ESTRIBO 2015
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DATOS Ø rad 0.34906585 0. PROPIEDADES DE LOS MATERIALES 0.19198622 SUELO DE LA BASE 0.52359878 γs 1900 kg/m3 0.78539816 Ø 20 ° δb C 1.2 Kg/cm2 0.41887902 qadm 5.11 Kg/cm2 SUELO DEL RELLENO γs 2000 kg/m3 Ø 11 ° C 0 Kg/cm2 Ø angulo de f SUELO DEL OTRO EXTREMO δ angulo de i γs 2200 kg/m3 γs peso especi Ø 30 ° arena limosa con pres C 0 Kg/cm2 8 m CONCRETO 4 m o con presencia de are γc 2400 kg/m3 δ 24 ° OTROS Hs 0.2 m γeqs 0.6 m γeqi 1.5 m 1. CARGAS DE LA SUPERESTRUCTURA DL 13170 kg/m LL 19626 kg/m WS 0 kg/m WL 0 kg/m BR 300 kg/m CR+SH+TU 1317 kg/m 2. COEFICIENTES SISMICOS S 1.2 A 0.061
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hoja de excel para el diseño de estribos en puentes metodo LRFD
Transcript of ESTRIBO 2015
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
