memoria staf

memoria de CLCULO

INDICE

1.- ALCANCE.23.- PARAMETROS DE DISEO.24.- MATERIALES45 .- ESTRUCTURACION56.- COMBINACIONES DE CARGA107.- CARGAS:118.- CARGAS PARA SISMO:128.1.- CARGAS DE VIENTO.129.- RESULTADOS DEL ANALISIS:139.1 DESPLAZAMIENTOS LATERALES DE LA ESTRUCTURA. (DISTORSONES)1310.- DISEO:1610.1.- REVISION DE MUROS1610.2.- ZAPATAS22

1.- ALCANCE.

Se tiene planeado construir un edifico que tendr la funcin de Edificio Staf (personal).

El edificio ser de un piso.

La presente memoria revisara la cimentacin las columnas y techo para las distintas cargas a las que ser sometida la estructura, como cargas propias, cargas vivas, sismo, viento, cabe comentar que se realiz un estudio de mecnica de suelos, en donde nos indica que tipo de cimentacin recomendada.

2.- REGLAMENTOS PARA ANALISIS Y DISEO. Manual de obras civiles, (CFE). ACI-08, American concrete institute. AISC-10 LRFD, American Institute Steel Construction, por factores de carga. Normas Tcnicas Complementarias 2004 sobre criterios y acciones para el diseo estructural de las edificaciones. (NTCCA-RCDF-2004)

Para el anlisis y diseo de la estructura se emple el software, Ram Elements 10.53.- PARAMETROS DE DISEO.

LOCALIZACION:

La localizacin geogrfica del sitio de estudio se estableci empleando un Sistema dePosicionamiento Global (GPS). Con ello se determin que las coordenadas UTM mediascoincidentes con la posicin del predio corresponden, a las 795005 y 2121888 del Huso14Q.El sitio destinado para el proyecto corresponde al Macrolote 11, con rea cercana a las 12hectreas, ubicado hacia el costado poniente de la zona denominada Centro Comercialdespus del Macrolote 12, as mismo se encuentra ubicado entre las dos vas de ferrocarril

Uso: Comercial

Clasificacin de la estructura segn su importancia: Grupo B.

Factor de comportamiento ssmico: Qx=Qy= 2 Capacidad de carga del terreno: 20 tons/m2

Espectro de Diseo Ssmico:Del estudio de mecnica de suelos:

Del programa prodisis de CFE, tenemos el coeficiente ssmico para el mtodo simplificado.El coeficiente ssmico es de 0.36

Verificacin de requisitos de CFE, para validar que la estructura puede ser revisada con el mtodo de diseo ssmico simplificado del manual CFE:4.- MATERIALES

Concreto en zapatas: fc=250 kg/cm2

Concreto en plantilla: fc=100 kg/cm2

Acero Fy= 2530kg/cm2; FU= 4080 kg/cm2; ASTM-A-36,

Acero Fy= 3515 kg/cm2; FU = 4569.5 kg/cm2 ASTM A-992

5 .- ESTRUCTURACION

La estructura se plante por medio de marcos de concreto y losa de concreto maciza.

6.- COMBINACIONES DE CARGA

Datos de CargasNOMENCLATURA

Comb: Indica si la carga es una combinacin

Estados de carga

EstadoDescripcinComb.CategoraCMCarga MuertaNoDLCVCarga vivaNoLLSXSismo en XNoEQSZSismo en ZNoEQVXViento en XNoWINDVZViento en ZNoWINDD11.4CMSiD21.2CM+1.6CVSiD31.2CM+0.5VXSiD41.2CM+0.5VZSiD51.2CM+VXSiD61.2CM+VZSiD71.2CM+CV+VXSiD81.2CM+CV+VZSiD91.2CM+SXSiD101.2CM+SZSiD111.2CM+CV+SXSiD121.2CM+CV+SZSiD130.9CM+VXSiD140.9CM+VZSiD150.9CM+SXSiD160.9CM+SZSiS1CMSiS2CM+CVSiS3CM+0.75CVSiS4CM+0.6VXSiS5CM+0.6VZSiS6CM+0.7SXSiS7CM+0.7SZSiS8CM+0.525SXSiS9CM+0.525SZSiS100.6CM+0.6VXSiS110.6CM+0.6VZSiS120.6CM+0.7SXSiS130.6CM+0.7SZSiRS11.1CM+1.1CV+SX+0.3SZSiRS21.1CM+1.1CV+0.3SX+SZSiRS31.1CM+1.1CV-SX-0.3SZSiRS41.1CM+1.1CV-SX+0.3SZSiid331.1CM+1.1CV+0.3SX-SZSi

7.- CARGAS:

Carga muerta

Losa . 240 kg/m2Impermeabilizante 10 kg/m2Teja de Barro recocido 50 kg/m2Instalaciones 30 kg/m2TOTAL 330 kg/m2

Ms peso propio de los elementos estructurales, que son considerados automticamente por el programa. Carga viva:

8.- CARGAS PARA SISMO:

AREACM+CV (Kg/m2)PESO (T)H (m)FS (T)

300330.01503.0027

8.1.- CARGAS DE VIENTO.

9.- RESULTADOS DEL ANALISIS:

Current Date: 6/15/2015 3:47 PMUnits system: MetricFile name: C:\Users\baviles\Desktop\UTILERIAS\x fair\PAV\VRACRUZ\MODELOS\STAF.etz\

Analysis result

Story drift nodes

Amplification factor::2.00

In XIn ZNodeHTXTXDriftRatioTZTZDriftRatio[m][cm][cm][cm][cm][cm][cm]SX = Sismo en X1563.550.003120.003120.006040.00002-0.00007-0.00007-0.000130.00000SZ = Sismo en Z1563.55-0.00007-0.00007-0.000150.000000.003870.003870.007750.00002

Distorsin mxima 0.00604 = 0.006 la estructura cumple. Est en el lmite.

