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ANLISIS ESTRUCTURAL, REVISION A FLEXOCOMPRESIN Y CORTANTE DEL PROYECTO DE INFRAESTRUCTURA FERROVIARIA PARA EL FOMENTO INDUSTRIAL DE LA PLANTA DE ENSAMBLAJE AUDI EN LA ZONA DE SAN JOSE, CHIAPA, CONEXIN A LA LINEA S TEOTIHUACAN ESPERANZA EN LOS KILOMETROS S-189+694.923 Y S-193+416.394.1. ANLISIS ESTRUCTURAL, REVISION A FLEXOCOMPRESIN Y CORTANTE DEL CAJON CON UN RELLENO DE 2.60 MTS Y UNA CARGA VIVA COOPER E-80.
1.1. CARGAS Y MODELO.
Anlisis de cargas1) Carga viva COOPER E-80.P = 36287 Kg (Eje mximo)rea de carga:Con relleno h=2.6 m.a) Distribucin longitudinalL=0.9 + 0.2 + 2 (0.2) = 1.50 m. < S = 1.52 m. (sep. entre ejes)b) Distribucin lateralA=2.44 + 0.2 + 2.6= 5.24 m. < B = 10.50 m. (long. de cajn)
Factor de impacto.
2) Rieles incluye accesorios.
3) Balasto incluye durmientes.
4) Relleno.
5) Firme.
6) Empuje de tierras.- con relleno h=2.6 m.Sin sobrecarga:=Ko= 1 Sen = 0.4453Ko =(0.4453) (1.8) = 0.8015
Con sobrecarga:
El modelo estructural se analiz bajo el programa Staad Pro, el cual tiene la posibilidad de realizar diferentes combinaciones de carga arrojando como resultado los elementos mecnicos ms desfavorables, con los cuales se realiz la revisin estructural del cajon,
VISTA EN ISOMETRICO
NUMERACION DE NODOS
NUMERACION DE ELEMENTOS PLACA
ARCHIVO INPUT DEL MODELO ANALIZADOSTAAD SPACE CAJON AUDI 260 E-80START JOB INFORMATIONENGINEER DATE 07-Apr-15END JOB INFORMATIONINPUT WIDTH 79UNIT METER MTONJOINT COORDINATES1 0 0 0; 2 0.3 0 0; 3 0.6 0 0; 4 0.9 0 0; 5 1.2 0 0; 6 1.5 0 0; 7 1.8 0 0;8 2.1 0 0; 9 0 0 0.3; 10 0.3 0 0.3; 11 0.6 0 0.3; 12 0.9 0 0.3; 13 1.2 0 0.3;14 1.5 0 0.3; 15 1.8 0 0.3; 16 2.1 0 0.3; 17 0 0 0.6; 18 0.3 0 0.6;19 0.6 0 0.6; 20 0.9 0 0.6; 21 1.2 0 0.6; 22 1.5 0 0.6; 23 1.8 0 0.6;24 2.1 0 0.6; 25 0 0 0.9; 26 0.3 0 0.9; 27 0.6 0 0.9; 28 0.9 0 0.9;29 1.2 0 0.9; 30 1.5 0 0.9; 31 1.8 0 0.9; 32 2.1 0 0.9; 33 0 0 1.2;34 0.3 0 1.2; 35 0.6 0 1.2; 36 0.9 0 1.2; 37 1.2 0 1.2; 38 1.5 0 1.2;39 1.8 0 1.2; 40 2.1 0 1.2; 41 0 0 1.5; 42 0.3 0 1.5; 43 0.6 0 1.5;44 0.9 0 1.5; 45 1.2 0 1.5; 46 1.5 0 1.5; 47 1.8 0 1.5; 48 2.1 0 1.5;49 0 0 1.8; 50 0.3 0 1.8; 51 0.6 0 1.8; 52 0.9 0 1.8; 53 1.2 0 1.8;54 1.5 0 1.8; 55 1.8 0 1.8; 56 2.1 0 1.8; 57 0 2.1 0; 58 0.3 2.1 0;59 0.6 2.1 0; 60 0.9 2.1 0; 61 1.2 2.1 0; 62 1.5 2.1 0; 63 1.8 2.1 0;64 2.1 2.1 0; 65 0 2.1 0.3; 66 0.3 2.1 0.3; 67 0.6 2.1 0.3; 68 0.9 2.1 0.3;69 1.2 2.1 0.3; 70 1.5 2.1 0.3; 71 1.8 2.1 0.3; 72 2.1 2.1 0.3; 73 0 2.1 0.6;74 0.3 2.1 0.6; 75 0.6 2.1 0.6; 76 0.9 2.1 0.6; 77 1.2 2.1 0.6; 78 1.5 2.1 0.6;79 1.8 2.1 0.6; 80 2.1 2.1 0.6; 81 0 2.1 0.9; 82 0.3 2.1 0.9; 83 0.6 2.1 0.9;84 0.9 2.1 0.9; 85 1.2 2.1 0.9; 86 1.5 2.1 0.9; 87 1.8 2.1 0.9; 88 2.1 2.1 0.9;89 0 2.1 1.2; 90 0.3 2.1 1.2; 91 0.6 2.1 1.2; 92 0.9 2.1 1.2; 93 1.2 2.1 1.2;94 1.5 2.1 1.2; 95 1.8 2.1 1.2; 96 2.1 2.1 1.2; 97 0 2.1 1.5; 98 0.3 2.1 1.5;99 0.6 2.1 1.5; 100 0.9 2.1 1.5; 101 1.2 2.1 1.5; 102 1.5 2.1 1.5;103 1.8 2.1 1.5; 104 2.1 2.1 1.5; 105 0 2.1 1.8; 106 0.3 2.1 1.8;107 0.6 2.1 1.8; 108 0.9 2.1 1.8; 109 1.2 2.1 1.8; 110 1.5 2.1 1.8;111 1.8 2.1 1.8; 112 2.1 2.1 1.8; 113 0 0.3 0; 114 0 0.6 0; 115 0 0.9 0;116 0 1.2 0; 117 0 1.5 0; 118 0 1.8 0; 119 0 0.3 0.3; 120 0 0.6 0.3;121 0 0.9 0.3; 122 0 1.2 0.3; 123 0 1.5 0.3; 124 0 1.8 0.3; 125 0 0.3 0.6;126 0 0.6 0.6; 127 0 0.9 0.6; 128 0 1.2 0.6; 129 0 1.5 0.6; 130 0 1.8 0.6;131 0 0.3 0.9; 132 0 0.6 0.9; 133 0 0.9 0.9; 134 0 1.2 0.9; 135 0 1.5 0.9;136 0 1.8 0.9; 137 0 0.3 1.2; 138 0 0.6 1.2; 139 0 0.9 1.2; 140 0 1.2 1.2;141 0 1.5 1.2; 142 0 1.8 1.2; 143 0 0.3 1.5; 144 0 0.6 1.5; 145 0 0.9 1.5;146 0 1.2 1.5; 147 0 1.5 1.5; 148 0 1.8 1.5; 149 0 0.3 1.8; 150 0 0.6 1.8;151 0 0.9 1.8; 152 0 1.2 1.8; 153 0 1.5 1.8; 154 0 1.8 1.8; 155 2.1 0.3 0;156 2.1 0.6 0; 157 2.1 0.9 0; 158 2.1 1.2 0; 159 2.1 1.5 0; 160 2.1 1.8 0;161 2.1 0.3 0.3; 162 2.1 0.6 0.3; 163 2.1 0.9 0.3; 164 2.1 1.2 0.3;165 2.1 1.5 0.3; 166 2.1 1.8 0.3; 167 2.1 0.3 0.6; 168 2.1 0.6 0.6;169 2.1 0.9 0.6; 170 2.1 1.2 0.6; 171 2.1 1.5 0.6; 172 2.1 1.8 0.6;173 2.1 0.3 0.9; 174 2.1 0.6 0.9; 175 2.1 0.9 0.9; 176 2.1 1.2 0.9;177 2.1 1.5 0.9; 178 2.1 1.8 0.9; 179 2.1 0.3 1.2; 180 2.1 0.6 1.2;181 2.1 0.9 1.2; 182 2.1 1.2 1.2; 183 2.1 1.5 1.2; 184 2.1 1.8 1.2;185 2.1 0.3 1.5; 186 2.1 0.6 1.5; 187 2.1 0.9 1.5; 188 2.1 1.2 1.5;189 2.1 1.5 1.5; 190 2.1 1.8 1.5; 191 2.1 0.3 1.8; 192 2.1 0.6 1.8;193 2.1 0.9 1.8; 194 2.1 1.2 1.8; 195 2.1 1.5 1.8; 196 2.1 1.8 1.8;ELEMENT INCIDENCES SHELL1 9 10 2 1; 2 10 11 3 2; 3 11 12 4 3; 4 12 13 5 4; 5 13 14 6 5; 6 14 15 7 6;7 15 16 8 7; 8 17 18 10 9; 9 18 19 11 10; 10 19 20 12 11; 11 20 21 13 12;12 21 22 14 13; 13 22 23 15 14; 14 23 24 16 15; 15 25 26 18 17; 16 26 27 19 18;17 27 28 20 19; 18 28 29 21 20; 19 29 30 22 21; 20 30 31 23 22; 21 31 32 24 23;22 33 34 26 25; 23 34 35 27 26; 24 35 36 28 27; 25 36 37 29 28; 26 37 38 30 29;27 38 39 31 30; 28 39 40 32 31; 29 41 42 34 33; 30 42 43 35 34; 31 43 44 36 35;32 44 45 37 36; 33 45 46 38 37; 34 46 47 39 38; 35 47 48 40 39; 36 49 50 42 41;37 50 51 43 42; 38 51 52 44 43; 39 52 53 45 44; 40 53 54 46 45; 41 54 55 47 46;42 55 56 48 47; 43 65 66 58 57; 44 66 67 59 58; 45 67 68 60 59; 46 68 69 61 60;47 69 70 62 61; 48 70 71 63 62; 49 71 72 64 63; 50 73 74 66 65; 51 74 75 67 66;52 75 76 68 67; 53 76 77 69 68; 54 77 78 70 69; 