Memoria Centro de Salud v2

7/23/2019 Memoria Centro de Salud v2

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PROYECTO:REHABILITACIN DEL CENTRO DE SALUD

CONOCOTO

MEMORIA DE CLCULO DE ANLISISESTRUCTURAL Y REVISIN DEL DISEOESTRUCTURAL DE LA EDIFICACIN

ESPECIALISTA ESTRUCTURAL

ING. Rafael Villa Astudillo

LP: 17-7100 & RM: 5180

ING. Lauro Lara

LP: 17-2042 & RM: 1505


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[RVA CONSULTORES]MemoriadeClculoEstructuralREVISINESTRUCTURALDELCENTROMDICODECONOCOTO

TABLADECONTENIDO

1.ANTECEDENTES........................................................................................................................................3

2.DESCRIPCINGENERALDELPROYECTO...................................................................................................3

3.DESCRIPCINESTRUCTURAL....................................................................................................................4

4.PROPIEDADESDELOSMATERIALES.........................................................................................................5

5.CARGASDEDISEOUTILIZADAS..............................................................................................................5

5.1Cargasmuertas...................................................................................................................................5

5.2Cargasvivas........................................................................................................................................6

5.3Cargasporsismo................................................................................................................................6

5.4Cargasdeviento.................................................................................................................................9

5.5Cargasdesuelo...................................................................................................................................9

5.6Cargasdeagua.................................................................................................................................10

6.COMBINACIONESDECARGA..................................................................................................................10

7.ANLISISESTRUCTURALDELAEDIFICACIN.........................................................................................10

7.1 RELACINDEMASASENLAPARTICIPACINMODAL................................................................10

7.2CONTROLDEDERIVAS......................................................................................................................11

8.DISEOESTRUCTURALDELAEDIFICACIN...........................................................................................13

8.1ANLISISCOMBINADODEESTADOSDECARGA..............................................................................13

8.2DISEODELAESTRUCTURADEACERO...........................................................................................13

9.CONCLUSIONESYRECOMENDAICONES.................................................................................................13


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MEMORIADESCRIPTIVADELANLISISYDISEOESTRUCTURAL

1.ANTECEDENTES

Por requerimientosynecesidadesparticulares;ydeacuerdoa las circunstanciasactuales;elArq. Gustavo Proao, decide realizar un estudio completo de la patologa estructural de laedificacin,yaspoderrealizarlaverificacindelanlisisydiseoestructuraldelaedificacindelCentrodeSaludConocoto,lacualhasufridomodificacionesensuconfiguracinestructuraloriginalmenteplanteada.Dichasmodificacionesyalteraciones(aumentoenelreadelosasdeentrepiso) cambiaron la distribucin de masas y rigideces de la estructura original que sereflejabanenlosplanosoriginales,loqueconllevaaunaredistribucindelosesfuerzosenloselementos estructurales producto de las cargas gravitacionales y laterales actuantes en lamismaedificacin.

Atentos y preocupados a dichas modificaciones el Arq. Gustavo Proao decidende maneravoluntaria contratar los servicios de consultora para el anlisis y actualizacin del diseoestructural de la edificacin; y as determinar el comportamiento dinmico y esttico de laestructuraysuresistenciaestructuraldeacuerdoalassolicitacionesdecargaactualesyrealesen laestructura.Esenatencinaesterequerimientoquesecontrataal Ing.LauraLarae Ing.RafaelVillaAstudillocomomiembrosdelequipoparalayamencionadaconsultora.

El presente documento tiene como objeto demostrar los criterios utilizados en el anlisis yrevisindeldiseoestructuralsismoresistentedelaedificacin;ycomprobarquelosesfuerzostransferidosalsuelodecimentacinnosobrepasanlacapacidadportantedelmismo.

2.DESCRIPCINGENERALDELPROYECTO

De acuerdo al requerimiento arquitectnico seha concebidouna estructurade tres plantasaltas,unsubsuelo,deformaprimordialmenterectangularperoconretrocesospronunciadosyconelementosestructuralesenhormignarmado.Laestructurasecimentarsobreunterreno


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Fig.1:IsometraEstructural1

Fig.2:IsometraEstructural2


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que formanundiafragma rgidodepisoestn asentadasen vigasde seccin rectangularej.

30.0x60.0cm2

conrefuerzotantolongitudinalcomotransversal.Lasvigasasuvezseconectana las columnasde seccin transversal rectangular, siendodeej.45.0x45.0cm2. Launinqueentrevigasycolumnas formanprticosbidireccionales.Lascolumnassecimentanenplintosaisladosdehormignarmado sobreel suelonatrual. Losprticos conformadospor launinviga columna formannudos rgidos resistentes amomento y corte, capacesde resistir losesfuerzosproductode lascargasgravitacionales,fuerzasssmicasydeviento.Existeunmurode contencin a nivel de subsuelo que forma parte del sistema sismo resistente de la

edificacin.EsteesunmurodeseccinenLde20.0cmdeespesor.Elductodelascensorestconformadopormurosdecortedehormignarmado;queespartedelaestructura.Losmurostienenunespesorde15.0cmyuna longituddeparedvariable;deacuerdoacomosepuedeobservarenlosplanosestructurales.

Para una concepcin completa y global del sistema estructural es necesario referirse a losplanos estructurales, para la concepcin del suelo de cimentacin es necesario referirse al

estudiodesuelos.

4.PROPIEDADESDELOSMATERIALES

AcerodeRefuerzo :fy=4200kg/cm2

Hormignparacolumnasenlosdosprimerosniveles :fc=120kg/cm

2

Hormignparaelrestodeelementosestructurales :fc=210kg/cm2

5.CARGASDEDISEOUTILIZADAS

5.1Cargasmuertas

Se consideran cargas muertas a las acciones gravitacionales que actuarnpermanentemente sobre laestructuraynovariarnconel tiempo,ms lasaccionesindirectasconcarcterdepermanencia;paraelpresentecasosehaconsiderado:

El peso propio de la estructura


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5.2Cargasvivas

Seconsiderancomocargasvivasa lascargasacciones temporalesqueactuarnen laestructura;paraelpresentecasosehaconsiderado: Cargavivaparalosasdeentrepiso =200kg/m2.

Cargavivaparalosadecubierta =150kg/m2.

5.3Cargasporsismo

Laestructurasercalculadamedianteprocedimientosdeclculosde fuerzas lateralesestticasydinmicas.

CLCULODEFUERZASLATERALESESTTICASCORTANTEVASAL

TipodeEdificacin: EdificacinenhormignarmadoUbicacin: Quito EcuadorDestinodelaEdificacin: CentrodeSalud

5.3.1. FactorenFuncindelaZonaSsmica(Z)

I 0.15

ZONA: IV II 0.25

FACTOR: 0.4 III 0.3

IV 0.4

5.3.2. TipodeUso,DestinoeImportanciadelaEstructura

I= 1.50

5.3.3. CoeficientedelSueloSyCoeficienteCm


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T= 0.632 seg

c)Perfildelsuelo PerfilTipo S Cm

S= 1.2 S1 1 2.5

Cm= 3.0 S2 1.2 3.0S3 1.5 2.8

C= 2.46 S4 2 2.5

5.3.4. CoeficientedeReduccindeRespuestaEstructural(R)

R= 11

5.3.5. IrregularidadesenPlanta(P)

a)Irregularidadtorsional Si 0.9PA= 0.9b)Retrocesosexcesivos Si 0.9

c)Discontinuidadesenelsistemapiso No 1.0d)Desplazamientoplanosdeaccin No

1.0PB= 1.0

e)Ejesnoparalelos No 1.0

p= 0.9

5.3.6. IrregularidadesenElevacin(E)

Prticoespacialyprticosconvigasbanda? NoSistemasdualesocondiagonales? Si

1 Pi bl d N 1 0


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Z= 0.40I= 1.50C= 2.46E= 1.00P= 0.90R= 11.00

