diseño de columnas rectangulares

DISEÑO DE HORMIGON ARMADO I

HOJA ELECTRONICA PARA COLUMNAS

PRESENTADO POR:

RAUL ANDRES TORRES BALLENCOD. 2063115

PRESENTADO A:

ING. RICARDO ALFREDO CRUZ HERNANDEZ

UNIVERSIDAD INDUSTRIAL DE SANTANDER

FACULTAD DE INGENIERIAS FISICO-MECANICAS

ESCUELA DE INGENIERIA CIVIL

BUCARAMANGA

2012

HOJA DE CALCULO PARA EL ANALISIS DE UNA COLUMNA CIRCULARESTA HOJA ELECTRONICA SE ENCUENTRA PROGRAMADA PARA QUE USTED SOLO DEBA INGRESAR LOS DATOS DE ENTRADA, DE ACUERDO COMO SE INDICA EN LA SIGUIENTE TABLA, RELACIONANDO LAS VARIABLES CON LAS GRAFICAS QUE SE MUESTRAN AL LADO DE LA MISMA

AL INGRESAR LOS DATOS, PODRA OBTENER ANALISIS DE RESISTRENCIA EN EL EJE X, EJE Y; ANALISIS POR FILAS, CRITERIO DE DISEÑO POR RESISTENCI, EFECTO DE ESBELTEZ, FLEXO - COMPRESION BIAXIAL Y EL DIAGRAMA DE RESISTENCIA DE LA COLUMNA CIRCULAR

POR FAVOR REEMPLAZE LOS VALORES DE SU EJERCICIO EN LOS DATOS DE ENTRADA DEL EJEMPLO QUE PRESENTAMOS PARA VERIFICAR LA EFECTIVIDAD DE LA HOJA

COLUMNA CIRCULAR VIGA RECTANGULARCANTIDAD DE VARILLAS 6 BASE [cm]

No. DE ACERO 4 ALTURA [cm]RADIO [cm] 30 LONGUITUD V1 [m]

α [RAD] 25 LONGUITUD V2 [m]LONGUITUD COLUM. Lc [cm] 500 LONGUITUD V3 [m]

LONGUITUD C1 [m] 5LONGUITUD C2 [m] 5LONGUITUD C3 [m] 7

∆o [cm] 4Pu [KN] 400Vu [KN] 70

MOMENTO 1 EN X [KN*cm] 9.2MOMENTO 2 EN X [KN*cm] 28MOMENTO 1 EN Y [KN*cm] 8.5MOMENTO 2 EN Y [KN*cm] 17

f'c [KN/cm2] 2.1fs [KN/cm2] 42

No. DE FILAS

4 1.29 1.27 1.05 4.64

PARA HACER CAMBIOS SOLO SELECCIONE EL VALOR DE LA LISTA QUE SE DESPLIEGA EN LA CELDA

NOTA: SI CAMBIA EL RADIO O LAS LONGUITUDES DE LAS VIGAS Y COLUMNAS

DEBERA DE BUSCAR UN NUEVO Ky Y Kx

AREA DE ACERO [cm2]

DIAMETRO [cm]

ANG. ENTRE BARRAS β

[RAD]

BORDE DE BARRAS

ANALISIS DE RESISTENCIA EN EL EJE X

DATOS DE ENTRADA

C19

CAMBIE EL No. DEL ACERO SELECCIONANDOLO DE LA LISTA DESPLEGABLE DE ESTA CELDA

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]

15372.05 05042.98 0

3 2402.83 38826.74

2 -325.08 0

0,1*F'c*Ag0.0457142857142857

0.846 593.76 0.7989VALORACION ACEPTABLE ARRIOSTRADO

PLANO XZ

19.4Ky3.8

DESPRECIAMIENTOS DE EFECTOS

EFECTO LOCAL

Lu [m] DIRECCION X

4.7 119.07VALORACION NO DESPRECIAR

AREA DE LA SECCION [cm2]

c balan. [cm]

a balan. [cm]

AREA Ccb [cm2]

CALCULO DE Φ INDICE DE ESTABILIDAD (Q)CONDICION

(d-d')/hESPIRAL >=0,75

INSERTE EL VALOR DE Ky Y Kx SEGUN LA FIGURA CR 10.10.1 DE LA

NORMMA NSR 10 PAG. C-151ψA

PARA HACER CAMBIOS SOLO SELECCIONE EL VALOR DE LA LISTA

QUE SE DESPLIEGA EN LA CELDA

CRITERIO DE DISEÑO POR RESISTENCIA

EFECTO DE ESBELTEZ

E75

CAMBIE EL VALOR DE Ky SEGUN LA FIGURA CR 10.10.1 DE LA NORMMA NSR 10 PAG. C-151

ESBELTEZ LOCAL

PARAMETRO DIRECCION X DIRECCION Y

Cm 1E [KN/cm2] 1787

Ig [cm4] 6.36E+05 6.36E+05I (normal) 1.59E+05 1.59E+05

EIg [KN*cm2] 2.84E+08 2.84E+08Pc [kn] 627.15 879.48

δ 6.69 2.54

Mc 187.18 43.19

ANALISIS DE CARGAS

TIPO DE CARGA VALOR

Pn [KN] 500.66Pnx [KN] 5030.25 -311.93Pny [KN] 5038.72 -322.43

Po [KN] 3258.98

Mnx [KN*cm] 187.18Mny [KN*cm] 43.19Mnox [KN*cm] 11752.84

Mnoy [KN*cm] 13441.73

FELXION-COMPRESION BIAXIAL




VIGA RECTANGULAR4030685

No. DE FILAS

3 1.29 1.27 1.05

PARA HACER CAMBIOS SOLO SELECCIONE EL VALOR DE LA LISTA QUE SE DESPLIEGA

NOTA: SI CAMBIA EL RADIO O LAS LONGUITUDES DE LAS VIGAS Y COLUMNAS

DEBERA DE BUSCAR UN NUEVO Ky Y Kx

AREA DE ACERO [cm2]

