Diagrama de Interaccion columna cruz o tee
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Transcript of Diagrama de Interaccion columna cruz o tee
DATOS HOJA PARA SECCIONES DE TIPO
Es(kg/cm2) 2000000 COMPRESION PURA(carga concentrica)fy(kg/cm2) 4200 Ø=0.8f'c(kg/cm2) 210 Po= 0.85f'c*(Ag-As)+(As*fy)Largo(cm) 22 25 0 Ac(cm2)= 1584base (cm) 47 22 0 As(cm2)= 34.202755
d(cm) 41.09 Po(Tn) 420.29038cb 24.170588 Pn max(Tn)= 336.2323ab 20.545β= 0.85
d(pulgadas)
0.75
Cc
d1(cm) = 5.91 As1 2
d2(cm) = 18.41 As2 2
d3(cm) = 30.91 As3 4
d4(cm) = 0 As4 0
d5(cm) = 0 As5 0
du(cm) = 41.09 As6 4
M(crto) (Tn) 5417.2965
M(As)(Tn) 3858.634407
area(cm2) 1584
CENTRO PLASTICO
yp (cm) = 22.07
CENTROIDE CONCRETO COMPRIMIDO
ycentro (cm) 10.2725
HOJA PARA SECCIONES DE TIPO
COMPRESION PURA(carga concentrica)
0.85f'c*(Ag-As)+(As*fy)
d(pulgadas) FALLA BALANCEADA0 area(cm2) Ɛ f FUERZA dist (cm) Mnto(Tn)
965.615 178.5 172.36228 11.80 20.3349410 5.7004591 0.0022665 4200 23.941928 16.160291 3.86908530 5.7004591 0.000715 1429.983 8.1515595 3.6602909 0.29837080 11.400918 0.0008365 1672.9618 -19.0733 -8.839709 1.68602430 0 0.003 4200 0 22.070291 00 0 0.003 4200 0 22.070291 00 11.400918 0.0021 4200 -47.88386 -19.01971 9.1073703
FALLA BALANCEADA
Pnb (Tn) = 137.49861Mnb (Tn) = 35.295792
20
PARA C<Cb FLUENCIA - FALLA DUCTIL
c(cm) = 20 Ar Cc(cm2) 799a(cm) = 17 Yc(cm) = 8.5
PUNTO DE FLUENCIAƐ f FUERZA dist(cm) Mnto(Tn)
178.5 142.6215 13.570291 19.3541520.0021135 4200 23.9419284 16.160291 3.86908530.0002385 477 2.71911901 3.6602909 0.09952770.0016365 3273 -37.315206 -8.839709 3.2985556
0.003 4200 0 22.070291 00.003 4200 0 22.070291 0
0.0031635 4200 -47.883857 -19.01971 9.1073703
PUNTO DE FLUENCIA O FALLA A TRACCION
Pn(Tn) = 84.0834851Mn(Tn) = 35.7286912
12 29.998486692 -11.1068878 24.558957168 -53.7255724 15.635033714 -107.51716
0.5 9.3740821752 -140.08603
0 5 10 15 20 25 30 35 400
50
100
150
200
250
300
350
400
450
Curva Nominal
Curva de Diseño
Falla Bal-anceada
Pn
oPn
Cargas Piso 2
Cargas Piso 1
Mu(Ton-m)
Pu(Tn)
0 5 10 15 20 25 30 35 400
50
100
150
200
250
300
350
400
450
Curva Nominal
Curva de Diseño
Falla Bal-anceada
Pn
oPn
Cargas Piso 2
Cargas Piso 1
Mu(Ton-m)
Pu(Tn)
PARA C>Cb CASO DE FALLA FRAGIL CASO FLEXION PURA
c(cm) = 25 Ar Cc(cm2) 998.75 c(cm) =
a(cm) = 21.25 Yc(cm) = 10.625 a(cm) =
PUNTO DE FALLAƐ f FUERZA dist(cm) Mnto(Tn) Ɛ
178.5 178.27688 11.445291 20.4043070.0022908 4200 23.941928 16.160291 3.8690853 0.00162440.0007908 1581.6 9.0158462 3.6602909 0.3300062 0.0012850.0007092 1418.4 -16.17106 -8.839709 1.4294749 0.0041945
0.003 4200 0 22.070291 0 0.0030.003 4200 0 22.070291 0 0.003
0.0019308 3861.6 -44.02579 -19.01971 8.3735764 0.006564
PUNTO DE FALLA O FALLA COMPRESION
Pn(Tn) = 151.0378Mn(Tn) = 34.40645
0 5 10 15 20 25 30 35 400
50
100
150
200
250
300
350
400
450
Curva Nominal
Curva de Diseño
Falla Bal-anceada
Pn
oPn
Cargas Piso 2
Cargas Piso 1
Mu(Ton-m)
Pu(Tn)
0 5 10 15 20 25 30 35 400
50
100
150
200
250
300
350
400
450
Curva Nominal
Curva de Diseño
Falla Bal-anceada
Pn
oPn
Cargas Piso 2
Cargas Piso 1
Mu(Ton-m)
Pu(Tn)
CASO FLEXION PURA
12.889 Ar Cc(cm2) 514.9155510.95565 Yc(cm) = 5.477825
PUNTO DE FALLAf FUERZA dist(cm) Mnto(Tn)
178.5 91.912426 16.592466 15.2505383248.8168 18.519748 16.160291 2.99284512570.0985 -14.65074 3.6602909 -0.53626
4200 -47.88386 -8.839709 4.23279374200 0 22.070291 04200 0 22.070291 04200 -47.88386 -19.01971 9.1073703
PUNTO EN FLEXION PURA
Pn(Tn) = 0.013718 debe ser ceroMn(Tn) = 31.047287
M P ØM ØP0 420.29038 compresion pura 0 294.20327
29.547181 208.10689 Punto c=30cm 20.683027 145.6748234.40645 151.0378 falla a compresion 24.084515 105.7264635.295792 137.49861 balanceada 24.707054 96.24902635.728691 84.083485 falla a traccion 25.010084 58.85844 Pn max(Tn)=33.193728 24.149855 Punto c=15cm 26.554982 19.31988431.047287 0 flexion pura 27.942558 0
Puntos P2 Puntos P1M33 PU M33
12.71 65.71 2.558.41 57.32 2.18
12.71 57.26 4.673.81 30.51 1
8.1 30.45 3.43
M22 PU M2210.06 65.71 0.11
7.8 57.32 4.510.45 57.26 0.137.63 30.51 4.460.27 30.45 0.1
Curva Balanceada0 0
24.707054 96.24902635.295792 137.49861
Pn max(Tn)= ØPn max(Tn)=0 336.2323 0 235.36261200785 336.2323 3.75 235.3626120078
11.4 336.2323 8.55 235.3626120078Puntos P1
PU106.66
93.2692.2249.08
48.04
PU106.66
93.2692.2249.0848.04