V= 0.149 W

CLCULODEFUERZASLATERALESDINMICASESPECTRODERESPUESTASSMICOTABLADEVALORES

TCa Elstico Inelstico

TCa Elstico Inelstico

seg

seg

0.000 2.800 1.680 0.170 2.500 0.622 0.373 0.038

0.100 2.800 1.680 0.170 2.600 0.598 0.359 0.036

0.200 2.800 1.680 0.170 2.700 0.576 0.346 0.035

0.300 2.800 1.680 0.170 2.800 0.556 0.333 0.034

0.400 2.800 1.680 0.170 2.900 0.536 0.322 0.033

0.500 2.800 1.680 0.170 3.000 0.519 0.311 0.031

0.556 2.800 1.680 0.170 3.100 0.502 0.301 0.0300.600 2.593 1.556 0.157 3.200 0.500 0.300 0.030

0.700 2.222 1.333 0.135 3.300 0.500 0.300 0.030

0.800 1.945 1.167 0.118 3.400 0.500 0.300 0.0300.900 1.729 1.037 0.105 3.500 0.500 0.300 0.030

1.000 1.556 0.933 0.094 3.600 0.500 0.300 0.030

1.100 1.414 0.849 0.086 3.700 0.500 0.300 0.030

1.200 1.296 0.778 0.079 3.800 0.500 0.300 0.0301.300 1.197 0.718 0.073 3.900 0.500 0.300 0.030

1.400 1.111 0.667 0.067 4.000 0.500 0.300 0.030

1.500 1.037 0.622 0.063 4.100 0.500 0.300 0.030

1.600 0.972 0.583 0.059 4.200 0.500 0.300 0.030


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5.4Cargasdeviento

Paraestaestructuralasaccionesdevientonosonrepresentativasyporlotantonoselasconsidera.

5.5Cargasdesuelo

Los muros de subsuelo estn enterrados bajo el nivel natural del suelo, se generanpresionestriangularesdebidoalempujedelsueloqueactaen lascarasexterioresdelosmuros.Enelprogramaseleasignacomo(H)alacargaproducidaporelempujedesuelo.

Paradeterminarelvalormayorymenordelaordenadaquegeneralacargadelempujedesueloydeunasobrepresindelsueloenlasparedes,porlassobrecargasexteriores

sobrelasuperficiedelterrenoseconsideranlossiguientesparmetros:Pesoespecficodelsuelo =1.65t/m3Presinactivadelsuelo Ka =0.704Alturadepared Z =3.00m


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5.6Cargasdeagua

En esta estructura ningn elemento estructural estar sometido a cargas de empujelateralporaccindelaspresionesdeagua;porlotantonoselasconsidera.

6.COMBINACIONESDECARGA

1.

1.4D2.

1.2D+1.6L+0.5(LroSoR)3.

1.2D+1.6(LrOSoR)+(Lo0.5W)4. 1.2D+1.0W+L+0.5(LroSoR)5.

1.2D+1.0E+L+0.2S6.

0.9D+1.0W7. 0.9D+1.0E

7.ANLISISESTRUCTURALDELAEDIFICACIN

Para el anlisis estructural de la edificacin se contempla un anlisis riguroso, que permitaevaluarsi lacapacidadde loselementosestructuralespropuestosenelprediseoyposterior

diseo son los adecuados para resistir las condiciones ms desfavorables que puedanpresentarsedurantelavidatildelaestructura.

Como efectos principales se ha considerado solicitaciones debidas a cargas verticales(permanentes y sobrecargas accidentales, anlisis modalespectral). El anlisis ydiseoestructural cumple con las especificaciones del Cdigo Ecuatoriano de la construccin CEC2002,ACI318yelAISCASD01.

El empleo de programa de anlisis y diseo estructural (ETABS v.9.7) de carctercomputacional,permitirealizarelanlisisdediversosmodelosestructurales,hastaconseguirlasmejorescondicionesenloquerespectaalosesfuerzosydesplazamientosdelaestructura,previoalprocesodediseoestructural.


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9 0.1278066 0.0295281 0.0062828 0.5137482 95.49715 95.49899 70.71201

10 0.113893 0.0252282 0.0002648 7.6067E05 95.52238 95.49925 70.7120911 0.07893556 0.1492549 0.0454414 0.2210469 95.67164 95.54469 70.9331412 0.07588238 0.0188283 0.231755 0.0035966 95.69047 95.77644 70.93673

Dadas las condiciones geomtricas en elevacin y en planta de la estructura, secompruebaqueestaNOcumpleloestablecidoenelcdigoparalosModos1y2:

(Rx+Ry) 90y;Rz


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N+9.54 D1X SDY 151 12.75 0.8 12.6 0.00088878 0.00733243

N+9.54 D1Y SDY 146 26.25 3.6 12.6 0.00123587 0.0101959N+6.38 D1X SXEP 109 15.8 32.7 9.44 0.00316431 0.02610558

N+6.38 D1Y SXEP 70 6.75 32.7 9.44 0.00067727 0.00558747

N+6.38 D1X SYEP 109 15.8 32.7 9.44 5.0158E05 0.0004138

N+6.38 D1Y SYEP 232 25.75 16.45 9.44 0.00201309 0.01660798

N+6.38 D1X SYEN 109 15.8 32.7 9.44 0.00061901 0.00510682

N+6.38 D1Y SYEN 70 6.75 32.7 9.44 0.00244013 0.02013105

N+6.38 D1X SXEN 4 15.8 0 9.44 0.00232587 0.01918839

N+6.38 D1Y SXEN 28 6.75 20.1 9.44 7.1254E05 0.00058785

N+6.38 D1X SDX 109 15.8 32.7 9.44 0.0022787 0.01879928

N+6.38 D1Y SDX 16 6.75 9.6 9.44 0.00040738 0.00336086

N+6.38 D1X SDY 4 15.8 0 9.44 0.0013075 0.01078689

N+6.38 D1Y SDY 70 6.75 32.7 9.44 0.00198183 0.01635009

N+3.24 D1X SXEP 78 29.05 32.7 6.3 0.001973 0.01627723

N+3.24 D1Y SXEP 78 29.05 32.7 6.3 0.00013071 0.00107839

N+3.24 D1X SYEP 6 22.5 0 6.3 0.00016158 0.00133301

N+3.24 D1Y SYEP 68 0 32.7 6.3 0.00198407 0.01636855

N+3.24 D1X SYEN 6 22.5 0 6.3 0.00061749 0.00509431

N+3.24 D1Y SYEN 68 0 32.7 6.3 0.00250403 0.02065823

N+3.24 D1X SXEN 6 22.5 0 6.3 0.0023162 0.01910867

N+3.24 D1Y SXEN 41 0 17.15 6.3 0.00063987 0.00527891

N+3.24 D1X SDX 6 22.5 0 6.3 0.00146392 0.01207737

N+3.24 D1Y SDX 41 0 17.15 6.3 0.0003502 0.00288918

N+3.24 D1X SDY 6 22.5 0 6.3 0.0009873 0.00814523

N+3.24 D1Y SDY 68 0 32.7 6.3 0.00192011 0.01584088

N+0.00 D1X SXEP 184 27.5975 22.2 3.06 5.1389E05 0.00042396

N+0.00 D1Y SXEP 201 29.05 1.8 3.06 7.96E06 6.567E05

N+0.00 D1X SYEP 184 27.5975 22.2 3.06 7.003E06 5.7775E05N+0.00 D1Y SYEP 201 29.05 1.8 3.06 5.0332E05 0.00041524

N+0.00 D1X SYEN 184 27.5975 22.2 3.06 6.1504E06 5.0741E05

N+0.00 D1Y SYEN 201 29.05 1.8 3.06 4.6457E05 0.00038327

N+0.00 D1X SXEN 184 27.5975 22.2 3.06 5.0494E05 0.00041658

0 00 S 9 0 8 3 06 6806 06 3 86 0


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VERANEXO1paraundetallecompletodelanlisisestructural.

8.DISEOESTRUCTURALDELAEDIFICACIN

8.1ANLISISCOMBINADODEESTADOSDECARGA

En la fase inicial del anlisis estructural, una vez que se ha obtenido un modelosatisfactorio; sedeterminan losmomentos,esfuerzoscortantesyesfuerzosaxialesenlos elementos estructurales para los diversos estados de carga y sus respectivascombinaciones,paraluegoconestodatospasaralafasedediseoestructural.

