26
Cálculo y Diseño Edificios Comerciales Propietario: a Ubicacion: b Ingeniero Proyectista: c Metodo de diseño: Esfuerzos Ultimos Valores estándar de Diseño: - Instituto de Ingeniería de Tailandia (W.s.t.) para edificios de horm - Instituto de Ingeniería de Tailandia (W.s.t.) para edificios de acer - American Concrete Institute (ACI 318-99). Unidades de Diseño: Unidad de longitud. = Metros (m). Peso. = Kilogramos (kg). Esfuerzo = Kilogramos por metro cuadrado (KSC). Flexion = Kg m (kg-m). Momento = Kg m (kg-m). Corte = Kilogramos (kg). Temperatura = Grado Celsius

Diseño en Concreto Reforzado

Embed Size (px)

DESCRIPTION

Elementos de Concreto

Citation preview

CoverClculo y DiseoEdificios ComercialesSolo Introduzca el texto en azul.Propietario:aUbicacion:bIngeniero Proyectista:cMetodo de diseo:Esfuerzos UltimosValores estndar de Diseo:-Instituto de Ingeniera de Tailandia (W.s.t.) para edificios de hormign armado.-Instituto de Ingeniera de Tailandia (W.s.t.) para edificios de acero.-American Concrete Institute (ACI 318-99).Unidades de Diseo:Unidad de longitud.=Metros (m).Peso.=Kilogramos (kg).Esfuerzo=Kilogramos por metro cuadrado (KSC).Flexion=Kg m (kg-m).Momento=Kg m (kg-m).Corte=Kilogramos (kg).Temperatura=Grado Celsius

1Way SlabDeveloped bycase of beamsProject :Edificios ComercialesDate :9/2/12 (B.Eng, MUT 2001)Simply0.071Owner :aSlap No :www.tumcivil.com/excelOne End Continuous0.062Location :bFloor :Both Ends Continuous0.052Cantilever0.131One Way Slab DesignNotas2Constant :Design Parameters :1.Solo llene celdas con letras AzulYeild Stress, fy (ksc)=2,400n = Es/Ec=92. Los Graficos Son sin escalaElastic Modulus of Steel, Es (ksc)=2,040,000k = 1/(1+fs/(n*fc))=0.371Allowable Stress of Steel, fs (ksc)=1,200j = 1-k/3=0.876Comp. Stress of Concrete, fc' (ksc)=210R = 0.5*fc*k*j (ksc)=12.811Av-main0.0090.636Factor=0.375area22areaUnit Weight, (kg/cu.m)=2,4000.6360.009Av-tempAllowable Stress of Concrete, fc (ksc)=78.75Elastic Modulus of Concrete, Ec (ksc)=2.20E+05as-minfactor10.0025Input Data :00.002Case of SlabOne End ContinuousDead Load, DL (kg/m)=24000.0018Clear Span Length, L (m)=1.30Super Imposed DL, SDL (kg/m)=50max1Thickness, t (m)=0.10Live Load, LL (kg/m)=150Concrete Covering (m)=0.03Total Load, W (kg/m)=440As-main2.50Maximum Moment, Mmax (kg-m)=92.95Maximum Shear, Vmax (kg-m)=286as-temp2.50Moment & Shear Analysis :updownEffective Depth, d (m)=0.065s mains-temprb33.185252748846.8071468902Resisting Moment, Mr (kg-m)=541>93Ok3.92975168133.9297516813db16.592626374423.4035734451Resisting Shear, Vc (kg)=2,732>286Ok0.2540.254Reinforcement :min depth0.06Main SteelTemp. SteelMain Bar=RB9Temp. Bar=RB9As-main (sq.cm/m)=1.36As-min and As-temp (sq.cm/m)=2.50Spacing of Main Bar (m)=0.254Spacing of Temp. Bar (m)=0.254bondingupcomparedowncomparedowncompareDB36.87250305422552.00794098913552.007940989135Checking :Rb18.43625152711126.00397049461126.003970494611Min. Thickness (m)=0.10>0.06OkBonding Main (cm)=11.11>4.57Okcase bond2choose1111RB9 @ 0,254 m.Sum O4.574.57RB9 @ 0,254 m.stirrup O11.1111.11t = 0,1 m.L = 1,3 m.Engineer:cLicence:0