55 78 79 71 70; 56 79 80 72 71;57 81 82 74 73; 58 82 83 75 74; 59 83 84 76 75; 60 84 85 77 76; 61 85 86 78 77;62 86 87 79 78; 63 87 88 80 79; 64 89 90 82 81; 65 90 91 83 82; 66 91 92 84 83;67 92 93 85 84; 68 93 94 86 85; 69 94 95 87 86; 70 95 96 88 87; 71 97 98 90 89;72 98 99 91 90; 73 99 100 92 91; 74 100 101 93 92; 75 101 102 94 93;76 102 103 95 94; 77 103 104 96 95; 78 105 106 98 97; 79 106 107 99 98;80 107 108 100 99; 81 108 109 101 100; 82 109 110 102 101; 83 110 111 103 102;84 111 112 104 103; 85 113 119 9 1; 86 114 120 119 113; 87 115 121 120 114;88 116 122 121 115; 89 117 123 122 116; 90 118 124 123 117; 91 57 65 124 118;92 119 125 17 9; 93 120 126 125 119; 94 121 127 126 120; 95 122 128 127 121;96 123 129 128 122; 97 124 130 129 123; 98 65 73 130 124; 99 125 131 25 17;100 126 132 131 125; 101 127 133 132 126; 102 128 134 133 127;103 129 135 134 128; 104 130 136 135 129; 105 73 81 136 130; 106 131 137 33 25;107 132 138 137 131; 108 133 139 138 132; 109 134 140 139 133;110 135 141 140 134; 111 136 142 141 135; 112 81 89 142 136; 113 137 143 41 33;114 138 144 143 137; 115 139 145 144 138; 116 140 146 145 139;117 141 147 146 140; 118 142 148 147 141; 119 89 97 148 142; 120 143 149 49 41;121 144 150 149 143; 122 145 151 150 144; 123 146 152 151 145;124 147 153 152 146; 125 148 154 153 147; 126 97 105 154 148; 127 161 155 8 16;128 162 156 155 161; 129 163 157 156 162; 130 164 158 157 163;131 165 159 158 164; 132 166 160 159 165; 133 72 64 160 166; 134 167 161 16 24;135 168 162 161 167; 136 169 163 162 168; 137 170 164 163 169;138 171 165 164 170; 139 172 166 165 171; 140 80 72 166 172; 141 173 167 24 32;142 174 168 167 173; 143 175 169 168 174; 144 176 170 169 175;145 177 171 170 176; 146 178 172 171 177; 147 88 80 172 178; 148 179 173 32 40;149 180 174 173 179; 150 181 175 174 180; 151 182 176 175 181;152 183 177 176 182; 153 184 178 177 183; 154 96 88 178 184; 155 185 179 40 48;156 186 180 179 185; 157 187 181 180 186; 158 188 182 181 187;159 189 183 182 188; 160 190 184 183 189; 161 104 96 184 190;162 191 185 48 56; 163 192 186 185 191; 164 193 187 186 192;165 194 188 187 193; 166 195 189 188 194; 167 196 190 189 195;168 112 104 190 196;DEFINE MATERIAL STARTISOTROPIC CONCRETEE 2.21467e+006POISSON 0.17DENSITY 2.40262ALPHA 1e-005DAMP 0.05END DEFINE MATERIALCONSTANTSMATERIAL CONCRETE MEMB 1 TO 168ELEMENT PROPERTY43 TO 84 THICKNESS 0.21 TO 42 THICKNESS 0.285 TO 126 THICKNESS 0.2127 TO 168 THICKNESS 0.2SUPPORTS1 8 49 56 FIXED BUT MX MY MZ KFX 4.5 KFY 4.5 KFZ 4.59 16 17 24 25 32 33 40 41 48 FIXED BUT FZ MX MY MZ KFX 9 KFY 92 TO 7 50 TO 55 FIXED BUT FX MX MY MZ KFY 9 KFZ 910 TO 15 18 TO 23 26 TO 31 34 TO 39 42 TO 47 FIXED BUT FX FZ MX MY MZ KFY 18LOAD 1 PESO PROPIOSELFWEIGHT Y -1LOAD 2 RIELES, BALASTO Y DURMIENTESELEMENT LOAD43 TO 84 PR GY -0.94LOAD 3 RELLENO Y CARPETAELEMENT LOAD43 TO 84 PR GY -5.232LOAD 4 PRESION DEL AGUAELEMENT LOAD1 TO 42 PR GY -1.05LOAD 5 CARGA VIVAELEMENT LOAD43 TO 84 PR GY -4.617LOAD 6 EMPUJE DE TIERRASELEMENT LOAD91 98 105 112 119 126 PR GX 2.20490 97 104 111 118 125 PR GX 2.44589 96 103 110 117 124 PR GX 2.68588 95 102 109 116 123 PR GX 2.92587 94 101 108 115 122 PR GX 3.16686 93 100 107 114 121 PR GX 3.40685 92 99 106 113 120 PR GX 3.647LOAD 7 EMPUJE DE TIERRAS CARGA VIVAELEMENT LOAD85 TO 126 PR GX 0.962*REVISION DE ESFUERZOS EN EL TERRENOLOAD COMB 8 PP + CM + R + PA + CV + ET + ETSCV1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0LOAD COMB 9 PP + CM + R + PA + CV + ET + ETSCV1 1.0 2 1.0 3 1.0 5 1.0 6 1.0 7 1.0*GRUPOS PARA DISEO DE ELEMENTOSLOAD COMB 10 1.4 (PP + CM + R + PA (1.667(CV+I)) + ET + ETSCV1 1.4 2 1.4 3 1.4 4 1.4 5 3.367 6 1.4 7 1.4LOAD COMB 11 1.8 (PP + CM + R + PA + (CV+I) + ET + ETSCV)1 1.8 2 1.8 3 1.8 4 1.8 5 2.592 6 1.8 7 1.8LOAD COMB 12 1.4 (PP + CM + R + PA (1.667(CV+I)) + ET + ETSCV1 1.4 2 1.4 3 1.4 5 3.367 6 1.4 7 1.4LOAD COMB 13 1.8 (PP + CM R + (CV+I) + ET + ETSCV)1 1.8 2 1.8 3 1.8 5 2.592 6 1.8 7 1.8PDELTA 3 ANALYSIS PRINT BOTHSTART CONCRETE DESIGNCODE ACIDESIGN ELEMENT 1 TO 84DESIGN ELEMENT 85 TO 168END CONCRETE DESIGNFINISH
1.2. REVISION DE LOSA SUPERIOR
ELEMENTOS MECANICOS PARA LA REVISION A FLEXOCOMPRESION DEL CAJON CON UN RELLENO DE 2.60 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
461011.4125.18-8.624-0.029-0.054-13.0230.2980.883
1114.6734.949-8.168-0.026-0.07-16.5360.2791.136
1211.4125.18-8.624-0.029-0.054-13.0230.2980.883
1314.6734.949-8.168-0.026-0.07-16.5360.2791.136
6310118.5792.1813.4750.764-0.08-18.2856.8970.638
11118.0031.9534.0940.858-0.075-22.2035.5840.519
12118.5792.1813.4750.764-0.08-18.2856.8970.638
13118.0031.9534.0940.858-0.075-22.2035.5840.519
ELEMENTOS MECANICOS PARA LA REVISION A CORTANTE DEL CAJON CON UN RELLENO DE 2.60 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
4312-115.125.605-0.2670.2140.538-9.5278.112-7.936
4412-74.4512.639-5.3320.0630.485-13.2530.459-0.937
4512-32.0455.236-8.119-0.0230.236-13.9380.3210.388
461211.4125.18-8.624-0.029-0.054-13.0230.2980.883
471254.2914.349-6.8610.015-0.325-10.4930.8171.834
481294.510.717-2.8440.137-0.517-5.3720.4194.648
4912130.149-2.2083.3250.443-0.5122.0668.48113.513
REVISIN A CORTANTE RESISTENTE DEL CONCRETO fc = 350 kg/cm bw = 100 cmh = 20 40 cmr = 3 cmd = 17 37 cm
No.SQXFy
43-115.12 ton/m2-23.02 ton.
