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2010
UNIVERSIDAD INDUSTRIAL DE SANTANDER
FACULTAD FISICO-MECANICA
ESCUELA DE INGENIERIA CIVIL
BUCARAMANGA
PRESENTADO A:
ING. RICARDO ALFREDO CRUZ HERNANDEZ
GRUPO:
B2
PRESENTADO POR:
VICTOR MANUEL LOPEZ GUERRA
COD. 2063559
TALLER DE DISEO DE HORMIGON ARMADO I
"DISEO DE UNA COLUMNA CIRCULAR"
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6
4
30
25500
5
5
7
4
400
70
9.2
28
8.517
2.1
42
4 1.29 1.27 1.05 4.64
2827.43 32.57 27.68 1,567.59
Pn [KN] Pn' [KN] Tn [KN] Pnb [KN] Mnb [KN*cm]5372.05 5042.98
-325.08 2402.83 38826.74
PUNTO Pnb [KN] Mnb [KN*cm]
5372.05 0
5042.98 0
3 2402.83 38826.74
2 -325.08 0
PARA HACER CAMBIOS S
EL VALOR DE LA LISTA QU
EN LA CELDA
AREA Ccb [cm2]
VIGA RECTANGULAR
BASE [cm]
ALTURA [cm]
LONGUITUD V1 [m]
LONGUITUD V2 [m]
fs [KN/cm2]
ANG. ENTRE
BARRAS [RAD]BORDE DE BARRAS
RADIO [cm]
LONGUITUD C2 [m]
LONGUITUD C3 [m]
MOMENTO 1 EN Y [KN*cm]MOMENTO 2 EN Y [KN*cm]
LONGUITUD COLUM. Lc [cm]
MOMENTO 2 EN X [KN*cm]
Vu [KN]
Pu [KN]
LONGUITUD V3 [m]
NOTA: SI CAMBIA EL
LONGUITUDES DE LAS VI
DEBERA DE BUSCAR U
COLUMNA CIRCULAR
LONGUITUD C1 [m]
CANTIDAD DE VARILLAS
No. DE ACERO
1
No. DE FILASAREA DE ACERO
[cm2]DIAMETRO [cm]
[RAD]
MOMENTO 1 EN X [KN*cm]
o [cm]
a balan. [cm]AREA DE LA SECCION
[cm2]c balan. [cm]
f'c [KN/cm2]
ANALISIS DE RESISTENCIA EN EL EJE X
DATOS DE ENTRADA
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0.846 593.76 0.7989
ACEPTABLE ARRIOSTRADO
A
19.4
Ky
3.8
4.7 119.07
VALORACION NO DESPRECIAR
PARAMETRO DIRECCION X DIRECCION Y
Cm
E [KN/cm2]
Ig [cm4] 6.36E+05 6.36E+05
I (normal) 1.59E+05 1.59E+05
EIg [KN*cm2] 2.84E+08 2.84E+08
Pc [kn] 627.15 879.48 6.69 2.54
Mc 187.18 43.19
PLANO
VALORACION
INSERTE EL VALOR DE Ky Y Kx
SEGUN LA FIGURA CR 10.10.1 DE LA
NORMMA NSR 10 PAG. C-151
PARA HACER CAMBIOS SOLO
SELECCIONE EL VALOR DE LA LISTA
QUE SE DESPLIEGA EN LA CELDADIRECCION X
1787
1
ESBELTEZ LOCAL
Lu [m]
DESPRECI
EFECTO LOCAL
CALCULO DE
0,1*F'c*AgCONDICION (d-
d')/h
ESPIRAL >=0,75
0.045714286
INDICE DE ESTABILIDAD
(Q)
CRITERIO DE DISE
EFECTO D
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TIPO DE CARGA
Pn [KN]
Pnx [KN] 5030.25 -311.93
Pny [KN] 5038.72 -322.43
Po [KN]
Mnx [KN*cm]
Mny [KN*cm]
Mnox [KN*cm]
Mnoy [KN*cm]
500.66
3258.98
187.18
43.19
11752.84
13441.73
ANALISIS DE CARGASVALOR
FELXION-COM
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40
30
6
8
5
3 1.29 1.27 1.05
2827.43 25.11 21.34 1,121.46
Pn [KN] Pn' [KN] Tn [KN] Pnb [KN]5372.05 5042.98 -325.08
1734.49
PUNTO Pnb [KN] Mnb [KN*cm]
5372.05 0
5042.98 0
3 1734.49 33526.56
2 -325.08 0
LO SELECCIONE
E SE DESPLIEGA
ANG. ENTRE
BARRAS [RAD]
AREA DE LA
SECCION [cm2]c balan. [cm] a balan. [cm] AREA Ccb [cm2]
1
No. DE FILAS
RADIO O LAS
AS Y COLUMNAS
NUEVO Ky Y Kx
AREA DE ACERO
[cm2]
DIAMETRO DE
BARRAS [cm]
ANALISIS DE RESITENCIA EN EL EJE Y
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COLUMNA VIGA COLUMNA VIGA445320.7586 31500 445320.7586 31500
B A B
16.6 28.3 24.2
ry Kx rx
0.15 4.5 0.15
DIRECCION X DIRECCION Y
119.07 30.06 28.00
NO DESPRECIAR NO DESPRECIAR NO DESPRECIAR
DIRECCION X DIRECCION Y
s
E [KN/cm2]
Ig [cm4] 6.36E+05 6.36E+05
I (normal) 1.59E+05 1.59E+05
EIg [KN*cm2] 2.84E+08 2.84E+08Pc [kn] 627.15 879.48
Mc 29.34 17.81
s*M2s 29.34 17.81
s*M1s 9.64 8.91
M2g 58.68 35.63
M1g 38.98 26.72
PLANO YZZ
1787
1.048
SIMPLEPARAMETRO