VERANEXO2paraundetallegrficodelosesfuerzosgenerados.

8.2DISEODELAESTRUCTURADEHORMIGN

Elanlisisydiseodeloselementosdehormignestructural,serigealaespecificacinparaeldiseodeestructurasdehormigndelAISC31805.Eldiseoestefectuadoconlosrequisitosparaeldiseoporltimaresistenciaespecificadoporelcdigoenuso.

ParmetrosdeDiseoparaHormignArmadoConsiderMinimumEccentricity = SiNumberofInteractionCurves = 24NumberofInteractionPoints = 11PatternLiveLoadFactor = 0.750UtilizationFactorLimit = 0.950Phi(TensionControlled) = 0.900

Phi(Comp.ControlledTied) = 0.650Phi(Comp.ControlledSpiral) = 0.700Phi(Shearand/orTorsion) = 0.750Phi(ShearSeismic) = 0.600Phi(ShearJoint) = 0.850


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PlantadecimentacinalnivelN3.06

PresionesenelSueloparacimentacinanivelN3.06

Panel TipoPresinenelSuelo

T/m2Combinacin GlobalX GlobalY

1 MaxPress 3.48961155988786 UDCONN2 2.93 3.6

1 MinPress 22.0157543641026 UDCONN2 6.35 0.65

2 MaxPress 3.27520081878437 UDCONN2 2.93 4

2 MinPress 14.8461515404343 UDCONN2 0 9.6

3 MaxPress 4.00826626996727 UDCONN2 1.79 10

3 MinPress 15.1355385375039 UDCONN2 0 12.15

4 MaxPress 3.97606058117195 UDCONN2 2.93 20.1

4 MinPress 14.9027990681623 UDCONN2 0 15.1

5 MaxPress 4.08160784770674 UDCONN2 1.79 20.5

5 MinPress 12.5567184397477 UDCONN2 0 20.5

7 MaxPress 10.0055459877808 UDCONN2 8.19 3.6

7 MinPress 26.6570633034799 UDCONN2 12.35 0.65


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14 MinPress 19.9331330125257 UDCONN2 12.75 9.6

15 MaxPress 10.3303298762243 UDCONN2 14.29 14.7

15 MinPress 19.9331330125257 UDCONN2 12.75 10

16 MaxPress 7.84270051982852 UDCONN2 14.29 20.1

16 MinPress 14.0938371325551 UDCONN2 12.75 15.1

17 MaxPress 5.36948910727962 UDCONN2 14.525 22.2

17 MinPress 9.51159199065046 UDCONN2 12.75 20.519 MaxPress 10.5778514394317 UDCONN2 15.43 3.6

19 MinPress 26.2220204528179 UDCONN2 15.8 0.65

20 MaxPress 10.2958881961594 UDCONN2 15.43 4

20 MinPress 23.5726491969412 UDCONN2 18.85 9.6

21 MaxPress 10.3303298762243 UDCONN2 15.43 14.7

21 MinPress 23.5726491969412 UDCONN2 18.85 10

22 MaxPress 7.84270051982852 UDCONN2 15.43 20.122 MinPress 19.2645349142646 UDCONN2 18.85 15.1

23 MaxPress 5.43691436864504 UDCONN2 15.9775 22.2

23 MinPress 16.7202596934524 UDCONN2 18.85 20.5

25 MaxPress 8.47317534260666 UDCONN2 21.6875 0.65

25 MinPress 23.6138822560805 UDCONN2 19.25 0.65

26 MaxPress 9.46290808916879 UDCONN2 21.93 4

26 MinPress 23.5726491969412 UDCONN2 19.25 9.627 MaxPress 8.5846500493014 UDCONN2 21.93 14.7

27 MinPress 23.5726491969412 UDCONN2 19.25 10

28 MaxPress 7.59354896905036 UDCONN2 21.93 20.1

28 MinPress 19.2645349142646 UDCONN2 19.25 15.1

29 MaxPress 5.77357808766268 UDCONN2 21.7875 22.2

29 MinPress 16.7202596934524 UDCONN2 19.25 20.5

31 MaxPress 8.32653406954373 UDCONN2 22.5 0.65

31 MinPress 19.8984467046724 UDCONN2 22.5 0.65

32 MaxPress 8.94641802447777 UDCONN2 25.35 7.12

32 MinPress 16.6629399852865 UDCONN2 25.35 9.6

33 MaxPress 8.5846500493014 UDCONN2 21.93 14.7


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40 MaxPress 6.5878287606948 UDCONN2 28.4 17.4

40 MinPress 11.272599623977 UDCONN2 28.4 15.1

41 MaxPress 8.12315685191351 UDCONN2 26.87375 22.2

41 MinPress 9.85608812734267 UDCONN2 28.4 20.5

*. UDCONN2=CM+CMA+CV

En la tablaanteriorsepuedeapreciarquenoexiste traccinenelsueloyquecasi todas laspresionessobreelmismo,paralosdiferentesestadosdecargadeservicio;sonmenoresa22.0T/m2;exceptoenlazonadelosejes3Adondelapresintransferidaenelsueloesde24T/m2yenlazonadelosejes4Cdondelapresintransferidaenelsueloesde23.5T/m2.

PresionesenelSueloparacimentacinanivelN+0.00



5 MinPress 11.3023370475495 UDCONN2 5.7 26.1


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30 MaxPress 9.47463271053217 UDCONN2 19.25 32.7

30 MinPress 17.4098003362876 UDCONN2 19.25 26.85

35 MinPress 12.6161518868759 UDCONN2 24.7 26.1

36 MaxPress 5.50111802825829 UDCONN2 24.7 32.7

36 MinPress 12.6161518868759 UDCONN2 24.7 27.15

41 MinPress 12.6161518868759 UDCONN2 25.75 26.1

42 MaxPress 5.07336746759428 UDCONN2 28.5 32.742 MinPress 12.6161518868759 UDCONN2 25.75 27.15

*. UDCONN2=CM+CMA+CV

En la tabla anterior se puede apreciar que no existe traccin en el suelo y que todas laspresionessobreelmismo,paralosdiferentesestadosdecargadeservicio;sonmenoresa22.0T/m2.

10.CONCLUSIONESYRECOMENDAICONES

1.

SepuedecomprobarquedelanlisisestructurallaestructuraNOcumpleconlascondicionesdeparticipacin modal para el primero y segundo modos de vibracin. La estructura tampococumpleconlascondicionesdederivadepisoparalascondicionesdecargaslateralesproductodelsismodediseo.

2. Delarevisindeldiseoestructuralsecompruebaquedoscolumnasnocumplenconeldiseomnimoimpuestoporelcdigo,loquelasllevaalsobreesfuerzobajolascargasimpuestas.

No. Columna - Eje Nivel

1 4C Sub-suelo

2 4F +3.24

3.

Delarevisindeldiseoestructuralsecompruebatambinquehaydoscolumnasqueestnalmximodesuesfuerzo,ydebensertomadasencuenta.

No. Columna - Eje Nivel

1 1D +0.00

2 4G +3 24


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5. Serecomiendarealizarunreforzamientodelascolumnassobreesforzadas,lasexpuestasenelpunto2,yde lascolumnasal lmitedesuesfuerzo, lasexpuestasenelpunto3,mediantedosmtodos:

a. Reforzamientomedianteencamisadoconplacasdeacerob.

