI STI . STIII STIII . ST# ST# .VL 190059.00 152677.74 129988.50
92607.24 176328.60 138947.340.45 0.45 0.45 0.45 0.45 0.45FR
92299.72 75656.51 65554.61 48911.40 86186.55 69543.34s 0.80 0.80
0.80 0.80 0.80 0.80sFR 73839.77 60525.21 52443.69 39129.12 68949.24
55634.67HL 81748.63 81748.63 69807.52 69807.52 79019.24
79019.24DM(%) -10.71 -35.07 -33.11 -78.40 -14.60 -42.03Condcn
FALLA! FALLA! FALLA! FALLA! FALLA! FALLA!C.p.>?.? ?e
.p"H"As>&n. STI STI . STIII STIII . ST# ST# .HL 54239.84
54239.84 47416.35 47416.35 54239.84 54239.84VL 131529.60 131529.60
97203.60 97203.60 131529.60 131529.60(0,5HL)/VL 0.21 0.21 0.24 0.24
0.21 0.21q=R 0.56 0.56 0.50 0.50 0.56 0.561.00Condcn Como
Df/B>1, se omtra e factor por ncnacon de as cargasqut 5.11 5.11
5.11 5.11 5.11 5.11Rqut 5.11 5.11 5.11 5.11 5.11 5.11b0.70 0.70
0.70 0.70 0.70 0.70bRqut 3.58 3.58 3.58 3.58 3.58 3.58qmax 3.10
2.88 1.91 1.63 2.82 2.60DM(%) 13.46 19.36 46.67 54.50 21.17
27.44Condcn OK OK OK OK OK OK_Vn_HnTanbDf/BESTRIBO NORTE0.
DIMENSIONES DATOSPROPIEDADES DE LOS MATERIALESSUELO DE LA BASEs
1950 kg/m3 18 C 1.2 Kg/cm2qadm 3.8 Kg/cm2SUELO DEL RELLENOs 2200
kg/m3 30 C 0 Kg/cm2SUELO DEL OTRO EXTREMO1. CARGAS s 2200
kg/m3CARGAS 8ORI@ONTALES 30 M $K&') C 0 Kg/cm20.0 CONCRETO0.0 c
2400 kg/m31968.0 24 8639.5 OTROS26559.8 Hs 0.2 m12648.3 eqs 0.6
m22145.5 eq 1.5 m126410.8 CARGAS DE LA SUPERESTRUCTURA26094.0 DL
13170 kg/mLL 19626 kg/mWS 0 kg/mWL 0 kg/mBR 233 kg/mCR+SH+TU 1317
kg/mCOEFICIENTES SISMICOSS 1A 0.0612. COMBINACIAN DE CARGASF.4"/es
?e ./&. p./. ./&.s ?e ?>seB"EEI EEI . SEI SEII SEI#1.25
0.9 1 1 11.5 1.5 1 1 11.35 1 1 1 10.5 0.5 1 1.3 00.5 0.5 1 1.3 00.5
0.5 1 1.3 01 1 1 1 10 0 0.3 0 0.70 0 1 0 00 0 1 1 11 1 0 0 0F.4"/es
?e ./&. p./. ./&.s ?e se/:>>"EEI EEI . SEI SEII SEI#1
1 1 1 11 1 1 1 11 1 1 1 11 1 1 1 01 1 1 1 01 1 1 1 01 1 1 1 10 0 1
0 10 0 1 0 00 0 1 1 11 1 0 0 0(. CARGAS DE DISEFOCARGAS
#ERTICALESEEI EEI . SEI SEII SEI#21600.0 15552.0 17280.0 17280.0
17280.02676.0 1926.7 2140.8 2140.8 2140.88748.0 6298.6 6998.4
6998.4 6998.4240.0 172.8 192.0 192.0 192.01800.0 1296.0 1440.0
1440.0 1440.01728.0 1244.2 1382.4 1382.4 1382.4216.0 160.0 160.0
160.0 160.02408.4 1784.0 1784.0 1784.0 1784.074520.0 55200.0
55200.0 55200.0 55200.04989.6 3696.0 3696.0 3696.0 3696.02400.0
1728.0 1920.0 1920.0 1920.01800.0 1296.0 1440.0 1440.0 1440.02400.0
2400.0 4800.0 6240.0 0.04950.0 4950.0 9900.0 12870.0 0.016462.5
11853.0 13170.0 13170.0 13170.09813.0 9813.0 19626.0 25513.8
0.0-9600.0 -9600.0 -9600.0 -9600.0 -9600.0147151.5 109770.2
131529.6 141827.4 97203.6MOMENTO DEBIDO A LAS CARGAS #ERTICALESEEI
EEI a SEI SEII SEIV86400.0 62208.0 69120.0 69120.0 69120.09990.4
7193.1 7992.3 7992.3 7992.328868.4 20785.2 23094.7 23094.7
23094.7896.0 645.1 716.8 716.8 716.86300.0 4536.0 5040.0 5040.0
5040.06566.4 4727.8 5253.1 5253.1 5253.1835.2 618.7 618.7 618.7
