Diseño de Anclajes en Hormigon

Las conexiones empernadas que se tienen son las que van a funcionar como anclajes

de las plataformas con las columnas de hormigón armado.

Se va a verificar la capacidad del anclaje se tomó las máximas solicitaciones tanto en

tensión como en flexión, para un tramo de 30cm. En los planos correspondientes se

mostrará en detalle la distribución de los mismos, a continuación se mostrarán las

verificaciones respectivas para los anclajes.

CARGAS PARA DISEÑO

Carga V2 V3 M33 M22 Axial

[Ton] [Ton] [Ton*m] [Ton*m] [Ton]

1 - DL 0.52 0.5 0.11 0.02 1.12

PLACA PARA UNION

CONSIDERACIONES GEOMETRICAS

Dimensiones Unidades Calc. Min. Max. Estado. Referencias

Dimension Longitudinal

Nmin = dc + 2*w = 17.77[cm] + 2*0.635[cm] =

19.04[cm] [cm] 35 19.05 -- OK

Dimension Transversal

Bmin = bc + 2*w = 5.08[cm] + 2*0.635[cm] =

6.35[cm] [cm] 30 6.35 -- OK

Distancia desde el Perno hasta el Borde Tablas J3.4,

Lemin = edmin + C2 = 3.175[cm] + 0[cm] =

3.175[cm] [cm] 4 3.17 -- OK J3.5

VERIFICACIONES

Verificaciones Capacidad Demanda Relacion Referencias

Base de Hormigón

Resistencia a la Tensión 0.12 0.12 1

A2 = ((B/N)*Ncs)*Ncs = ((30[cm]/35[cm])*35[cm])*35[cm] = 1050[cm2] DG1 Sec 3.1.1

A1 = B*N = 30[cm]*35[cm] = 1050[cm2] DG1 Sec 3.1.1

fp, max = f*min(0.85*f'c*(A2/A1)1/2, 1.7*f'c) = 0.65*min(0.85*0.21092[Ton/cm2]*(1)1/2, 1.7*

0.210[Ton/cm2]) = 0.116[Ton/cm2] DG1 3.1.1

Placa para Unión

Fluencia (Interaccion por Flexión) 0.57 0.18 0.32 DG1 Sec 3.1.2,

m = m = 9.0545[cm] DG1 Eq. 3.3.13

n = n = 12.587[cm]

Mpl = max(MpM, MpN) = max(0.0122[Ton*m/m], 0.183823[Ton*m/m]) =

0.183[Ton*m/m]

fMn = f*Fy*tp2/4 = 0.9*2.531[Ton/cm2]*1[cm]2/4 = 0.569[Ton*m/m]

Fluencia (Interacción por Tensión) 0.57 0.47 0.83 DG1 Eq. 3.3.13

MpT = Mstrip/Beff = 0.0479[Ton*m]/10.109[cm] = 0.474[Ton*m/m]

fMn = f*Fy*tp2/4 = 0.9*2.531[Ton/cm2]*1[cm]2/4 = 0.569[Ton*m/m]

ANCLAJES

CONSIDERACIONES GEOMETRICAS

Dimensiones Unidades Calc. Min. Max. Estado. Referencias

Espaciamiento de Anclajes [cm] 27 7.62 -- OK Sec. D.8.1

smin = 4*da = 4*1.905[cm] = 7.62[cm]

Distancia desde el Anclaje hasta el Borde [cm] 11.5 7.62 -- OK Sec. D.7.7.1

ca,min = 3[in]

Longitud Efectiva [cm] 21.24 -- 58.76 OK

VERIFICACIONES

Verificaciones Capacidad

Demanda

Relacion

Referencias

Resistencia del Acero de los Anclajes en Tensión 6.59 0.95 0.14 Eq. D-

3

futa = min(futa, 1.9*fya, 125[ksi]) = min(4.077[Ton/cm2], 1.9*2.531[Ton/cm2], 125[ksi]) =4.077[Ton/cm2]

Sec. D.5.1.2

fNsa = f*n*Ase,N*futa = 0.75*1*2.154[cm2]*4.077[Ton/cm2] = 6.590[Ton]

Eq. D-3

Arrancamiento del Anclaje por Tensión 2.68 0.95 0.35 Eq. D-4,Sec. D.3.3.3

ANc = (ca1Left + ca1Right)*(ca2Top + ca2Bot) = (15[cm] + 15[cm])*(11.5[cm] + 15[cm]) =795[cm2]