DIAMETRO DE BARRAS [cm]

ANG. ENTRE BARRAS β

[RAD]

ANALISIS DE RESITENCIA EN EL EJE Y

DATOS DE ENTRADA

c balan. [cm] a balan. [cm]

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]

15372.05 05042.98 0

3 1734.49 33526.56

2 -325.08 0

Iy Ix

COLUMNA VIGA COLUMNA VIGA445320.7586464 31500 445320.758646353 31500

PLANO XZ PLANO YZ

16.6 28.3 24.2ry Kx rx

0.15 4.5 0.15

DESPRECIAMIENTOS DE EFECTOS

EFECTO LOCAL EFECTO GLOBAL

DIRECCION YSIMPLE

DIRECCION X DIRECCION Y119.07 30.06 28.00

NO DESPRECIAR NO DESPRECIAR NO DESPRECIAR

AREA DE LA SECCION

[cm2]

AREA Ccb [cm2]

ψB ψA ψB


EFECTO DE ESBELTEZ

G75

CAMBIE EL VALOR DE Kx SEGUN LA FIGURA CR 10.10.1 DE LA NORMMA NSR 10 PAG. C-151

G84

SELECCIONE EL TIPO DE FLEXION SIMPLE O DOBLE DE LA LISTA QUE SE DESPLIEGA EN LA CELDA

ESBELTEZ GLOBAL

PARAMETROSIMPLE

DIRECCION X DIRECCION Y

δs 1.048

E [KN/cm2] 1787

Ig [cm4] 6.36E+05 6.36E+05I (normal) 1.59E+05 1.59E+05

EIg [KN*cm2] 2.84E+08 2.84E+08Pc [kn] 627.15 879.48

Mc 29.34 17.81δs*M2s 29.34 17.81δs*M1s 9.64 8.91

M2g 58.68 35.63

M1g 38.98 26.72

BIAXIALIDAD

9.04E-05 0.019

CUMPLE CUMPLE

CARGAS RECIPROCAS

CONTORNO DE CARGA <=1,0





FILAS diCALCULO DE Pnb Y Mnb

Cc 2378.42 38432.324.64 1 4.64 FILAS1 66.38 1072.69

BORDE DE BARRAS

ANALISIS DE RESITENCIA EN EL EJE Y ANALISIS POR FILAS EN DIRECCION X

ANALISIS POR FILAS EN DIRECCION Y

2 17.32 FILAS2 36.24 585.653 42.68 FILAS3 -24.04 -388.444 55.37 FILAS4 -54.18 -875.48

Mnb [KN*cm]33526.56

0

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DIAGRAMA DE RESISTENCIA DE LA COLUMNA CIRCULAR

COLUMNA CIRCULAR EN EJE XCOLUMNA CIRCULAR EN EJE YMnx , Pnx1Mnx , Pnx2Mny , Pny1Mny , Pny2Mnox , PnMnoy , Pn

Mnb [KN*cm]

Pnb

[KN

]


EFECTO DE ESBELTEZ

0

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Mnb [KN*cm]

Pnb

[KN

]




FILAS diCALCULO DE Pnb Y Mnb

Cc 1701.54 32889.741 4.64 FILAS1 63.11 1219.90

ANALISIS POR FILAS EN DIRECCION Y

2 17.32 FILAS2 24.01 464.183 42.68 FILAS3 -54.18 -1047.27

0

5000

1000

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Mnb [KN*cm]

Pnb

[KN

]

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5000

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Mnb [KN*cm]

Pnb

[KN

]



6 3

8 510 512 714 716 918 920 1122 1124 1326 1328 1530 1532 1734 17

36 1938 1940 2142 2144 2346 2348 2550 2552 2754 2756 2958 2960 3162 31

64 3366 3368 3570 3572 3774 3776 3978 3980 4182 4184 4386 43

88 4590 45

92 4794 4796 4998 49

100 51

102 51104 53106 53108 55110 55112 57114 57116 59118 59

120 61122 61124 63126 63

128 65130 65132 67134 67

136 69138 69140 71142 71144 73146 73

148 75

150 75152 77154 77

156 79

158 79160 81162 81

164 83166 83168 85170 85172 87174 87176 89178 89180 91182 91184 93186 93188 95190 95

192 97194 97196 99198 99200 101202 101204 103206 103208 105210 105212 107214 107216 109218 109220 111222 111224 113226 113228 115230 115232 117234 117236 119238 119240 121242 121244 123246 123248 125250 125252 127254 127256 129258 129260 131262 131264 133266 133268 135270 135272 137274 137276 139278 139280 141282 141284 143286 143

288 145290 145292 147294 147296 149298 149300 151302 151304 153306 153308 155310 155

312 157

314 157316 159318 159320 161322 161324 163326 163328 165330 165332 167334 167336 169338 169340 171342 171344 173346 173348 175350 175352 177