ESBELTEZ GLOBAL
SIMPLE
EFECTO GLOBAL
DIRECCION Y
MIENTOS DE EFECTOS
IxIy
O POR RESISTENCIA
E ESBELTEZ
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9.04E-05 0.019
CUMPLE CUMPLE
BIAXIALIDAD
CONTORNO DE
CARGA
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Cc 2378.42 38432.32
4.64 1 4.64 FILAS1 66.38 1072.69
2 17.32 FILAS2 36.24 585.65
3 42.68 FILAS3 -24.04 -388.44
4 55.37 FILAS4 -54.18 -875.48
Mnb [KN*cm]33526.56
BORDE DE BARRAS FILASCALCULO DE Pnb Y Mnb
di
ANALISIS POR FILAS EN DIRECCION X
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500
1000
1500
2000
2500
Mnb [KN*cm]
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Cc 1701.54 32889.74
1 4.64 FILAS1 63.11 1219.90
2 17.32 FILAS2 24.01 464.18
3 42.68 FILAS3 -54.18 -1047.27
CALCULO DE Pnb Y MnbdiFILAS
ANALISIS POR FILAS EN DIRECCION Y
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A DE LA COLUMNA CIRCULAR
COLUMNA CIRCULAR EN EJE X
COLUMNA CIRCULAR EN EJE Y
Mnx , Pnx1
Mnx , Pnx2
Mny , Pny1
Mny , Pny2
Mnox , Pn
Mnoy , Pn
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3000
3500
4000
4500
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6 3
8 5
10 5
12 7
14 7
16 9
18 9
20 11
22 11
24 13
26 13
28 15
30 15
32 17
34 17
36 19
38 19
40 21
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42 21
44 23
46 23
48 25
50 25
52 27
54 2756 29
58 29
60 31
62 31
64 33
66 33
68 35
70 35
72 37
74 3776 39
78 39
80 41
82 41
84 43
86 43
88 45
90 45
92 47
94 47
96 49
98 49
100 51
102 51
104 53
106 53
108 55
110 55
112 57
114 57
116 59118 59
120 61
122 61
124 63
126 63
128 65
130 65
132 67
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134 67
136 69
138 69
140 71
142 71
144 73
146 73148 75
150 75
152 77
154 77
156 79
158 79
160 81
162 81
164 83
166 83
168 85
170 85
172 87
174 87
176 89
178 89
180 91
182 91
184 93
186 93
188 95190 95
192 97
194 97
196 99
198 99
200 101
202 101
204 103
206 103
208 105
210 105
212 107
214 107
216 109
218 109
220 111
222 111
224 113
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226 113
228 115
230 115
232 117
234 117
236 119
238 119240 121
242 121
244 123
246 123
248 125
250 125
252 127
254 127
256 129
258 129
260 131
262 131
264 133
266 133
268 135
270 135
272 137
274 137
276 139
278 139
280 141282 141
284 143
286 143
288 145
290 145
292 147
294 147
296 149
298 149
300 151
302 151
304 153
306 153
308 155
310 155
312 157
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314 157
316 159
318 159
320 161
322 161
324 163326 163
328 165
330 165
332 167
334 167
336 169
338 169
340 171
342 171
344 173346 173
348 175
350 175
352 177
354 177
356 179
358 179
360 181
362 181
364 183
366 183
368 185
370 185
372 187
374 187
376 189
378 189
380 191
382 191384 193
386 193
388 195
390 195
392 197
394 197
396 199
398 199
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400 201
402 201
404 203
406 203
408 205
410 205
412 207414 207
416 209
418 209
420 211
422 211
424 213
426 213
428 215
430 215
432 217
434 217
436 219
438 219
440 221
442 221
444 223
446 223
448 225
450 225
452 227
454 227456 229
458 229
460 231
462 231
464 233
466 233
468 235
470 235
472 237
474 237
476 239
478 239
480 241
482 241
484 243
486 243
488 245
490 245
492 247
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494 247
496 249
498 249
500 251
502 251
504 253
506 253508 255
510 255
512 257
514 257