Sec. RD.5.2

.1

ANco = 9*hef2 = 9*10[cm]2 = 900[cm2]

Eq. D-6

yed,N = 0.7 + 0.3*ca,min/(1.5*hef) = 0.7 + 0.3*11.5[cm]/(1.5*10[cm]) = 0.93

Sec. D.5.2.5

Nb = kc*l*(fc/(1[psi]))1/2*(hef/(1[in]))1.5[lb] = 24*1*(0.21092[Ton/cm2]/(1[psi]))1/2*(10[cm]/(1[in]))1.5[lb] =

4.657[Ton]

Eq. D-7

Ncb = (ANc/ANco)*yed,N*yc,N*ycp,N*Nb = (795[cm2]/900[cm2])*0.93*1*1*4.657[Ton] = 3.826[Ton]

Eq. D-4

fNcb = f*Ncb = 0.7*3.826[Ton] = 2.678[Ton]

Sec. D.3.3.3

Arrancamiento del Grupo de Anclajes en Tensión 3.47 1.26 0.36 Eq. D-5,Sec. D.3.3.3

ANco = 9*hef2 = 9*10[cm]2 = 900[cm2]

Eq. D-6

ANc = min(ANc, n*ANco) = min(1500[cm2], 2*900[cm2]) = 1500[cm2]

Sec. D.5.2.1

yec,Ny = min(1/(1 + 2*e'N/(3*hef)), 1) = min(1/(1 + 2*6.850[cm]/(3*10[cm])), 1) = 0.686

Eq. D-9

yec,Nx = min(1/(1 + 2*e'N/(3*hef)), 1) = min(1/(1 + 2*0[cm]/(3*10[cm])), 1) = 1

Eq. D-9

yec,N = yec,Nx*yec,Ny = 1*0.686= 0.686

Eq. D-9

Nb = kc*l*(fc/(1[psi]))1/2*(hef/(1[in]))1.5[lb] = 24*1*(0.210[Ton/cm2]/(1[psi]))1/2*(10[cm]/(1[in]))1.5[lb] =

4.657[Ton] Eq. D-

7

Ncbg = (ANc/ANco)*yec,N*yed,N*yc,N*ycp,N*Nb = (1500[cm2]/900[cm2])*0.686*0.93*1*1*4.657[Ton] = 4.956[Ton]

Eq. D-

5

fNcbg = f*Ncbg = 0.7*4.956[Ton] = 3.469[Ton]

Sec. D.3.3.3

Extracción de Anclajes en Tensión 4.98 0.95 0.19 Sec.

D.3.3.3

Np = 8*Abrg*fc = 8*4.219[cm2]*0.210[Ton/cm2] = 7.119[Ton]

Eq D-15,Eq D-16

Npn = yc,P*Np = 1*7.119[Ton] = 7.119[Ton] Eq. D-

14

fNpn = f*Npn = 0.7*7.119[Ton] = 4.983[Ton] Sec.

D.3.3.3

Resistencia de los Anclajes en Cortante 3.43 0.36 0.11 Eq.

D.20

futa = min(futa, 1.9*fya, 125[ksi]) = min(4.077[Ton/cm2], 1.9*2.531[Ton/cm2], 125[ksi]) =4.0777[Ton/cm2]

Sec. D.5.1.2

fVsa = f*0.6*n*Ase,V*futa = 0.65*0.6*1*2.154[cm2]*4.0777[Ton/cm2] = 3.426[Ton]

Eq. D.20

Arrancamiento del Grupo de Anclajes en Cortante 1.91 0.52 0.27

Sec. D.3.3.3

AVco = 4.5*ca12 = 4.5*38.5[cm]2 = 6670.13[cm2]

Eq. D-23

AVc = LVc*min(ha, 1.5*ca1) = 30[cm]*min(60[cm], 1.5*38.5[cm]) = 1732.5[cm2]

Sec. RD.6.2

.1

AVc = min(AVc, n*AVco) = min(1732.5[cm2], 2*6670.13[cm2]) = 1732.5[cm2]

Sec. RD.6.2

.1

yec,V = min(1/(1 + 2*e'V/(3*ca1)), 1) = min(1/(1 + 2*0[cm]/(3*38.5[cm])), 1) = 1

Eq. D-26

yed,V = 0.7 + 0.3*(ca2/(1.5*ca1)) = 0.7 + 0.3*(15[cm]/(1.5*38.5[cm])) = 0.777922

Sec. D.6.2.6

yc,V = 1

Sec. D.6.2.7

yh,V = 1

Eq. D-29

le = min(hef, 8*da) = min(20[cm], 8*1.905[cm]) = 15.24[cm]