&L&8Developed By Jakrapong H. (B.Eng, MUT 2001)&R&8&Z&F &T

2Ways Slabcase of slapcase4shortlongDeveloped by14 edges continuousupdownslopecrealProject :Edificios ComercialesDate :9/2/12 (B.Eng, MUT 2001)21 edge discontinuousxM-disc.0.0410.0450.040.0690.0440.029Owner :aSlap No :www.tumcivil.com/excel32 edge discontinuousupdownNo.-up4M-con.0.0820.090.080.1380.0880.058Location :bFloor :43 edge discontinuous0.70.6No.-down5M+mid.0.0620.0680.060.1040.0660.04454 edge discontinuousTwo Ways Slab DesignNotasConstant :Design Parameters :1.Solo llene celdas con letras AzulShortLongYeild Stress, fy (ksc)=2,400n = Es/Ec=102. Los Graficos Son sin escalam10.90.80.70.60.5all.yshortlongElastic Modulus of Steel, Es (ksc)=2,040,000k = 1/(1+fs/(n*fc))=0.351No.123456updownm-discm-conm+m-discm-conm+Allowable Stress of Steel, fs (ksc)=1,200j = 1-k/3=0.8831M-disc.000000000combo333323Comp. Stress of Concrete, fc' (ksc)=173R = 0.5*fc*k*j (ksc)=10.051M-con.0.0330.040.0480.0550.0630.0830.0330.0550.063setion0.010.010.010.010.0090.010Factor=0.375M+mid.0.0250.030.0360.0410.0470.0620.0250.0410.047textDB10DB10DB10DB10RB9DB10Unit Weight, (kg/cu.m)=2,40002M-disc.0.0210.0240.0270.0310.0350.0420.0210.0310.035area0.7850.7850.7850.7850.6360.785Allowable Stress of Concrete, fc (ksc)=64.8800M-con.0.0410.0480.0550.0620.0690.0850.0410.0620.069Elastic Modulus of Concrete, Ec (ksc)=2.00E+05M+mid.0.0310.0360.0410.0470.0520.0640.0310.0470.052eff. Depth2 Ways SlabA = 3 m.3M-disc.0.0250.0280.0320.0360.0390.0450.0250.0360.039m-discm-conm+m-discm-conm+Input Data :M-con.0.0490.0570.0640.0710.0780.090.0490.0710.078d0.090.090.090.0800.0810.080Case of Slab3 edge discontinuousM+mid.0.0370.0430.0480.0540.0590.0680.0370.0540.059Thickness, t (m)=0.12XXXXXXXXXXXXXXXXXXXXX4M-disc.0.0290.0330.0370.0410.0450.0490.0290.0410.045Concrete Covering (m)=0.025B = 4,8 m.M-con.0.0580.0660.0740.0820.090.0980.0580.0820.09Dead Load, DL (kg/m)=288M+mid.0.0440.050.0560.0620.0680.0740.0440.0620.068Super Imposed DL, SDL (kg/m)=40Short Span, A (m)=3.005M-disc.0.0330.0380.0430.0470.0530.0550.0330.0470.053Live Load, LL (kg/m)=300Long Span, B (m)=4.80M-con.000000000Total Load, W (kg/m)=628Ratio m = A/B=0.63M+mid.0.050.0570.0640.0720.080.0830.050.0720.08Moment Analysis :as-minfactorspacingCoeff.M=Cws2 (kg-m)d (m)As (sq.cm/m)Mr (kg-m)Select BARSspacing10.0025Short Span00.002shortlongM-disc.0.044248.690.0902.61814.13DB10 @ 0,3 m.shortlong00.0018m-discm-conm+m-discm-conm+M-con.0.088497.380.0905.22814.13DB10 @ 0,15 m.As(max)5.223.87max1strip1.21.22.40.750.751.5M+0.066373.030.0903.91814.13DB10 @ 0,201 m.Strip2.41.5As2.615.223.911.933.872.93Long SpanAs/strip12.5285.805d-short0.09As/Strip3.1326.2649.3841.44752.90254.395M-disc.0.029163.910.0801.93643.26DB10 @ 0,3 m.n15.95114501649.1248834039d-long0.08n3.98778625417.975572508211.94807988781.8430142414.5624417025.5958877991M-con.0.058327.820.0803.87643.26RB9 @ 0,164 m.Spacing0.150.164spacing0.30091883660.15045941830.20086909550.40694205360.16438566210.2680539807M+0.044248.690.0802.93643.26DB10 @ 0,268 m.s -min0.300s-min0.3use0.150.164use0.30.1500.2010.3000.1640.268Checking :Shearing :Min. Thickness (m)=0.12>0.087OkVA = WS/3 (kg/m)=628VB = (WS/3)*((3-m^2)/2) (kg/m)=817DB10 @ 0,3 m.DB10 @ 0,3 m.DB10 @ 0,15 m.DB10 @ 0,201 m.RB9 @ 0,164 m.DB10 @ 0,268 m.Engineer:cLicence:0