516 259
518 259
520 261
522 261
524 263
526 263
528 265
530 265
532 267
534 267
536 269
538 269
540 271
542 271
544 273
546 273
548 275550 275
552 277
554 277
556 279
558 279
560 281
562 281
564 283
566 283
568 285
570 285
572 287
574 287
576 289
578 289
580 291
582 291
584 293
586 293
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588 295
590 295
592 297
594 297
596 299
598 299
600 301602 301
604 303
606 303
608 305
610 305
612 307
614 307
616 309
618 309
620 311
622 311
624 313
626 313
628 315
630 315
632 317
634 317
636 319
638 319
640 321
642 321644 323
646 323
648 325
650 325
652 327
654 327
656 329
658 329
660 331
662 331
664 333
666 333
668 335
670 335
672 337
674 337
676 339
678 339
680 341
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682 341
684 343
686 343
688 345
690 345
692 347
694 347696 349
698 349
700 351
702 351
704 353
706 353
708 355
710 355
712 357
714 357
716 359
718 359
720 361
722 361
724 363
726 363
728 365
730 365
732 367
734 367
736 369738 369
740 371
742 371
744 373
746 373
748 375
750 375
752 377
754 377
756 379
758 379
760 381
762 381
764 383
766 383
768 385
770 385
772 387
774 387
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776 389
778 389
780 391
782 391
784 393
786 393
788 395790 395
792 397
794 397
796 399
798 399
800 401
802 401
804 403
806 403
808 405
810 405
812 407
814 407
816 409
818 409
820 411
822 411
824 413
826 413
828 415
830 415832 417
834 417
836 419
838 419
840 421
842 421
844 423
846 423
848 425
850 425
852 427
854 427
856 429
858 429
860 431
862 431
864 433
866 433
868 435
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870 435
872 437
874 437
876 439
878 439
880 441
882 441884 443
886 443
888 445
890 445
892 447
894 447
896 449
898 449
900 451
902 451
904 453
906 453
908 455
910 455
912 457
914 457
916 459
918 459
920 461
922 461
924 463926 463
928 465
930 465
932 467
934 467
936 469
938 469
940 471
942 471
944 473
946 473
948 475
950 475
952 477
954 477
956 479
958 479
960 481
962 481
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964 483
966 483
968 485
970 485
972 487
974 487
976 489978 489
980 491
982 491
984 493
986 493
988 495
990 495
992 497
994 497
996 499
998 499
1000 501
1002 501
1004 503
1006 503
1008 505
1010 505
1012 507
1014 507
1016 509
1018 5091020 511
1022 511
1024 513
1026 513
1028 515
1030 515
1032 517
1034 517
1036 519
1038 519
1040 521
1042 521
1044 523
1046 523
1048 525
1050 525
1052 527
1054 527
1056 529
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1058 529
1060 531
1062 531
1064 533
1066 533
1068 535
1070 5351072 537
1074 537
1076 539
1078 539
1080 541
1082 541
1084 543
1086 543
1088 545
1090 545
1092 547
1094 547
1096 549
1098 549
1100 551
1102 551
1104 553
1106 553
1108 555
1110 555
1112 5571114 557
1116 559
1118 559
1120 561
1122 561
1124 563
1126 563
1128 565
1130 565
1132 567
1134 567
1136 569
1138 569
1140 571
1142 571
1144 573
1146 573
1148 575
1150 575
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1152 577
1154 577
1156 579
1158 579
1160 581
1162 581
1164 5831166 583
1168 585
1170 585
1172 587
1174 587
1176 589
1178 589
1180 591
1182 591
1184 593
1186 593
1188 595
1190 595
1192 597
1194 597
1196 599
1198 599
1200 601
1202 601
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2014 1007
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DOBLE
.
