memoria de CLCULO

INDICE

1.- ALCANCE.23.- PARAMETROS DE DISEO.24.- MATERIALES55 .- ESTRUCTURACION56.- COMBINACIONES DE CARGA97.- CARGAS:108.- CARGAS PARA SISMO:118.1.- CARGAS DE VIENTO.119.- RESULTADOS DEL ANALISIS:119.1 DESPLAZAMIENTOS LATERALES DE LA ESTRUCTURA. (DISTORSONES)129.2 DEFLEXIONES1310.- DISEO:1410.1.- REVISION DE MUROS1410.2.- REVISION DE VIGAS DE CONCRETO2010.3.- REVISION DE ZAPATAS.2510.4.- REVISION DE LOSA.31

1.- ALCANCE.

Se tiene planeado construir un edifico que tendr la funcin de enfermeria.

El edificio ser de un piso.

La presente memoria revisara la cimentacin los muros 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= 1.5 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 0.30

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 muros de mampostera reforzada, y cubierta de losa maciza de concreto Reforzado.

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 maciza. 240 kg/m2Impermeabilizante 10 kg/m2Teja de barro 50 kg/m2Instalaciones 30 kg/m2TOTAL 330 kg/m2

Ms peso propio de los elementos estructurales, que son considerados automticamente por el programa, en este caso son 55 tons. Carga viva:

8.- CARGAS PARA SISMO:

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

360370.0188.23.857

8.1.- CARGAS DE VIENTO.

9.- RESULTADOS DEL ANALISIS:

Analysis result

9.1 DESPLAZAMIENTOS LATERALES DE LA ESTRUCTURA. (DISTORSONES)

CH2M HILL

Current Date: 6/8/2015 12:27 PMUnits system: MetricFile name: C:\Users\baviles\Desktop\UTILERIAS\x fair\PAV\VRACRUZ\MODELOS\enfermeria.etz\

Analysis result

Story drift nodes

Amplification factor::1.50

In XIn ZNodeHTXTXDriftRatioTZTZDriftRatio[m][cm][cm][cm][cm][cm][cm]SX = Sismo X1754.760.148500.148500.222750.000470.010530.010530.015800.00003SZ = Sismo Z1754.760.016820.016820.025240.000050.191330.191330.287000.00060El ratio Maximo permissible es de 0.006 > 0.00047 OK9.2 DEFLEXIONES

Current Date: 6/8/2015 12:31 PMUnits system: MetricFile name: C:\Users\baviles\Desktop\UTILERIAS\x fair\PAV\VRACRUZ\MODELOS\enfermeria.etz\