ReforzamientomedianteFibradeCarbono

Atentamente,

___________________Ing.RafaelVillaAstudilloLP:177100&RM:5180

___________________Ing.LauroLara

LP:172042&RM:1505


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ANEXOS

1. DETALLE DEL ANLISIS ESTRUCTURAL

2. DETALLE GRFICO DE ESFUERZOS Y

MOMENTOS

3. DETALLE DEL DISEO


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ANEXO

DETALLE DEL ANLISIS

ESTRUCTURAL


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ANEXO1

ANLISISESTRUCTURAL

Program ETABS Version 9.7.0.0 File:Centro Salud v1.LOG

B E G I N A N A L Y S I S 2013/10/02 08:55:03

MAXIMUM MEMORY BLOCK SIZE (BYTES) = 64.000 MB

E L E M E N T F O R M A T I O N 08:55:03

NUMBER OF JOINT ELEMENTS FORMED = 107

NUMBER OF SPRING ELEMENTS FORMED = 0

NUMBER OF FRAME ELEMENTS FORMED = 2100

NUMBER OF SHELL ELEMENTS FORMED = 3363NUMBER OF CONSTRAINTS FORMED = 5

REDUCTION OF CONSTRAINTS AND RESTRAINTS:

NUMBER OF

CONSTRAINT MASTER DOF BEFORE REDUCTION = 15

COUPLED CONSTRAINT/RESTRAINT MASTER DOF = 0

CONSTRAINT MASTER DOF AFTER REDUCTION = 15

E Q U A T I O N S O L U T I O N 08:55:07

TOTAL NUMBER OF EQUILIBRIUM EQUATIONS = 11802

APPROXIMATE "EFFECTIVE" BAND WIDTH = 394

NUMBER OF EQUATION STORAGE BLOCKS = 1

MAXIMUM BLOCK SIZE (8-BYTE TERMS) = 4587081

SIZE OF STIFFNESS FILE(S) (BYTES) = 35.042 MB

NUMBER OF EQUATIONS TO SOLVE = 11802

NUMBER OF STATIC LOAD CASES = 10

NUMBER OF ACCELERATION LOADS = 6

NUMBER OF NONLINEAR DEFORMATION LOADS = 0


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RELATIVE CONVERGENCE TOLERANCE = 1.00E-07

FREQUENCY SHIFT (CENTER) (CYC/TIME) = .000000

FREQUENCY CUTOFF (RADIUS) (CYC/TIME) = .000000

NUMBER OF EIGEN MODES FOUND = 12

NUMBER OF ITERATIONS PERFORMED = 1

R E S P O N S E - S P E C T R U M A N A L Y S I S 08:55:13

NUMBER OF SPEC ANALYSES PERFORMED = 2

J O I N T O U T P U T 08:55:14

G L O B A L F O R C E B A L A N C E R E L A T I V E E R R O R S

PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES

LOAD FX FY FZ MX MY MZ

CM 3.56E-14 4.31E-14 9.71E-11 7.34E-11 7.58E-11 9.36E-15

CV 1.10E-13 8.48E-14 1.29E-10 1.07E-10 9.99E-11 3.28E-14CMA 1.24E-13 8.18E-14 1.29E-10 1.07E-10 9.96E-11 6.55E-14

SXEP 1.02E-11 1.70E-13 2.32E-10 1.61E-10 2.40E-10 1.02E-11

SYEP 2.22E-12 2.10E-11 3.47E-11 7.18E-11 7.09E-11 1.74E-11

SYEN 5.28E-12 2.44E-11 3.51E-11 6.25E-11 6.85E-11 2.98E-11

SXEN 1.19E-11 3.67E-12 2.30E-10 1.42E-10 2.29E-10 8.91E-12

TRIBUTAR 7.85E-14 4.77E-14 1.30E-10 1.07E-10 1.01E-10 5.66E-14

SDX .000000 .000000 .000000 .000000 .000000 .000000

SDY .000000 .000000 .000000 .000000 .000000 .000000

MODE FX FY FZ MX MY MZ

1 2.75E-11 1.06E-11 2.84E-10 2.07E-10 2.82E-10 2.37E-11

2 4.56E-12 1.46E-11 2.88E-10 1.53E-10 2.51E-10 2.46E-11

3 3.47E-12 4.03E-11 5.57E-12 9.53E-11 4.78E-11 3.92E-11

4 8.65E-12 3.63E-13 2.27E-10 7.52E-12 1.98E-10 9.95E-12

5 3.36E-12 7.15E-13 5.73E-12 4.82E-11 1.82E-11 4.81E-12

6 8.62E-13 4.73E-12 4.37E-11 1.31E-11 3.85E-11 9.24E-12

7 2.77E-12 1.15E-12 8.68E-11 4.01E-11 8.36E-11 4.19E-12

8 3.99E-12 9.25E-13 8.85E-11 5.81E-11 8.04E-11 6.58E-12

9 7.09E-12 1.01E-11 7.82E-11 3.12E-11 5.51E-11 2.84E-12

10 2.91E-12 1.59E-12 1.33E-11 3.75E-12 2.91E-11 2.18E-12

11 1.04E-12 7.76E-14 2.93E-12 1.21E-11 8.15E-12 4.87E-15

12 2.22E-12 6.01E-13 6.36E-12 3.30E-11 1.63E-11 1.91E-12


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NUMBER OF FRAME ELEMENTS SAVED = 2100

NUMBER OF SHELL ELEMENTS SAVED = 3363

E L E M E N T O U T P U T 08:55:17

A N A L Y S I S C O M P L E T E 2013/10/02 08:55:17


C E N T E R S O F R I G I D I T Y 08:55:18


B E G I N A N A L Y S I S 2013/10/02 08:55:19

MAXIMUM MEMORY BLOCK SIZE (BYTES) = 64.000 MB

E L E M E N T F O R M A T I O N 08:55:19

NUMBER OF JOINT ELEMENTS FORMED = 107

NUMBER OF SPRING ELEMENTS FORMED = 0

L O A D R E - S O L U T I O N 08:55:19

NUMBER OF STATIC LOAD CASES = 10

E L E M E N T J O I N T - F O R C E O U T P U T 08:55:20

NUMBER OF JOINT ELEMENTS SAVED = 107

NUMBER OF FRAME ELEMENTS SAVED = 2100

NUMBER OF SHELL ELEMENTS SAVED = 3363


24/60

ANEXO

DETALLE GRFICO DE

ESFUERZOS Y MOMENTOS

ETABS


25/60

ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:46

3-D View Mode 1 Period 0.5038 seconds - Ton-m Units

ETABS


26/60

ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:46

3-D View Mode 2 Period 0.4967 seconds - Ton-m Units

ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:42Elevation View - 1 Moment 3-3 Diagram (DCON5) - Ton-m Units

ETABS


28/60


ETABS


29/60


ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:43Elevation View - 3' Moment 3-3 Diagram (DCON5) - Ton-m Units

ETABS


31/60


ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:44Elevation View - 4' Moment 3-3 Diagram (DCON5) - Ton-m Units

ETABS


33/60


ETABS


34/60


ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:45Elevation View - A Moment 3-3 Diagram (DCON3) - Ton-m Units

ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:45Elevation View - B Moment 3-3 Diagram (DCON3) - Ton-m Units

ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:45Elevation View - C Moment 3-3 Diagram (DCON3) - Ton-m Units

ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:45Elevation View - D Moment 3-3 Diagram (DCON3) - Ton-m Units

ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:45Elevation View - E Moment 3-3 Diagram (DCON3) - Ton-m Units

ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:46Elevation View - F Moment 3-3 Diagram (DCON3) - Ton-m Units

ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:46Elevation View - G Moment 3-3 Diagram (DCON3) - Ton-m Units

ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:473-D View Moment 2-2 Diagram (DCON3) - Ton-m Units


43/60


44/60

ANEXO

DETALLE DEL DISEO

ETABSv9.7.4 Concrete Frame Design

ACI 318-05/IBC 2003


45/60

Concrete Column Design - P-M-M Interact ion & Shear DesignConcrete Column Design - P-M-M Interaction & Shear Design