SIMPLE 2 0.32 0.64
3 0.71 0.95
4 1.29 1.27
5 1.99 1.59
6 2.84 1.91
7 3.87 2.22
8 5.10 2.54
9 6.45 2.86
10 8.19 3.18
11 10.06 3.49
14 14.52 4.45
18 25.81 5.72
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CALCULO DE
INDICE DE
ESTABILIDAD
(Q)
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*B [cm] 45
*H [cm] 30
CP [cm] 15
*Fy [Kn/cm^2] 42
*F`c [Kn/cm^2] 2.8
Ag [cm[^2] 1350
*Y trazo [cm]: 5.5
*Es [kn/cm^2]: 20000
*Elemento de Refuerzo Fleje
*Ec [MPA]: 20636.86
FILA # *Hi [cm]
1 5.5
2 15
3 24.5
4
5
6
7
8
9
10
11
12
13
14
Mn = 0
e = 0 Excentricidad
Como es la maxima fuerza a Compresin de antemano sab
DATOS DE ENTRADA *
PTO PARA MAX FUERZA AXIAL A COMPRESION PN
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Fila # A [cm^2]
1 11.64
2 7.76
3 11.64
4 0.00
5 0.00
6 0.007 0.00
8 0.00
9 0.00
10 0.00
11 0.00
12 0.00
13 0.00
14 0.00
CONCRETO 1350.00
Pn [kn]
Mn [Kn-m]: 0
Como es la maxima fuerza a Tensin de antemano sabemos q
El Concreto ya se FISURO por lo que no va a trabajarMn = 0
e = 0 Excentricidad
Fila # A [cm^2]
1 11.64
2 7.76
3 11.64
4 0.00
5 0.00
6 0.00
7 0.00
8 0.00
9 0.00
10 0.00
11 0.00
12 0.00
13 0.00
14 0.00
PTO PARA MAX FUERZA AXIAL A TENSION TN
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Pn [kn]
Mn [Kn-m]: 0
Cb [cm] =
Fila # A [cm^2]
1 11.64
2 7.76
3 11.644 0.00
5 0.00
6 0.00
7 0.00
8 0.00
9 0.00
10 0.00
11 0.00
12 0.00
13 0.00
14 0.00
CONCRETO 551.25
Mnb [Kn-m]: 203.90
Fila # Dist [cm]
1 4.32
2 5.76
3 8.65
C
PTO PARA CBALANCEADO
PTOS INTERMEDIOS
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4 10.09
5 11.53
6 17.29
7 18.74
8 20.18
9 23.06
10 24.50
C [cm] =
Fila # A [cm^2]
1 11.642 7.76
3 11.64
4 0.00
5 0.00
6 0.00
7 0.00
8 0.00
9 0.00
10 0.00
11 0.00
12 0.00
13 0.00
14 0.00
CONCRETO 165.375
Mn [Kn-m]: 80.19252414
C [cm] =
Fila # A [cm^2]
PTO INTERMEDIO 2
PTO INTERMEDIO 1
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1 11.64
2 7.76
3 11.64
4 0.00
5 0.00
6 0.00
7 0.008 0.00
9 0.00
10 0.00
11 0.00
12 0.00
13 0.00
14 0.00
CONCRETO 220.5
Mn [Kn-m]: 115.3446931
C [cm] =
Fila # A [cm^2]
1 11.64
2 7.76
3 11.64
4 0.00
5 0.00
6 0.00
7 0.00
8 0.00
9 0.00
10 0.00
11 0.00
12 0.00
13 0.00
14 0.00
CONCRETO 330.75
Mn [Kn-m]: 159.73
PTO INTERMEDIO 3
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C [cm] =
Fila # A [cm^2]
1 11.64
2 7.76
3 11.64
4 0.00
5 0.00
6 0.00
7 0.00
8 0.00
9 0.00
10 0.00
11 0.00
12 0.00
13 0.00
14 0.00
CONCRETO 385.875
Mn [Kn-m]: 174.99
C [cm] =
Fila # A [cm^2]
1 11.64
2 7.76
3 11.64
4 0.00
5 0.00
6 0.00
7 0.00
8 0.00
9 0.00
10 0.00
11 0.00
12 0.00
13 0.00
PTO INTERMEDIO 5
PTO INTERMEDIO 4
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14 0.00
CONCRETO 441
Mn [Kn-m]: 187.14
PARA GRAFICA
Resistencia Nominal Fuerza Axial Nominal
Mn [kn-m] Pn [kn] :
0.00 4516.50
203.90 1235.97
187.14 785.82
174.99 520.50
159.73 226.64
115.34 -257.84
80.19 -611.110.00 -1303.50
-2000.00
-1000.00
0.00
1000.00
2000.00
3000.00
4000.00
5000.00
0.00 50.00FuerzaAxialPn[kn-m
]
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Pu [kn]
Mux [kn-m]
Muy [kn-m]
Pn [kn]
Mnx [kn-m]Mny [kn-m]
Pnbx [kn]
Pnby [kn]
' (grados)