9.2 DEFLEXIONES EN VIGAS Current Date: 6/15/2015 3:49 PMUnits system: MetricFile name: C:\Users\baviles\Desktop\UTILERIAS\x fair\PAV\VRACRUZ\MODELOS\STAF.etz\

Analysis result

Maximum relative deflectionsRemark.- Magnitude of deflections in absolute value.

CONDITION S2=DL+CVMemberDefl. (2) [cm]@(%)Defl. (3) [cm]@(%)30.01044(< L/10000)50.000000.00072(< L/10000)62.50000830.00569(< L/10000)50.000000.00104(< L/10000)62.5000040.00470(< L/10000)50.000000.00019(< L/10000)37.5000050.00064(< L/10000)50.000000.00000(< L/10000)100.00000100.00015(< L/10000)75.000000.00010(< L/10000)25.00000110.00014(< L/10000)25.000000.00008(< L/10000)50.00000120.00003(< L/10000)50.000000.00000(< L/10000)100.00000170.00834(< L/10000)50.000000.00004(< L/10000)25.00000190.00013(< L/10000)37.500000.00000(< L/10000)100.00000240.00929(< L/10000)50.000000.00001(< L/10000)50.00000250.00524(< L/10000)50.000000.00000(< L/10000)50.00000260.00057(< L/10000)50.000000.00000(< L/10000)100.00000310.00827(< L/10000)50.000000.00002(< L/10000)25.00000330.00013(< L/10000)37.500000.00000(< L/10000)100.00000380.00920(< L/10000)50.000000.00001(< L/10000)37.50000390.00010(< L/10000)50.000000.00001(< L/10000)50.00000400.00015(< L/10000)37.500000.00000(< L/10000)100.00000450.00780(< L/10000)50.000000.00003(< L/10000)87.50000460.00011(< L/10000)50.000000.00006(< L/10000)50.00000470.00010(< L/10000)37.500000.00000(< L/10000)100.00000520.01226(< L/10000)50.000000.00006(< L/10000)25.00000530.00784(< L/10000)50.000000.00001(< L/10000)50.00000540.00082(< L/10000)50.000000.00000(< L/10000)100.00000590.00853(< L/10000)50.000000.00006(< L/10000)25.00000600.00011(< L/10000)50.000000.00002(< L/10000)50.00000610.00010(< L/10000)37.500000.00000(< L/10000)100.00000660.00691(< L/10000)50.000000.00032(< L/10000)62.50000670.00548(< L/10000)50.000000.00019(< L/10000)37.50000680.00038(< L/10000)50.000000.00000(< L/10000)100.00000750.00174(< L/10000)37.500000.00009(< L/10000)50.00000760.00215(< L/10000)37.500000.00003(< L/10000)62.50000840.00074(< L/10000)62.500000.00013(< L/10000)62.500001640.00876(< L/10000)50.000000.00014(< L/10000)12.500001700.00988(< L/10000)50.000000.00005(< L/10000)62.500001850.00010(< L/10000)37.500000.00002(< L/10000)62.500001860.00009(< L/10000)87.500000.00002(< L/10000)62.50000140.00026(< L/10000)37.500000.00000(< L/10000)25.0000060.00037(< L/10000)37.500000.00000(< L/10000)62.5000070.00038(< L/10000)37.500000.00000(< L/10000)12.50000130.00021(< L/10000)37.500000.00001(< L/10000)50.00000200.00032(< L/10000)37.500000.00001(< L/10000)75.00000210.00022(< L/10000)37.500000.00000(< L/10000)37.50000270.00025(< L/10000)37.500000.00000(< L/10000)50.00000280.00034(< L/10000)37.500000.00000(< L/10000)25.00000340.00031(< L/10000)37.500000.00000(< L/10000)75.00000350.00022(< L/10000)37.500000.00000(< L/10000)25.00000410.00037(< L/10000)37.500000.00000(< L/10000)75.00000420.00028(< L/10000)37.500000.00000(< L/10000)25.00000480.00035(< L/10000)37.500000.00000(< L/10000)25.00000490.00025(< L/10000)37.500000.00000(< L/10000)25.00000550.00037(< L/10000)37.500000.00001(< L/10000)75.00000560.00040(< L/10000)37.500000.00000(< L/10000)12.50000620.00030(< L/10000)37.500000.00001(< L/10000)75.00000630.00023(< L/10000)37.500000.00000(< L/10000)25.00000690.00039(< L/10000)37.500000.00000(< L/10000)62.50000700.00039(< L/10000)37.500000.00000(< L/10000)25.00000730.00018(< L/10000)37.500000.00000(< L/10000)37.50000740.00018(< L/10000)37.500000.00000(< L/10000)37.50000770.00017(< L/10000)37.500000.00000(< L/10000)25.00000780.00017(< L/10000)37.500000.00000(< L/10000)25.00000810.00023(< L/10000)37.500000.00002(< L/10000)37.50000820.00018(< L/10000)37.500000.00000(< L/10000)37.50000850.00017(< L/10000)37.500000.00000(< L/10000)25.00000860.00020(< L/10000)37.500000.00000(< L/10000)25.000001650.00043(< L/10000)37.500000.00000(< L/10000)25.000001690.00044(< L/10000)37.500000.00000(< L/10000)25.000002050.00009(< L/10000)62.500000.00000(< L/10000)12.500002060.00010(< L/10000)62.500000.00000(< L/10000)12.500002070.00010(< L/10000)62.500000.00000(< L/10000)12.500002080.00015(< L/10000)37.500000.00002(< L/10000)62.50000

Podemos apreciar que todas las deflexiones cumplen L/240

10.- DISEO:

10.1.- REVISION DE MUROS

Current Date: 6/15/2015 3:53 PMUnits system: Metric

Design Results

Masonry wall

GENERAL INFORMATION:

Global status:OK

Design code:TMS 402-11 ASD

Geometry:Total height:2.55 [m]Total length:3.62 [m]Base support type:ContinuousWall bottom restraint:FixedColumn bottom restraint:FixedRigidity elements:None