Story

Column

Section

Column PMM Ratio Flexural

Shear22 Shear33

Level

Line

Name

End or Rebar % Rebar Area

Rebar A rea Rebar AreaN+0.00

C1

2K-3-1

Top 0.017 3.552E-03

3.766E-04 3.766E-04

N+0.00

C1

2K-3-1

Bottom 0.060 3.552E-03

3.766E-04 3.766E-04

N+9.54

C2

2K-1-2

Top 0.212 4.560E-03

6.129E-04 4.910E-04

N+9.54

C2

2K-1-2

Bottom 0.239 4.560E-03

6.129E-04 4.910E-04

N+6.38

C2

2K-1-2

Top 0.278 4.560E-03

4.369E-04 7.433E-04

N+6.38

C2

2K-1-2

Bottom 0.486 4.560E-03

4.190E-04 7.433E-04

N+3.24

C2

2K-1-1

Top 0.410 4.560E-03

3.766E-04 3.766E-04

N+3.24

C2

2K-1-1

Bottom 0.666 4.560E-03

3.766E-04 3.766E-04

N+0.00

C2

2K-1-1

Top 0.173 4.560E-03

3.766E-04 3.766E-04N+0.00

C2

2K-1-1

Bottom 0.108 4.560E-03

3.766E-04 3.766E-04

N+9.54

C3

2K-1-2

Top 0.256 4.560E-03

7.587E-04 5.408E-04

N+9.54

C3

2K-1-2

Bottom 0.338 4.560E-03

7.587E-04 5.408E-04

N+6.38

C3

2K-1-2

Top 0.342 4.560E-03

7.397E-04 6.172E-04

N+6.38

C3

2K-1-2

Bottom 0.542 4.560E-03

7.397E-04 6.172E-04

N+3.24

C3

2K-1-1

Top 0.451 4.560E-03

3.766E-04 3.766E-04

N+3.24

C3

2K-1-1

Bottom 0.703 4.560E-03

3.766E-04 3.766E-04

N+0.00

C3

2K-1-1

Top 0.185 4.560E-03

3.766E-04 3.766E-04

N+0.00

C3

2K-1-1

Bottom 0.115 4.560E-03

3.766E-04 3.766E-04

N+9.54

C4

3K-4-2

Top 0.156 5.892E-03

2.555E-04 2.608E-04

N+9.54

C4

3K-4-2

Bottom 0.230 5.892E-03

2.555E-04 2.608E-04

N+6.38

C4

3K-4-2

Top 0.201 5.892E-03

3.448E-04 2.146E-04

N+6.38

C4

3K-4-2

Bottom 0.276 5.892E-03

3.448E-04 2.146E-04

N+3.24

C4

3K-4-1

Top 0.294 5.892E-03

2.511E-04 5.011E-04

N+3.24

C4

3K-4-1

Bottom 0.370 5.892E-03

2.511E-04 4.965E-04

N+0.00

C4

3K-4-1

Top 0.074 5.892E-03

2.511E-04 2.292E-04

N+0.00

C4

3K-4-1

Bottom 0.045 5.892E-03

2.511E-04 2.292E-04

N+3.24

C5

2K-1-1

Top 0.364 4.560E-03

8.056E-04 0.001

N+3.24

C5

2K-1-1

Bottom 0.605 4.560E-03

3.766E-04 4.585E-04

N+0.00

C5

2K-1-1

Top 0.127 4.560E-03

3.766E-04 3.766E-04

N+0.00

C5

2K-1-1

Bottom 0.085 4.560E-03

3.766E-04 3.766E-04

N+3.24

C6

3K-4-1

Top Joint shear ratio exceeds limit

N+3.24

C6

3K-4-1

Bottom 0.320 5.892E-03

2.511E-04 0.001

N+0.00

C6

3K-4-1

Top 0.063 5.892E-03

2.511E-04 2.472E-04

N+0.00

C6

3K-4-1

Bottom 0.040 5.892E-03

2.511E-04 2.472E-04

N+0.00

C7

2K-1-1

Top 0.059 4.560E-03

3.766E-04 3.766E-04

N+0.00

C7

2K-1-1

Bottom 0.061 4.560E-03

3.766E-04 3.766E-04

N+0.00

C8

2K-3-1

Top 0.009 3.552E-03

3.766E-04 3.766E-04

N+0.00

C8

2K-3-1

Bottom 0.063 3.552E-03

3.766E-04 3.766E-04

N+0.00

C9

2K-3-1

Top 0.151 3.552E-03

3.978E-04 3.766E-04

N+0.00

C9

2K-3-1

Bottom 0.117 3.552E-03

3.978E-04 3.766E-04

N+9.54

C10

3K-3-2

Top 0.222 4.560E-03

5.788E-04 7.054E-04

N+9 54 C10 3K 3 2 Bottom 0 258 4 560E 03 5 788E 04 7 054E 04


ACI 318-05/IBC 2003Concrete Column Design - P-M-M Interaction & Shear Design


46/60

Story

Column

Section


Shear22 Shear33

Level

Line

Name


Rebar A rea Rebar Area

N+3.24

C11

3K-3-1

Bottom 0.814 4.560E-03

3.766E-04 3.766E-04

N+0.00

C11

3K-3-1

Top 0.664 4.560E-03

3.766E-04 3.766E-04

N+0.00

C11

3K-3-1

Bottom 0.681 4.560E-03

3.766E-04 3.766E-04

N+9.54

C12

3K-3-2

Top 0.390 4.560E-03

0.001 8.744E-04

N+9.54

C12

3K-3-2

Bottom 0.483 4.560E-03

0.001 8.744E-04

N+6.38

C12

3K-3-2

Top 0.402 4.560E-03

3.766E-04 3.766E-04

N+6.38

C12

3K-3-2

Bottom 0.648 4.560E-03

3.766E-04 3.766E-04

N+3.24

C12

3K-3-1

Top 0.616 4.560E-03

3.766E-04 3.766E-04

N+3.24

C12

3K-3-1

Bottom 0.843 4.560E-03

3.766E-04 3.766E-04

N+0.00

C12

3K-3-1

Top 0.731 4.560E-03

3.766E-04 3.766E-04

N+0.00

C12

3K-3-1

Bottom 0.754 4.560E-03

3.766E-04 3.766E-04

N+9.54

C13

3K-3-2

Top 0.360 4.560E-03

6.515E-04 7.655E-04

N+9.54

C13

3K-3-2

Bottom 0.419 4.560E-03

6.515E-04 7.655E-04

N+6.38

C13

3K-3-2

Top 0.337 4.560E-03

5.363E-04 4.552E-04

N+6.38

C13

3K-3-2

Bottom 0.526 4.560E-03

4.778E-04 4.552E-04

N+3.24

C13

3K-3-1

Top 0.511 4.560E-03

3.766E-04 3.766E-04

N+3.24

C13

3K-3-1

Bottom 0.781 4.560E-03

3.766E-04 3.766E-04

N+0.00

C13

3K-3-1

Top 0.553 4.560E-03

3.766E-04 3.766E-04

N+0.00

C13

3K-3-1

Bottom 0.569 4.560E-03

3.766E-04 3.766E-04

N+3.24

C14

2K-3-1

Top 0.406 3.552E-03

6.006E-04 8.767E-04

N+3.24

C14

2K-3-1

Bottom 0.602 3.552E-03

6.006E-04 8.767E-04

N+0.00

C14

2K-3-1

Top 0.112 3.552E-03

3.766E-04 3.766E-04

N+0.00

C14

2K-3-1

Bottom 0.073 3.552E-03

3.766E-04 3.766E-04

N+3.24

C15

2K-3-1

Top 0.522 3.552E-03

8.745E-04 8.356E-04

N+3.24

C15

2K-3-1

Bottom 0.834 3.552E-03

6.262E-04 7.699E-04

N+0.00

C15

2K-3-1

Top 0.203 3.552E-03

3.766E-04 3.766E-04

N+0.00

C15

2K-3-1

Bottom 0.138 3.552E-03

3.766E-04 3.766E-04

N+9.54

C16

2K-2-3

Top 0.258 3.048E-03

6.190E-04 7.004E-04

N+9.54

C16

2K-2-3

Bottom 0.296 3.048E-03

6.190E-04 7.004E-04

N+6.38

C16

2K-2-2

Top 0.253 4.560E-03

4.893E-04 7.902E-04

N+6.38

C16

2K-2-2

Bottom 0.410 4.560E-03

4.893E-04 7.902E-04