Sec. D.6.2.2

Vb = (7*(le/da)0.2*(da/(1[in]))1/2)*l*(fc/(1[psi]))1/2*(ca1/(1[in]))1.5[lb]

=(7*(15.24[cm]/1.905[cm])0.2*(1.905[cm]/(1[in]))1/2)*1*(0.21092[Ton/cm2]/(1[psi]))1/2*(38.5[cm]/(1[in]))1.5[lb] = 13.471356[Ton]

Eq. D-24

Vcbg = (AVc/AVco)*yec,V*yed,V*yc,V*yh,V*Vb = (1732.5[cm2]/6670.13[cm2])*1*0.777922*1*1*13.471356[Ton] =

2.721991[Ton]

Eq. D-22

fNcbg = f*Ncbg = 0.7*2.721991[Ton] = 1.905394[Ton]

Sec. D.3.3.3

Desprendimiento Lateral de Anclaje en Cortante 5.36 0.26 0.05 Eq. D-4,Sec. D.3.3.3

ANc = (ca1Left + ca1Right)*(ca2Top + ca2Bot) = (15[cm] + 15[cm])*(11.5[cm] + 15[cm]) =795[cm2]

Sec. RD.5.2

.1

ANco = 9*hef2 = 9*10[cm]2 = 900[cm2]

Eq. D-6

yed,N = 0.7 + 0.3*ca,min/(1.5*hef) = 0.7 + 0.3*11.5[cm]/(1.5*10[cm]) = 0.93

Sec. D.5.2.5

yc,N = 1

Sec. D.5.2.6

ycp,N = 1

Sec. D.5.2.7

kc = 24

Sec. D.5.2.2

Nb = kc*l*(fc/(1[psi]))1/2*(hef/(1[in]))1.5[lb] = 24*1*(0.21092[Ton/cm2]/(1[psi]))1/2*(10[cm]/(1[in]))1.5[lb] =

4.657842[Ton] Eq. D-

7

Ncb = (ANc/ANco)*yed,N*yc,N*ycp,N*Nb = (795[cm2]/900[cm2])*0.93*1*1*4.657[Ton] = 3.826[Ton]

Eq. D-4

Vcp = kcp*Ncb = 2*3.826[Ton] = 7.652[Ton]

Eq. D-30

fVcp = f*Vcp = 0.7*7.652[Ton] = 5.356[Ton]

Sec. D.3.3.3

Deseprendimiento Lateral del Grupo de Anclajes en Cortante 6.94 0.52 0.07 Eq. D-5,Sec. D.3.3.3

kcp = 2

Sec. D.6.3.1

ANco = 9*hef2 = 9*10[cm]2 = 900[cm2]

Eq. D-6

ANc = min(ANc, n*ANco) = min(1500[cm2], 2*900[cm2]) = 1500[cm2]

Sec. D.5.2.1

yec,Ny = min(1/(1 + 2*e'N/(3*hef)), 1) = min(1/(1 + 2*6.850[cm]/(3*10[cm])), 1) = 0.686

Eq. D-9

yec,Nx = min(1/(1 + 2*e'N/(3*hef)), 1) = min(1/(1 + 2*0[cm]/(3*10[cm])), 1) = 1

Eq. D-9

yec,N = yec,Nx*yec,Ny = 1*0.686 = 0.686

Eq. D-9

yed,N = 0.7 + 0.3*ca,min/(1.5*hef) = 0.7 + 0.3*11.5[cm]/(1.5*10[cm]) = 0.93

Sec. D.5.2.5

yc,N = 1

Sec. D.5.2.6

ycp,N = 1

Sec. D.5.2.7

kc = 24

Sec. D.5.2.2

Nb = kc*l*(fc/(1[psi]))1/2*(hef/(1[in]))1.5[lb] = 24*1*(0.210[Ton/cm2]/(1[psi]))1/2*(10[cm]/(1[in]))1.5[lb] =

4.657[Ton] Eq. D-

7

Ncbg = (ANc/ANco)*yec,N*yed,N*yc,N*ycp,N*Nb = (1500[cm2]/900[cm2])*0.686*0.93*1*1*4.657[Ton] = 4.956[Ton]

Eq. D-

5

Vcpg = kcp*Ncbg = 2*4.956[Ton] = 9.912[Ton]

Eq. D-31

fVcpg = f*Vcpg = 0.7*9.912[Ton] = 6.938[Ton]

Sec. D.3.3.3