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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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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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Panel TipoPresinenelSuelo
T/m2Combinacin GlobalX GlobalY
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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Panel TipoPresinenelSuelo
T/m2Combinacin GlobalX GlobalY
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
Panel TipoPresinenelSuelo
T/m2Combinacin GlobalX GlobalY
5 MinPress 11.3023370475495 UDCONN2 5.7 26.1
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Panel TipoPresinenelSuelo
T/m2Combinacin GlobalX GlobalY
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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[RVA CONSULTORES]MemoriadeClculoEstructuralREVISINESTRUCTURALDELCENTROMDICODECONOCOTO
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
Program ETABS Version 9.7.0.0 File:Centro Salud v1.LOG
C E N T E R S O F R I G I D I T Y 08:55:18
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 08:55:19
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
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ANEXO
DETALLE GRFICO DE
ESFUERZOS Y MOMENTOS
ETABS
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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
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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
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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:43Elevation View - 2 Moment 3-3 Diagram (DCON5) - Ton-m Units
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
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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
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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:43Elevation View - 4 Moment 3-3 Diagram (DCON5) - Ton-m Units
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
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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:44Elevation View - 5 Moment 3-3 Diagram (DCON5) - Ton-m Units
ETABS
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ETABS v9.7.4 - File: Centro Salud v1 - octubre 3,2013 10:44Elevation View - 6 Moment 3-3 Diagram (DCON5) - Ton-m Units
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
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ANEXO
DETALLE DEL DISEO
ETABSv9.7.4 Concrete Frame Design
ACI 318-05/IBC 2003
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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
ETABSv9.7.4 Concrete Frame Design
ACI 318-05/IBC 2003Concrete Column Design - P-M-M Interaction & Shear Design
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Story
Column
Section
Column PMM Ratio Flexural
Shear22 Shear33
Level
Line
Name
End or Rebar % Rebar Area
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
ETABSv9.7.4 Concrete Frame Design
ACI 318-05/IBC 2003Concrete Column Design - P-M-M Interaction & Shear Design
C l
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Story
Column
Section
Column PMM Ratio Flexural
Shear22 Shear33
Level
Line
Name
End or Rebar % Rebar Area
Rebar A rea Rebar Area
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
ETABSv9.7.4 Concrete Frame Design
ACI 318-05/IBC 2003Concrete Column Design - P-M-M Interaction & Shear Design
Colum
7/23/2019 Memoria Centro de Salud v2
48/60
Story
Column
Section
Column PMM Ratio Flexural
Shear22 Shear33
Level
Line
Name
End or Rebar % Rebar Area
Rebar A rea Rebar Area
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
ETABSv9.7.4 Concrete Frame Design
ACI 318-05/IBC 2003Concrete Column Design - P-M-M Interaction & Shear Design
Colum
7/23/2019 Memoria Centro de Salud v2
49/60
Story
Column
Section
Column PMM Ratio Flexural
Shear22 Shear33
Level
Line
Name
End or Rebar % Rebar Area
Rebar A rea Rebar Area
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
Beam/Column capacity ratioexceeds limit
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
Beam/Column capacity ratioexceeds limit
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
Beam/Column capacity ratioexceeds limit
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
Beam/Column capacity ratioexceeds limit
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
Beam/Column capacity ratioexceeds limit
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
ETABSv9.7.4 Concrete Frame Design
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
7/23/2019 Memoria Centro de Salud v2
50/60
Story Column Section (6/5)Beam-Co lumn (6/5)Beam-Co lumn Joint Shear Joint Shear
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
ETABSv9.7.4 Concrete Frame Design
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
7/23/2019 Memoria Centro de Salud v2
51/60
Story Column Section (6/5)Beam Co lumn (6/5)Beam Co lumn Joint Shear Joint Shear
Level Line Name Ratio Major Ratio Minor Ratio Major Ratio Minor
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
ETABSv9.7.4 Concrete Frame Design
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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y ( ) ( )
Level Line Name Ratio Major Ratio Minor Ratio Major Ratio Minor
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 9:06Elevation View - 1 Column P-M-M Interaction Ratios (ACI 318-05/IBC 2003) - Ton-m Units
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ETABS v9.7.4 - File: Centro Salud v1 - octubre 2,2013 9:07Elevation View - 2 Column P-M-M Interaction Ratios (ACI 318-05/IBC 2003) - Ton-m Units
0.0 500.0 700.0 900.0 1000.0 E-3
ETABS
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ETABS v9.7.4 - File: Centro Salud v1 - octubre 2,2013 9:07Elevation View - 3 Column P-M-M Interaction Ratios (ACI 318-05/IBC 2003) - Ton-m Units
0.0 500.0 700.0 900.0 1000.0 E-3
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ETABS v9.7.4 - File: Centro Salud v1 - octubre 2,2013 9:07Elevation View - 3' Column P-M-M Interaction Ratios (ACI 318-05/IBC 2003) - Ton-m Units
0.0 500.0 700.0 900.0 1000.0 E-3
ETABS
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ETABS v9.7.4 - File: Centro Salud v1 - octubre 2,2013 9:07Elevation View - 4 Column P-M-M Interaction Ratios (ACI 318-05/IBC 2003) - Ton-m Units
0.0 500.0 700.0 900.0 1000.0 E-3
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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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ETABS
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ETABS v9.7.4 - File: Centro Salud v1 - octubre 2,2013 9:08Elevation View - 6 Column P-M-M Interaction Ratios (ACI 318-05/IBC 2003) - Ton-m Units
0.0 500.0 700.0 900.0 1000.0 E-3