Pnb [kn]
Po [kn]
Mnbx [kn-m]
Mnby [kn-m]
PREDOMINA CARG
(Pn - Pnb)/(Po-Pnb)
0.067565853
0.727335
REVISAMOS SI PREDOMINA LA
Mo
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COMPRUEBO SI ESTA SOMETIDA O NO A CA
CUMPLE LA
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PROGRAMACION GRAFICA MOMENTO vs FUE
Para Fleje = 0.7
Para Espiral = 0.75
Di[cm] *# Barrasi *Nbarrai
24.5 3 7
15.0 2 7
5.5 3 7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Asi [cm^2]
emos que :
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Pni [Kn]
488.81
325.88
488.81
0.00
0.00
0.000.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
3213.00
4516.50
ue :
Pni [Kn]
-488.81
-325.88
-488.81
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
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-1303.50
14.41
si Fsi [kn/cm^2] Pni [kn]-0.0021 -42.00 -488.81
-0.0001 -2.45 -19.00
0.0019 37.10 431.810.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
- - 1311.98
Pnb [kn] 1235.97
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4.32
si Fsi [kn/cm^2] Pni [kn]-0.0140 -42.00 -488.81-0.0074 -42.00
-325.88
-0.0008 -16.33 -190.02
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
- - 393.59
Pn [kn] -611.11
5.76
si Fsi [kn/cm^2] Pni [kn]
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-0.0098 -42.00 -488.81
-0.0048 -42.00 -325.88
0.0001 2.76 32.07
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.000.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
- - 524.79
Pn [kn] -257.84
8.65
si Fsi [kn/cm^2] Pni [kn]-0.0055 -42.00 -488.81
-0.0022 -42.00 -325.88
0.0011 21.84 254.15
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
- - 787.19
Pn [kn] 226.64
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10.09
si Fsi [kn/cm^2] Pni [kn]-0.0043 -42.00 -488.81
-0.0015 -29.21 -226.66
0.0014 27.29 317.60
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
- - 918.38
Pn [kn] 520.50
11.53
si Fsi [kn/cm^2] Pni [kn]-0.0034 -42.00 -488.81
-0.0009 -18.06 -140.14
0.0016 31.38 365.19
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
0.0000 0.00 0.00
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0.0000 0.00 0.00
- - 1049.58
Pn [kn] 785.82
0,1F'c*Ag Bsico Fuerza Axial de Diseo
0,1F'c*Ag [kn] *Pn [kn]
378 0.7 3161.553493
378 0.7 865.1782147
378 0.7 550.0705037
378 0.7 364.3528172
378 0.780084735 176.7982883
378 0.9 -232.0519825
378 0.9 -550.0020811378 0.9 -1173.154491
1235.97
378
2487.88
100.00 150.00 200.00 250.00
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1096.00
89.90
70.98
0.70
1565.71
128.43101.40
1235.97
1424.88
1.55
-3.25
1421.63
0.80
3554.11
203.90
344.23
A AXIAL PN>PNB
(Mnx/Mnbx)^1,5 (Mny/Mnby)^1,5
0.499891765 0.159877383
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GA BIAXIAL
ONDICION
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ZA AXIAL
Para Fleje 0.8
Para Estribo 0.85
Asi [cm^2]
11.64
7.76
11.64
0.00 Fila 3
0.00 Fila 2
0.00 Fila 1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
31.04
B
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Brazo [cm] Mni [kn-cm] Mni [kn-m]
-9.5 4643.74 46.44
0.0 0.00 0.00