354 177356 179358 179360 181362 181364 183366 183

368 185370 185372 187

374 187376 189378 189380 191382 191384 193386 193388 195390 195392 197394 197396 199398 199400 201402 201404 203406 203408 205410 205412 207414 207416 209418 209420 211422 211424 213426 213428 215430 215432 217434 217436 219438 219440 221442 221444 223446 223448 225450 225452 227454 227456 229458 229460 231462 231464 233466 233468 235

470 235472 237474 237476 239478 239480 241482 241484 243486 243488 245490 245492 247494 247496 249498 249500 251502 251504 253506 253508 255510 255512 257514 257516 259518 259520 261522 261524 263526 263528 265530 265532 267534 267536 269538 269540 271542 271544 273546 273548 275550 275552 277554 277556 279558 279560 281562 281564 283

566 283568 285570 285572 287574 287576 289578 289580 291582 291584 293586 293588 295590 295592 297594 297596 299598 299600 301602 301604 303606 303608 305610 305612 307614 307616 309618 309620 311622 311624 313626 313628 315630 315632 317634 317636 319638 319640 321642 321644 323646 323648 325650 325652 327654 327656 329658 329660 331

662 331664 333666 333668 335670 335672 337674 337676 339678 339680 341682 341684 343686 343688 345690 345692 347694 347696 349698 349700 351702 351704 353706 353708 355710 355712 357714 357716 359718 359720 361722 361724 363726 363728 365730 365732 367734 367736 369738 369740 371742 371744 373746 373748 375750 375752 377754 377756 379

758 379760 381762 381764 383766 383768 385770 385772 387774 387776 389778 389780 391782 391784 393786 393788 395790 395792 397794 397796 399798 399800 401802 401804 403806 403808 405810 405812 407814 407816 409818 409820 411822 411824 413826 413828 415830 415832 417834 417836 419838 419840 421842 421844 423846 423848 425850 425852 427

854 427856 429858 429860 431862 431864 433866 433868 435870 435872 437874 437876 439878 439880 441882 441884 443886 443888 445890 445892 447894 447896 449898 449900 451902 451904 453906 453908 455910 455912 457914 457916 459918 459920 461922 461924 463926 463928 465930 465932 467934 467936 469938 469940 471942 471944 473946 473948 475

950 475952 477954 477956 479958 479960 481962 481964 483966 483968 485970 485972 487974 487976 489978 489980 491982 491984 493986 493988 495990 495992 497994 497996 499998 499

1000 5011002 5011004 5031006 5031008 5051010 5051012 5071014 5071016 5091018 5091020 5111022 5111024 5131026 5131028 5151030 5151032 5171034 5171036 5191038 5191040 5211042 5211044 523

1046 5231048 5251050 5251052 5271054 5271056 5291058 5291060 5311062 5311064 5331066 5331068 5351070 5351072 5371074 5371076 5391078 5391080 5411082 5411084 5431086 5431088 5451090 5451092 5471094 5471096 5491098 5491100 5511102 5511104 5531106 5531108 5551110 5551112 5571114 5571116 5591118 5591120 5611122 5611124 5631126 5631128 5651130 5651132 5671134 5671136 5691138 5691140 571

1142 5711144 5731146 5731148 5751150 5751152 5771154 5771156 5791158 5791160 5811162 5811164 5831166 5831168 5851170 5851172 5871174 5871176 5891178 5891180 5911182 5911184 5931186 5931188 5951190 5951192 5971194 5971196 5991198 5991200 6011202 6011204 6031206 6031208 6051210 6051212 6071214 6071216 6091218 6091220 6111222 6111224 6131226 6131228 6151230 6151232 6171234 6171236 619

1238 6191240 6211242 6211244 6231246 6231248 6251250 6251252 6271254 6271256 6291258 6291260 6311262 6311264 6331266 6331268 6351270 6351272 6371274 6371276 6391278 6391280 6411282 6411284 6431286 6431288 6451290 6451292 6471294 6471296 6491298 6491300 6511302 6511304 6531306 6531308 6551310 6551312 6571314 6571316 6591318 6591320 6611322 6611324 6631326 6631328 6651330 6651332 667

1334 6671336 6691338 6691340 6711342 6711344 6731346 6731348 6751350 6751352 6771354 6771356 6791358 6791360 6811362 6811364 6831366 6831368 6851370 6851372 6871374 6871376 6891378 6891380 6911382 6911384 6931386 6931388 6951390 6951392 6971394 6971396 6991398 6991400 7011402 7011404 7031406 7031408 7051410 7051412 7071414 7071416 7091418 7091420 7111422 7111424 7131426 7131428 715

1430 7151432 7171434 7171436 7191438 7191440 7211442 7211444 7231446 7231448 7251450 7251452 7271454 7271456 7291458 7291460 7311462 7311464 7331466 7331468 7351470 7351472 7371474 7371476 7391478 7391480 7411482 7411484 7431486 7431488 7451490 7451492 7471494 7471496 7491498 7491500 7511502 7511504 7531506 7531508 7551510 7551512 7571514 7571516 7591518 7591520 7611522 7611524 763

1526 7631528 7651530 7651532 7671534 7671536 7691538 7691540 7711542 7711544 7731546 7731548 7751550 7751552 7771554 7771556 7791558 7791560 7811562 7811564 7831566 7831568 7851570 7851572 7871574 7871576 7891578 7891580 7911582 7911584 7931586 7931588 7951590 7951592 7971594 7971596 7991598 7991600 8011602 8011604 8031606 8031608 8051610 8051612 8071614 8071616 8091618 8091620 811