Analysis result

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

CONDITION S2=DL+LLMemberDefl. (2) [cm]@(%)Defl. (3) [cm]@(%)1170.16195(L/3240)75.000000.07579(L/6924)62.5000030.04515(< L/10000)75.000000.00779(< L/10000)25.0000040.04038(< L/10000)25.000000.01128(< L/10000)75.0000060.03553(L/5219)75.000000.01040(< L/10000)25.0000070.03899(L/4756)25.000000.01187(< L/10000)37.500001090.60516(L/867)25.000000.07798(L/6729)50.000001100.44641(L/1176)75.000000.12187(L/4306)50.000001120.60328(L/870)25.000000.07953(L/6599)50.000001130.43960(L/1194)75.000000.07906(L/6638)25.000001160.15950(L/3290)25.000000.01042(< L/10000)50.000001190.16878(L/3109)25.000000.02284(< L/10000)87.500001320.34994(L/416)100.000000.01926(L/7554)100.000001350.36329(L/400)100.000000.05165(L/2816)100.000001360.04253(L/8923)12.500000.03298(< L/10000)62.500001370.04012(L/9459)87.500000.03013(< L/10000)37.500001390.24099(L/604)100.000000.04314(L/3372)87.500001400.06221(L/6101)37.500000.01035(< L/10000)50.000001410.05625(L/6747)25.000000.02297(< L/10000)37.500001420.32224(L/451)100.000000.01612(L/9023)100.000001440.31965(L/455)100.000000.01397(< L/10000)100.000001450.03704(< L/10000)62.500000.06921(L/5484)62.500001460.00157(< L/10000)12.500000.03222(< L/10000)62.500001560.11561(L/1673)75.000000.00699(< L/10000)25.000001580.08526(L/5917)75.000000.03739(< L/10000)75.000001630.18535(L/2831)25.000000.01814(< L/10000)37.500001790.03213(L/6020)37.500000.01422(< L/10000)75.000001800.14314(L/3524)62.500000.11511(L/4382)37.500001850.06256(L/3088)25.000000.02457(L/7864)75.000001860.07031(L/2748)25.000000.00820(< L/10000)62.500001881.19798(L/121)100.000000.01763(L/8252)100.000001890.00000(< L/10000)50.000000.00000(< L/10000)50.000001900.04504(< L/10000)75.000000.01740(< L/10000)37.500001910.08532(L/5920)25.000000.00842(< L/10000)62.500001920.29033(L/1309)25.000000.00492(< L/10000)37.500001930.38150(L/353)75.000000.01050(< L/10000)87.500001940.05746(L/6602)12.500000.00150(< L/10000)25.000001950.00000(< L/10000)50.000000.00000(< L/10000)50.000001960.03486(< L/10000)50.000000.00562(< L/10000)50.000001970.01103(< L/10000)62.500000.00984(< L/10000)25.000001980.00573(< L/10000)75.000000.00806(< L/10000)75.000002260.09268(L/1569)62.500000.00459(< L/10000)75.00000

Las deflexiones cumplen L/240

10.- DISEO:

10.1.- REVISION DE MUROS

Current Date: 6/8/2015 12:42 PMUnits system: Metric

Design Results

Masonry wall

GENERAL INFORMATION:

Global status:OK

Design code:TMS 402-11 ASD

Geometry:Total height:3.85 [m]Total length:6.65 [m]Base support type:ContinuousWall bottom restraint:PinnedColumn bottom restraint:PinnedRigidity 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]13.8519.381.42

Load conditions:

IDComb.CategoryDescriptionDLNoDLDead LoadLLNoLLCarga vivaSXNoEQSismo XSZNoEQSismo ZWXNoWINDViento XWZNoWINDViento ZD1Yes1.4DLD2Yes1.2DL+1.6LLD3Yes1.2DL+0.8WXD4Yes1.2DL+0.8WZD5Yes1.2DL+1.6WXD6Yes1.2DL+1.6WZD7Yes1.2DL+LL+1.6WXD8Yes1.2DL+LL+1.6WZD9Yes1.2DL+SXD10Yes1.2DL+SZD11Yes1.2DL+LL+SXD12Yes1.2DL+LL+SZD13Yes0.9DL+1.6WXD14Yes0.9DL+1.6WZD15Yes0.9DL+SXD16Yes0.9DL+SZS1YesDLS2YesDL+LLS3YesDL+0.75LLS4YesDL+0.6WXS5YesDL+0.6WZS6YesDL+0.7SXS7YesDL+0.7SZS8YesDL+0.525SXS9YesDL+0.525SZS10Yes0.6DL+0.6WXS11Yes0.6DL+0.6WZS12Yes0.6DL+0.7SXS13Yes0.6DL+0.7SZrs2Yes1.1DL+1.1LL+0.4SX+1.4SZrs3Yes1.1DL+1.1LL-1.4SX-0.4SZrs4Yes1.1DL+1.1LL+0.4SX-1.4SZ

BEARING WALL DESIGN:

Status:OK

Geometry:

SegmentX CoordinateY CoordinateWidthHeight[m][m][m][m]10.000.006.653.85

Vertical reinforcement:

SegmentBarsSpacingLd[cm][cm]111-#561.0071.33

Results: Combined axial flexure

SegmentConditionPMMaRatio[Ton][Ton*m][Ton*m]1rs4(Top)0.30-2.002.670.75

Interaction diagrams, P vs. M:

Results: Axial compression

SegmentConditionPPaRatio[Ton][Ton]1D1(Bottom)25.72152.320.17

Results: Axial tension

SegmentConditionftFsRatio[Ton/cm2][Ton/cm2]1D1(Top)0.001.410.00

Results: Shear

SegmentConditionfvFvRatio[Ton/cm2][Ton/cm2]1rs4(Max)0.0000.0040.04

SHEAR WALL DESIGN:

Status:OK

Geometry:

SegmentX CoordinateY CoordinateWidthHeight[m][m][m][m]10.000.006.653.85

Reinforcement:Vertical reinforcementHorizontal reinforcementSegmentBarsSpacingLdBarsSpacingLd[cm][cm][cm][cm]111-#561.000.00--0.000.00

Results: Combined axial flexure

SegmentConditionPMMaRatio[Ton][Ton*m][Ton*m]1rs3(Bottom)22.684.95110.510.04

Interaction diagrams, P vs. M:

Results: Axial compression

SegmentConditionPPaRatio[Ton][Ton]1D1(Max)25.75152.490.17

Results: Axial tension

SegmentConditionftFsRatio[Ton/cm2][Ton/cm2]1D1(Top)0.001.410.00

Results: Shear

SegmentConditionfvFvRatio[Ton/cm2][Ton/cm2]1rs3(Top)0.0000.0050.05

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 deflection10.2.- REVISION DE VIGAS DE CONCRETO

Current Date: 6/8/2015 2:22 PMUnits system: Metric

Design Results

Reinforced concrete beams

GENERAL INFORMATION:

Design Code:ACI 318-2011

Load conditions included in the design:D1=1.4DLD2=1.2DL+1.6LLD3=1.2DL+0.8WXD4=1.2DL+0.8WZD5=1.2DL+1.6WXD6=1.2DL+1.6WZD7=1.2DL+LL+1.6WXD8=1.2DL+LL+1.6WZD9=1.2DL+SXD10=1.2DL+SZD11=1.2DL+LL+SXD12=1.2DL+LL+SZD13=0.9DL+1.6WXD14=0.9DL+1.6WZD15=0.9DL+SXD16=0.9DL+SZrs2=1.1DL+1.1LL+0.4SX+1.4SZrs3=1.1DL+1.1LL-1.4SX-0.4SZrs4=1.1DL+1.1LL+0.4SX-1.4SZ

Moment frame:Ordinary

MaterialsConcrete, f'c:0.15 [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

--

Rebar

Free cover:2.00 [cm]

Longitudinal reinforcementGroupQuantityDiameterPosRef. Axis 1Dist1Ref. Axis 2Dist2Hook1Hook2[m][m]12#4Bottom1-0.0820.08YesYes22#4Top1-0.0820.08YesYes

Development and splice lengths

GroupDiameterLdLdhSplice L.Total L[cm][cm][cm][m]1#466.0024.0086.003.842#486.0024.00112.003.84

Transverse reinforcement

SpanDiameterQuantity@LegsClosed[cm]1-2#3408.002Yes

Initial spacing of stirrups:

SpanInitial SSin lim[cm][cm]0-10.099.16

FLEXURE

Span: 1-2Member No: 9

Percentage of moment redistributionSupport A = 0.00%Support B = 0.00%Code specified max Rho:maxtop = 1.11%maxbot= 1.11%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%16.730.001.340.002.400.709.330.04210%16.730.031.430.072.580.769.330.02320%16.730.001.430.002.580.769.330.01430%16.730.001.430.002.580.769.330.00540%16.730.031.430.052.580.769.330.02650%16.730.001.430.002.580.769.330.04760%16.730.031.430.072.580.769.330.02870%16.730.011.430.022.580.769.330.01980%16.730.011.430.012.580.769.330.021090%16.730.031.430.072.580.769.330.0411100%16.730.001.340.002.400.709.330.10C100%16.730.001.340.002.400.709.330.10

