memoria de CLCULO

INDICE

1.- ALCANCE.23.- PARAMETROS DE DISEO.24.- MATERIALES55 .- 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)139.2 DEFLEXIONES EN VIGAS Y ARMADURAS1510.- DISEO:1710.1.- REVISION DE MUROS1710.2.- REVISION DE ARMADURAS DE ACERO2510.3.- REVISION DE ZAPATAS.27

1.- ALCANCE.

Se tiene planeado construir un edifico que tendr la funcin de Restaurant, adems de contar con un rea de cocina.

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= 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 0.30

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 losacero, soportadas por armaduras de acero.

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

Losacero incluye lmina. 200 kg/m2Impermeabilizante 10 kg/m2Teja de Barro recocido 50 kg/m2Rellenos 50 kg/m2Instalaciones 30 kg/m2TOTAL 340 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)

650360.02083.845

8.1.- CARGAS DE VIENTO.

9.- RESULTADOS DEL ANALISIS:

Analysis result

9.1 DESPLAZAMIENTOS LATERALES DE LA ESTRUCTURA. (DISTORSONES)

CH2M HILL

Current Date: 6/9/2015 2:49 PMUnits system: MetricFile name: C:\Users\baviles\Desktop\UTILERIAS\x fair\PAV\VRACRUZ\MODELOS\RESTAURANT CON AMPLIACION.etz\

Analysis result

Story drift nodes

Amplification factor::2.00

In XIn ZNodeHTXTXDriftRatioTZTZDriftRatio[m][cm][cm][cm][cm][cm][cm]SX = Sismo en X4295.450.035380.035380.070750.000130.004860.004860.009730.00002Sz = Sismo en Z4295.450.005240.005240.010490.000020.057310.057310.114630.00021

El ratio Maximo permissible es de 0.006 > 0.0002 OK

9.2 DEFLEXIONES EN VIGAS Y ARMADURAS

Current Date: 6/9/2015 3:06 PMUnits system: MetricFile name: C:\Users\baviles\Desktop\UTILERIAS\x fair\PAV\VRACRUZ\MODELOS\RESTAURANT CON AMPLIACION.etz\

Analysis result

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

CONDITION S2=CM+CVMemberDefl. (2) [cm]@(%)Defl. (3) [cm]@(%)4630.06101(L/2680)50.000000.00000(< L/10000)100.0000060.00780(< L/10000)25.000000.00000(< L/10000)100.00000100.01967(L/7624)50.000000.01830(L/8196)62.50000120.01005(< L/10000)25.000000.00000(< L/10000)100.00000170.09615(L/2439)62.500000.00000(< L/10000)100.00000190.06439(L/2653)25.000000.01695(< L/10000)62.50000250.00238(< L/10000)25.000000.00000(< L/10000)100.00000260.00566(< L/10000)75.000000.00000(< L/10000)100.00000370.00517(< L/10000)37.500000.00000(< L/10000)100.00000380.00449(< L/10000)62.500000.00000(< L/10000)100.00000390.00244(< L/10000)25.000000.00000(< L/10000)100.00000400.00661(< L/10000)50.000000.00000(< L/10000)100.00000410.03541(L/5768)75.000000.00000(< L/10000)100.000001040.03331(L/5494)62.500000.00000(< L/10000)100.000001080.02049(L/7320)50.000000.00514(< L/10000)62.500001100.10321(L/2199)50.000000.00000(< L/10000)100.000001150.03576(L/6558)62.500000.00000(< L/10000)100.000001220.01113(< L/10000)62.500000.00000(< L/10000)100.000001230.01563(< L/10000)75.000000.00000(< L/10000)100.000001340.03038(L/5085)50.000000.00000(< L/10000)100.000001350.04313(L/3913)50.000000.00000(< L/10000)100.000001360.05583(L/6045)75.000000.00000(< L/10000)100.000001380.00598(< L/10000)25.000000.00000(< L/10000)100.000001580.02798(L/5472)50.000000.00000(< L/10000)100.000001590.03397(L/4812)50.000000.00232(< L/10000)50.000001630.04745(L/3446)50.000000.00232(< L/10000)50.000001640.02281(L/6713)50.000000.00000(< L/10000)100.000001670.03329(L/4911)50.000000.00232(< L/10000)50.000001690.04918(L/3324)50.000000.00232(< L/10000)50.000001790.02407(L/6361)50.000000.00000(< L/10000)100.000001800.02831(L/5410)50.000000.00000(< L/10000)100.000001810.01124(< L/10000)37.500000.00000(< L/10000)100.000001850.03898(L/3928)50.000000.00000(< L/10000)100.000001860.03436(L/4457)50.000000.00000(< L/10000)100.000001870.04317(L/3547)50.000000.00000(< L/10000)100.000002350.02308(L/5904)50.000000.00000(< L/10000)100.000002370.08971(L/1707)50.000000.00000(< L/10000)100.000002390.02151(L/7118)62.500000.00000(< L/10000)100.000002420.00892(< L/10000)62.500000.00000(< L/10000)100.000002450.05569(L/3196)37.500000.00000(< L/10000)100.000002620.04294(L/4146)50.000000.00000(< L/10000)100.00000Podemos apreciar que todas las deflexiones cumplen L/240