&L&8Developed By Jakrapong H. (B.Eng, MUT 2001)&R&8&Z&F &T

BeamAreaDeveloped bybardia(stirrup)shear barsteel listdiaareaPlot BeamStirrupplot Bar1and23and4Project :Edificios ComercialesDate :9/2/12 (B.Eng, MUT 2001)0.006RB60.283RB60.283indexxyxyx/bar 1stx/bar 2stx/bar 3stx/bar 4stx/bar 5stx/bar 6stOwner :aBeam No :www.tumcivil.com/excel10.009RB90.636RB910.6361RB120.0121.131xy1-0.075-0.225clear leng0.11250.41250.1125000.037500Location :bFloor :20.01DB100.785DB1020.7852DB120.01201.1311-0.1-0.25020.075-0.225X-0.056-0.056-0.05625-0.05625-0.05625-0.05625-0.05625-0.05625-0.05625-0.05625layer 5add layer30.012RB121.131RB1231.1313RB150.0151.76720.10-0.25030.0750.225layersum barmaxplot y-0.056-0.056-0.056250-0.05625-0.05625-0.05625-0.05625-0.05625-0.05625-0.05625layer 6Beam Section DesignNotas40.0120DB121.131DB1241.1314DB160.01602.01130.100.2504-0.0750.225122-0.0560.0560.056250.056250.056250.056250.056250.056250.056250.056251Constant :Input Data :1.Solo llene celdas con letras Azul50.015RB151.767RB1551.7675RB190.01902.8354-0.100.2505-0.075-0.225200-0.056-0.056-0.05625-0.05625-0.05625-0.05625-0.05625-0.05625-0.05625-0.056252Yeild Stress,fy (ksc)=4,000Case of BeamOne End Continuous2. Los Graficos Son sin escala60.0160DB162.011316DB200.02003.1425-0.1-0.250300-0.056-0.056-0.05625-0.05625-0.05625-0.05625-0.05625-0.05625-0.05625-0.056253Elastic Modulus of Steel, Es (ksc)=2,040,000Width, B (m)=0.2070.0190RB192.8357DB250.02504.909444-0.056-0.0190.0187500.0562500.0562500.0562500.0562500.0562500.0562500.0562504Allowable Stress of Steel, fs (ksc)=1,700Depth, D (m)=0.5080.0200DB203.142scale+-8DB280.02806.158500Comp. Stress of Concrete, fc' (ksc)=210Clear Span Length, L (m)=4.1090.0250DB254.90910.10-0.109DB320.03208.042conclusionmin1min2600Y0.2060.2060.2060.2060.2060.2060.2060.2060.2060.2061Factor=0.375Centroil of Bars, d' (m)=0.041100.0280DB286.15820.25-0.251-DB12000.012020sp0.04545454550.2060.2060.2060.2060.2060.2060.2060.2060.2060.2062Unit Weight, (kg/cu.m)=2,400Effective Depth, d (m)=0.4590.0320DB328.04220.0000000000.01875-0.206-0.206-0.206-0.206-0.206-0.206-0.206-0.206-0.206-0.2063Allowable Stress of Concrete, fc (ksc)=78.75Concrete Covering (m)=0.02530.000000000-0.206-0.206-0.206-0.206-0.206-0.206-0.206-0.206-0.206-0.2064Elastic Modulus of Concrete, Ec (ksc)=2.20E+05Maximum Moment, Mmax (kg-m)=9004-DB12+-RB120.0120.012310.2060.2060.2060.2060.2060.2060.2060.2060.2060.206layer 5sDB10bar1bar2-0.206-0.206-0.206-0.206-0.206-0.206-0.206-0.206-0.206-0.206layer 6Design Parameters :Compression AreaCentroil (m) = 0,041D R A W I N G50000000n = Es/Ec=9choose steel & bar60000000centroilk = 1/(1+fs/(n*fc))=0.2941 st2ndspacingshear & Torsion(stirrup)j = 1-k/3=0.90210barnumbarnum1st diaBar12 nd diaBAR 2sbarspacingvaluecombo Avselectlayerdistance1distance2(A*l)_1(A*l)_2sum_AcentroilR = 0.5*fc*k*j (ksc)=10.44920doubletextAs'1.13097335532001layer0.01220010.600110.60.293857.89431737061.57030.0720.072004.520.04130Area of mild steel100002 layer0000131130.79510575.9516631365dia40.0410.0410.13910972270.0463699076Checking :30As1As2As'2As00003 layer0000131131.3217560.07068596250.0160.0720.07200Minimum Depth=0.50>0.23Ok206.26-4.93-7.9831.130973355331.130973355314 layer0.01230.01218.232.73333333331.25(1.32)21950.0883574531Narrow Beam=30>8.20Ok104not shearV'0.00minimun3.213Deep Beams=0.80>0.12OkTension AreaCentroil (m) = 0,041layer 5&6barnumbarnumspacing1st diaBar12 nd diaBAR 2sbarspacingAv (req)0.0000000Beam Dim.0,2 x 0,5 m.As'0000000013113case select stirrupcentroildistance1distance2(A*l)_1(A*l)_2sum_AcentroilMoment Analysis :1' st Layer2-DB12As00000000131131110.0410.0350.092739815102.260.041Mr (kg-m)=4,403>900Single.2' nd LayerSelect BARS2020.0720.072003' rd Layer1st Diameter2nd Diametertorsion3+050.0720.07200As' (sq.cm)RequiredProvidedSpacing (cm)3 rd Layer1' st Layer0.002.2610.602 nd Layercase of beamscheck case of steel2' nd Layer-1 st Layer3-DB12 + 1-RB12Simply0.261Ms'995.891case 1.1case2case 33' rd Layer-Stirrup1-DB10 @ 0,3 m.One End Continuous0.232Ms1991.791find zAs (sq.cm)RequiredProvidedSpacing (cm)Both Ends Continuous0.202bdsum (d)z.29-.7950Avt0Av+Avt0.0000003 rd Layer3.214.52-Cantilever0.521case1 st layer11.820.941.826.8.795-1.320s (cm)0s (cm)0.002 nd Layer-Engineer:c21Under Reinforcement4 th layer11.820.9no shear31 st Layer2.73License:02Balance ReinforcementShear & Torsion Analysis :3Over Reinforcementfind AcYeild Stress of Stirrup,fy (ksc)=2,400Maximum Shear,Vmax (kg)=1,600b1t1Accase of rcchoose casearea As's (cms(max)Factor=0.5Maximum Torsion,Mt (kg-m)=0Special steel.1' st Layer13.0043559s00.7950.0022.95052.3333333333Allowable Stress of Steel,fv (ksc)=1,200Stirrup Steel TypeDB10x1Bar2' nd Layerd0sins+t01.320.0011.47552.33333333333' rd Layercombo refAs torsion(corner)s+t1doubd+t-7.98no shear52.333333333330Vc (kg)Vt (kg)V' (kg)Av/s (sq.cm)At/s (sq.cm)Asc (sq.cm)Spacing (m)3 rd Layerarea of steel (provide)1st dia2nd dia0d+t13,8580.0000.000.000.000.3002 nd Layer1st dia2st diasum1layer33111 st LayerAs'2.260.002.262 layer1111sum(xy)20000Vt0.00max1FBDSFDD I A G R A M0.000.003 layer1111As0.000.004.524 layer3422nostirrup33.391.13spacing(1)30s (final)0.300As'0.000.00combo ref1st dia2nd diaAs005layer11116 layer1111BMD