Materials:Material:CMU 1.35-40Mortar type:Port/Mort - M/SGrouting type:Partial groutingMortar bed type:Full bedMasonry compression strength (F`m):0.0949139 [Ton/c...Steel tension strength (fy):2.81226 [Ton/cm2]Steel allowable tension strength (Fs):1.40613 [Ton/cm2]Joint reinforcement allowable tension strength (Fs):2.1092 [Ton/cm2]Steel elasticity modulus (Es):2038.89 [Ton/cm2]Masonry elasticity modulus (Em):85.4225 [Ton/cm2]Masonry unit weight:2.24257 [Ton/m3]

Number of stories:1

StoryStory heightWall thicknessEffective unit weight[m][cm][Ton/m3]12.5519.381.42

Load conditions:

IDComb.CategoryDescriptionDLNoDLCarga muertaCVNoLLCarga vivaSXNoEQSismo en XSZNoEQSismo en ZWxNoWINDViento en XWzNoWINDViento en ZS1YesDLS2YesDL+CVS3YesDL+0.75CVS4YesDL+0.6WxS5YesDL+0.6WzS6YesDL+0.7SXS7YesDL+0.7SZS8YesDL+0.525SXS9YesDL+0.525SZS10Yes0.6DL+0.6WxS11Yes0.6DL+0.6WzS12Yes0.6DL+0.7SXS13Yes0.6DL+0.7SZD1Yes1.4DLD2Yes1.2DL+1.6CVD3Yes1.2DL+0.5WxD4Yes1.2DL+0.5WzD5Yes1.2DL+WxD6Yes1.2DL+WzD7Yes1.2DL+CV+WxD8Yes1.2DL+CV+WzD9Yes1.2DL+SXD10Yes1.2DL+SZD11Yes1.2DL+CV+SXD12Yes1.2DL+CV+SZD13Yes0.9DL+WxD14Yes0.9DL+WzD15Yes0.9DL+SXD16Yes0.9DL+SZRS1Yes1.1DL+1.1CV+SX+0.3SZRS2Yes1.1DL+1.1CV+0.3SX+SZRS3Yes1.1DL+1.1CV-SX-0.3SZRS4Yes1.1DL+1.1CV-0.3SX-SZ

BEARING WALL DESIGN:

Status:OK

Geometry:

SegmentX CoordinateY CoordinateWidthHeight[m][m][m][m]10.000.003.622.55

Vertical reinforcement:

SegmentBarsSpacingLd[cm][cm]16-#261.0030.48

Results: Combined axial flexure

SegmentConditionPMMaRatio[Ton][Ton*m][Ton*m]1D14(Bottom)0.15-0.180.260.67

Interaction diagrams, P vs. M:

Results: Axial compression

SegmentConditionPPaRatio[Ton][Ton]1RS4(Max)2.1093.120.02

Results: Axial tension

SegmentConditionftFsRatio[Ton/cm2][Ton/cm2]1D16(Bottom)0.131.410.09

Results: Shear

SegmentConditionfvFvRatio[Ton/cm2][Ton/cm2]1D14(Bottom)0.0000.0030.03

SHEAR WALL DESIGN:

Status:OK

Geometry:

SegmentX CoordinateY CoordinateWidthHeight[m][m][m][m]10.000.003.622.55

Reinforcement:Vertical reinforcementHorizontal reinforcementSegmentBarsSpacingLdBarsSpacingLd[cm][cm][cm][cm]16-#261.000.00--0.000.00

Results: Combined axial flexure

SegmentConditionPMMaRatio[Ton][Ton*m][Ton*m]1D16(Bottom)-0.25-0.673.220.21

Interaction diagrams, P vs. M:

Results: Axial compression

SegmentConditionPPaRatio[Ton][Ton]1RS4(Bottom)2.1093.220.02

Results: Axial tension

SegmentConditionftFsRatio[Ton/cm2][Ton/cm2]1D16(Bottom)0.131.410.09

Results: Shear

SegmentConditionfvFvRatio[Ton/cm2][Ton/cm2]1D11(Max)0.0010.0050.12

Notes:

* P = Axial load* Pa = Allowable compressive force due to axial load.* M = Moment at the section under consideration.* Ma = Wall allowable moment due to axial force or lintel pure flexure allowable moment* fa = Calculated compressive stress due to axial load only* fb = Calculated compressive stress due to axial flexure only* ft = Calculated axial tension* Fa = Allowable compressive stress due to axial load only* Fb = Allowable compressive stress due to axial flexure only* fv = Calculated shear stress* Fs = Allowable tensile or compressive stress* Fv = Allowable shear stress* ld = Embedment length* As = Effective cross sectional area of reinforcement* s = Calculated deflection* max = Maximum allowable deflection

10.2.- VIGAS


Design Results

Reinforced concrete beams


Design Code:ACI 318-2011

Load conditions included in the design:D1=1.4DLD2=1.2DL+1.6CVD3=1.2DL+0.5WxD4=1.2DL+0.5WzD5=1.2DL+WxD6=1.2DL+WzD7=1.2DL+CV+WxD8=1.2DL+CV+WzD9=1.2DL+SXD10=1.2DL+SZD11=1.2DL+CV+SXD12=1.2DL+CV+SZD13=0.9DL+WxD14=0.9DL+WzD15=0.9DL+SXD16=0.9DL+SZRS1=1.1DL+1.1CV+SX+0.3SZRS2=1.1DL+1.1CV+0.3SX+SZRS3=1.1DL+1.1CV-SX-0.3SZRS4=1.1DL+1.1CV-0.3SX-SZ

Moment frame:Intermediate

MaterialsConcrete, f'c:0.25 [Ton/cm2]Longitudinal reinforcement, fy:4.20 [Ton/cm2]Concrete type:NormalTransversal reinforcement, fyt:4.20 [Ton/cm2]Concrete elasticity modulus:219.36 [Ton/cm2]Steel elasticity modulus:2038.89 [Ton/cm2]Unit weight:2.40 [Ton/m3]Epoxy coated:No