1622 8111624 8131626 8131628 8151630 8151632 8171634 8171636 8191638 8191640 8211642 8211644 8231646 8231648 8251650 8251652 8271654 8271656 8291658 8291660 8311662 8311664 8331666 8331668 8351670 8351672 8371674 8371676 8391678 8391680 8411682 8411684 8431686 8431688 8451690 8451692 8471694 8471696 8491698 8491700 8511702 8511704 8531706 8531708 8551710 8551712 8571714 8571716 859

1718 8591720 8611722 8611724 8631726 8631728 8651730 8651732 8671734 8671736 8691738 8691740 8711742 8711744 8731746 8731748 8751750 8751752 8771754 8771756 8791758 8791760 8811762 8811764 8831766 8831768 8851770 8851772 8871774 8871776 8891778 8891780 8911782 8911784 8931786 8931788 8951790 8951792 8971794 8971796 8991798 8991800 9011802 9011804 9031806 9031808 9051810 9051812 907

1814 9071816 9091818 9091820 9111822 9111824 9131826 9131828 9151830 9151832 9171834 9171836 9191838 9191840 9211842 9211844 9231846 9231848 9251850 9251852 9271854 9271856 9291858 9291860 9311862 9311864 9331866 9331868 9351870 9351872 9371874 9371876 9391878 9391880 9411882 9411884 9431886 9431888 9451890 9451892 9471894 9471896 9491898 9491900 9511902 9511904 9531906 9531908 955

1910 9551912 9571914 9571916 9591918 9591920 9611922 9611924 9631926 9631928 9651930 9651932 9671934 9671936 9691938 9691940 9711942 9711944 9731946 9731948 9751950 9751952 9771954 9771956 9791958 9791960 9811962 9811964 9831966 9831968 9851970 9851972 9871974 9871976 9891978 9891980 9911982 9911984 9931986 9931988 9951990 9951992 9971994 9971996 9991998 9992000 10012002 10012004 1003

2006 10032008 10052010 10052012 10072014 10072016 10092018 10092020 10112022 10112024 10132026 10132028 10152030 10152032 10172034 10172036 10192038 10192040 10212042 10212044 10232046 10232048 10252050 10252052 10272054 10272056 10292058 10292060 10312062 10312064 10332066 10332068 10352070 10352072 10372074 10372076 10392078 10392080 10412082 10412084 10432086 10432088 10452090 10452092 10472094 10472096 10492098 10492100 1051

2102 10512104 10532106 10532108 10552110 10552112 10572114 10572116 10592118 10592120 10612122 10612124 10632126 10632128 10652130 10652132 10672134 10672136 10692138 10692140 10712142 10712144 10732146 10732148 10752150 10752152 10772154 10772156 10792158 10792160 10812162 10812164 10832166 10832168 10852170 10852172 10872174 10872176 10892178 10892180 10912182 10912184 10932186 10932188 10952190 10952192 10972194 10972196 1099

2198 10992200 11012202 11012204 11032206 11032208 11052210 11052212 11072214 11072216 11092218 11092220 11112222 11112224 11132226 11132228 11152230 11152232 11172234 11172236 11192238 11192240 11212242 11212244 11232246 11232248 11252250 11252252 11272254 11272256 11292258 11292260 11312262 11312264 11332266 11332268 11352270 11352272 11372274 11372276 11392278 11392280 11412282 11412284 11432286 11432288 11452290 11452292 1147

2294 11472296 11492298 11492300 11512302 11512304 11532306 11532308 11552310 11552312 11572314 11572316 11592318 11592320 11612322 11612324 11632326 11632328 11652330 11652332 11672334 11672336 11692338 11692340 11712342 11712344 11732346 11732348 11752350 11752352 11772354 11772356 11792358 11792360 11812362 11812364 11832366 11832368 11852370 11852372 11872374 11872376 11892378 11892380 11912382 11912384 11932386 11932388 1195

2390 11952392 11972394 11972396 11992398 11992400 12012402 12012404 12032406 12032408 12052410 12052412 12072414 12072416 12092418 12092420 12112422 12112424 12132426 12132428 12152430 12152432 12172434 12172436 12192438 12192440 12212442 12212444 12232446 12232448 12252450 12252452 12272454 12272456 12292458 12292460 12312462 12312464 12332466 12332468 12352470 12352472 12372474 12372476 12392478 12392480 12412482 12412484 1243

2486 12432488 12452490 12452492 12472494 12472496 12492498 12492500 12512502 12512504 12532506 12532508 12552510 12552512 12572514 12572516 12592518 12592520 12612522 12612524 12632526 12632528 12652530 12652532 12672534 12672536 12692538 12692540 12712542 12712544 12732546 12732548 12752550 12752552 12772554 12772556 12792558 12792560 12812562 12812564 12832566 12832568 12852570 12852572 12872574 12872576 12892578 12892580 1291

2582 12912584 12932586 12932588 12952590 12952592 12972594 12972596 12992598 12992600 13012602 13012604 13032606 13032608 13052610 13052612 13072614 13072616 13092618 13092620 13112622 13112624 13132626 13132628 13152630 13152632 13172634 13172636 13192638 13192640 13212642 13212644 13232646 13232648 13252650 13252652 13272654 13272656 13292658 13292660 13312662 13312664 13332666 13332668 13352670 13352672 13372674 13372676 1339