44-74.431 ton/m2-14.89 ton.
45-32.045 ton/m2-6.409 ton.
4611.412 ton/m22.282 ton.
4754.291 ton/m210.85 ton.
4894.510 ton/m218.90 ton.
49130.149 ton/m226.03 ton.
Comentario: SE REQUIERE REFUERZO A CORTANTE ENTRE LOS ELEMENTOS PLACA No 44 Y 48.
1.3. REVISION DE LOSA INFERIOR
ELEMENTOS MECANICOS PARA LA REVISION A FLEXOCOMPRESION DEL CAJON CON UN RELLENO DE 2.60 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
810115.722-3.147-5.176-1.022-0.274-24.3553.413-1.976
11114.832-1.663-6.283-1.167-0.247-29.4011.206-1.307
12115.722-3.147-5.176-1.022-0.274-24.3553.413-1.976
13114.832-1.663-6.283-1.167-0.247-29.4011.206-1.307
4010-17.1516.429.4120.03-0.163-17.8940.2720.527
11-8.1686.6589.5550.034-0.117-23.1150.1580.933
12-17.1516.429.4120.03-0.163-17.8940.2720.527
13-8.1686.6589.5550.034-0.117-23.1150.1580.933
ELEMENTOS MECANICOS PARA LA REVISION A CORTANTE DEL CAJON CON UN RELLENO DE 2.60 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
112124.2816.957-5.065-0.497-0.451-3.0518.255-13.228
212104.4840.6161.272-0.148-0.545-8.73-0.266-4.84
31273.144-3.5636.099-0.024-0.42-13.9750.916-2.023
41231.95-5.4138.9430.03-0.164-16.7690.309-1.036
512-17.151-6.429.4120.030.163-17.8940.272-0.527
612-72.545-4.2197.106-0.0680.494-17.1531.1160.941
712-133.265-9.5961.634-0.2050.639-11.5088.7648.909
REVISIN A CORTANTE RESISTENTE DEL CONCRETO fc = 350 kg/cm bw = 100 cmh = 20 40 cmr = 3 cmd = 17 37 cm
No.QxFy
1124.281 ton/m224.856 ton.
2104.484 ton/m220.897 ton.
373.144 ton/m214.629 ton.
431.950 ton/m26.390 ton.
5-17.151 ton/m23.430 ton.
6-72.545 ton/m2-14.509 ton.
7-133.265 ton/m2-26.653 ton.
Comentario: SE REQUIERE REFUERZO A CORTANTE ENTRE LOS ELEMENTOS PLACA No 2, 3 Y 6.
1.4. REVISION DE LOS MUROS.
ELEMENTOS MECANICOS PARA LA REVISION A FLEXOCOMPRESION DEL CAJON CON UN RELLENO DE 2.60 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
8511-19.713-41.949-0.517-8.2510.193-7.983-123.1672.263
12-18.091-30.726-0.476-7.5780.238-8.272-131.9194.1
13-19.713-41.949-0.517-8.2510.193-7.983-123.1672.263
106111.67-53.742-1.285-8.126-0.042-12.654-117.698-1.912
121.759-42.266-1.151-7.413-0.048-12.274-122.455-1.877
131.67-53.742-1.285-8.126-0.042-12.654-117.698-1.912
113117.857-58.203-1.161-8.179-0.174-14.968-121.703-6.28
127.677-46.662-1.039-7.476-0.197-14.56-125.865-6.484
137.857-58.203-1.161-8.179-0.174-14.968-121.703-6.28
16211-2.18518.556-0.187-1.6630.349-6.321-169.57513.233
12-4.45816.333-0.219-2.4540.359-6.978-168.01412.633
13-2.18518.556-0.187-1.6630.349-6.321-169.57513.233
16811-16.64.843-0.466-7.259-0.366-8.135-146.084-5.942
12-15.6811.89-0.436-6.811-0.373-8.387-149.754-6.962
13-16.64.843-0.466-7.259-0.366-8.135-146.084-5.942
ELEMENTOS MECANICOS PARA LA REVISION A CORTANTE DEL CAJON CON UN RELLENO DE 2.60 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
9210-7.677-46.662-1.039-7.4760.197-14.56-125.8656.484
11-7.857-58.203-1.161-8.1790.174-14.968-121.7036.28
12-7.677-46.662-1.039-7.4760.197-14.56-125.8656.484
13-7.857-58.203-1.161-8.1790.174-14.968-121.7036.28
1201018.091-30.726-0.476-7.578-0.238-8.272-131.919-4.1
1119.713-41.949-0.517-8.251-0.193-7.983-123.167-2.263
1218.091-30.726-0.476-7.578-0.238-8.272-131.919-4.1
1319.713-41.949-0.517-8.251-0.193-7.983-123.167-2.263
De los anlisis realizados mediante el programa STAAD se obtienen los siguientes elementos mecnicos.Sy=123.167ton/m2x1.0mx0.5mx9.807=603.949Kn
My=8.251ton-mx9.807=80.918Kn-m
Sy=121.703ton/m2x1.0mx0.5mx9.807=596.771Kn
My=8.179ton-mx9.807=80.211Kn-m
Sy=169.575ton/m2x1.0mx0.5mx9.807=831.511Kn
My=1.663ton-mx9.807=16.309Kn-m
Sy=117.698ton/m2x1.0mx0.5mx9.807=577.132Kn
My=8.126ton-mx9.807=79.692Kn-m
Sy=149.754ton/m2x1.0mx0.5mx9.807=734.319Kn
My=6.811ton-mx9.807=66.795Kn-m
Comentario: SE REQUIERE UNA AREA DE ACERO DE 6.35 cm/m POR CARA.
2. ANLISIS ESTRUCTURAL, REVISION A FLEXOCOMPRESIN Y CORTANTE DELCAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-80.
2.1. CARGAS Y MODELO.
Anlisis de cargas1) Carga viva COOPER E-80.P = 36287 Kg (Eje mximo)rea de carga:Con relleno h=1.58 m.a) Distribucin longitudinalL=0.9 + 0.2 + 2 (0.2) = 1.50 m. < S = 1.52 m. (sep. entre ejes)b) Distribucin lateralA=2.44 + 0.2 + 1.58 = 4.22 m. < B = 10.50 m. (long. de cajn)
Factor de impacto.
2) Rieles incluye accesorios.-
3) Balasto incluye durmientes.-
4) Relleno.
5) Firme.