DATA AND RESULTS

Status:OK

Geometry

AxisCol positionBottom widthTop widthDist x[cm][cm][m]1Center30.480.000.002Center30.480.007.00

SpanDist between axesMember NoSectionbhbwhf[m][cm][cm][cm][cm]1-27.0011720.3235.56----

Rebar

Free cover:2.00 [cm]

Longitudinal reinforcementGroupQuantityDiameterPosRef. Axis 1Dist1Ref. Axis 2Dist2Hook1Hook2[m][m]12#4Bottom1-0.1320.13YesYes22#4Top1-0.1320.13YesYes

Development and splice lengths

GroupDiameterLdLdhSplice L.Total L[cm][cm][cm][m]1#452.0018.0068.007.622#468.0018.0088.007.62

Transverse reinforcement

SpanDiameterQuantity@LegsClosed[cm]1-2#3227.002Yes1-2#32515.002Yes1-2#3217.002Yes

Initial spacing of stirrups:

SpanInitial SSin lim[cm][cm]0-10.265.08

FLEXURE

Span: 1-2Member No: 117

Percentage of moment redistributionSupport A = 0.00%Support B = 0.00%Code specified max Rho:maxtop = 1.84%maxbot= 1.84%Limit spacing between bars for cracking control:sb lim = 30.61 [cm]

Positive bending moments

Stationd[cm]Mu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Dist10%31.970.023.000.032.580.409.330.08210%31.970.023.000.032.580.409.330.02320%31.970.053.000.062.580.409.330.02430%31.970.053.000.052.580.409.330.02540%31.970.043.000.042.580.409.330.02650%31.970.053.000.052.580.409.330.02760%31.970.063.000.062.580.409.330.02870%31.970.063.000.072.580.409.330.02980%31.970.063.000.062.580.409.330.021090%31.970.023.000.032.580.409.330.0211100%31.970.023.000.032.580.409.330.05C0%31.970.023.000.032.580.409.330.08

Negative bending moments

Stationd[cm]Mu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Dist10%31.97-0.23-3.000.252.580.409.330.08210%31.97-0.05-3.000.052.580.409.330.02320%31.97-0.05-3.000.052.580.409.330.02430%31.97-0.05-3.000.052.580.409.330.02540%31.97-0.05-3.000.052.580.409.330.02650%31.97-0.05-3.000.052.580.409.330.02760%31.97-0.05-3.000.052.580.409.330.02870%31.97-0.05-3.000.052.580.409.330.02980%31.97-0.05-3.000.052.580.409.330.021090%31.97-0.05-3.000.052.580.409.330.0211100%31.97-0.16-3.000.172.580.409.330.05C0%31.97-0.23-3.000.252.580.409.330.08

SHEAR AND TORSION

Span: 1-2Member No: 117

Mpr1(+)=3.43 Ton*mMpr2(+)=3.43 Ton*mVe(+)=1.19 TonMpr1(-)=-3.43 Ton*mMpr2(-)=-3.43 Ton*mVe(-)=-1.26 Ton

StationStirrupsSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDiamVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#37.007.620.001.280.001.2621.795.4520.430.06210%#37.0015.990.001.290.000.3021.795.4520.430.01320%#37.0015.990.001.290.000.0821.795.4520.430.00430%#315.0015.990.001.190.000.0312.715.4513.620.00540%#315.0015.990.001.190.000.0512.715.4513.620.00650%#315.0015.990.001.190.000.0112.715.4513.620.00760%#315.0015.990.001.190.000.0112.715.4513.620.00870%#315.0015.990.001.190.000.0212.715.4513.620.00980%#37.0015.990.001.290.000.0321.795.4520.430.001090%#37.0015.990.001.290.000.2221.795.4520.430.0111100%#37.007.620.001.280.001.2621.795.4520.430.06C0%#37.007.620.001.280.001.2621.795.4520.430.06

Notes* Only the design bending forces (Mu), shear forces (Vu) and torsion moments (Tu) are considered in the design.* Values shown in red are not in compliance with a provision of the code* The positive and negative flexural reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the note below on the VCT column to determine when torsion and compression bars are provided. The longitudinal reinforcement area considers the minimum area required by Code (10.5).* When the moments diagram increases in the same direction of the development length of the bars, the bars will not contribute to the member strength for a Code specified distance equal to max(12*db,d).* If the section at which member flexural strength is being calculated is within the development length of a group of bars, the bars will contribute to the bending capacity an amount proportional to their actual length / their full development length.* The transverse reinforcement is ordered from left to right.* The program does not consider ACI318-11 section 12.11.3 whereby the bar diameter is limited according to the location of the bar cut-off.* Asprov is the provided reinforcement, considering the reduction due to the development length as described previously.* "C" shows the span critical station.* Ld,Ldh = Development length of each bar. If the bar ends with a hook, it considers the Ldh length.* Splice lengths shown are not reduced by the factor Asreq/Asprov.* sb = Free distance between top or bottom bars corresponding to the layer closest to the extreme face of the beam (layer1). It is not calculated when there is only one bar.* Stirrups VCT = Flag that determines if stirrups are required to resist shear forces (V), torsion (T) or to confine the the longitudinal compression bars from buckling (C).* Closed = Flag that indicates if the stirrups are closed (yes) or open (no).* Mu/(*Mn) = Critical strength ratio for the station. If the value is in red, it is larger than 1.0* Al = Total additional longitudinal reinforcement required by torsion.* Spa = stirrup spacing provided by the user.* Mpr1, Mpr2 = Probable flexural moment strength at both ends of the member.* Ve = Design shear force that is based on the probable flexural moment strength at both ends of the member. In the case of special moment frames design Vu = max(Ve, Vu from the analysis) (21.3.3.1a)* Spa lim = spacing limits due to geometry. (11.4.5.1, 11.4.5.3, 21.3.4.2, 21.5.3.2)