Negative bending moments

Stationd[cm]Mu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Dist10%16.73-0.06-1.340.122.400.709.330.04210%16.730.00-1.430.002.580.769.330.02320%16.73-0.01-1.430.022.580.769.330.01430%16.73-0.01-1.430.012.580.769.330.00540%16.730.00-1.430.002.580.769.330.02650%16.73-0.05-1.430.112.580.769.330.04760%16.730.00-1.430.002.580.769.330.02870%16.73-0.01-1.430.012.580.769.330.01980%16.73-0.03-1.430.072.580.769.330.021090%16.73-0.05-1.430.112.580.769.330.0411100%16.73-0.13-1.340.272.400.709.330.10C100%16.73-0.13-1.340.272.400.709.330.10

SHEAR AND TORSION

Span: 1-2Member No: 9

StationStirrupsSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDiamVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#38.008.370.040.380.000.258.832.218.280.03210%#38.008.370.040.380.000.078.832.218.280.01320%#38.008.370.040.380.000.308.832.218.280.04430%#38.008.370.000.380.000.278.832.218.280.03540%#38.008.370.000.380.000.108.832.218.280.01650%#38.008.370.000.380.000.438.832.218.280.05760%#38.008.370.000.380.000.078.832.218.280.01870%#38.008.370.000.380.000.248.832.218.280.03980%#38.008.370.000.380.000.188.832.218.280.021090%#38.008.370.000.380.000.158.832.218.280.0211100%#38.008.370.000.380.000.238.832.218.280.03C25%#38.008.370.000.380.000.468.832.218.280.06

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.* 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.- REVISION DE ZAPATAS.

Current Date: 6/8/2015 2:29 PMUnits system: Metric

Design Results

Reinforced Concrete Footings

GENERAL INFORMATION:

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:0.80 [m]Base area:1.00 [m2]Footing volume:0.30 [m3]

Column length:20.32 [cm]Column width:20.32 [cm]

Column location relative to footing g.c.:Centered

MaterialsConcrete, f'c:0.25 [Ton/cm2]Steel, fy:4.20 [Ton/cm2]Concrete type:NormalEpoxy coated:NoConcrete elasticity modulus:219.36 [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):5-#4 @ 21.00cmBottom reinforcement // to B (zz):5-#4 @ 21.00cm (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:#2 @ 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:_D16rs2:_rs2rs3:_rs3rs4:_rs4

Loads

ConditionFootingNodeAxialMxxMzzVxVz[Ton][Ton*m][Ton*m][Ton][Ton]DL1222.760.000.000.020.25LL1220.020.000.000.000.01WX122-0.120.000.00-0.01-0.06WZ122-0.120.000.00-0.01-0.06SX1220.210.000.000.00-0.03SZ1220.620.000.000.01-0.49_D11223.870.000.000.030.35_D21223.340.000.000.030.31_D31223.220.000.000.020.25_D41223.220.000.000.020.25_D51223.120.000.000.010.20_D61223.120.000.000.010.20_D71223.140.000.000.020.20_D81223.140.000.000.020.20_D91223.530.000.000.030.26_D101223.930.000.000.03-0.19_D111223.540.000.000.030.27_D121223.950.000.000.03-0.18_D131222.290.000.000.010.12_D141222.290.000.000.010.12_D151222.700.000.000.020.19_D161223.100.000.000.03-0.26_rs21224.010.000.000.03-0.42_rs31222.520.000.000.020.53_rs41222.280.000.000.020.95_S11222.760.000.000.020.25_S21222.780.000.000.020.26_S31222.780.000.000.020.26_S41222.690.000.000.020.21_S51222.690.000.000.020.21_S61222.910.000.000.020.22_S71223.200.000.000.03-0.09_S81222.870.000.000.020.23_S91223.090.000.000.03-0.01_S101221.580.000.000.010.11_S111221.580.000.000.010.11_S121221.800.000.000.010.13_S131222.090.000.000.02-0.19

RESULTS:

Status:OK

Soil.Foundation interaction

Allowable stress:2E04 [kg/m2]Min. safety factor for sliding:1.25Min. safety factor for overturning:1.25

Controlling condition:S7 - 1

ConditionqmeanqmaxmaxArea in compressionOverturningFSFooting[kg/m2][kg/m2][cm][m2](%)FSxFSzslipS7 - 14.79E035.01E030.1591.0010085.75299.4339.55