9.5 4102.19 41.020.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
8.875 11643.78 116.44
Mn [kn-m] 20389.71
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Brazo [cm] Mni [kn-cm] Mni [kn-m]
-9.5 4643.74 46.440.0 0.00 0.00
9.5 -1805.15 -18.05
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
13.16 5180.66 51.81
Mn [kn-cm] 8019.25
Brazo [cm] Mni [kn-cm] Mni [kn-m]
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-9.5 4643.74 46.44
0.0 0.00 0.00
9.5 304.62 3.05
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.000.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
12.55 6586.11 65.86
Mn [kn-m] 11534.47
Brazo [cm] Mni [kn-cm] Mni [kn-m]
-9.5 4643.74 46.44
0.0 0.00 0.00
9.5 2414.38 24.14
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
11.33 8914.87 89.15
Mn [kn-cm] 15972.99
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Brazo [cm] Mni [kn-cm] Mni [kn-m]
-9.5 4643.74 46.44
0.0 0.00 0.00
9.5 3017.17 30.17
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
10.71 9838.17 98.38
Mn [kn-cm] 17499.08
Brazo [cm] Mni [kn-cm] Mni [kn-m]
-9.5 4643.74 46.44
0.0 0.00 0.00
9.5 3469.26 34.69
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
0.0 0.00 0.00
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0.0 0.00 0.00
10.10 10600.76 106.01
Mn [kn-cm] 18713.76
Resistencia de Diseo Pn Mx
*Mn [kn-m] *Pn Mx [kn] :
0.00 0.80 2487.88
142.73 0.80 2487.88
131.00 0.80 2487.88
122.49 0.80 2487.88
124.60 0.80 2487.88
103.81 0.80 2487.88
72.17 0.80 2487.880.00 0.80 2487.88
Resistencia Nominal
0,1F'c*Ag
Resistencia de Diseo
Pn Mx
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H
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PROGRAMACION GRA
*B [cm] 30
*H [cm] 45
CP [cm] 22.5
*Fy [Kn/cm^2] 42
*F`c [Kn/cm^2] 2.8
Ag [cm[^2] 1350
*Y trazo [cm]: 5.5
*Es [kn/cm^2]: 20000 Para Fleje =
*Elemento de Refuerzo Fleje Para Espiral =
FILA # *Hi [cm] Di[cm] *# Barrasi
1 39.5 5.5 3
2 22.5 22.5 2
3 5.5 39.5 3
4 0.0
5 0.0
6 0.07 0.0
8 0.0
9 0.0
10 0.0
11 0.0
12 0.0
13 0.0
14 0.0
Mn = 0
e = 0 Excentricidad
DATOS DE ENTRADA *
PTO PARA MAX FUERZA AXIAL A COMPRESION PN
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Como es la maxima fuerza a Compresin de antemano sabemos que
:
FILA # A [cm^2] Pni [Kn]
1 11.64 488.81
2 7.76 325.88
3 11.64 488.81
4 0.00 0.00
5 0.00 0.00
6 0.00 0.00
7 0.00 0.00
8 0.00 0.00
9 0.00 0.00
10 0.00 0.00
11 0.00 0.00
12 0.00 0.00
13 0.00 0.00
14 0.00 0.00
CONCRETO 1350.00 3213.00
Pn [kn] 4516.50
Mn [Kn-m]: 0
Como es la maxima fuerza a Tensin de antemano sabemos que :
El Concreto ya se FISURO por lo que no va a trabajar
Mn = 0
e = 0 Excentricidad
FILA # A [cm^2] Pni [Kn]
1 11.64 -488.81
2 7.76 -325.88
3 11.64 -488.81
4 0.00 0.00
5 0.00 0.00
6 0.00 0.00
7 0.00 0.00
8 0.00 0.00
9 0.00 0.00
PTO PARA MAX FUERZA AXIAL A TENSION TN
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10 0.00 0.00
11 0.00 0.00
12 0.00 0.00
13 0.00 0.00
14 0.00 0.00
CONCRETO Pn [kn] -1303.50
Mn [Kn-m]: 0
Cb [cm] = 23.24
FILA # A [cm^2] si Fsi [kn/cm^2]1 11.64 0.0023 42.00
2 7.76 0.0001 1.90
3 11.64 -0.0021 -42.00
4 0.00 0.0000 0.00
5 0.00 0.0000 0.00