10.3.- LOSAS

Current Date: 6/15/2015 4:12 PMUnits system: MetricFile name: C:\Users\baviles\Desktop\UTILERIAS\x fair\PAV\VRACRUZ\MODELOS\STAF.etz\

Analysis result

Plate reinforced concrete design in local axesDesign code: ACI 318-2011Notes:- Membrane forces are ignored in the design- "Bot" is the bottom edge of the plate (-t/2)- "Top" is the top edge of the plate (+t/2)- "ec" is the controlling load condition- Face +t/2 is in compression if bending moments are positive- Large rebar areas (in the order of 1E300) indicate an error in the design due to insufficient thickness of the shell or insufficient strength of the material

Load conditions to be included in design:S1=DLS2=DL+CVS3=DL+0.75CVS4=DL+0.6WxS5=DL+0.6WzS6=DL+0.7SXS7=DL+0.7SZS8=DL+0.525SXS9=DL+0.525SZS10=0.6DL+0.6WxS11=0.6DL+0.6WzS12=0.6DL+0.7SXS13=0.6DL+0.7SZD1=1.4DLD2=1.2DL+1.6CVD3=1.2DL+0.5WxD4=1.2DL+0.5WzD5=1.2DL+WxD6=1.2DL+WzD7=1.2DL+CV+WxD8=1.2DL+CV+WzD9=1.2DL+SXD10=1.2DL+SZD11=1.2DL+CV+SXD12=1.2DL+CV+SZD13=0.9DL+WxD14=0.9DL+WzD15=0.9DL+SXD16=0.9DL+SZRS1=1.1DL+1.1CV+SX+0.3SZRS2=1.1DL+1.1CV+0.3SX+SZRS3=1.1DL+1.1CV-SX-0.3SZRS4=1.1DL+1.1CV-0.3SX-SZ

SHELL 47Thickness = 10.00 [cm]Mechanical cover = 2.00 [cm]As parallel to 3'As parallel to 1'M11'lcAs3'M33'lcAs1'Node[Ton*m/m][cm2/m][Ton*m/m][cm2/m]12Min.-0.09D1Top0.31-0.01RS3Top0.03Max.-0.03S10Bot0.000.00S12Bot0.00FEM: 359Min.-0.18D1Top0.60-0.05D11Top0.16Max.-0.06S10Bot0.00-0.02S11Bot0.00FEM: 1004Min.0.01S10Top0.000.01S10Top0.00Max.0.03D11Bot0.090.03D11Bot0.08FEM: 976Min.0.00RS3Top0.02-0.08RS3Top0.26Max.0.00D9Bot0.02-0.02S11Bot0.0011Min.-0.13D1Top0.42-0.04D1Top0.15Max.-0.05S11Bot0.00-0.01S12Bot0.00FEM: 995Min.-0.01D1Top0.03-0.14D1Top0.47Max.0.00S10Bot0.00-0.05S10Bot0.00FEM: 1005Min.0.02S11Top0.000.01S10Top0.00Max.0.05D2Bot0.160.03D2Bot0.11FEM: 338Min.-0.22D1Top0.74-0.05D1Top0.17Max.-0.08S11Bot0.00-0.02S11Bot0.004Min.-0.02D12Top0.08-0.07D1Top0.24Max.0.00RS4Bot0.00-0.03S11Bot0.00FEM: 978Min.0.00RS4Top0.01-0.12D2Top0.41Max.0.00D10Bot0.01-0.04S11Bot0.00FEM: 1006Min.0.04S10Top0.000.04S10Top0.00Max.0.12D1Bot0.380.11D1Bot0.35FEM: 984Min.-0.03D2Top0.080.01S10Top0.00Max.-0.01S11Bot0.000.03D1Bot0.11FEM: 998Min.0.05S10Top0.000.05S10Top0.00Max.0.15D1Bot0.500.15D1Bot0.51FEM: 1002Min.0.04S11Top0.000.04S10Top0.00Max.0.11D2Bot0.370.12D2Bot0.40FEM: 1007Min.0.04S11Top0.000.04S10Top0.00Max.0.11D1Bot0.380.13D2Bot0.43FEM: 1003Min.0.06S10Top0.000.06S10Top0.00Max.0.17D1Bot0.560.17D1Bot0.55FEM: 1000Min.0.00D13Top0.000.01S10Top0.00Max.0.00RS2Bot0.010.04D2Bot0.13FEM: 1008Min.-0.09D1Top0.290.00S11Top0.00Max.-0.03S10Bot0.000.02D2Bot0.05FEM: 1001Min.0.01S10Top0.000.02S10Top0.00Max.0.02D2Bot0.060.05D2Bot0.18114Min.-0.29D1Top0.98-0.07D1Top0.25Max.-0.10S10Bot0.00-0.03S10Bot0.00FEM: 999Min.0.03S10Top0.000.04S10Top0.00Max.0.10D1Bot0.330.10D1Bot0.35FEM: 977Min.-0.01RS3Top0.04-0.16D2Top0.53Max.0.00S11Bot0.00-0.05S11Bot0.00FEM: 996Min.-0.02D1Top0.08-0.24D1Top0.79Max.-0.01S10Bot0.00-0.08S10Bot0.00FEM: 337Min.-0.34D1Top1.15-0.07D1Top0.23Max.-0.12S11Bot0.00-0.02S11Bot0.00FEM: 985Min.-0.06D2Top0.190.03S10Top0.00Max.-0.02S10Bot0.000.07D1Bot0.23FEM: 997Min.-0.02D1Top0.08-0.20D1Top0.65Max.-0.01S10Bot0.00-0.07S10Bot0.002Min.0.01S11Top0.00-0.08D1Top0.26Max.0.02D1Bot0.06-0.03S10Bot0.00FEM: 986Min.-0.02D2Top0.080.01S10Top0.00Max.0.00S10Bot0.000.04D1Bot0.14FEM: 336Min.-0.38D1Top1.29-0.07D1Top0.23Max.-0.13S10Bot0.00-0.02S10Bot0.00

Con varillas del # 3 @ 20 cm cumplimos con el rea de acero requerida.