2678 13392680 13412682 13412684 13432686 13432688 13452690 13452692 13472694 13472696 13492698 13492700 13512702 13512704 13532706 13532708 13552710 13552712 13572714 13572716 13592718 13592720 13612722 13612724 13632726 13632728 13652730 13652732 13672734 13672736 13692738 13692740 13712742 13712744 13732746 13732748 13752750 13752752 13772754 13772756 13792758 13792760 13812762 13812764 13832766 13832768 13852770 13852772 1387

2774 13872776 13892778 13892780 13912782 13912784 13932786 13932788 13952790 13952792 13972794 13972796 13992798 13992800 14012802 14012804 14032806 14032808 14052810 14052812 14072814 14072816 14092818 14092820 14112822 14112824 14132826 14132828 14152830 14152832 14172834 14172836 14192838 14192840 14212842 14212844 14232846 14232848 14252850 14252852 14272854 14272856 14292858 14292860 14312862 14312864 14332866 14332868 1435

2870 14352872 14372874 14372876 14392878 14392880 14412882 14412884 14432886 14432888 14452890 14452892 14472894 14472896 14492898 14492900 14512902 14512904 14532906 14532908 14552910 14552912 14572914 14572916 14592918 14592920 14612922 1461

DOBLESIMPLE 2 0.32 0.64

3 0.71 0.954 1.29 1.275 1.99 1.596 2.84 1.917 3.87 2.228 5.10 2.549 6.45 2.86

10 8.19 3.1811 10.06 3.4914 14.52 4.45

No. DE ACERO

AREA DE ACERO [cm2]

DIAMETRO [cm]

18 25.81 5.72

0,1*F'c*Ag 0.045714286VALORACIONARRIOSTRADO

0.634 593.76 0.7989VALORACION ACEPTABLE

Iy IxCOLUMNA VIGA COLUMNA VIGA

445320.7586 31500 445320.7586 31500

PLANO XZ PLANO YZ

19.4 16.6 28.3 24.2Ky ry Kx rx3.8 0.15 4.5 0.15

DESPRECIAMIENTOS DE EFECTOSEFECTO LOCAL EFECTO GLOBAL

Lu [m] DIRECCION X DIRECCION YSIMPLEDIRECCION X DIRECCION Y

4.7 119.07 119.07 30.06 28.00VALORACIONNO DESPRECIARNO DESPRECIARNO DESPRECIARNO DESPRECIAR

ESBELTEZ LOCAL ESBELTEZ GLOBAL

PARAMETRO DIRECCION X DIRECCION YPARAMETRO SIMPLE

Cm 1 DIRECCION X DIRECCION YE [KN/cm2] 1787 δs 1.048

CALCULO DE Φ

INDICE DE ESTABILIDAD (Q)

CONDICION (d-d')/h

ESPIRAL >=0,75

ψA ψB ψA ψB

Ig [cm4] 6.36E+05 6.36E+05 E [KN/cm2] 1787I (normal) 1.59E+05 1.59E+05 Ig [cm4] 6.36E+05 6.36E+05

EIg [KN*cm2] 2.84E+08 2.84E+08 I (normal) 1.59E+05 1.59E+05Pc [kn] 627.15 879.48 EIg [KN*cm2] 2.84E+08 2.84E+08

δ 6.69 2.54 Pc [kn] 627.15 879.48Mc 187.18 43.19 Mc 29.34 17.81

δs*M2s 29.34 17.00δs*M1s 9.64 8.91

M2g 58.68 34.81M1g 38.98 26.72

PROGRAMACION GRAFICA MOMENTO vs FUERZA AXIALPOR FAVOR REEMPLAZE LOS VALORES DE SU EJERCICIO EN LOS DATOS DE ENTRADA DEL EJEMPLO QUE PRESENTAMOS PARA VERIFICAR LA EFECTIVIDAD DE LA HOJA

DATOS DE ENTRADA *

Columna1 Columna2

*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

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

*Y trazo [cm]:

PTO PARA MAX FUERZA AXIAL A COMPRESION PN

Mn = 0

e = 0 Excentricidad

Como es la maxima fuerza a Compresión de antemano sabemos que :

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 1350.00

∑Pn [kn]

Mn [Kn-m]: 0

PTO PARA MAX FUERZA AXIAL A TENSION TN

Como es la maxima fuerza a Tensión 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]

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

∑Pn [kn]

Mn [Kn-m]: 0

Cb [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 551.25

PTO PARA CBALANCEADO

Mnb [Kn-m]: 203.90

PTOS INTERMEDIOS

C

Fila # Dist [cm]

1 4.32

2 5.76

3 8.65

4 10.09

5 11.53

6 17.29

7 18.74

8 20.18

9 23.06

10 24.50

PTO INTERMEDIO 1

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 165.375

Mn [Kn-m]: 80.1925241376291

PTO INTERMEDIO 2

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 220.5

Mn [Kn-m]: 115.344693120833

PTO INTERMEDIO 3

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 4

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

PTO INTERMEDIO 5

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 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 -611.11

0.00 -1303.50

BIAXIALIDAD

0.00 50.00 100.00 150.00 200.00 250.00

-2000.00

-1000.00

0.00

1000.00

2000.00

3000.00

4000.00

5000.00

2487.88

378

1235.97Resistencia Nominal0,1F'c*AgResistencia de Diseñoα Pn Máx

Momento Flector Mn [kn*m]

Fuer

za A

xial

Pn

[kn-

m]

Pu [kn]

Mux [kn-m]