10.- DISEO:

10.1.- REVISION DE MUROS

CH2M HILL

Current Date: 6/9/2015 3:12 PMUnits system: Metric

Design Results

Masonry wall

GENERAL INFORMATION:

Global status:OK

Design code:TMS 402-11 ASD

Geometry:Total height:3.80 [m]Total length:2.27 [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]13.8019.381.42

Load conditions:

IDComb.CategoryDescriptionCMNoDLCarga MuertaCVNoLLCarga VivaSXNoEQSismo en XSzNoEQSismo en ZVxNoWINDViento en xVzNoWINDViento en zD1Yes1.4CMD2Yes1.2CM+1.6CVD3Yes1.2CM+0.5VxD4Yes1.2CM+0.5VzD5Yes1.2CM+VxD6Yes1.2CM+VzD7Yes1.2CM+CV+VxD8Yes1.2CM+CV+VzD9Yes1.2CM+SXD10Yes1.2CM+SzD11Yes1.2CM+CV+SXD12Yes1.2CM+CV+SzD13Yes0.9CM+VxD14Yes0.9CM+VzD15Yes0.9CM+SXD16Yes0.9CM+SzS1YesCMS2YesCM+CVS3YesCM+0.75CVS4YesCM+0.6VxS5YesCM+0.6VzS6YesCM+0.7SXS7YesCM+0.7SzS8YesCM+0.525SXS9YesCM+0.525SzS10Yes0.6CM+0.6VxS11Yes0.6CM+0.6VzS12Yes0.6CM+0.7SXS13Yes0.6CM+0.7Sz

BEARING WALL DESIGN:

Status:OK

Geometry:

SegmentX CoordinateY CoordinateWidthHeight[m][m][m][m]10.000.002.273.80

Vertical reinforcement:

SegmentBarsSpacingLd[cm][cm]14-#461.0045.65

Results: Combined axial flexure

SegmentConditionPMMaRatio[Ton][Ton*m][Ton*m]1D12(Top)-0.29-0.300.570.53

Interaction diagrams, P vs. M:

Results: Axial compression

SegmentConditionPPaRatio[Ton][Ton]1D12(Bottom)10.9152.340.21

Results: Axial tension

SegmentConditionftFsRatio[Ton/cm2][Ton/cm2]1D2(Top)0.221.410.16

Results: Shear

SegmentConditionfvFvRatio[Ton/cm2][Ton/cm2]1D2(Top)0.0010.0030.34

SHEAR WALL DESIGN:

Status:OK

Geometry:

SegmentX CoordinateY CoordinateWidthHeight[m][m][m][m]10.000.002.273.80

Reinforcement:Vertical reinforcementHorizontal reinforcementSegmentBarsSpacingLdBarsSpacingLd[cm][cm][cm][cm]14-#461.000.00--0.000.00

Results: Combined axial flexure

SegmentConditionPMMaRatio[Ton][Ton*m][Ton*m]1D2(Top)-1.05-3.465.000.69

Interaction diagrams, P vs. M:

Results: Axial compression

SegmentConditionPPaRatio[Ton][Ton]1D12(Bottom)10.9153.580.20

Results: Axial tension

SegmentConditionftFsRatio[Ton/cm2][Ton/cm2]1D2(Top)0.201.410.14

Results: Shear

SegmentConditionfvFvRatio[Ton/cm2][Ton/cm2]1D2(Top)0.0010.0030.19

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.- REVISION DE ARMADURAS DE ACERO

CH2M HILL

Current Date: 6/9/2015 3:22 PMUnits system: MetricFile name: C:\Users\baviles\Desktop\UTILERIAS\x fair\PAV\VRACRUZ\MODELOS\RESTAURANT CON AMPLIACION.etz\