6 0.00 0.0000 0.007 0.00 0.0000 0.00
8 0.00 0.0000 0.00
9 0.00 0.0000 0.00
10 0.00 0.0000 0.00
11 0.00 0.0000 0.00
12 0.00 0.0000 0.00
13 0.00 0.0000 0.00
14 0.00 0.0000 0.00
CONCRETO 592.5 - -
Pn [kn]
Mn [Kn-m]: 344.23
PTOS INTERMEDIOS
PTO PARA CBALANCEADO
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Fila # Dist [cm]
1 6.97
2 9.29
3 13.94
4 16.26
5 18.59
6 27.88
7 30.21
8 32.53
9 37.18
10 39.50
C [cm] = 6.97
FILA # A [cm^2] si Fsi [kn/cm^2]
1 11.64 0.0006 12.662 7.76 -0.0067 -42.00
3 11.64 -0.0140 -42.00
4 0.00 0.0000 0.00
5 0.00 0.0000 0.00
6 0.00 0.0000 0.00
7 0.00 0.0000 0.00
8 0.00 0.0000 0.00
9 0.00 0.0000 0.00
10 0.00 0.0000 0.00
11 0.00 0.0000 0.00
12 0.00 0.0000 0.00
13 0.00 0.0000 0.00
14 0.00 0.0000 0.00
CONCRETO 177.75 - -
Pn [kn]
C
PTO INTERMEDIO 1
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Mn [Kn-m]: 190.7955987
C [cm] = 9.29
FILA # A [cm^2] si Fsi [kn/cm^2]1 11.64 0.0012 24.49
2 7.76 -0.0043 -42.00
3 11.64 -0.0098 -42.00
4 0.00 0.0000 0.00
5 0.00 0.0000 0.00
6 0.00 0.0000 0.00
7 0.00 0.0000 0.00
8 0.00 0.0000 0.00
9 0.00 0.0000 0.00
10 0.00 0.0000 0.00
11 0.00 0.0000 0.00
12 0.00 0.0000 0.00
13 0.00 0.0000 0.00
14 0.00 0.0000 0.00
CONCRETO 237 - -Pn [kn]
Mn [Kn-m]: 236.1931426
C [cm] = 13.94
FILA # A [cm^2] si Fsi [kn/cm^2]1 11.64 0.0018 36.33
2 7.76 -0.0018 -36.84
3 11.64 -0.0055 -42.00
4 0.00 0.0000 0.00
5 0.00 0.0000 0.00
PTO INTERMEDIO 2
PTO INTERMEDIO 3
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6 0.00 0.0000 0.00
7 0.00 0.0000 0.00
8 0.00 0.0000 0.00
9 0.00 0.0000 0.00
10 0.00 0.0000 0.00
11 0.00 0.0000 0.00
12 0.00 0.0000 0.00
13 0.00 0.0000 0.00
14 0.00 0.0000 0.00
CONCRETO 355.5 - -
Pn [kn]
Mn [Kn-m]: 295.22
C [cm] = 16.26
FILA # A [cm^2] si Fsi [kn/cm^2]1 11.64 0.0020 39.71
2 7.76 -0.0012 -23.00
3 11.64 -0.0043 -42.00
4 0.00 0.0000 0.00
5 0.00 0.0000 0.006 0.00 0.0000 0.00
7 0.00 0.0000 0.00
8 0.00 0.0000 0.00
9 0.00 0.0000 0.00
10 0.00 0.0000 0.00
11 0.00 0.0000 0.00
12 0.00 0.0000 0.00
13 0.00 0.0000 0.00
14 0.00 0.0000 0.00
CONCRETO 414.75 - -
Pn [kn]
Mn [Kn-m]: 315.53
PTO INTERMEDIO 4
PTO INTERMEDIO 5
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C [cm] = 18.59
FILA # A [cm^2] si Fsi [kn/cm^2]1 11.64 0.0021 42.00
2 7.76 -0.0006 -12.633 11.64 -0.0034 -42.00
4 0.00 0.0000 0.00
5 0.00 0.0000 0.00
6 0.00 0.0000 0.00
7 0.00 0.0000 0.00
8 0.00 0.0000 0.00
9 0.00 0.0000 0.00
10 0.00 0.0000 0.00
11 0.00 0.0000 0.00
12 0.00 0.0000 0.00
13 0.00 0.0000 0.00
14 0.00 0.0000 0.00
CONCRETO 474 - -
Pn [kn]
Mn [Kn-m]: 330.90
PARA GRAFICA
Resistencia Nominal Fuerza Axial Nominal 0,1F'c*Ag
Mn [kn-m] Pn [kn] : 0,1F'c*Ag [kn]
0.00 4516.50 378 0.7
344.23 1424.88 378 0.7
330.90 1030.15 378 0.7
315.53 781.99 378 0.7
295.22 494.29 378 0.7
236.19 34.44 378 0.881779134
190.80 -244.32 378 0.9
0.00 -1303.50 378 0.9
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-2000.00
-1000.00
0.00
1000.00
2000.00
3000.00
4000.00
5000.00
0.00 50.00 100.00 150.00FuerzaAxialPn[kn-m
]
Momento Fle
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ICA MOMENTO vs FUERZA AXIAL
0.7 Para Fleje 0.8
0.75 Para Estribo 0.85