N+3.24

C16

2K-2-1

Top 0.422 4.560E-03

3.766E-04 3.766E-04

N+3.24

C16

2K-2-1

Bottom 0.670 4.560E-03

3.766E-04 3.766E-04

N+0.00

C16

2K-2-1

Top 0.577 4.560E-03

3.766E-04 3.766E-04

N+0.00

C16

2K-2-1

Bottom 0.603 4.560E-03

3.766E-04 3.766E-04

N+9.54

C17

2K-2-3

Top 0.455 3.048E-03

0.001 0.001

N+9.54

C17

2K-2-3

Bottom 0.600 3.048E-03

0.001 0.001

N+6.38

C17

2K-2-2

Top 0.371 4.560E-03

3.766E-04 3.766E-04

N+6.38

C17

2K-2-2

Bottom 0.538 4.560E-03

3.766E-04 3.766E-04

N+3.24

C17

2K-2-1

Top 0.566 4.560E-03

3.766E-04 3.766E-04

N+3.24

C17

2K-2-1

Bottom 0.761 4.560E-03

3.766E-04 3.766E-04

N+0.00

C17

2K-2-1

Top 0.799 4.560E-03

3.766E-04 3.766E-04

N+0.00

C17

2K-2-1

Bottom 0.824 4.560E-03

3.766E-04 3.766E-04

N+9.54

C18

2K-2-3

Top 0.399 3.048E-03

3.766E-04 3.849E-04



C l


47/60

Story

Column

Section


Shear22 Shear33

Level

Line

Name



N+3.24

C19

2K-2-1

Top 0.573 4.560E-03

3.766E-04 3.766E-04

N+3.24

C19

2K-2-1

Bottom 0.830 4.560E-03

3.766E-04 3.766E-04

N+0.00

C19

2K-2-1

Top 0.664 4.560E-03

3.766E-04 3.766E-04

N+0.00

C19

2K-2-1

Bottom 0.681 4.560E-03

3.766E-04 3.766E-04

N+3.24

C20

2K-3-1

Top 0.417 3.552E-03

5.893E-04 9.062E-04

N+3.24

C20

2K-3-1

Bottom 0.600 3.552E-03

5.473E-04 9.062E-04

N+0.00

C20

2K-3-1

Top 0.113 3.552E-03

3.766E-04 3.766E-04

N+0.00

C20

2K-3-1

Bottom 0.074 3.552E-03

3.766E-04 3.766E-04

N+3.24

C21

2K-3-1

Top 0.668 3.552E-03

7.006E-04 0.001

N+3.24

C21

2K-3-1

Bottom 0.942 3.552E-03

3.766E-04 4.839E-04

N+0.00

C21

2K-3-1

Top 0.203 3.552E-03

3.766E-04 3.766E-04

N+0.00

C21

2K-3-1

Bottom 0.131 3.552E-03

3.766E-04 3.766E-04

N+9.54

C22

2K-2-3

Top 0.284 3.048E-03

6.185E-04 6.772E-04

N+9.54

C22

2K-2-3

Bottom 0.305 3.048E-03

6.185E-04 6.772E-04

N+6.38

C22

2K-2-2

Top 0.249 4.560E-03

4.924E-04 8.064E-04

N+6.38

C22

2K-2-2

Bottom 0.407 4.560E-03

4.924E-04 8.064E-04

N+3.24

C22

2K-2-1

Top 0.402 4.560E-03

3.766E-04 3.766E-04

N+3.24

C22

2K-2-1

Bottom 0.645 4.560E-03

3.766E-04 3.766E-04

N+0.00

C22

2K-2-1

Top 0.533 4.560E-03

3.766E-04 3.766E-04

N+0.00

C22

2K-2-1

Bottom 0.557 4.560E-03

3.766E-04 3.766E-04

N+9.54

C23

2K-2-3

Top 0.467 3.048E-03

0.001 8.961E-04

N+9.54

C23

2K-2-3

Bottom 0.595 3.048E-03

0.001 8.961E-04

N+6.38

C23

2K-2-2

Top 0.371 4.560E-03

3.766E-04 3.766E-04

N+6.38

C23

2K-2-2

Bottom 0.548 4.560E-03

3.766E-04 3.766E-04

N+3.24

C23

2K-2-1

Top 0.491 4.560E-03

3.766E-04 3.766E-04

N+3.24

C23

2K-2-1

Bottom 0.711 4.560E-03

3.766E-04 3.766E-04

N+0.00

C23

2K-2-1

Top 0.533 4.560E-03

3.766E-04 3.766E-04

N+0.00

C23

2K-2-1

Bottom 0.556 4.560E-03

3.766E-04 3.766E-04

N+12.68

C24

2K-2-3

Top 0.342 3.048E-03

6.066E-04 3.865E-04

N+12.68

C24

2K-2-3

Bottom 0.342 3.048E-03

6.066E-04 3.865E-04

N+9.54

C24

2K-2-3

Top 0.465 3.048E-03

9.087E-04 6.714E-04

N+9.54

C24

2K-2-3

Bottom 0.664 3.048E-03

9.087E-04 6.714E-04

N+6.38

C24

2K-2-2

Top 0.388 4.560E-03

3.766E-04 3.766E-04

N+6.38

C24

2K-2-2

Bottom 0.571 4.560E-03

3.766E-04 3.766E-04

N+3.24

C24

2K-2-1

Top 0.623 4.560E-03

3.766E-04 3.766E-04

N+3.24

C24

2K-2-1

Bottom 0.774 4.560E-03

3.766E-04 3.766E-04

N+0.00

C24

2K-2-1

Top 0.803 4.560E-03

3.766E-04 3.766E-04

N+0.00

C24

2K-2-1

Bottom 0.827 4.560E-03

3.766E-04 3.766E-04

N+12.68

C25

2K-2-3

Top 0.333 3.048E-03

5.580E-04 3.766E-04

N+12.68

C25

2K-2-3

Bottom 0.338 3.048E-03

5.580E-04 3.766E-04

N+9.54

C25

2K-2-3

Top 0.400 3.048E-03

5.133E-04 9.143E-04

N+9.54

C25

2K-2-3

Bottom 0.601 3.048E-03

5.133E-04 9.143E-04

N+6.38

C25

2K-2-2

Top 0.316 4.560E-03

5.977E-04 9.145E-04

N+6.38

C25

2K-2-2

Bottom 0.560 4.560E-03

5.977E-04 9.145E-04



Colum


48/60

Story

Column

Section


Shear22 Shear33

Level

Line

Name



N+0.00

C27

2K-3-1

Bottom 0.067 3.552E-03

3.766E-04 3.766E-04

N+9.54

C28

2K-2-3

Top 0.250 3.048E-03

5.574E-04 6.719E-04

N+9.54

C28

2K-2-3

Bottom 0.247 3.048E-03

5.574E-04 6.719E-04

N+6.38

C28

2K-2-2

Top 0.213 4.560E-03

5.900E-04 7.097E-04

N+6.38

C28

2K-2-2

Bottom 0.425 4.560E-03

5.900E-04 7.097E-04

N+3.24

C28

2K-2-1

Top 0.391 4.560E-03

3.766E-04 3.766E-04

N+3.24

C28

2K-2-1

Bottom 0.704 4.560E-03

3.766E-04 3.766E-04

N+0.00

C28

2K-2-1

Top 0.442 4.560E-03

3.766E-04 3.766E-04

N+0.00

C28

2K-2-1

Bottom 0.459 4.560E-03

3.766E-04 3.766E-04

N+9.54

C29

2K-2-3

Top 0.488 3.048E-03

0.001 6.478E-04

N+9.54

C29

2K-2-3

Bottom 0.572 3.048E-03

0.001 6.478E-04

N+6.38

C29

2K-2-2

Top 0.247 4.560E-03

8.519E-04 7.271E-04

N+6.38

C29

2K-2-2

Bottom 0.519 4.560E-03

8.519E-04 7.004E-04

N+3.24

C29

2K-2-1

Top 0.392 4.560E-03

3.766E-04 3.766E-04

N+3.24

C29

2K-2-1

Bottom 0.551 4.560E-03

3.766E-04 3.766E-04

N+0.00

C29

2K-2-1

Top 0.350 4.560E-03

3.766E-04 0.000

N+0.00

C29

2K-2-1

Bottom 0.373 4.560E-03

3.766E-04 0.000

N+12.68

C30

2K-2-3

Top 0.350 3.048E-03