Steel Code CheckReport: Summary - Group by description

Load conditions to be included in design :D1=1.4CMD2=1.2CM+1.6CVD3=1.2CM+0.5VxD4=1.2CM+0.5VzD5=1.2CM+VxD6=1.2CM+VzD7=1.2CM+CV+VxD8=1.2CM+CV+VzD9=1.2CM+SXD10=1.2CM+SzD11=1.2CM+CV+SXD12=1.2CM+CV+SzD13=0.9CM+VxD14=0.9CM+VzD15=0.9CM+SXD16=0.9CM+SzRS1=1.1CM+1.1CV+SX+0.3SzRS2=1.1CM+1.1CV+0.3SX+SzRS3=1.1CM+1.1CV-SX-0.3SzRS4=1.1CM+1.1CV-0.3SX-Sz

DescriptionSectionMemberCtrl Eq.RatioStatusReferenceHSS_SQR 3X3X1_4795D2 at 0.00%0.26OKEq. H1-1bCI-1410D2 at 100.00%0.56OKEq. H1-1aCS-1717D2 at 100.00%0.89OKEq. H1-1bD-1HSS_SQR 2-1_4X2-1_4X1_4416D2 at 0.00%0.85OKEq. H1-1aL-1W 8X21355D2 at 100.00%0.60OKSec. F1L-2W 10X22352D2 at 0.00%0.83OKSec. F1M-1HSS_SQR 2-1_2X2-1_2X1_413D2 at 0.00%0.67OKEq. H1-1aTM-1W 10X17445D12 at 100.00%0.06OKEq. H1-1bTV-1590D12 at 0.00%0.86OKEq. H1-1aVF-1W 6X15285D2 at 50.00%0.14OKEq. H1-1b

Todas las relaciones de esfuerzos son menores a 1

10.3.- REVISION DE ZAPATAS.

Del mdulo de zapatas.

Design Results

Reinforced Concrete Footings

GENERAL INFORMATION:

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

Geometry

Length:1.60 [m]Width:1.60 [m]Thickness:0.30 [m]Base depth:1.50 [m]Base area:2.56 [m2]Footing volume:0.77 [m3]

Column length:25.40 [cm]Column width:25.40 [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-#5 @ 36.00cmBottom reinforcement // to B (zz):5-#5 @ 36.00cm (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:_D16

Loads

ConditionFootingNodeAxialMxxMzzVxVz[Ton][Ton*m][Ton*m][Ton][Ton]CM113.810.000.000.310.11CV110.150.000.000.030.03Vx110.000.000.000.000.00Vz110.000.000.000.000.00SX11-1.660.000.00-0.310.03Sz11-0.010.000.000.000.25_D1115.340.000.000.430.16_D2114.820.000.000.420.18_D3114.570.000.000.370.13_D4114.570.000.000.370.13_D5114.570.000.000.370.13_D6114.570.000.000.370.13_D7114.730.000.000.400.16_D8114.730.000.000.400.16_D9112.910.000.000.060.17_D10114.560.000.000.370.38_D11113.060.000.000.090.20_D12114.710.000.000.400.41_D13113.430.000.000.280.10_D14113.430.000.000.280.10_D15111.760.000.00-0.030.14_D16113.420.000.000.280.35_S1113.810.000.000.310.11_S2113.960.000.000.340.14_S3113.930.000.000.330.13_S4113.810.000.000.310.11_S5113.810.000.000.310.11_S6112.640.000.000.090.14_S7113.800.000.000.310.29_S8112.940.000.000.140.13_S9113.800.000.000.310.24_S10112.290.000.000.180.07_S11112.290.000.000.180.07_S12111.120.000.00-0.030.09_S13112.280.000.000.180.24

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 - 14.37E034.58E030.1452.56100215.3787.4044.54

Bending

Factor :0.90Min rebar ratio:0.00200

Development lengthAxisPos.ldlhdDist1Dist2[cm][cm][cm][cm]zzBot.61.0721.3759.3059.30xxBot.61.0721.3759.3059.30

AxisPos.ConditionMu*MnAsreqAsprovAsreq/AsprovMu/(*Mn)Footing[Ton*m][Ton*m][cm2][cm2]zzTopD1 - 10.000.000.000.000.0000.000zzBot.D1 - 10.807.789.6010.000.9600.103xxTopD1 - 10.000.000.000.000.0000.000xxBot.D1 - 10.777.189.6010.000.9600.108

Shear

Factor :0.75Shear area (plane zz):0.34 [m2]Shear area (plane xx):0.31 [m2]

PlaneConditionVuVcVu/(*Vn)Footing[Ton][Ton]xyD1 - 11.6326.320.082yzD1 - 11.6428.450.077

Punching shear

Perimeter of critical section (b...:1.83 [m]Punching shear area:0.37 [m2]

ColumnConditionVuVcVu/(*Vn)Footing[Ton][Ton]column 1D1 - 14.9062.730.104

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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