*Nbarrai Asi [cm^2]
7 11.64
7 7.76
7 11.64
0.00 Fila 3
0.00 Fila 2
0.00 Fila 10.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Asi [cm^2] 31.04
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Pni [kn] Brazo [cm] Mni [kn-cm] Mni [kn-m]
488.81 17.0 8309.84 83.10
14.73 0.0 0.00 0.00
-488.81 -17.0 8309.84 83.10
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.000.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
1410.15 12.625 17803.14 178.03
1424.88 Mn [kn-m] 34422.83
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Pni [kn] Brazo [cm] Mni [kn-cm] Mni [kn-m]
147.32 17.0 2504.47 25.04-325.88 0.0 0.00 0.00
-488.81 -17.0 8309.84 83.10
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
423.05 19.54 8265.24 82.65
-244.32 Mn [kn-cm] 19079.56
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Pni [kn] Brazo [cm] Mni [kn-cm] Mni [kn-m]
285.07 17.0 4846.16 48.46
-325.88 0.0 0.00 0.00
-488.81 -17.0 8309.84 83.10
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
564.06 18.55 10463.31 104.6334.44 Mn [kn-m] 23619.31
Pni [kn] Brazo [cm] Mni [kn-cm] Mni [kn-m]
422.81 17.0 7187.84 71.88
-285.80 0.0 0.00 0.00
-488.81 -17.0 8309.84 83.10
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
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0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
846.09 16.58 14023.94 140.24
494.29 Mn [kn-cm] 29521.63
Pni [kn] Brazo [cm] Mni [kn-cm] Mni [kn-m]
462.17 17.0 7856.89 78.57
-178.47 0.0 0.00 0.00
-488.81 -17.0 8309.84 83.10
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.000.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
987.11 15.59 15386.50 153.86
781.99 Mn [kn-cm] 31553.24
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Pni [kn] Brazo [cm] Mni [kn-cm] Mni [kn-m]
488.81 17.0 8309.84 83.10
-97.97 0.0 0.00 0.00-488.81 -17.0 8309.84 83.10
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
0.00 0.0 0.00 0.00
1128.12 14.60 16470.55 164.71
1030.15 Mn [kn-cm] 33090.24
Fuerza Axial de Diseo Resistencia de Diseo Pn Mx
*Pn [kn] *Mn [kn-m] *Pn Mx [kn] :
3161.55 0.00 2529.24
997.42 240.96 2529.24
721.11 231.63 2529.24
547.39 220.87 2529.24
346.00 206.65 2529.24
30.37 208.27 2529.24
-219.89 171.72 2529.24
-1173.15 0.00 2529.24
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1424.88
378
2529.24
200.00 250.00 300.00 350.00 400.00
tor Mn [kn*m]
Resistencia Nominal
0,1F'c*Ag
Resistencia de Diseo
Pn Mx
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Fila 3 Fila 1
Fila 2
B
H
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Fuerza axial para un C balanceado
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# 2 # 1 *Ln [cm] 200
*MDX [KN*cm] 50000 15000 *Kx 1.827908641
*MLX [KN*cm] 27000 40000 *Ky 1.96154525
*MDY [KN*cm] 30000 17000 Rx [cm] 12.99
*MLY [KN*cm] 18000 7000 Ry [cm] 8.66
*PD [KN] 900 Ix [cm^4] 227812.50
*PL [KN] 300 Iy [cm^4] 101250.00
Ec [KN/cm^2] 2063.69
K*Ln/r 45.30
34-12(M1/M2) 28.10
X Y X Y X Y
0.77 0.49 Simple Simple --------- ---------
EN X EN Yd
EI 109852969.7 48823542.09
Pcr 7044.576565 3605.454889
Pu100 CUMPLE
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