618.79312.5 6898.1 6898.1 6898.1 6898.1447120.0 331200.0 331200.0
331200.0 331200.07484.4 5544.0 5544.0 5544.0 5544.014400.0 10368.0
11520.0 11520.0 11520.02700.0 1944.0 2160.0 2160.0 2160.014400.0
14400.0 28800.0 37440.0 0.07425.0 7425.0 14850.0 19305.0 0.054326.3
39114.9 43461.0 43461.0 43461.032382.9 32382.9 64765.8 84195.5
0.0-38400.0 -38400.0 -38400.0 -38400.0 -38400.0691007.4 511590.9
582634.6 615159.3 474218.8CARGAS 8ORI@ONTALESEEI EEI a SEI SEII
SEIV0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0150.0 150.0 300.0 390.0
0.00.0 0.0 1317.0 1317.0 1317.0-8405.0 -8405.0 0.0 0.0 0.01928.1
1928.1 0.0 0.0 0.06854.0 6854.0 0.0 0.0 0.069149.0 69149.0 46099.3
46099.3 46099.33261.7 3261.7 6523.5 8480.5 0.072937.8 72937.8
54239.8 56286.9 47416.3MOMENTO DEBIDO A LAS CARGAS 8ORI@ONTALESEEI
EEI . SEI SEII SEI#0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0984.0
984.0 1968.0 2558.4 0.00.0 0.0 8639.5 8639.5 8639.5-26559.8
-26559.8 0.0 0.0 0.012648.3 12648.3 0.0 0.0 0.022145.5 22145.5 0.0
0.0 0.0189616.2 189616.2 126410.8 126410.8 126410.813047.0 13047.0
26094.0 33922.2 0.0211881.1 211881.1 163112.3 171530.9 135050.34.
CARGAS SIN FACTORESCARGAS #ERTICALESEEI EEI . SEI SEII SEI#17280.0
17280.0 17280.0 17280.0 17280.02140.8 2140.8 2140.8 2140.8
2140.86998.4 6998.4 6998.4 6998.4 6998.4192.0 192.0 192.0 192.0
192.01440.0 1440.0 1440.0 1440.0 1440.01382.4 1382.4 1382.4 1382.4
1382.4160.0 160.0 160.0 160.0 160.01784.0 1784.0 1784.0 1784.0
1784.055200.0 55200.0 55200.0 55200.0 55200.03696.0 3696.0 3696.0
3696.0 3696.01920.0 1920.0 1920.0 1920.0 1920.01440.0 1440.0 1440.0
1440.0 1440.04800.0 4800.0 4800.0 4800.0 0.09900.0 9900.0 9900.0
9900.0 0.013170.0 13170.0 13170.0 13170.0 13170.019626.0 19626.0
19626.0 19626.0 0.0-9600.0 -9600.0 -9600.0 -9600.0 -9600.0131529.6
131529.6 131529.6 131529.6 97203.6CARGAS 8ORI@ONTALESEEI EEI . SEI
SEII SEI#0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0300.0 300.0 300.0
300.0 0.00.0 0.0 1317.0 1317.0 1317.0-8405.0 -8405.0 0.0 0.0
0.01928.1 1928.1 0.0 0.0 0.06854.0 6854.0 0.0 0.0 0.046099.3
46099.3 46099.3 46099.3 46099.36523.5 6523.5 6523.5 6523.5
0.053299.9 53299.9 54239.8 54239.8 47416.35. CRITERIOS DE
ESTABILIDAD < SEGURIDADEGen4/>>?.?EEI EEI . SEI SEII
SEI#147151.50 109770.24 131529.60 141827.40 97203.6072937.84
72937.84 54239.84 56286.89 47416.35691007.43 511590.86 582634.56
615159.30 474218.76211881.14 211881.14 163112.28 171530.87
135050.313.26 2.73 3.19 3.13 3.490.74 1.27 0.81 0.87 0.512.00 2.00
2.00 2.00 2.0062.80 36.52 59.48 56.40 74.46OK OK OK OK
OKDes5>7.'>en4"EEI EEI . SEI SEII SEI#147151.50 109770.24
131529.60 141827.40 97203.600.45 0.45 0.45 0.45 0.4573196.07
56552.86 66240.75 70825.63 50957.830.80 0.80 0.80 0.80 0.8058556.86
45242.29 52992.60 56660.50 40766.2672937.84 72937.84 54239.84
56286.89 47416.35-24.56 -61.22 -2.35 0.66 -16.31FALLA! FALLA!