6.128E-04 3.811E-04

N+12.68

C30

2K-2-3

Bottom 0.367 3.048E-03

6.128E-04 3.811E-04

N+9.54

C30

2K-2-3

Top 0.521 3.048E-03

0.001 6.308E-04

N+9.54

C30

2K-2-3

Bottom 0.719 3.048E-03

0.001 6.308E-04

N+6.38

C30

2K-2-2

Top 0.414 4.560E-03

3.766E-04 3.766E-04

N+6.38

C30

2K-2-2

Bottom 0.630 4.560E-03

3.766E-04 3.766E-04

N+3.24

C30

2K-2-1

Top 0.659 4.560E-03

3.766E-04 3.766E-04

N+3.24

C30

2K-2-1

Bottom 0.847 4.560E-03

3.766E-04 3.766E-04

N+0.00

C30

2K-2-1

Top 0.750 4.560E-03

0.000 0.000

N+0.00

C30

2K-2-1

Bottom 0.766 4.560E-03

0.000 0.000

N+12.68

C31

2K-2-3

Top 0.347 3.048E-03

5.763E-04 3.820E-04

N+12.68

C31

2K-2-3

Bottom 0.342 3.048E-03

5.763E-04 3.820E-04

N+9.54

C31

2K-2-3

Top 0.359 3.048E-03

5.733E-04 7.813E-04

N+9.54

C31

2K-2-3

Bottom 0.495 3.048E-03

5.733E-04 7.813E-04

N+6.38

C31

2K-2-2

Top 0.306 4.560E-03

6.477E-04 8.587E-04

N+6.38

C31

2K-2-2

Bottom 0.540 4.560E-03

6.477E-04 8.587E-04

N+3.24

C31

2K-2-1

Top 0.454 4.560E-03

5.915E-04 6.264E-04

N+3.24

C31

2K-2-1

Bottom 0.616 4.560E-03

5.915E-04 6.264E-04

N+0.00

C31

2K-2-1

Top 0.427 4.560E-03

0.000 0.000

N+0.00

C31

2K-2-1

Bottom 0.454 4.560E-03

0.000 0.000

N+3.24

C32

2K-3-1

Top 0.357 3.552E-03

6.192E-04 7.328E-04

N+3.24

C32

2K-3-1

Bottom 0.512 3.552E-03

5.664E-04 7.328E-04

N+0.00

C32

2K-3-1

Top 0.092 3.552E-03

3.766E-04 3.766E-04

N+0.00

C32

2K-3-1

Bottom 0.056 3.552E-03

3.766E-04 3.766E-04

N+3.24

C33

3K-2-1

Top 0.338 9.648E-03

3.766E-04 6.521E-04

N+3.24

C33

3K-2-1

Bottom 0.417 9.648E-03

3.766E-04 6.438E-04

N+3.24

C34

2K-5-1

Top 0.477 5.892E-03

7.924E-04 9.154E-04



Colum


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Story

Column

Section


Shear22 Shear33

Level

Line

Name



N+9.54

C37

3K-1-2

Top

Beam/Column capacity ratio

exceeds limit

N+9.54

C37

3K-1-2

Bottom 0.636 3.768E-03

0.001 7.329E-04

N+6.38

C37

3K-1-2

Top

Beam/Column capacity ratioexceeds limit

N+6.38

C37

3K-1-2

Bottom 0.698 3.768E-03

5.705E-04 4.358E-04

N+3.24

C37

3K-1-1

Top 0.416 9.648E-03

3.766E-04 3.766E-04

N+3.24

C37

3K-1-1

Bottom 0.561 9.648E-03

3.766E-04 3.766E-04

N+9.54

C38

2K-4-2

Top 0.372 3.048E-03

4.161E-04 4.523E-04

N+9.54

C38

2K-4-2

Bottom 0.706 3.048E-03

4.161E-04 4.523E-04

N+6.38

C38

2K-4-2

Top


N+6.38

C38

2K-4-2

Bottom 0.876 3.048E-03

4.891E-04 2.092E-04N+3.24

C38

2K-4-1

Top 0.512 6.096E-03

3.766E-04 3.766E-04

N+3.24

C38

2K-4-1

Bottom 0.703 6.096E-03

3.766E-04 3.766E-04

N+9.54

C43

3K-1-2

Top


N+9.54

C43

3K-1-2

Bottom 0.624 3.768E-03

7.799E-04 0.001

N+6.38

C43

3K-1-2

Top


N+6.38

C43

3K-1-2

Bottom 1.112 3.768E-03

5.613E-04 4.369E-04

N+3.24

C43

3K-1-1

Top 0.549 9.648E-03

3.766E-04 3.766E-04

N+3.24

C43

3K-1-1

Bottom 0.663 9.648E-03

3.766E-04 3.766E-04

N+9.54

C44

2K-4-2

Top 0.490 3.048E-03

9.561E-04 7.657E-04

N+9.54

C44

2K-4-2

Bottom 0.860 3.048E-03

9.561E-04 7.657E-04

N+6.38

C44

2K-4-2

Top


N+6.38

C44

2K-4-2

Bottom 0.910 3.048E-03

5.422E-04 2.092E-04

N+3.24

C44

2K-4-1

Top 0.536 6.096E-03

3.766E-04 3.766E-04

N+3.24

C44

2K-4-1

Bottom 0.694 6.096E-03

3.766E-04 3.766E-04

N+9.54

C49

3K-1-2

Top


N+9.54

C49

3K-1-2

Bottom 0.765 3.768E-03

2.511E-04 9.329E-04

N+6.38

C49

3K-1-2

Top 0.643 3.768E-03

2.511E-04 3.901E-04

N+6.38

C49

3K-1-2

Bottom 0.754 3.768E-03

2.511E-04 3.883E-04

N+3.24

C49

3K-1-1

Top 0.405 9.648E-03

3.766E-04 3.766E-04

N+3.24

C49

3K-1-1

Bottom 0.526 9.648E-03

3.766E-04 3.766E-04

N+9.54

C50

2K-4-2

Top 0.415 3.048E-03

5.019E-04 4.998E-04

N+9.54

C50

2K-4-2

Bottom 0.781 3.048E-03

5.019E-04 4.998E-04

N+6.38

C50

2K-4-2

Top 0.592 3.048E-03

2.511E-04 2.092E-04

N+6.38

C50

2K-4-2

Bottom 0.797 3.048E-03

2.511E-04 2.092E-04

N+3.24

C50

2K-4-1

Top 0.446 6.096E-03

3.766E-04 3.766E-04

N+3.24

C50

2K-4-1

Bottom 0.589 6.096E-03

3.766E-04 3.766E-04

N+3.24

C51

3K-2-1

Top 0.164 9.648E-03

4.469E-04 0.001

N+3.24

C51

3K-2-1

Bottom 0.251 9.648E-03

4.469E-04 0.001

N+3.24

C52

2K-5-1

Top 0.286 5.892E-03

6.940E-04 6.822E-04

N+3.24

C52

2K-5-1

Bottom 0.434 5.892E-03

6.493E-04 6.154E-04


ACI 318-05/IBC 2003Concrete Column Joi nt Design - Beam to Colum n D/C Ratios & J oint Shear Check

Story Column Section (6/5)Beam-Co lumn (6/5)Beam-Co lumn Joint Shear Joint Shear


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Level Line Name Ratio Major Ratio Minor Ratio Major Ratio Minor

N+6.38 C3 2K-1-2 0.335 0.242 0.427 0.327

N+3.24 C3 2K-1-1 0.329 0.417 0.692 0.738

N+0.00 C3 2K-1-1 0.089 0.106 0.175 0.177N+9.54 C4 3K-4-2 0.146 0.143 0.148 0.233

N+6.38 C4 3K-4-2 0.172 0.115 0.297 0.334

N+3.24 C4 3K-4-1 0.165 0.501 0.273 0.942

N+0.00 C4 3K-4-1 0.061 0.132 0.129 0.313

N+3.24 C5 2K-1-1 0.495 0.684 0.578 0.696

N+0.00 C5 2K-1-1 0.089 0.123 0.171 0.203

N+3.24 C6 3K-4-1 Joint shear ratio exceeds limit N+0.00 C6 3K-4-1 0.050 0.141 0.105 0.338