10.4.- COLUMNAS


Design Results

Reinforced Concrete Columns


Design Code:ACI 318-2011

Load Conditions included in design:D1:1.4DLD2:1.2DL+1.6CVD3:1.2DL+0.5WxD4:1.2DL+0.5WzD5:1.2DL+WxD6:1.2DL+WzD7:1.2DL+CV+WxD8:1.2DL+CV+WzD9:1.2DL+SXD10:1.2DL+SZD11:1.2DL+CV+SXD12:1.2DL+CV+SZD13:0.9DL+WxD14:0.9DL+WzD15:0.9DL+SXD16:0.9DL+SZRS1:1.1DL+1.1CV+SX+0.3SZRS2:1.1DL+1.1CV+0.3SX+SZRS3:1.1DL+1.1CV-SX-0.3SZRS4:1.1DL+1.1CV-0.3SX-SZ

MaterialsConcrete, f'c:0.25 [Ton/cm2]Steel, fy:4.20 [Ton/cm2]Concrete type:NormalSteel, fyt:4.20 [Ton/cm2]Modulus of elasticity:219.36 [Ton/cm2]Type of splices:TangentialUnit weight:2.40 [Ton/m3]Minimum provided Rho:0.010Maximum provided Rho:0.080

General status:OK

COLUMN DATA : 1

GeometrySection type:RectangularColumn location:CenterDistance between levels:2.55 [m]Width b (// to axis x):30.48 [cm]Height h (// to axis y):30.48 [cm]

Rebar

Longitudinal:6-16mmFree cover:2.50 [cm]As provided:12.06 [cm2]Provided Rho:0.013Number of bars // to axis x:3Spacing between bars:9.54 [cm]Number of bars // to axis y:2Spacing between bars:20.68 [cm]

Transverse:8 8mm c/ 7.00cm, 8 8mm c/ 15.00cm, 8 8mm c/ 7.00cmNumber of legs // to axis x:2Number of legs // to axis y:2Initial spacing (Sini):0.00 [cm]So provided:7.00 [cm]Provided Lo:46.00 [cm]

Design parameters

SlendernessAxis yyAxis xxLu[cm]255.00255.00K1.001.00Pc[Ton]598.67598.67SwayYesYes

Forces

ConditionPositionPuMuxxMuyyVxVyTransverse load[Ton][Ton*m][Ton*m][Ton][Ton]xxyyD1Top-3.790.160.53-0.360.25NoNoBottom-4.570.05-0.22-0.25-0.10NoNoD2Top-3.510.150.50-0.350.23NoNoBottom-4.180.04-0.20-0.23-0.09NoNoD3Top-3.100.140.42-0.270.21NoNoBottom-3.730.03-0.19-0.22-0.08NoNoD4Top-3.110.140.42-0.290.21NoNoBottom-3.770.04-0.17-0.20-0.08NoNoD5Top-2.940.140.38-0.230.21NoNoBottom-3.550.03-0.20-0.24-0.07NoNoD6Top-2.960.130.40-0.280.20NoNoBottom-3.630.03-0.16-0.19-0.08NoNoD7Top-3.110.140.41-0.250.22NoNoBottom-3.710.03-0.21-0.25-0.08NoNoD8Top-3.130.140.43-0.300.21NoNoBottom-3.790.04-0.18-0.20-0.08NoNoD9Top-3.100.160.44-0.300.26NoNoBottom-3.11-0.01-0.18-0.20-0.01NoNoD10Top-3.310.140.48-0.340.22NoNoBottom-3.840.03-0.21-0.23-0.07NoNoD11Top-3.270.160.47-0.320.26NoNoBottom-3.270.00-0.19-0.22-0.01NoNoD12Top-3.480.150.51-0.360.23NoNoBottom-4.010.03-0.23-0.25-0.08NoNoD13Top-2.130.100.27-0.150.16NoNoBottom-2.570.02-0.15-0.19-0.05NoNoD14Top-2.150.100.29-0.200.15NoNoBottom-2.650.03-0.12-0.13-0.06NoNoD15Top-2.290.120.32-0.230.20NoNoBottom-2.13-0.02-0.13-0.150.01NoNoD16Top-2.500.110.37-0.260.17NoNoBottom-2.870.02-0.17-0.18-0.05NoNoRS1Top-3.030.150.44-0.310.25NoNoBottom-2.94-0.01-0.19-0.210.00NoNoRS2Top-3.180.140.47-0.330.23NoNoBottom-3.450.02-0.21-0.23-0.05NoNoRS3Top-3.290.120.45-0.310.17NoNoBottom-4.610.09-0.18-0.21-0.17NoNoRS4Top-3.140.130.42-0.290.19NoNoBottom-4.090.06-0.16-0.19-0.12NoNoRESULTS OF COLUMN: 1

Column status:OK

Biaxial compression

Controlling condition:D1Stress in bars:fs>0.5fyDowel splice length:84.00 [cm]Bar clear spacing at splices:7.94 [cm]