6) Empuje de tierras.- con relleno h=1.58 m.Sin sobrecarga:=Ko= 1 Sen = 0.4453Ko = (0.4453) (1.8) = 0.8015 ton/m3
Con sobrecarga:
El modelo estructural se analiz bajo el programa Staad Pro, el cual tiene la posibilidad de realizar diferentes combinaciones de carga arrojando como resultado los elementos mecnicos ms desfavorables, con los cuales se realiz la revisin estructural del cajon,
VISTA EN ISOMETRICO
NUMERACION DE NODOS
NUMERACION DE ELEMENTOS PLACA
ARCHIVO INPUT DEL MODELO ANALIZADOSTAAD SPACE CAJON AUDI 158 E-80START JOB INFORMATIONENGINEER DATE 07-Apr-15END JOB INFORMATIONINPUT WIDTH 79UNIT METER MTONJOINT COORDINATES1 0 0 0; 2 0.3 0 0; 3 0.6 0 0; 4 0.9 0 0; 5 1.2 0 0; 6 1.5 0 0; 7 1.8 0 0;8 2.1 0 0; 9 0 0 0.3; 10 0.3 0 0.3; 11 0.6 0 0.3; 12 0.9 0 0.3; 13 1.2 0 0.3;14 1.5 0 0.3; 15 1.8 0 0.3; 16 2.1 0 0.3; 17 0 0 0.6; 18 0.3 0 0.6;19 0.6 0 0.6; 20 0.9 0 0.6; 21 1.2 0 0.6; 22 1.5 0 0.6; 23 1.8 0 0.6;24 2.1 0 0.6; 25 0 0 0.9; 26 0.3 0 0.9; 27 0.6 0 0.9; 28 0.9 0 0.9;29 1.2 0 0.9; 30 1.5 0 0.9; 31 1.8 0 0.9; 32 2.1 0 0.9; 33 0 0 1.2;34 0.3 0 1.2; 35 0.6 0 1.2; 36 0.9 0 1.2; 37 1.2 0 1.2; 38 1.5 0 1.2;39 1.8 0 1.2; 40 2.1 0 1.2; 41 0 0 1.5; 42 0.3 0 1.5; 43 0.6 0 1.5;44 0.9 0 1.5; 45 1.2 0 1.5; 46 1.5 0 1.5; 47 1.8 0 1.5; 48 2.1 0 1.5;49 0 0 1.8; 50 0.3 0 1.8; 51 0.6 0 1.8; 52 0.9 0 1.8; 53 1.2 0 1.8;54 1.5 0 1.8; 55 1.8 0 1.8; 56 2.1 0 1.8; 57 0 2.1 0; 58 0.3 2.1 0;59 0.6 2.1 0; 60 0.9 2.1 0; 61 1.2 2.1 0; 62 1.5 2.1 0; 63 1.8 2.1 0;64 2.1 2.1 0; 65 0 2.1 0.3; 66 0.3 2.1 0.3; 67 0.6 2.1 0.3; 68 0.9 2.1 0.3;69 1.2 2.1 0.3; 70 1.5 2.1 0.3; 71 1.8 2.1 0.3; 72 2.1 2.1 0.3; 73 0 2.1 0.6;74 0.3 2.1 0.6; 75 0.6 2.1 0.6; 76 0.9 2.1 0.6; 77 1.2 2.1 0.6; 78 1.5 2.1 0.6;79 1.8 2.1 0.6; 80 2.1 2.1 0.6; 81 0 2.1 0.9; 82 0.3 2.1 0.9; 83 0.6 2.1 0.9;84 0.9 2.1 0.9; 85 1.2 2.1 0.9; 86 1.5 2.1 0.9; 87 1.8 2.1 0.9; 88 2.1 2.1 0.9;89 0 2.1 1.2; 90 0.3 2.1 1.2; 91 0.6 2.1 1.2; 92 0.9 2.1 1.2; 93 1.2 2.1 1.2;94 1.5 2.1 1.2; 95 1.8 2.1 1.2; 96 2.1 2.1 1.2; 97 0 2.1 1.5; 98 0.3 2.1 1.5;99 0.6 2.1 1.5; 100 0.9 2.1 1.5; 101 1.2 2.1 1.5; 102 1.5 2.1 1.5;103 1.8 2.1 1.5; 104 2.1 2.1 1.5; 105 0 2.1 1.8; 106 0.3 2.1 1.8;107 0.6 2.1 1.8; 108 0.9 2.1 1.8; 109 1.2 2.1 1.8; 110 1.5 2.1 1.8;111 1.8 2.1 1.8; 112 2.1 2.1 1.8; 113 0 0.3 0; 114 0 0.6 0; 115 0 0.9 0;116 0 1.2 0; 117 0 1.5 0; 118 0 1.8 0; 119 0 0.3 0.3; 120 0 0.6 0.3;121 0 0.9 0.3; 122 0 1.2 0.3; 123 0 1.5 0.3; 124 0 1.8 0.3; 125 0 0.3 0.6;126 0 0.6 0.6; 127 0 0.9 0.6; 128 0 1.2 0.6; 129 0 1.5 0.6; 130 0 1.8 0.6;131 0 0.3 0.9; 132 0 0.6 0.9; 133 0 0.9 0.9; 134 0 1.2 0.9; 135 0 1.5 0.9;136 0 1.8 0.9; 137 0 0.3 1.2; 138 0 0.6 1.2; 139 0 0.9 1.2; 140 0 1.2 1.2;141 0 1.5 1.2; 142 0 1.8 1.2; 143 0 0.3 1.5; 144 0 0.6 1.5; 145 0 0.9 1.5;146 0 1.2 1.5; 147 0 1.5 1.5; 148 0 1.8 1.5; 149 0 0.3 1.8; 150 0 0.6 1.8;151 0 0.9 1.8; 152 0 1.2 1.8; 153 0 1.5 1.8; 154 0 1.8 1.8; 155 2.1 0.3 0;156 2.1 0.6 0; 157 2.1 0.9 0; 158 2.1 1.2 0; 159 2.1 1.5 0; 160 2.1 1.8 0;161 2.1 0.3 0.3; 162 2.1 0.6 0.3; 163 2.1 0.9 0.3; 164 2.1 1.2 0.3;165 2.1 1.5 0.3; 166 2.1 1.8 0.3; 167 2.1 0.3 0.6; 168 2.1 0.6 0.6;169 2.1 0.9 0.6; 170 2.1 1.2 0.6; 171 2.1 1.5 0.6; 172 2.1 1.8 0.6;173 2.1 0.3 0.9; 174 2.1 0.6 0.9; 175 2.1 0.9 0.9; 176 2.1 1.2 0.9;177 2.1 1.5 0.9; 178 2.1 1.8 0.9; 179 2.1 0.3 1.2; 180 2.1 0.6 1.2;181 2.1 0.9 1.2; 182 2.1 1.2 1.2; 183 2.1 1.5 1.2; 184 2.1 1.8 1.2;185 2.1 0.3 1.5; 186 2.1 0.6 1.5; 187 2.1 0.9 1.5; 188 2.1 1.2 1.5;189 2.1 1.5 1.5; 190 2.1 1.8 1.5; 191 2.1 0.3 1.8; 192 2.1 0.6 1.8;193 2.1 0.9 1.8; 194 2.1 1.2 1.8; 195 2.1 1.5 1.8; 196 2.1 1.8 1.8;ELEMENT INCIDENCES SHELL1 9 10 2 1; 2 10 11 3 2; 3 11 12 4 3; 4 12 13 5 4; 5 13 14 6 5; 6 14 15 7 6;7 15 16 8 7; 8 17 18 10 9; 9 18 19 11 10; 10 19 20 12 11; 11 20 21 13 12;12 21 22 14 13; 13 22 23 15 14; 14 23 24 16 15; 15 25 26 18 17; 16 26 27 19 18;17 27 28 20 19; 18 28 29 21 20; 19 29 30 22 21; 20 30 31 23 22; 21 31 32 24 23;22 33 34 26 25; 23 34 35 27 26; 24 35 36 28 27; 25 36 37 29 28; 26 37 38 30 29;27 38 39 31 30; 28 39 40 32 31; 29 41 42 34 33; 30 42 43 35 34; 31 43 44 36 35;32 44 45 37 36; 33 45 46 38 37; 34 46 47 39 38; 35 47 48 40 39; 36 49 50 42 41;37 50 51 43 42; 38 51 52 44 43; 39 52 53 45 44; 40 53 54 46 45; 41 54 55 47 46;42 55 56 48 47; 43 65 66 58 57; 44 66 67 59 58; 45 67 68 60 59; 46 68 69 61 60;47 69 70 62 61; 48 70 71 63 62; 49 71 72 64 63; 50 73 74 66 65; 51 74 75 67 66;52 75 76 68 67; 53 76 77 69 68; 54 77 78 70 69; 55 78 79 71 70; 56 79 80 72 71;57 81 82 74 73; 58 82 83 75 74; 59 83 84 76 75; 60 84 85 77 76; 61 85 86 78 77;62 86 87 79 78; 63 87 88 80 79; 64 89 90 82 81; 65 90 91 83 82; 66 91 92 84 83;67 92 93 85 84; 68 93 94 86 85; 69 94 95 87 86; 70 95 96 88 87; 71 97 98 90 89;72 98 99 91 90; 73 99 100 92 91; 74 100 101 93 92; 75 101 102 94 93;76 102 103 95 94; 77 103 104 96 95; 78 105 106 98 97; 79 106 107 99 98;80 107 108 100 99; 81 108 109 101 100; 82 109 110 102 101; 83 110 111 103 102;84 111 112 104 103; 85 113 119 9 1; 86 114 120 119 113; 87 115 121 120 114;88 116 122 121 115; 89 117 123 122 116; 90 118 124 123 117; 91 57 65 124 118;92 119 125 17 9; 93 120 126 125 119; 94 121 127 126 120; 95 122 128 127 121;96 123 129 128 122; 97 124 130 129 123; 98 65 73 130 124; 99 125 131 25 17;100 126 132 131 125; 101 127 133 132 126; 102 128 134 133 127;103 129 135 134 128; 104 130 136 135 129; 105 73 81 136 130; 106 131 137 33 25;107 132 138 137 131; 108 133 139 138 132; 109 134 140 139 133;110 135 141 140 134; 111 136 142 141 135; 112 81 89 142 136; 113 137 143 41 33;114 138 144 143 137; 115 139 145 144 138; 116 140 146 145 139;117 141 147 146 140; 118 142 148 147 141; 119 89 97 148 142; 120 143 149 