N+0.00 C7 2K-1-1 0.024 0.088 0.026 0.084N+0.00 C8 2K-3-1 0.018 0.021 0.016 0.016

N+0.00 C9 2K-3-1 0.291 0.028 0.268 0.022

N+9.54 C10 3K-3-2 0.335 0.406 0.309 0.319

N+6.38 C10 3K-3-2 0.208 0.456 0.263 0.610

N+3.24 C10 3K-3-1 0.336 0.449 0.697 0.787

N+0.00 C10 3K-3-1 0.286 0.325 0.591 0.567

N+9.54 C11 3K-3-2 0.514 0.446 0.485 0.362

N+6.38 C11 3K-3-2 0.346 0.391 0.454 0.543

N+3.24 C11 3K-3-1 0.347 0.419 0.755 0.764N+0.00 C11 3K-3-1 0.287 0.313 0.596 0.548

N+9.54 C12 3K-3-2 0.576 0.485 0.553 0.405

N+6.38 C12 3K-3-2 0.412 0.282 0.561 0.406

N+3.24 C12 3K-3-1 0.335 0.374 0.751 0.702

N+0.00 C12 3K-3-1 0.295 0.314 0.608 0.546

N+9.54 C13 3K-3-2 0.369 0.433 0.348 0.352

N+6.38 C13 3K-3-2 0.266 0.252 0.351 0.348

N+3.24 C13 3K-3-1 0.342 0.312 0.740 0.566

N+0.00

C13

3K-3-1

0.239 0.243 0.507

0.431

N+3.24 C14 2K-3-1 0.446 0.682 0.415 0.547

N+0.00 C14 2K-3-1 0.157 0.088 0.247 0.114

N+3.24 C15 2K-3-1 0.478 0.593 0.451 0.485

N+0.00 C15 2K-3-1 0.228 0.139 0.370 0.183

N+9.54 C16 2K-2-3 0.503 0.566 0.331 0.317

N+6.38 C16 2K-2-2 0.261 0.451 0.286 0.516

N+3.24 C16 2K-2-1 0.377 0.443 0.803 0.792

N+0.00 C16 2K-2-1 0.297 0.364 0.628 0.649

N+9.54 C17 2K-2-3 0.791 0.780 0.556 0.473

N+6.38 C17 2K-2-2 0.444 0.403 0.528 0.499

N+3.24 C17 2K-2-1 0.368 0.408 0.834 0.772

N+0.00 C17 2K-2-1 0.311 0.378 0.618 0.634

N+9.54 C18 2K-2-3 0.860 0.936 0.628 0.589

N+6.38 C18 2K-2-2 0.492 0.431 0.614 0.560

N 3 24 C18 2K 2 1 0 375 0 385 0 867 0 741





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Story Column Section (6/5)Beam Co lumn (6/5)Beam Co lumn Joint Shear Joint Shear


N+3.24 C22 2K-2-1 0.384 0.411 0.815 0.727

N+0.00 C22 2K-2-1 0.291 0.339 0.614 0.603

N+9.54 C23 2K-2-3 0.837 0.688 0.579 0.410N+6.38 C23 2K-2-2 0.462 0.407 0.540 0.494

N+3.24 C23 2K-2-1 0.345 0.369 0.762 0.679

N+0.00 C23 2K-2-1 0.281 0.235 0.597 0.417

N+12.68 C24 2K-2-3 0.489 0.303 0.296 0.198

N+9.54 C24 2K-2-3 0.396 0.437 0.461 0.428

N+6.38 C24 2K-2-2 0.432 0.411 0.509 0.507

N+3.24 C24 2K-2-1 0.317 0.357 0.704 0.664

N+0.00 C24 2K-2-1 0.301 0.317 0.579 0.513

N+12.68 C25 2K-2-3 0.450 0.298 0.271 0.194N+9.54 C25 2K-2-3 0.248 0.456 0.275 0.425

N+6.38 C25 2K-2-2 0.258 0.471 0.274 0.525

N+3.24 C25 2K-2-1 0.353 0.385 0.708 0.648

N+0.00 C25 2K-2-1 0.180 0.212 0.353 0.352

N+3.24 C26 2K-3-1 0.450 0.564 0.415 0.443

N+0.00 C26 2K-3-1 0.149 0.104 0.233 0.135

N+3.24 C27 2K-3-1 0.452 0.835 0.435 0.692

N+0.00 C27 2K-3-1 0.209 0.139 0.342 0.185

N+9.54 C28 2K-2-3 0.459 0.550 0.297 0.304N+6.38 C28 2K-2-2 0.243 0.449 0.326 0.506

N+3.24 C28 2K-2-1 0.399 0.434 0.841 0.766

N+0.00 C28 2K-2-1 0.217 0.233 0.452 0.406

N+9.54 C29 2K-2-3 0.913 0.514 0.612 0.293

N+6.38 C29 2K-2-2 0.558 0.389 0.631 0.451

N+3.24 C29 2K-2-1 0.381 0.370 0.818 0.660

N+0.00 C29 2K-2-1 0.218 0.150 0.453 0.257

N+12.68 C30 2K-2-3 0.494 0.306 0.299 0.200

N+9.54 C30 2K-2-3 0.435 0.461 0.511 0.454

N+6.38 C30 2K-2-2 0.468 0.402 0.555 0.497

N+3.24 C30 2K-2-1 0.334 0.354 0.744 0.660

N+0.00 C30 2K-2-1 0.182 0.205 0.346 0.327

N+12.68 C31 2K-2-3 0.464 0.307 0.280 0.201

N+9.54 C31 2K-2-3 0.248 0.407 0.280 0.381

N+6.38 C31 2K-2-2 0.243 0.448 0.326 0.503

N+3.24 C31 2K-2-1 0.355 0.376 0.720 0.640

N+0.00 C31 2K-2-1 0.143 0.144 0.280 0.238

N+3.24 C32 2K-3-1 0.444 0.572 0.410 0.451

N+0.00 C32 2K-3-1 0.154 0.098 0.242 0.127

N+3.24 C33 3K-2-1 0.196 0.428 0.435 0.819

N+3.24 C34 2K-5-1 0.300 0.398 0.435 0.501

N+9.54 C35 3K-1-2 0.470 0.280 0.374 0.252

N+6.38 C35 3K-1-2 0.502 0.767 0.417 0.715

N 3 24 C35 3K 1 1 J i h i d li i





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y ( ) ( )


N+6.38 C43 3K-1-2 Beam/Column capacity ratioexceeds limit

N+3.24 C43 3K-1-1 0.415 0.487 0.908 0.942

N+9.54 C44 2K-4-2 0.986 0.758 0.540 0.472

N+6.38 C44 2K-4-2Beam/Column capacity ratio

exceeds limit

N+3.24 C44 2K-4-1 0.422 0.289 0.688 0.416

N+9.54 C49 3K-1-2 Beam/Column capacity ratioexceeds limit

N+6.38 C49 3K-1-2 0.437 0.772 0.497 0.990

N+3.24 C49 3K-1-1 0.293 0.391 0.666 0.791

N+9.54 C50 2K-4-2 0.426 0.500 0.286 0.381

N+6.38 C50 2K-4-2 0.456 0.391 0.428 0.402

N+3.24 C50 2K-4-1 0.383 0.297 0.598 0.416

N+3.24 C51 3K-2-1 0.116 0.334 0.251 0.631

N+3.24 C52 2K-5-1 0.288 0.306 0.412 0.377

ETABS


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ETABS v9.7.4 - File: Centro Salud v1 - octubre 2,2013 9:08Elevation View - 4' Column P-M-M Interaction Ratios (ACI 318-05/IBC 2003) - Ton-m Units

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Memoria Centro de Salud v2

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