ConditionPos.PuMcxxMcyynsxxnsyyCmxxCmyy[Ton][Ton*m][Ton*m]D1Top-3.790.160.531.001.000.7100.436Bot.-4.570.05-0.221.001.000.7100.436D2Top-3.510.150.501.001.000.7130.436Bot.-4.180.04-0.201.001.000.7130.436D3Top-3.100.140.421.001.000.6990.418Bot.-3.730.03-0.191.001.000.6990.418D4Top-3.110.140.421.001.000.7080.436Bot.-3.770.04-0.171.001.000.7080.436D5Top-2.940.140.381.001.000.6880.396Bot.-3.550.03-0.201.001.000.6880.396D6Top-2.960.130.401.001.000.7060.436Bot.-3.630.03-0.161.001.000.7060.436D7Top-3.110.140.411.001.000.6910.399Bot.-3.710.03-0.211.001.000.6910.399D8Top-3.130.140.431.001.000.7080.436Bot.-3.790.04-0.181.001.000.7080.436D9Top-3.100.160.441.001.000.5830.438Bot.-3.11-0.01-0.181.001.000.5830.438D10Top-3.310.140.481.001.000.6850.422Bot.-3.840.03-0.211.001.000.6850.422D11Top-3.270.160.471.001.000.5880.437Bot.-3.270.00-0.191.001.000.5880.437D12Top-3.480.150.511.001.000.6880.423Bot.-4.010.03-0.231.001.000.6880.423D13Top-2.130.100.271.001.000.6800.379Bot.-2.570.02-0.151.001.000.6800.379D14Top-2.150.100.291.001.000.7040.436Bot.-2.650.03-0.121.001.000.7040.436D15Top-2.290.120.321.001.000.5460.438Bot.-2.13-0.02-0.131.001.000.5460.438D16Top-2.500.110.371.001.000.6770.417Bot.-2.870.02-0.171.001.000.6770.417RS1Top-3.030.150.441.001.000.5730.433Bot.-2.94-0.01-0.191.001.000.5730.433RS2Top-3.180.140.471.001.000.6450.422Bot.-3.450.02-0.211.001.000.6450.422RS3Top-3.290.120.451.001.000.8960.440Bot.-4.610.09-0.181.001.000.8960.440RS4Top-3.140.130.421.001.000.7880.453Bot.-4.090.06-0.161.001.000.7880.453

ConditionPos.*Mnxx*MnyyMc/(*Mn)Pu/(*Pn)Asreq/AsprovDemand: Capacity Ratio[Ton*m][Ton*m]D1Top1.785.720.090.030.770.09Bot.1.25-5.970.040.040.770.04D2Top1.705.730.090.030.770.09Bot.1.21-5.930.030.030.770.03D3Top1.875.620.070.020.770.07Bot.1.07-5.880.030.030.770.03D4Top1.815.650.080.020.770.08Bot.1.24-5.880.030.030.770.03D5Top2.005.550.070.020.770.07Bot.0.91-5.870.030.030.770.03D6Top1.855.610.070.020.770.07Bot.1.25-5.860.030.030.770.03D7Top1.945.590.070.020.770.07Bot.0.92-5.880.040.030.770.04D8Top1.805.650.080.020.770.08Bot.1.23-5.880.030.030.770.03D9Top2.015.560.080.020.770.08Bot.-0.23-5.860.030.020.770.03D10Top1.695.710.080.030.770.08Bot.0.84-5.900.040.030.770.04D11Top1.955.600.080.030.770.08Bot.-0.15-5.890.030.030.770.03D12Top1.665.730.090.030.770.09Bot.0.85-5.920.040.030.770.04D13Top2.085.440.050.020.770.05Bot.0.80-5.770.030.020.770.03D14Top1.875.530.050.020.770.05Bot.1.23-5.760.020.020.770.02D15Top2.075.460.060.020.770.06Bot.-0.72-5.730.020.020.770.02D16Top1.655.640.070.020.770.07Bot.0.72-5.810.030.020.770.03RS1Top1.935.590.080.020.770.08Bot.-0.32-5.840.030.020.770.03RS2Top1.715.690.080.020.770.08Bot.0.44-5.890.040.030.770.04RS3Top1.485.770.080.030.770.08Bot.2.59-5.470.030.040.770.04RS4Top1.705.680.070.020.770.07Bot.2.14-5.590.030.030.770.03

Shear

So provided:7.00 [cm]So calculated:7.62 [cm]Provided Lo:46.00 [cm]Lo calculated:45.72 [cm]S provided:15.00 [cm]S required:15.24 [cm]Sini provided:0.00 [cm]Sini required:3.81 [cm]

Pos.Axis 22Axis 33Mpr [Ton*m]sup. (+)5.785.80Mpr [Ton*m]sup. (-)5.785.80Mpr [Ton*m]Bot. (+)5.845.85Mpr [Ton*m]Bot. (-)5.845.85Ve [Ton]4.574.56

DirConditionPos.VuVcVs*VnVu/(*Vn)Gob.[Ton][Ton][Ton][Ton]2Ve-D15Top4.577.2816.8918.120.25Bot.4.577.2716.8918.120.253Ve-D15Top4.567.2816.8918.120.25Bot.4.567.2716.8918.120.25

Notes

* Torsion is not considered for design.

* Only columns with rectangular or circular sections are designed.

* Each column is verified considering only the forces at the ends of the member.

* The transverse reinforcement is ordered from bottom to top of the column.

* Ve = Design shear force from member moment capacity (2Mp/L). The contribution of the applied gravity shear force is not considered.

* Required So = Maximum spacing between stirrups considering special or intermediate moment frames in the distanced covered by (Lo).

* Calculated Lo = Minimum calculated length measured from joint face along axis of the member, over which transverse reinforcement must be provided with a spacing So. This length is only required for intermediate and special moment frames. ACI 318-11 21.6.4.1

* Lu = Unsupported length.

* K = Effective length factor.

* Cm = A factor relating actual moment diagram to an equivalent uniform moment diagram.

* Sway = True if column is considered unbraced in its local axis.

* Mc = Factored moment to be used for design. Considers the slenderness effects of the column. Mc = Mu*ns.

* n2 = Amplification factor to account for small P-delta effects (P-).

* Mn = Nominal moment strength.

* Mc/(*Mn) = Strength ratio. The bar graphs indicate the relative ratio of Mc/(*Mn) for each load condition. If a bar is shown in red the ratio is greater than one.