49 41;121 144 150 149 143; 122 145 151 150 144; 123 146 152 151 145;124 147 153 152 146; 125 148 154 153 147; 126 97 105 154 148; 127 161 155 8 16;128 162 156 155 161; 129 163 157 156 162; 130 164 158 157 163;131 165 159 158 164; 132 166 160 159 165; 133 72 64 160 166; 134 167 161 16 24;135 168 162 161 167; 136 169 163 162 168; 137 170 164 163 169;138 171 165 164 170; 139 172 166 165 171; 140 80 72 166 172; 141 173 167 24 32;142 174 168 167 173; 143 175 169 168 174; 144 176 170 169 175;145 177 171 170 176; 146 178 172 171 177; 147 88 80 172 178; 148 179 173 32 40;149 180 174 173 179; 150 181 175 174 180; 151 182 176 175 181;152 183 177 176 182; 153 184 178 177 183; 154 96 88 178 184; 155 185 179 40 48;156 186 180 179 185; 157 187 181 180 186; 158 188 182 181 187;159 189 183 182 188; 160 190 184 183 189; 161 104 96 184 190;162 191 185 48 56; 163 192 186 185 191; 164 193 187 186 192;165 194 188 187 193; 166 195 189 188 194; 167 196 190 189 195;168 112 104 190 196;DEFINE MATERIAL STARTISOTROPIC CONCRETEE 2.21467e+006POISSON 0.17DENSITY 2.40262ALPHA 1e-005DAMP 0.05END DEFINE MATERIALCONSTANTSMATERIAL CONCRETE MEMB 1 TO 168ELEMENT PROPERTY43 TO 84 THICKNESS 0.21 TO 42 THICKNESS 0.285 TO 126 THICKNESS 0.2127 TO 168 THICKNESS 0.2SUPPORTS1 8 49 56 FIXED BUT MX MY MZ KFX 4.5 KFY 4.5 KFZ 4.59 16 17 24 25 32 33 40 41 48 FIXED BUT FZ MX MY MZ KFX 9 KFY 92 TO 7 50 TO 55 FIXED BUT FX MX MY MZ KFY 9 KFZ 910 TO 15 18 TO 23 26 TO 31 34 TO 39 42 TO 47 FIXED BUT FX FZ MX MY MZ KFY 18LOAD 1 PESO PROPIOSELFWEIGHT Y -1LOAD 2 RIELES, BALASTO Y DURMIENTESELEMENT LOAD43 TO 84 PR GY -0.94LOAD 3 RELLENO Y CARPETAELEMENT LOAD43 TO 84 PR GY -3.274LOAD 4 PRESION DEL AGUAELEMENT LOAD1 TO 42 PR GY -1.05LOAD 5 CARGA VIVAELEMENT LOAD43 TO 84 PR GY -5.733LOAD 6 EMPUJE DE TIERRASELEMENT LOAD91 98 105 112 119 126 PR GX 1.38790 97 104 111 118 125 PR GX 1.62789 96 103 110 117 124 PR GX 1.86788 95 102 109 116 123 PR GX 2.10887 94 101 108 115 122 PR GX 2.34886 93 100 107 114 121 PR GX 2.58985 92 99 106 113 120 PR GX 2.829LOAD 7 EMPUJE DE TIERRAS CARGA VIVAELEMENT LOAD85 TO 126 PR GX 0.962*REVISION DE ESFUERZOS EN EL TERRENOLOAD COMB 8 PP + CM + R + PA + CV + ET + ETSCV1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0LOAD COMB 9 PP + CM + R + PA + CV + ET + ETSCV1 1.0 2 1.0 3 1.0 5 1.0 6 1.0 7 1.0*GRUPOS PARA DISEO DE ELEMENTOSLOAD COMB 10 1.4 (PP + CM + R + PA (1.667(CV+I)) + ET + ETSCV1 1.4 2 1.4 3 1.4 4 1.4 5 3.711 6 1.4 7 1.4LOAD COMB 11 1.8 (PP + CM + R + PA + (CV+I) + ET + ETSCV)1 1.8 2 1.8 3 1.8 4 1.8 5 2.862 6 1.8 7 1.8LOAD COMB 12 1.4 (PP + CM + R + PA (1.667(CV+I)) + ET + ETSCV1 1.4 2 1.4 3 1.4 5 3.711 6 1.4 7 1.4LOAD COMB 13 1.8 (PP + CM R + (CV+I) + ET + ETSCV)1 1.8 2 1.8 3 1.8 5 2.862 6 1.8 7 1.8PDELTA 3 ANALYSIS PRINT BOTHSTART CONCRETE DESIGNCODE ACIDESIGN ELEMENT 1 TO 84DESIGN ELEMENT 85 TO 168END CONCRETE DESIGNFINISH
2.2. REVISION DE LOSA SUPERIOR
ELEMENTOS MECANICOS PARA LA REVISION A FLEXOCOMPRESION DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
6310128.692.6093.0710.722-0.091-15.3558.8880.821
11118.432.1943.440.758-0.08-17.966.9460.646
12128.692.6093.0710.722-0.091-15.3558.8880.821
13118.432.1943.440.758-0.08-17.966.9460.646
81108.767-5.848-9.817-0.0350.042-10.0970.343-0.682
1111.272-5.183-8.636-0.0290.054-12.6980.298-0.877
128.767-5.848-9.817-0.0350.042-10.0970.343-0.682
1311.272-5.183-8.636-0.0290.054-12.6980.298-0.877
ELEMENTOS MECANICOS PARA LA REVISION A CORTANTE DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
7812-131.866-5.270.1740.27-0.61-3.6979.43310.187
7912-87.078-2.654-5.6920.081-0.556-8.8510.5691.782
8012-39.879-5.77-9.03-0.022-0.283-10.4950.456-0.022
81128.767-5.848-9.817-0.0350.042-10.0970.343-0.682
821256.969-5.089-8.0640.0070.351-7.8370.838-1.693
8312102.484-1.176-3.780.1370.58-2.7680.541-4.645
8412143.4030.7332.9330.4460.595.2579.715-14.485
REVISIN A CORTANTE RESISTENTE DEL CONCRETO fc = 350 kg/cm bw = 100 cmh = 20 40 cmr = 3 cmd = 17 37 cm
No.SQXFy
78-131.866 ton/m226.373 ton.
79-87.078 ton/m217.416 ton.
80-39.879 ton/m2-7.976 ton.
818.767 ton/m21.753 ton.
8256.969 ton/m211.394 ton.
83102.484 ton/m220.497 ton.
84143.403 ton/m228.681 ton.
Comentario: SE REQUIERE REFUERZO A CORTANTE ENTRE LOS ELEMENTOS PLACA No 78, 79 Y 83.
2.3. REVISION DE LOSA INFERIOR
ELEMENTOS MECANICOS PARA LA REVISION A FLEXOCOMPRESION DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
810127.389-5.032-4.452-0.958-0.327-21.5896.112-2.859
11117.443-3.217-5.216-1.031-0.277-25.1473.514-1.992
12127.389-5.032-4.452-0.958-0.327-21.5896.112-2.859
13117.443-3.217-5.216-1.031-0.277-25.1473.514-1.992
391024.7836.0810.1310.0360.127-13.8290.3530.798
1131.8645.4879.0550.030.163-17.5410.3121.026
1224.7836.0810.1310.0360.127-13.8290.3530.798
1331.8645.4879.0550.030.163-17.5410.3121.026
ELEMENTOS MECANICOS PARA LA REVISION A CORTANTE DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
3612140.309-4.531-4.34-0.4940.5470.4839.61114.347
3712111.1690.1682.573-0.1480.606-6.179-0.0014.813
381272.0854.527.524-0.0150.428-11.360.9211.843
391224.7836.0810.1310.0360.127-13.8290.3530.798
4012-28.6386.73510.0940.027-0.228-14.3830.4220.123
4112-86.3413.9147.1-0.086-0.567-12.6741.084-1.806
4212-147.1618.320.864-0.267-0.693-5.9989.964-11.006
REVISIN A CORTANTE RESISTENTE DEL CONCRETO fc = 350 kg/cm bw = 100 cmh = 20 40 cmr = 3 cmd = 17 37 cm
No.QxFy
36140.309 ton/m228.062 ton.
37111.169 ton/m222.234 ton.
3872.085 ton/m214.417 ton.
3924.183 ton/m24.837 ton.
40-28.638 ton/m25.728 ton.
41-86.341 ton/m217.268 ton.
42-147.161 ton/m229.432 ton.
Comentario: SE REQUIERE REFUERZO A CORTANTE ENTRE LOS ELEMENTOS PLACA No 36, 37 Y 41.