Muy [kn-m]

φ

Pn [kn]

Mnx [kn-m]

Mny [kn-m]

Pnbx [kn]

Pnby [kn]

α' (grados)

Δ

Pnb [kn]

α

Po [kn]

Mnbx [kn-m]

Mnby [kn-m]

REVISAMOS SI PREDOMINA LA CARGA AXIAL O LA CARGA A FLEXION

PREDOMINA CARGA AXIAL PN>PNB

(Pn - Pnb)/(Po-Pnb)

0.0675658531948757

0.727335000415158

COMPRUEBO SI ESTA SOMETIDA O NO A CARGA BIAXIAL

CUMPLE LA CONDICION


Para Fleje φ = 0.7

Para Espiral φ = 0.75

Di[cm] *# Barrasi *Nºbarrai

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]



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

3213.00

4516.50



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

-1303.50

14.41

Fsi [kn/cm^2] Pni [kn]

-0.0021 -42.00 -488.81

-0.0001 -2.45 -19.00

0.0019 37.10 431.81

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

- - 1311.98

∑Pnb [kn] 1235.97

єsi

PTOS INTERMEDIOS

PTO INTERMEDIO 1

4.32


-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

єsi

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

PTO INTERMEDIO 2

5.76


-0.0097 -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 0.00

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

- - 524.79

∑Pn [kn] -257.84

PTO INTERMEDIO 3

8.65

єsi


-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

PTO INTERMEDIO 4

10.09


-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

єsi

єsi

- - 918.38

∑Pn [kn] 520.50

PTO INTERMEDIO 5

11.53


-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

0.0000 0.00 0.00

- - 1049.58

∑Pn [kn] 785.82

0,1F'c*Ag φ Básico Fuerza Axial de Diseño

0,1F'c*Ag [kn] φ φ*Pn [kn]

378 0.7 3161.55349298482

378 0.7 865.178214694763

378 0.7 550.070503651669

378 0.7 364.352817192316

378 0.78008473478921 176.798288253769

378 0.9 -232.051982467326

378 0.9 -550.002081058207

єsi

378 0.9 -1173.15449098048

BIAXIALIDAD

0.00 50.00 100.00 150.00 200.00 250.00

-2000.00

-1000.00

0.00

1000.00

2000.00

3000.00

4000.00

5000.00

2487.88

378



Fuer

za A

xial

Pn

[kn-

m]

1096.00

89.90

70.98

0.70

1565.71

128.43

101.40

1235.97

1424.88

1.55

-3.25

1421.63

0.80

3554.11

203.90

344.23

REVISAMOS SI PREDOMINA LA CARGA AXIAL O LA CARGA A FLEXION

PREDOMINA CARGA AXIAL PN>PNB

(Mnx/Mnbx)^1,5 (Mny/Mnby)^1,5

0.499891764682708 0.159877382537575

<=1

COMPRUEBO SI ESTA SOMETIDA O NO A CARGA BIAXIAL

CUMPLE LA CONDICION


Para Fleje α 0.8

Para Estribo α 0.85

Asi [cm^2]

11.64

7.76

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

31.04

B

Brazo [cm] Mni [kn-cm] Mni [kn-m]

-9.5 4643.74 46.44

0.0 0.00 0.00

9.5 4102.19 41.02

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

8.875 11643.78 116.44

∑Mn [kn-m] 20389.71

PTOS INTERMEDIOS

PTO INTERMEDIO 1


-9.5 4643.74 46.44

0.0 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

PTO INTERMEDIO 2


-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 0.00

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

12.55 6586.11 65.86

∑Mn [kn-m] 11534.47

PTO INTERMEDIO 3


-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

PTO INTERMEDIO 4


-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

PTO INTERMEDIO 5


-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

0.0 0.00 0.00

10.10 10600.76 106.01

∑Mn [kn-cm] 18713.76

Resistencia de Diseño α α Pn Máx

φ*Mn [kn-m] α α*Pn Máx [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 2487.88

0.00 0.80 2487.88

BIAXIALIDAD

0.00 50.00 100.00 150.00 200.00 250.00

-2000.00

-1000.00

0.00

1000.00

2000.00

3000.00

4000.00

5000.00

2487.88

378



Fuer

za A

xial

Pn

[kn-

m]


H


DATOS DE ENTRADA *Columna1 Columna2

*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

5.5

*Es [kn/cm^2]: 20000

*Elemento de Refuerz Fleje

FILA # *Hi [cm] Di[cm]

1 39.5 5.52 22.5 22.53 5.5 39.54 0.05 0.06 0.07 0.08 0.09 0.010 0.011 0.012 0.013 0.014 0.0

*Y trazo [cm]:


Mn = 0e = 0 Excentricidad


FILA # A [cm^2] Pni [Kn]

1 11.64 488.812 7.76 325.883 11.64 488.814 0.00 0.005 0.00 0.006 0.00 0.007 0.00 0.008 0.00 0.009 0.00 0.0010 0.00 0.0011 0.00 0.0012 0.00 0.0013 0.00 0.0014 0.00 0.00

CONCRETO 1350.00 3213.00∑Pn [kn] 4516.50

Mn [Kn-m]: 0



El Concreto ya se FISURO por lo que no va a trabajarMn = 0e = 0 Excentricidad

FILA # A [cm^2] Pni [Kn]