Bending

Factor :0.90Min rebar ratio:0.00200

Development lengthAxisPos.ldlhdDist1Dist2[cm][cm][cm][cm]zzBot.47.3316.5731.8431.84xxBot.47.3316.5731.8431.84

AxisPos.ConditionMu*MnAsreqAsprovAsreq/AsprovMu/(*Mn)Footing[Ton*m][Ton*m][cm2][cm2]zzTopD1 - 10.000.000.000.000.0000.000zzBot.rs2 - 10.325.056.006.450.9300.064xxTopD1 - 10.000.000.000.000.0000.000xxBot.rs2 - 10.364.756.006.450.9300.076

Shear

Factor :0.75Shear area (plane zz):0.21 [m2]Shear area (plane xx):0.20 [m2]

PlaneConditionVuVcVu/(*Vn)Footing[Ton][Ton]xyrs2 - 10.9116.850.072yzrs2 - 10.7517.910.056

Punching shear

Perimeter of critical section (b...:1.64 [m]Punching shear area:0.34 [m2]

ColumnConditionVuVcVu/(*Vn)Footing[Ton][Ton]column 1rs2 - 13.3357.080.078

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.

Diagrams

10.4.- REVISION DE LOSA.

l1 =15

width, in15.727.72167.7215.72l2 =5.24

c1 =8column dimensions

c2 =8

t =4

ds =2.75

ln =14.33

bw =8

Exterior Span Moments (ft-k)Interior Span (ft-k)h =8

% of Mo from Table 16.216.0057.0070.0065.035.0beff =16

Total Moment at .(ft-k)6.7223.9329.3927.2914.69y =3.333

Column Strip Moment6.4822.6227.7825.7913.89Ig =469.3

Beam portion5.5119.2323.6121.9311.81Is =335.4

Column Strip slab0.973.394.173.872.08db =5.5

Middle Strip Moment0.241.311.611.500.81f'c =3

beam Rn=Mu/bd2303.42529.661300.931208.01325.23fy =60

0.005400.01001#NUM!0.032760.00582m =23.53

s =bd, in20.240.88#NUM!1.440.51wD =100

Col Strip slab Rn =110.97387.44475.81441.82237.90wL =120

0.001890.007040.008850.008140.00417wu =312

s - in2 half on each side of beam in col. strip slab0.1110.2990.3760.3460.177Mol =42.0

t =1.62

Mid Strip slab Rn =13.3873.5490.3183.8645.16f1 =4.06

0.000220.001240.001530.001420.00076

s - in2 (half in each middle Strip)0.2260.2260.2260.2260.226f1l2/l1 =1.00

T & S %0.0018

Edge Span

27.44l1 =15

1215.448l2 =5.24

c1 =15

8c2 =15

t =4

8ds =2.75

ln =13.75

bw =8

m17.6517.6517.6517.6517.65h =8

f'c44444beff =12

fy6060606060y =3.6

Exterior Span Moments (ft-k)Interior Span (ft-k)Ig =413.9

% of Mo from Table 16.221.8042.0021.0065.035.0Is =

Total Moment at .(ft-k)4.759.154.5714.157.62db =5.5

Column Strip Moment4.588.644.3213.387.20f'c =4

Beam portion3.897.353.6711.376.12fy =60

Column Strip slab0.691.300.652.011.08m =17.65

Middle Strip Moment0.170.500.250.780.42wD =100

beam Rn=Mu/bd2214.43269.90202.43626.56224.92wL =120

0.003690.004690.003480.011640.00388wu =312

s =bd, in20.160.310.150.510.26Mol =21.8

Col Strip slab Rn =78.42148.0774.04229.16123.39t =1.62

0.001320.002520.001250.003960.00210f1 =3.32

s - in2 half on each side of beam in col. strip slab0.1110.1110.1110.1680.111f1l2/l1 =1.0000

T & S %0.0018

Mid Strip slab Rn =37.15110.4655.23170.9592.05

0.000620.001870.000930.002920.00156

s - in2 (half in each middle Strip)0.060.060.060.060.06

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