2.4 REVISION DE LOS MUROS.
ELEMENTOS MECANICOS PARA LA REVISION A FLEXOCOMPRESION DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
8510-17.947-22.012-0.475-7.530.305-9.336-153.5856.444
11-18.233-31.637-0.482-7.6460.238-8.385-134.0774.178
12-17.947-22.012-0.475-7.530.305-9.336-153.5856.444
9210-8.13-38.938-1.001-7.3870.24-15.413-141.9887.286
11-7.705-47.618-1.049-7.5420.199-14.694-127.7926.561
12-8.13-38.938-1.001-7.3870.24-15.413-141.9887.286
106102.001-34.218-1.11-7.307-0.059-12.942-138.911-2.006
111.765-43.175-1.162-7.477-0.049-12.372-124.354-1.895
122.001-34.218-1.11-7.307-0.059-12.942-138.911-2.006
113108.13-38.938-1.001-7.387-0.24-15.413-141.988-7.286
117.705-47.618-1.049-7.542-0.199-14.694-127.792-6.561
128.13-38.938-1.001-7.387-0.24-15.413-141.988-7.286
16210-7.36715.12-0.276-3.5620.402-8.307-181.42113.067
11-4.6316.104-0.226-2.5440.363-7.062-169.86612.693
12-7.36715.12-0.276-3.5620.402-8.307-181.42113.067
16810-15.937-1.343-0.438-6.866-0.41-9.324-165.866-8.651
11-15.631.566-0.434-6.783-0.374-8.374-149.849-7.016
12-15.937-1.343-0.438-6.866-0.41-9.324-165.866-8.651
ELEMENTOS MECANICOS PARA LA REVISION A CORTANTE DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-80
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
8510-17.947-22.012-0.475-7.530.305-9.336-153.5856.444
11-18.233-31.637-0.482-7.6460.238-8.385-134.0774.178
12-17.947-22.012-0.475-7.530.305-9.336-153.5856.444
13-18.233-31.637-0.482-7.6460.238-8.385-134.0774.178
113108.13-38.938-1.001-7.387-0.24-15.413-141.988-7.286
117.705-47.618-1.049-7.542-0.199-14.694-127.792-6.561
128.13-38.938-1.001-7.387-0.24-15.413-141.988-7.286
137.705-47.618-1.049-7.542-0.199-14.694-127.792-6.561
De los anlisis realizados mediante el programa STAAD se obtienen los siguientes elementos mecnicos.Sy=134.077ton/m2x1.0mx0.5mx9.807=657.447Kn
My=7.646ton-mx9.807=74.984Kn-m
Sy=127.792ton/m2x1.0mx0.5mx9.807=626.628Kn
My=7.542ton-mx9.807=73.964Kn-m
Sy=141.988ton/m2x1.0mx0.5mx9.807=696.238Kn
My=7.387ton-mx9.807=72.444Kn-m
Sy=181.421ton/m2x1.0mx0.5mx9.807=889.598Kn
My=3.562ton-mx9.807=34.933Kn-m
Sy=124.354ton/m2x1.0mx0.5mx9.807=609.770Kn
My=7.477ton-mx9.807=73.327Kn-m
Sy=165.866ton/m2x1.0mx0.5mx9.807=813.324Kn
My=6.866ton-mx9.807=67.335Kn-m
Comentario: SE REQUIERE UNA AREA DE ACERO DE 5.68 cm/m POR CARA.
3. ANLISIS ESTRUCTURAL, REVISION A FLEXOCOMPRESIN Y CORTANTE DEL CAJON CON UN RELLENO DE 2.60 MTS Y UNA CARGA VIVA COOPER E-80.
3.1. CARGAS Y MODELO.
Anlisis de cargas7) Carga viva COOPER E-60.- P = 27215 Kg (Eje mximo)rea de carga:Con relleno h=1.58 m.c) Distribucin longitudinalL=0.9 + 0.2 + 2 (0.2) = 1.50 m. < S = 1.52 m. (sep. entre ejes)d) Distribucin lateralA=2.44 + 0.2 + 1.58 = 4.22 m. < B = 10.50 m. (long. de cajn)
Factor de impacto.-
8) Rieles incluye accesorios.-
9) Balasto incluye durmientes.-
10) Relleno.-
11) Firme.-
12) Empuje de tierras.- con relleno h=1.58 m.Sin sobrecarga:=Ko= 1 Sen = 0.4453Ko = (0.4453) (1.8) = 0.8015 ton/m3
Con sobrecarga:
El modelo estructural se analiz bajo el programa Staad Pro, el cual tiene la posibilidad de realizar diferentes combinaciones de carga arrojando como resultado los elementos mecnicos ms desfavorables, con los cuales se realiz la revisin estructural del cajon,
VISTA EN ISOMETRICO
NUMERACION DE NODOS
NUMERACION DE ELEMENTOS PLACA
ARCHIVO INPUT DEL MODELO ANALIZADOSTAAD SPACE CAJON AUDI 158 E-60START JOB INFORMATIONENGINEER DATE 07-Apr-15END JOB INFORMATIONINPUT WIDTH 79UNIT METER MTONJOINT COORDINATES1 0 0 0; 2 0.3 0 0; 3 0.6 0 0; 4 0.9 0 0; 5 1.2 0 0; 6 1.5 0 0; 7 1.8 0 0;8 2.1 0 0; 9 0 0 0.3; 10 0.3 0 0.3; 11 0.6 0 0.3; 12 0.9 0 0.3; 13 1.2 0 0.3;14 1.5 0 0.3; 15 1.8 0 0.3; 16 2.1 0 0.3; 17 0 0 0.6; 18 0.3 0 0.6;19 0.6 0 0.6; 20 0.9 0 0.6; 21 1.2 0 0.6; 22 1.5 0 0.6; 23 1.8 0 0.6;24 2.1 0 0.6; 25 0 0 0.9; 26 0.3 0 0.9; 27 0.6 0 0.9; 28 0.9 0 0.9;29 1.2 0 0.9; 30 1.5 0 0.9; 31 1.8 0 0.9; 32 2.1 0 0.9; 33 0 0 1.2;34 0.3 0 1.2; 35 0.6 0 1.2; 36 0.9 0 1.2; 37 1.2 0 1.2; 38 1.5 0 1.2;39 1.8 0 1.2; 40 2.1 0 1.2; 41 0 0 1.5; 42 0.3 0 1.5; 43 0.6 0 1.5;44 0.9 0 1.5; 45 1.2 0 1.5; 46 1.5 0 1.5; 47 1.8 0 1.5; 48 2.1 0 1.5;49 0 0 1.8; 50 0.3 0 1.8; 51 0.6 0 1.8; 52 0.9 0 1.8; 53 1.2 0 1.8;54 1.5 0 1.8; 55 1.8 0 1.8; 56 2.1 0 1.8; 57 0 2.1 0; 58 0.3 2.1 0;59 0.6 2.1 0; 60 0.9 2.1 0; 61 1.2 2.1 0; 62 1.5 2.1 0; 63 1.8 2.1 0;64 2.1 2.1 0; 65 0 2.1 0.3; 66 0.3 2.1 0.3; 67 0.6 2.1 0.3; 68 0.9 2.1 0.3;69 1.2 2.1 0.3; 70 1.5 2.1 0.3; 71 1.8 2.1 0.3; 72 2.1 2.1 0.3; 73 0 2.1 0.6;74 0.3 2.1 0.6; 75 0.6 2.1 0.6; 76 0.9 2.1 0.6; 77 1.2 2.1 0.6; 78 1.5 2.1 0.6;79 1.8 2.1 0.6; 80 2.1 2.1 0.6; 81 0 2.1 0.9; 82 0.3 2.1 0.9; 83 0.6 2.1 0.9;84 0.9 2.1 0.9; 85 1.2 2.1 0.9; 86 1.5 2.1 0.9; 87 1.8 2.1 0.9; 88 2.1 2.1 0.9;89 0 2.1 1.2; 90 0.3 2.1 1.2; 91 0.6 2.1 1.2; 92 0.9 2.1 1.2; 93 1.2 2.1 1.2;94 1.5 2.1 1.2; 95 1.8 2.1 1.2; 96 2.1 2.1 1.2; 97 0 2.1 1.5; 98 0.3 2.1 1.5;99 0.6 2.1 1.5; 100 0.9 2.1 1.5; 101 1.2 2.1 1.5; 102 1.5 2.1 1.5;103 1.8 2.1 1.5; 104 2.1 2.1 1.5; 105 0 2.1 1.8; 106 0.3 2.1 1.8;107 0.6 2.1 1.8; 108 0.9 2.1 1.8; 109 1.2 2.1 1.8; 110 1.5 2.1 1.8;111 1.8 2.1 1.8; 112 2.1 2.1 1.8; 113 0 0.3 0; 114 0 0.6 0; 115 0 0.9 0;116 0 1.2 0; 117 0 1.5 0; 118 0 1.8 0; 119 0 0.3 0.3; 120 0 0.6 0.3;121 0 0.9 0.3; 122 0 1.2 0.3; 123 0 1.5 0.3; 124 0 1.8 0.3; 125 0 0.3 0.6;126 0 0.6 0.6; 127 0 0.9 0.6; 128 0 1.2 0.6; 129 0 1.5 0.6; 130 0 1.8 0.6;131 0 0.3 0.9; 132 0 0.6 0.9; 133 0 0.9 0.9; 134 0 1.2 0.9; 135 0 1.5 0.9;136 0 1.8 0.9; 137 0 0.3 1.2; 138 0 0.6 1.2; 139 0 0.9 1.2; 140 0 1.2 1.2;141 0 1.5 1.2; 142 0 1.8 1.2; 143 0 0.3 1.5; 144 0 0.6 1.5; 145 0 0.9 1.5;146 0 1.2 1.5; 