1 11.64 -488.812 7.76 -325.883 11.64 -488.814 0.00 0.005 0.00 0.006 0.00 0.007 0.00 0.008 0.00 0.009 0.00 0.0010 0.00 0.0011 0.00 0.0012 0.00 0.0013 0.00 0.0014 0.00 0.00

CONCRETO ∑Pn [kn] -1303.50

Mn [Kn-m]: 0

Cb [cm] = 23.24

FILA # A [cm^2] єsi

1 11.64 0.00232 7.76 0.00013 11.64 -0.00214 0.00 0.00005 0.00 0.00006 0.00 0.00007 0.00 0.00008 0.00 0.00009 0.00 0.000010 0.00 0.000011 0.00 0.000012 0.00 0.0000

PTO PARA CBALANCEADO

13 0.00 0.000014 0.00 0.0000

CONCRETO 592.5 -

Mn [Kn-m]: 344.23

PTOS INTERMEDIOS

C

Fila # Dist [cm]

1 6.972 9.293 13.944 16.265 18.596 27.887 30.218 32.539 37.1810 39.50

PTO INTERMEDIO 1

C [cm] = 6.97


1 11.64 0.00062 7.76 -0.00673 11.64 -0.01404 0.00 0.00005 0.00 0.00006 0.00 0.0000

7 0.00 0.00008 0.00 0.00009 0.00 0.000010 0.00 0.000011 0.00 0.000012 0.00 0.000013 0.00 0.000014 0.00 0.0000

CONCRETO 177.75 -

Mn [Kn-m]: 190.795598717618

PTO INTERMEDIO 2

C [cm] = 9.29


1 11.64 0.00122 7.76 -0.00433 11.64 -0.00974 0.00 0.00005 0.00 0.00006 0.00 0.00007 0.00 0.00008 0.00 0.00009 0.00 0.000010 0.00 0.000011 0.00 0.000012 0.00 0.000013 0.00 0.000014 0.00 0.0000

CONCRETO 237 -

Mn [Kn-m]: 236.19314255657

PTO INTERMEDIO 3

C [cm] = 13.94


1 11.64 0.00182 7.76 -0.00183 11.64 -0.00554 0.00 0.00005 0.00 0.00006 0.00 0.00007 0.00 0.00008 0.00 0.00009 0.00 0.000010 0.00 0.000011 0.00 0.000012 0.00 0.000013 0.00 0.000014 0.00 0.0000

CONCRETO 355.5 -

Mn [Kn-m]: 295.22

PTO INTERMEDIO 4

C [cm] = 16.26


1 11.64 0.00202 7.76 -0.00123 11.64 -0.00434 0.00 0.00005 0.00 0.00006 0.00 0.00007 0.00 0.00008 0.00 0.0000

9 0.00 0.000010 0.00 0.000011 0.00 0.000012 0.00 0.000013 0.00 0.000014 0.00 0.0000

CONCRETO 414.75 -

Mn [Kn-m]: 315.53

PTO INTERMEDIO 5

C [cm] = 18.59


1 11.64 0.00212 7.76 -0.00063 11.64 -0.00344 0.00 0.00005 0.00 0.00006 0.00 0.00007 0.00 0.00008 0.00 0.00009 0.00 0.000010 0.00 0.000011 0.00 0.000012 0.00 0.000013 0.00 0.000014 0.00 0.0000

CONCRETO 474 -

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 378344.23 1424.88 378330.90 1030.15 378315.53 781.99 378295.22 494.29 378236.19 34.44 378190.80 -244.32 3780.00 -1303.50 378

0.00 50.00 100.00 150.00 200.00 250.00 300.00 350.00 400.00

-2000.00

-1000.00

0.00

1000.00

2000.00

3000.00

4000.00

5000.00

2529.24

378

1424.88 Resistencia Nominal0,1F'c*Ag Resistencia de Diseñoα Pn Máx


Fuer

za A

xial

Pn

[kn-

m]

0.00 50.00 100.00 150.00 200.00 250.00 300.00 350.00 400.00

-2000.00

-1000.00

0.00

1000.00

2000.00

3000.00

4000.00

5000.00

2529.24

378



Fuer

za A

xial

Pn

[kn-

m]


Para Fleje φ = 0.7

Para Espiral φ = 0.75

*# Barrasi *Nºbarrai Asi [cm^2]

3 7 11.642 7 7.763 7 11.64

0.000.000.000.000.000.000.000.000.000.000.00

∑Asi [cm^2] 31.04

Fsi [kn/cm^2] Pni [kn] Brazo [cm]

42.00 488.81 17.01.90 14.73 0.0

-42.00 -488.81 -17.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.0

0.00 0.00 0.00.00 0.00 0.0

- 1410.15 12.625∑Pn [kn] 1424.88 ∑Mn [kn-m]

PTOS INTERMEDIOS

PTO INTERMEDIO 1


12.66 147.32 17.0-42.00 -325.88 0.0-42.00 -488.81 -17.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.0

0.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.0

- 423.05 19.54∑Pn [kn] -244.32 ∑Mn [kn-cm]

PTO INTERMEDIO 2


24.49 285.07 17.0-42.00 -325.88 0.0-42.00 -488.81 -17.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.0

- 564.06 18.55∑Pn [kn] 34.44 ∑Mn [kn-m]

PTO INTERMEDIO 3


36.33 422.81 17.0-36.84 -285.80 0.0-42.00 -488.81 -17.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.0

- 846.09 16.58∑Pn [kn] 494.29 ∑Mn [kn-cm]