&L&8Developed By Jakrapong H. (B.Eng, MUT 2001)&R&8&Z&F &TAs=Tension Bars+Torsion BarsAs'=Compressive Bars+Torsion Bars Vmax-VcArea Area ()Area ()

Beam

coverscale+stirrupscale-bar1bar4bar2bar3bar5bar6

Bi-axial ColumnDeveloped byProject :Edificios ComercialesDate :9/2/12 (B.Eng, MUT 2001)Owner :aCol. No :www.tumcivil.com/excelLocation :bFloor :+fa37.5000kscMsx13,358.57kg-mebx21.0500cmebx21.0516D main0.32Bi-axial Column DesignNotasn9Msy9,425.68kg-meby15.3400cmeby15.3448D stirrup0.29Constant :D R A W I N G1.Solo llene celdas con letras Azulm22.41(1/pa-1/p0)0.0000026904Pbx44234.0000min b&T0.30Yeild Stress, fy (ksc)=4,0002. Los Graficos Son sin escalaAg1200eax3.590cmPby43245.0000usemin0.29Elastic Modulus of Steel, Es (ksc)=2,040,000Pa104827.44kgeay2.540cmMbx9311.2570Comp. Stress of Concrete, fc' (ksc)=210Fa121.670kscMax3763.31kg-mMby6633.7830ebx14.61Allowable Stress of Steel, fs (ksc)=1,600Po146004.00kgMay2662.62kg-mB-2y17.8000eby14.42Elastic Modulus of Concrete, Ec (ksc)=2.20E+05fbx14.150kscB-y23.900cmT-2y15.6000fby15.040kscT-y32.80cmMox4704.8500Input :Fb94.5kscMoy5368.3500Bx (m)=0.30Column Dimension=0,3 x 0,4 m.ex4.44Ty (m)=0.40Main Bars=12 - DB20 mm.ey3.3333333333Column Length, L (m)=3.00Stirrup=RB6 mm. @ 0,288m.Column Load, Pcol (kg)=45,000Moment X, Mx (kg-m)=2,000 inertiapoint y2point x2sum ad^23.79940E-060.0000018456Moment Y, My (kg-m)=1,500B-c=x0.250T-c=y0.350 y2 x2x dist0.33000y dist0.2300Main Bars Steel Type :DB20x12Barsx0.0766666667y0.11find 0x0find 0y0Inertia x282,721.00Inertia y149,614.00Stirrup Steel Type :RB6Pg = 3,142%x/20.0255555556y-0.1128205128type16type16Use Bars along x-AxisMax=10=4Barsmatch x0match y0Use Bars along y-AxisMax=10=4Bars xInteraction DiagramInteraction DiagramConcrete Covering, c (m)=0.025max=1012345678910X-AxisData 1y-AxisData 1x-0.11500-0.03830.038330.115000.115000.115000.115000.115000.115000.11500xyxySolve:y--0.16500-0.16500-0.16500-0.16500-0.16500-0.16500-0.16500-0.16500-0.16500-0.1650000104827.44Pa00104827.44PaRatio L/r=10.00y+0.165000.165000.165000.165000.165000.165000.165000.165000.165000.16500Max3763.31104827.44PaMay2662.62104827.44PaType of Column=Short Col.0.000001850.000001850.000016610.00001661Mbx9311.257044234.0000PbxMby6633.783043245.0000Pby yMox5368.350000Moy5368.350000Case 1 : e= Dp=0.30OK0.30D2 (m)D2 >= 3Dp=0.78=0.80OK0.80Bottom of Footing, L (m)=1.50Thickness, T (m)min >=0.4=0.55OKColumn Dimension, Wc x Lc (m)0.25x0.253 # 6-DB16 mm.Concrete Covering (m)=0.05Axial Load, P (kg)=75,000% Weight of Soil , Footing, Etc.=15%0.951.50Total Load, Pn (kg)=86,2503Can use Footing x 3 Piles=TRUE0.55Checking:Pile Diameter = 0,26 m.Load to PilePa =26,2910.58mOK606Vp =4.72796.20OkShear (kg)=4,370.60>1,066.23OkBonding Main (cm)=16.64>4.55OkMin Thickness (m)=0.14>0.120OkEngineer:cLicence:0

SFC1375.72-1159.44

SFC

Referencias.1El diseo de la estructura de ranura.RC_2003.5.0507WSD por el Prof. Dr. Cho revista Can.Gracias2El diseo de la estructura de ranura.Gracias a los maestros. University of Technology.Por WSD Dr.Sataporn coche Bhopal.Dotar de conocimientos. En ingeniera civil as.3Diseo de edificios de hormign armado.Las ecuaciones se ha fundido.Gracias a los Panas que me inspiran.4Los cimientos sobre pilotes tres www.tumcivil.com.Comenzar a desarrollar este Spreedsheet.Las ecuaciones se ha fundido.Por ltimo, quiero sealar a los ProfesoresFecha: 27/04/2007Almacene en uso necesidades.History1. Rellene slo azul.R1 = 3/04/20032. Los usuarios deben verificar la exactitud de la informacin antes de utilizarla.R2 = 12/08/20033. Un error que surge de la utilizacin de este Spreedsheet tanto directa como indirectamente.R3 = 25/11/2003 El autor no se hace responsable de cualquier tema que usted puede considerar.R4 = 23/03/2005 Con el debido cuidado y precisin que Spreedsheet antes de su uso.R5 = 25/05/2007e-mail:[email protected]

[email protected]

MBD0005801F.unknown

MBD000F39E5.vsd

MBD015F115D.unknown

MBD00158A4F.vsdt

S

h

MBD0005AD03.unknown

MBD00075C16.unknown

MBD00024703.unknown

MBD00045765.unknown

MBD0002E4F9.vsd

MBD00012DDE.vsd

MBD000145EE.vsd

MBD00004EB6.unknown