FALLA! OK FALLA!C.p.>?.? ?e .p"H"EEI EEI . SEI SEII SEI#53299.91
53299.91 54239.84 54239.84 47416.35131529.60 131529.60 131529.60
131529.60 97203.600.20 0.20 0.21 0.21 0.240.57 0.57 0.56 0.56
0.501.00Como Df/B>1, se omtra e factor por ncnacon de as
cargas5.11 5.11 5.11 5.11 5.115.11 5.11 5.11 5.11 5.110.70 0.70
0.70 0.70 0.703.58 3.58 3.58 3.58 3.582.26 2.01 2.06 2.27 1.3936.83
43.80 42.36 36.62 61.06OK OK OK OK OKDISEFO DE ARMADURASDATOS
PIEfc' 250 kg/cm2 CORTE FLEXIONfy 4200 kg/cm2 0.85 b 100 cm qp
19854 kg/m Mud84.0 cm Vu 51267 kg 7690078d1 94.0 cm Vc 6.10 kg/cm2
Asd2 62.2 cm Vcu 7.12 kg/cm2 Asmnd3 34.0 cmVc>Vu CUMPLE Us./qmax
30954 kg/mTALONCORTE FLEXION 0.85 qt 74015 kg/m MuVu 25901 kg
5180118Vc 3.08 kg/cm2 AsVcu 7.12 kg/cm2 AsmnVc>Vu CUMPLE
Us./PANTALLACORTE FLEXION 0.85 0.9 As(H=0)Vu(H=0) 59271 kg Mu(H=0)
155690 kgm As(H/2)Vu(H/2) 18074 kg Mu(H/2) 25242 kgm As(Hv)Vu(Hv)
4544 kg Mu(Hv) 2815 kgm H=0Vc(H=0) 7.06 kg/cm2 15568957 8350417
H/2Vc(H/2) 2.15 kg/cm2 As(H=0) 24.11 cm2 HvVc(Hv) 0.54 kg/cm2
2524175 1067141 Asmn(H=0)Vcu 7.12 kg/cm3 As(H/2) 4.57 cm2 ARMADURA
LONGITUDINALVc>Vu CUMPLE281533 94268 As(pant)As(Hv) 0.74 cm2
As(pants)Asmn(H=0) 16.92 cm2Asmn(H/2) 11.19 cm2 As(pant)Asmn(Hv)
6.12 cm2As(pe-taon)As(pe-taon)DISEFO DE ARMADURASPIEFLEXION0.976901
kgm604212819.48 cm215.12 cm219.48 cm220 c/16TALONFLEXION0.951801
kgm6546072.07 cm215.12 cm215.12 cm220 c/25PANTALLAFLEXION24.11
cm211.19 cm26.12 cm220 c/1416 c/2012 c/2020 c/20ARMADURA
LONGITUDINAL17.00 cm25.00 cm215.00 cm216 c/1216
c/14WsWcasDLLLWSWLBRCR+SH+TUEO
superP9P1P2P3P5P4P6P7P8PaP10WsWcasUEO nfraMV