PTO INTERMEDIO 4


39.71 462.17 17.0-23.00 -178.47 0.0-42.00 -488.81 -17.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.0

0.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.0

- 987.11 15.59∑Pn [kn] 781.99 ∑Mn [kn-cm]

PTO INTERMEDIO 5


42.00 488.81 17.0-12.63 -97.97 0.0-42.00 -488.81 -17.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.00.00 0.00 0.0

- 1128.12 14.60∑Pn [kn] 1030.15 ∑Mn [kn-cm]

φ Fuerza Axial de Diseño Resistencia de Diseño

φ φ*Pn [kn] φ*Mn [kn-m]

0.7 3161.55 0.000.7 997.42 240.960.7 721.11 231.630.7 547.39 220.870.7 346.00 206.65

0.881779133955 30.37 208.270.9 -219.89 171.720.9 -1173.15 0.00

0.00 50.00 100.00 150.00 200.00 250.00 300.00 350.00 400.00

-2000.00

-1000.00

0.00

1000.00

2000.00

3000.00

4000.00

5000.00

2529.24

378



Fuer

za A

xial

Pn

[kn-

m]

0.00 50.00 100.00 150.00 200.00 250.00 300.00 350.00 400.00

-2000.00

-1000.00

0.00

1000.00

2000.00

3000.00

4000.00

5000.00

2529.24

378



Fuer

za A

xial

Pn

[kn-

m]


Para Fleje α 0.8

Para Estribo α 0.85

Fila 3Fila 2Fila 1

Fila 3 Fila 1Fila 2

B

H

Mni [kn-cm] Mni [kn-m]

8309.84 83.100.00 0.00

8309.84 83.100.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00

0.00 0.000.00 0.00

17803.14 178.0334422.83

PTOS INTERMEDIOS

PTO INTERMEDIO 1


2504.47 25.040.00 0.00

8309.84 83.100.00 0.000.00 0.000.00 0.00

0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00

8265.24 82.6519079.56

PTO INTERMEDIO 2


4846.16 48.460.00 0.00

8309.84 83.100.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00

10463.31 104.6323619.31

PTO INTERMEDIO 3


7187.84 71.880.00 0.00

8309.84 83.100.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00

14023.94 140.2429521.63

PTO INTERMEDIO 4


7856.89 78.570.00 0.00

8309.84 83.100.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00

0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00

15386.50 153.8631553.24

PTO INTERMEDIO 5


8309.84 83.100.00 0.00

8309.84 83.100.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00

16470.55 164.7133090.24

α Pn Máx

α*Pn Máx [kn] :

2529.242529.242529.242529.242529.242529.242529.242529.24

0.00 50.00 100.00 150.00 200.00 250.00 300.00 350.00 400.00

-2000.00

-1000.00

0.00

1000.00

2000.00

3000.00

4000.00

5000.00

2529.24

378



Fuer

za A

xial

Pn

[kn-

m]

0.00 50.00 100.00 150.00 200.00 250.00 300.00 350.00 400.00

-2000.00

-1000.00

0.00

1000.00

2000.00

3000.00

4000.00

5000.00

2529.24

378



Fuer

za A

xial

Pn

[kn-

m]

ESBELTEZ LOCALPOR FAVOR REEMPLAZE LOS VALORES DE SU EJERCICIO EN LOS DATOS DE ENTRADA DEL EJEMPLO QUE PRESENTAMOS PARA VERIFICAR LA EFECTIVIDAD DE LA HOJA

DATOS DE ENTRADA*

CARGAS

Columna1 # 2 # 1

*MDX [KN*cm] 50000 15000

*MLX [KN*cm] 27000 40000

*MDY [KN*cm] 30000 17000

*MLY [KN*cm] 18000 7000

*PD [KN] 900

*PL [KN] 300

VERIFICO si Se pueden o No despreciar los efectos de esbeltez

EN X

K*Ln/r 28.14NO

34-12(M1/M2) 24.79

M1/M2 Columna1 CLASE DE CURVATURA Columna2

X Y X Y

0.77 0.49 Simple Simple

ESBELTEZ LOCAL

Columna1 EN X EN Y

βd 0.7118644068

EI 109852969.7 48823542.0898544

Pcr 7044.5765652 3605.4548889601

Pu<=0.75Pcr SI CUMPLE

Cm 0.907161346 0.796694214876033

δL 1.3641718669

K*Lu/r>100 CUMPLE<100 CUMPLE<100

ESBELTEZ LOCALPOR FAVOR REEMPLAZE LOS VALORES DE SU EJERCICIO EN LOS DATOS DE ENTRADA DEL EJEMPLO QUE PRESENTAMOS PARA VERIFICAR LA EFECTIVIDAD DE LA HOJA

COLUMNA COMBINACIÓN CARGAS DE DISEÑO : 1.4D + 1.7L

Columna1 Columna2 # 2

*Ln [cm] 200 Columna1

*Kx 1.827908641 X

*Ky 1.96154525 Mu

Rx [cm] 12.99 Pu

Ry [cm] 8.66

Ix [cm^4] 227812.50

Iy [cm^4] 101250.00

Ec [KN/cm^2] 2063.69


EN Y

45.30NO

28.10

CURVATURA DOBLE Columna3

X Y

--------- ---------

EN X EN Y

Mc[KN] 2414.5842


COMBINACIÓN CARGAS DE DISEÑO : 1.4D + 1.7L

# 2 # 1

Columna2 Columna3 Columna4 Columna5

Y X Y

115900 72600 89000 35700

1770


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