147 0 1.5 1.5; 148 0 1.8 1.5; 149 0 0.3 1.8; 150 0 0.6 1.8;151 0 0.9 1.8; 152 0 1.2 1.8; 153 0 1.5 1.8; 154 0 1.8 1.8; 155 2.1 0.3 0;156 2.1 0.6 0; 157 2.1 0.9 0; 158 2.1 1.2 0; 159 2.1 1.5 0; 160 2.1 1.8 0;161 2.1 0.3 0.3; 162 2.1 0.6 0.3; 163 2.1 0.9 0.3; 164 2.1 1.2 0.3;165 2.1 1.5 0.3; 166 2.1 1.8 0.3; 167 2.1 0.3 0.6; 168 2.1 0.6 0.6;169 2.1 0.9 0.6; 170 2.1 1.2 0.6; 171 2.1 1.5 0.6; 172 2.1 1.8 0.6;173 2.1 0.3 0.9; 174 2.1 0.6 0.9; 175 2.1 0.9 0.9; 176 2.1 1.2 0.9;177 2.1 1.5 0.9; 178 2.1 1.8 0.9; 179 2.1 0.3 1.2; 180 2.1 0.6 1.2;181 2.1 0.9 1.2; 182 2.1 1.2 1.2; 183 2.1 1.5 1.2; 184 2.1 1.8 1.2;185 2.1 0.3 1.5; 186 2.1 0.6 1.5; 187 2.1 0.9 1.5; 188 2.1 1.2 1.5;189 2.1 1.5 1.5; 190 2.1 1.8 1.5; 191 2.1 0.3 1.8; 192 2.1 0.6 1.8;193 2.1 0.9 1.8; 194 2.1 1.2 1.8; 195 2.1 1.5 1.8; 196 2.1 1.8 1.8;ELEMENT INCIDENCES SHELL1 9 10 2 1; 2 10 11 3 2; 3 11 12 4 3; 4 12 13 5 4; 5 13 14 6 5; 6 14 15 7 6;7 15 16 8 7; 8 17 18 10 9; 9 18 19 11 10; 10 19 20 12 11; 11 20 21 13 12;12 21 22 14 13; 13 22 23 15 14; 14 23 24 16 15; 15 25 26 18 17; 16 26 27 19 18;17 27 28 20 19; 18 28 29 21 20; 19 29 30 22 21; 20 30 31 23 22; 21 31 32 24 23;22 33 34 26 25; 23 34 35 27 26; 24 35 36 28 27; 25 36 37 29 28; 26 37 38 30 29;27 38 39 31 30; 28 39 40 32 31; 29 41 42 34 33; 30 42 43 35 34; 31 43 44 36 35;32 44 45 37 36; 33 45 46 38 37; 34 46 47 39 38; 35 47 48 40 39; 36 49 50 42 41;37 50 51 43 42; 38 51 52 44 43; 39 52 53 45 44; 40 53 54 46 45; 41 54 55 47 46;42 55 56 48 47; 43 65 66 58 57; 44 66 67 59 58; 45 67 68 60 59; 46 68 69 61 60;47 69 70 62 61; 48 70 71 63 62; 49 71 72 64 63; 50 73 74 66 65; 51 74 75 67 66;52 75 76 68 67; 53 76 77 69 68; 54 77 78 70 69; 55 78 79 71 70; 56 79 80 72 71;57 81 82 74 73; 58 82 83 75 74; 59 83 84 76 75; 60 84 85 77 76; 61 85 86 78 77;62 86 87 79 78; 63 87 88 80 79; 64 89 90 82 81; 65 90 91 83 82; 66 91 92 84 83;67 92 93 85 84; 68 93 94 86 85; 69 94 95 87 86; 70 95 96 88 87; 71 97 98 90 89;72 98 99 91 90; 73 99 100 92 91; 74 100 101 93 92; 75 101 102 94 93;76 102 103 95 94; 77 103 104 96 95; 78 105 106 98 97; 79 106 107 99 98;80 107 108 100 99; 81 108 109 101 100; 82 109 110 102 101; 83 110 111 103 102;84 111 112 104 103; 85 113 119 9 1; 86 114 120 119 113; 87 115 121 120 114;88 116 122 121 115; 89 117 123 122 116; 90 118 124 123 117; 91 57 65 124 118;92 119 125 17 9; 93 120 126 125 119; 94 121 127 126 120; 95 122 128 127 121;96 123 129 128 122; 97 124 130 129 123; 98 65 73 130 124; 99 125 131 25 17;100 126 132 131 125; 101 127 133 132 126; 102 128 134 133 127;103 129 135 134 128; 104 130 136 135 129; 105 73 81 136 130; 106 131 137 33 25;107 132 138 137 131; 108 133 139 138 132; 109 134 140 139 133;110 135 141 140 134; 111 136 142 141 135; 112 81 89 142 136; 113 137 143 41 33;114 138 144 143 137; 115 139 145 144 138; 116 140 146 145 139;117 141 147 146 140; 118 142 148 147 141; 119 89 97 148 142; 120 143 149 49 41;121 144 150 149 143; 122 145 151 150 144; 123 146 152 151 145;124 147 153 152 146; 125 148 154 153 147; 126 97 105 154 148; 127 161 155 8 16;128 162 156 155 161; 129 163 157 156 162; 130 164 158 157 163;131 165 159 158 164; 132 166 160 159 165; 133 72 64 160 166; 134 167 161 16 24;135 168 162 161 167; 136 169 163 162 168; 137 170 164 163 169;138 171 165 164 170; 139 172 166 165 171; 140 80 72 166 172; 141 173 167 24 32;142 174 168 167 173; 143 175 169 168 174; 144 176 170 169 175;145 177 171 170 176; 146 178 172 171 177; 147 88 80 172 178; 148 179 173 32 40;149 180 174 173 179; 150 181 175 174 180; 151 182 176 175 181;152 183 177 176 182; 153 184 178 177 183; 154 96 88 178 184; 155 185 179 40 48;156 186 180 179 185; 157 187 181 180 186; 158 188 182 181 187;159 189 183 182 188; 160 190 184 183 189; 161 104 96 184 190;162 191 185 48 56; 163 192 186 185 191; 164 193 187 186 192;165 194 188 187 193; 166 195 189 188 194; 167 196 190 189 195;168 112 104 190 196;DEFINE MATERIAL STARTISOTROPIC CONCRETEE 2.21467e+006POISSON 0.17DENSITY 2.40262ALPHA 1e-005DAMP 0.05END DEFINE MATERIALCONSTANTSMATERIAL CONCRETE MEMB 1 TO 168ELEMENT PROPERTY43 TO 84 THICKNESS 0.21 TO 42 THICKNESS 0.285 TO 126 THICKNESS 0.2127 TO 168 THICKNESS 0.2SUPPORTS1 8 49 56 FIXED BUT MX MY MZ KFX 4.5 KFY 4.5 KFZ 4.59 16 17 24 25 32 33 40 41 48 FIXED BUT FZ MX MY MZ KFX 9 KFY 92 TO 7 50 TO 55 FIXED BUT FX MX MY MZ KFY 9 KFZ 910 TO 15 18 TO 23 26 TO 31 34 TO 39 42 TO 47 FIXED BUT FX FZ MX MY MZ KFY 18LOAD 1 PESO PROPIOSELFWEIGHT Y -1LOAD 2 RIELES, BALASTO Y DURMIENTESELEMENT LOAD43 TO 84 PR GY -0.94LOAD 3 RELLENO Y CARPETAELEMENT LOAD43 TO 84 PR GY -3.274LOAD 4 PRESION DEL AGUAELEMENT LOAD1 TO 42 PR GY -1.05LOAD 5 CARGA VIVAELEMENT LOAD43 TO 84 PR GY -4.299LOAD 6 EMPUJE DE TIERRASELEMENT LOAD91 98 105 112 119 126 PR GX 1.38790 97 104 111 118 125 PR GX 1.62789 96 103 110 117 124 PR GX 1.86788 95 102 109 116 123 PR GX 2.10887 94 101 108 115 122 PR GX 2.34886 93 100 107 114 121 PR GX 2.58985 92 99 106 113 120 PR GX 2.829LOAD 7 EMPUJE DE TIERRAS CARGA VIVAELEMENT LOAD85 TO 126 PR GX 0.721*REVISION DE ESFUERZOS EN EL TERRENOLOAD COMB 8 PP + CM + R + PA + CV + ET + ETSCV1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0LOAD COMB 9 PP + CM + R + PA + CV + ET + ETSCV1 1.0 2 1.0 3 1.0 5 1.0 6 1.0 7 1.0*GRUPOS PARA DISEO DE ELEMENTOSLOAD COMB 10 1.4 (PP + CM + R + PA (1.667(CV+I)) + ET + ETSCV1 1.4 2 1.4 3 1.4 4 1.4 5 3.5 6 1.4 7 1.4LOAD COMB 11 1.8 (PP + CM + R + PA + (CV+I) + ET + ETSCV)1 1.8 2 1.8 3 1.8 4 1.8 5 2.7 6 1.8 7 1.8LOAD COMB 12 1.4 (PP + CM + R + (1.667(CV+I)) + ET + ETSCV1 1.4 2 1.4 3 1.4 5 3.5 6 1.4 7 1.4LOAD COMB 13 1.8 (PP + CM R + (CV+I) + ET + ETSCV)1 1.8 2 1.8 3 1.8 5 2.7 6 1.8 7 1.8PDELTA 3 ANALYSIS PRINT BOTHSTART CONCRETE DESIGNCODE ACIDESIGN ELEMENT 1 TO 84DESIGN ELEMENT 85 TO 168END CONCRETE DESIGNFINISH