10.4.- ZAPATAS

Design Results

Reinforced Concrete Footings


Global status:OKDesign Code:ACI 318-2011Footing type:SpreadColumn type:Concrete

Geometry

Length:1.00 [m]Width:1.00 [m]Thickness:0.30 [m]Base depth:1.50 [m]Base area:1.00 [m2]Footing volume:0.30 [m3]

Column length:30.48 [cm]Column width:30.48 [cm]

Column location relative to footing g.c.:Centered

MaterialsConcrete, f'c:0.21 [Ton/cm2]Steel, fy:4.22 [Ton/cm2]Concrete type:NormalEpoxy coated:NoConcrete elasticity modulus:219.50 [Ton/cm2]Steel elasticity modulus:2038.89 [Ton/cm2]Unit weight:2.40 [Ton/m3]

SoilModulus of subgrade reaction:3150.00 [Ton/m3]Unit weight (wet):1.75 [Ton/m3]

Footing reinforcementFree cover:8.00 [cm]Maximum Rho/Rho balanced ratio:0.75Bottom reinforcement // to L (xx):8-#3 @ 12.00cmBottom reinforcement // to B (zz):8-#3 @ 12.00cm (Zone 1)

Dowel bar sizeRebar 1:8-#3Free cover:2.50 [cm]Development length calculated:in tensionBars number // to x axis:3Bars number // to z axis:3Stirrups:#3 @ 20.00cmLegs number // to x axis:2Legs number // to z axis:2

Load conditions to be included in designService loads:S1:_S1S2:_S2S3:_S3S4:_S4S5:_S5S6:_S6S7:_S7S8:_S8S9:_S9S10:_S10S11:_S11S12:_S12S13:_S13Design strength loads:D1:_D1D2:_D2D3:_D3D4:_D4D5:_D5D6:_D6D7:_D7D8:_D8D9:_D9D10:_D10D11:_D11D12:_D12D13:_D13D14:_D14D15:_D15D16:_D16RS1:_RS1RS2:_RS2RS3:_RS3RS4:_RS4

Loads

ConditionFootingNodeAxialMxxMzzVxVz[Ton][Ton*m][Ton*m][Ton][Ton]DL1924.64-0.180.040.330.23CV1920.23-0.020.000.020.02Wx192-0.52-0.02-0.01-0.070.04Wz192-0.410.030.00-0.04-0.03SX192-1.190.01-0.05-0.31-0.01SZ192-0.11-0.03-0.01-0.050.03_D11926.49-0.250.060.460.32_D21925.93-0.240.050.420.30_D31925.30-0.230.040.360.30_D41925.36-0.200.050.370.26_D51925.04-0.240.040.330.32_D61925.15-0.190.040.360.24_D71925.27-0.250.040.350.34_D81925.38-0.210.050.380.26_D91924.38-0.21-0.010.080.27_D101925.45-0.250.040.340.30_D111924.61-0.220.000.100.28_D121925.68-0.270.040.360.32_D131923.65-0.180.030.230.25_D141923.76-0.140.030.260.17_D151922.99-0.15-0.02-0.020.20_D161924.06-0.200.030.240.23_RS11924.13-0.22-0.010.060.27_RS21924.89-0.250.020.240.30_RS31926.57-0.210.110.710.27_RS41925.82-0.180.070.530.25_S11924.64-0.180.040.330.23_S21924.87-0.200.040.350.25_S31924.81-0.190.040.340.24_S41924.32-0.190.030.290.25_S51924.39-0.170.040.310.21_S61923.81-0.170.000.110.22_S71924.56-0.200.030.290.25_S81924.01-0.180.010.160.22_S91924.58-0.200.040.300.24_S101922.47-0.120.020.160.16_S111922.54-0.090.020.170.12_S121921.95-0.10-0.01-0.020.13_S131922.70-0.130.020.160.16

RESULTS:

Status:OK

Soil.Foundation interaction

Allowable stress:1.5E04 [kg/m2]Min. safety factor for sliding:1.25Min. safety factor for overturning:1.25

Controlling condition:S2 - 1

ConditionqmeanqmaxmaxArea in compressionOverturningFSFooting[kg/m2][kg/m2][cm][m2](%)FSxFSzslipS2 - 17.69E031.02E040.3231.0010014.2626.1225.96

Bending

Factor :0.90Min rebar ratio:0.00180

Development lengthAxisPos.ldlhdDist1Dist2[cm][cm][cm][cm]zzBot.39.7015.2426.7626.76xxBot.39.7015.2426.7626.76

AxisPos.ConditionMu*MnAsreqAsprovAsreq/AsprovMu/(*Mn)Footing[Ton*m][Ton*m][cm2][cm2]zzTopD1 - 10.000.000.000.000.0000.000zzBot.RS3 - 10.494.505.405.680.9510.108xxTopD1 - 10.000.000.000.000.0000.000xxBot.D1 - 10.494.295.405.680.9510.114

Shear

Factor :0.75Shear area (plane zz):0.22 [m2]Shear area (plane xx):0.21 [m2]

PlaneConditionVuVcVu/(*Vn)Footing[Ton][Ton]xyD1 - 11.1815.840.099yzRS3 - 11.0916.580.088

Punching shear

Perimeter of critical section (b...:2.06 [m]Punching shear area:0.43 [m2]

ColumnConditionVuVcVu/(*Vn)Footing[Ton][Ton]column 1RS3 - 14.8366.820.096

Notes

* Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed.

* The required flexural reinforcement considers at least the minimum reinforcement

* The design bending moment is calculated at the critical sections located at the support faces

* Only rectangular footings with uniform sections and rectangular columns are considered.

* The nominal shear strength is calculated in critical sections located at a distance d from the support face

* The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces

* Transverse reinforcement is not considered in footings

* Values shown in red are not in compliance with a provision of the code

*qprom = Mean compression pressure on soil.

*qmax = Maximum compression pressure on soil.

*max = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus).

* Mn = Nominal moment strength.

* Mu/(*Mn) = Strength ratio.

* Vn = Nominal shear or punchure force (for footings Vn=Vc).

* Vu/(*Vn) = Shear or punching shear strength ratio.

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