revision cajon audi

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


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



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



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


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.



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



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.


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:


VISTA EN ISOMETRICO

NUMERACION DE NODOS


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




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



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


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.





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



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


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.


2.4 REVISION DE LOS MUROS.



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



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


3. ANLISIS ESTRUCTURAL, REVISION A FLEXOCOMPRESIN Y CORTANTE DEL CAJON CON UN RELLENO DE 2.60 MTS Y UNA CARGA VIVA COOPER E-80.


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:


VISTA EN ISOMETRICO

NUMERACION DE NODOS


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




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



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


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.




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



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


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



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



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


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