3.2. REVISION DE LOSA SUPERIOR
ELEMENTOS MECANICOS PARA LA REVISION A FLEXOCOMPRESION DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-60
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
6310101.1241.9812.6220.599-0.07-13.3346.5640.609
1196.7711.7273.0110.651-0.064-15.8835.2710.493
12101.1241.9812.6220.599-0.07-13.3346.5640.609
1396.7711.7273.0110.651-0.064-15.8835.2710.493
81107.987-4.528-7.58-0.0270.038-9.050.263-0.623
1110.269-4.17-6.928-0.0230.049-11.4350.238-0.8
127.987-4.528-7.58-0.0270.038-9.050.263-0.623
1310.269-4.17-6.928-0.0230.049-11.4350.238-0.8
ELEMENTOS MECANICOS PARA LA REVISION A CORTANTE DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-60
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
7812-101.531-4.419-0.0090.201-0.472-4.8237.2337.528
7912-66.525-2.148-4.5060.06-0.428-8.5350.4251.164
8012-29.791-4.51-7.034-0.018-0.214-9.5480.325-0.142
81127.987-4.528-7.58-0.0270.038-9.050.263-0.623
821245.36-3.889-6.1540.0080.276-7.1210.674-1.424
831280.56-0.799-2.7650.1110.45-2.9830.401-3.776
8412112.0381.052.5050.3610.4543.3537.489-11.45
REVISIN A CORTANTE RESISTENTE DEL CONCRETO fc = 350 kg/cm bw = 100 cmh = 20 40 cmr = 3 cmd = 17 37 cm
No.SQXFy
78-101.531 ton/m2-20.306 ton.
79-66.525 ton/m2-13.305 ton.
80-29.791 ton/m2-5.958 ton.
817.987 ton/m21.597 ton.
8245.360 ton/m29.072 ton.
8380.560 ton/m216.112 ton.
84112.038 ton/m222.408 ton.
Comentario: SE REQUIERE REFUERZO A CORTANTE EN EL ELEMENTO PLACA No 83.
3.3. REVISION DE LOSA INFERIOR
ELEMENTOS MECANICOS PARA LA REVISION A FLEXOCOMPRESION DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-60
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
810100.728-3.475-3.909-0.809-0.25-19.0784.086-2.025
1196.745-2.169-4.667-0.899-0.22-22.6832.181-1.413
12100.728-3.475-3.909-0.809-0.25-19.0784.086-2.025
1396.745-2.169-4.667-0.899-0.22-22.6832.181-1.413
4010-19.7165.4128.0370.023-0.165-13.4440.2960.231
11-11.9535.4187.8760.025-0.123-17.390.1960.543
12-19.7165.4128.0370.023-0.165-13.4440.2960.231
13-11.9535.4187.8760.025-0.123-17.390.1960.543
ELEMENTOS MECANICOS PARA LA REVISION A CORTANTE DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-60
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
3612109.843-4.578-3.818-0.4070.416-1.3447.4211.361
371288.992-0.1171.666-0.1220.477-6.434-0.0993.942
381259.4643.3875.686-0.0160.348-10.6850.7531.564
391222.674.7637.9020.0270.116-12.8070.2740.728
4012-19.7165.4128.0370.023-0.165-13.4440.2960.231
4112-66.2613.3085.807-0.065-0.44-12.360.898-1.197
4212-116.0657.1820.945-0.199-0.549-7.2437.726-8.309
REVISIN A CORTANTE RESISTENTE DEL CONCRETO fc = 350 kg/cm bw = 100 cmh = 20 40 cmr = 3 cmd = 17 37 cm
No.SQXFy
36109.843 ton/m221.969 ton.
3788.992 ton/m217.798 ton.
3859. 464 ton/m211.893 ton.
3922.670 ton/m24.534 ton.
4019.716 ton/m2-3.943 ton.
41-66.261 ton/m2-13.252 ton.
42-116.065 ton/m2-23.213 ton.
Comentario: SE REQUIERE REFUERZO A CORTANTE EN EL ELEMENTO PLACA No 37.
3.4. REVISION DE MUROS
ELEMENTOS MECANICOS PARA LA REVISION A FLEXOCOMPRESION DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-60
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
8511-15.553-30.142-0.411-6.5240.18-6.827-107.9292.84
12-14.759-21.61-0.391-6.1940.225-7.299-118.7994.467
13-15.553-30.142-0.411-6.5240.18-6.827-107.9292.84
9211-6.388-43.365-0.906-6.4470.156-12.241-104.2185.343
12-6.479-35.073-0.835-6.090.181-12.337-111.1715.699
13-6.388-43.365-0.906-6.4470.156-12.241-104.2185.343
106111.42-39.68-1.002-6.397-0.038-10.312-101.187-1.573
121.548-31.313-0.926-6.03-0.045-10.367-108.528-1.6
131.42-39.68-1.002-6.397-0.038-10.312-101.187-1.573
113116.388-43.365-0.906-6.447-0.156-12.241-104.218-5.343
126.479-35.073-0.835-6.09-0.181-12.337-111.171-5.699
136.388-43.365-0.906-6.447-0.156-12.241-104.218-5.343
127113.10713.836-0.177-1.861-0.296-5.604-140.588-10.631
125.07912.596-0.209-2.567-0.315-6.348-144.201-10.527
133.10713.836-0.177-1.861-0.296-5.604-140.588-10.631
16811-13.0922.125-0.365-5.695-0.305-6.77-121.585-5.43
12-12.856-0.158-0.355-5.554-0.322-7.253-129.431-6.481
13-13.0922.125-0.365-5.695-0.305-6.77-121.585-5.43
ELEMENTOS MECANICOS PARA LA REVISION A CORTANTE DEL CAJON CON UN RELLENO DE 1.58 MTS Y UNA CARGA VIVA COOPER E-60
PlateL/CSQX Ton/m2SQY Ton/m2MX Ton-m/mMY Ton-m/mMXY Ton-m/mSX Ton/m2SY Ton/m2SXY Ton/m2
8510-14.759-21.61-0.391-6.1940.225-7.299-118.7994.467
11-15.553-30.142-0.411-6.5240.18-6.827-107.9292.84
12-14.759-21.61-0.391-6.1940.225-7.299-118.7994.467
13-15.553-30.142-0.411-6.5240.18-6.827-107.9292.84
9210-6.479-35.073-0.835-6.090.181-12.337-111.1715.699
11-6.388-43.365-0.906-6.4470.156-12.241-104.2185.343
12-6.479-35.073-0.835-6.090.181-12.337-111.1715.699
13-6.388-43.365-0.906-6.4470.156-12.241-104.2185.343
De los anlisis realizados mediante el programa STAAD se obtienen los siguientes elementos mecnicos.
Sy=107.929ton/m2x1.0mx0.5mx9.807=529.230Kn
My=6.524ton-mx9.807=63.981Kn-m
Sy=104.218ton/m2x1.0mx0.5mx9.807=511.033Kn
My=6.447ton-mx9.807=63.226Kn-m
Sy=101.187ton/m2x1.0mx0.5mx9.807=496.170Kn
My=6.397ton-mx9.807=62.735Kn-m
Sy=129.431ton/m2x1.0mx0.5mx9.807=634.665Kn
My=5.554ton-mx9.807=54.468Kn-m
Sy=111.171ton/m2x1.0mx0.5mx9.807=545.127Kn
My=6.090ton-mx9.807=59.725Kn-m
Sy=144.201ton/m2x1.0mx0.5mx9.807=707.090Kn
My=2.567ton-mx9.807=25.175Kn-m
Sy=140.508ton/m2x1.0mx0.5mx9.807=688.981Kn
My=1.861ton-mx9.807=18.251Kn-m
Comentario: SE REQUIERE UNA AREA DE ACERO DE 5.55 cm/m POR CARA.