anexos - calculo

FLEXION SOLO PARA PERFILES H LAMINADOS COMPACTOS CON DOBLE SIMETRIA

Grado de Acero: º36 Tipo de seccion: W 8.00 X 15.00E = 29000.00 ksi

Fy = 36.00 ksiFu = 48.00 ksi

Propiedades de la sección:

Ix = 48.00 in4 Sx = 11.80 in3 rx = 3.29 in Zx = 13.60 in3 rts = 1.06 in J = 0.14 in4Iy = 3.41 in4 Sy = 1.70 in3 ry = 0.88 in Zy= 2.67 in3 ho= 7.80 in Cw = 51.80 in^6

Momento plastico:Mp = 40.80 Klb.ft Øb= 0.90

ØbMp = 36.72 Klb.ft

Pandeo lateral torsional:

Cálculo de cb:En el paño extremo izquierdo

Cb1 = 1.88 Mmax = 14.71 Klb.ftMa = 4.64 Klb.ftMb = 9.07 Klb.ft

Cb = 1.88 Mc = 3.66 Klb.ftRm = 1

Cálculo de Lp y Lr::

Lb = 10.98 ft Lp = 3.65 ft Mn = Mp=Fy.Zx No aplica2.75 Lr = 12.84 ft Mn = Cb*(Mp-(Mp-0.70.Fy.Sx)(Lb-Lp)/(Lr-Lp)) aplica

Mn = Fcr.Sx No aplica

Mn = 40.80 Klb.ft Øb = 0.90 ØMn = 36.72 Klb.ft

Momento último actuante:

Mu = 14.71 Klb.ft Mu <= ØbMn Ok ratio = 0.40



Fy = 36.00 ksiFu = 48.00 ksi








Cb = 2.41 Mc = 2.76 Klb.ftRm = 1


Lb = 11.31 ft Lp = 3.65 ft Mn = Mp=Fy.Zx No aplicaLr = 12.84 ft Mn = Cb*(Mp-(Mp-0.70.Fy.Sx)(Lb-Lp)/(Lr-Lp)) aplica







Fy = 36.00 ksiFu = 48.00 ksi








Cb = 1.98 Mc = 27.98 Klb.ftRm = 1







DISEÑO DE LA VIGA PISO 1 DEL EJE 3 ( 2DO TRAMO)


Fy = 36.00 ksiFu = 48.00 ksi








Cb = 2.17 Mc = 28.26 Klb.ftRm = 1







DISEÑO DE LA COLUMNA PISO 2 ENTRE LOS EJES 4 Y B

Grado de Acero: º36 Tipo de seccion: W 8.00 X 31.00 L = 10.28 ft Lbx' = 10.28 ftE = 29000.00 ksi Lby' = 10.28 ft

Fy = 36.00 ksiFu = 48.00 ksi

Verificacion de esbeltez A = 9.12 in2

Ix' = 110.00 in4 Sx' = 27.50 in3 rx' = 3.47 in Zx' = 30.40 in3 rts = 2.26 in J = 0.536 in4Iy' = 37.10 in4 Sy' = 9.27 in3 ry' = 2.02 in Zy' = 14.10 in3 ho = 7.57 in Cw = 530.00 in^6

Y'-Y' X'-X'

Ky' = 2.27 Esbeltez y'= 138.6 <= 200 Ok Kx' = 2.79 Esbeltez x'= 99.2 <= 200 Ok

Por tanto: KL/r = 138.6 KL/r<=4.71*(E/Fy)^0.5 No aplica Fe = 14.90 ksi Fcr = 13.07 ksiKL/r > 4.71*(E/Fy)^0.5 Aplica

RESISTENCIA A LA COMPRESION AXIALCalculo de Pn

Pn = 119.1984 Klb Øc = 0.9 ØcPn = 107.28 Klb

RESISTENCIA A LA FLEXION MX'

Momento plastico:Mpx' = 91.20 Klb.ft Øb = 0.90

ØbMpx' = 82.08 Klb.ft

Pandeo lateral torsional:10.31

Cálculo de cb: 2.58Momentos en Mx' 5.16

Cb1 = 2.12 Paño central Mmax = 46.71 Klb.ft 7.73Cb-x' = 2.12 Ma = 10.12 Klb.ft

Mb = 10.53 Klb.ftMc = 28.57 Klb.ftRm = 1


Lbx' = 10.28 ft Lpx' = 8.41 ft Mn = Mp=Fy.Zx' No aplicaLrx' = 32.74 ft Mn = Cb*(Mp-(Mp-0.70.Fy.Sx')(Lb-Lp)/(Lr-Lp)) aplica

Mn = Fcr.Sx' No aplica

Mnx' = 91.20 Klb.ft Øb = 0.90 ØMnx' = 82.08 Klb.ft

RESISTENCIA A LA FLEXION My'

Momento plastico:Mpy' = 42.30 Klb.ft Øb = 0.90

ØbMpy' = 38.07 Klb.ft


Cálculo de cb:Momentos en My'

Cb1 = 2.16 Paño central Mmax = 0.7 Klb.ftCb-y' = 2.16 Ma = 0.33 Klb.ft



Lby' = 10.28 ft Lpy' = 14.44 ft Mn = Mp=Fy.Zy' AplicaLry' = 52.79 ft Mn = Cb*(Mp-(Mp-0.70.Fy.Sy')(Lb-Lp)/(Lr-Lp)) No aplica

Mn = Fcr.Sy' No aplica

Mny' = 42.30 Klb.ft Øb = 0.90 ØMny' = 38.07 Klb.ft

CARGAS ACUANTES

Verificación : Pu / ØPn > 0.2 ó Pu / ØPn <= 0.2 Pu/ØPn = 0.16 <= 0.2

Ratio = Pu / ØPn + 8 / 9 * ( Mux / ØMnx + Muy / ØMny) No aplicaRatio = Pu / ( 2 * ØPn ) + ( Mux / ØMnx + Muy / ØMny) Aplica

Sup. P Mx' My' Sup. Pu Mx' My' Pu = 16.67 KlbCm -9.10 28.15 0.14 1.4cm -12.74 39.41 0.20 Mux' = 46.71 Klb.ftCv -2.49 8.08 0.08 1.2cm+1.6cv -14.90 46.71 0.30 Muy' = 0.72 Klb.ftVx 4.50 0.00 0.51 1.2cm+0.50cv+Vx -7.66 37.82 0.72

Vy 0.24 0.55 0.15 1.2cm+0.50cv-Vx -16.67 37.82 -0.30 Ratio x' = 0.671.2cm+0.50cv+Vy -11.92 38.37 0.36

1.2cm+0.50cv-Vy -12.41 37.27 0.06

0.90cm+Vx -3.69 25.34 0.64

0.90cm-Vx -12.69 25.34 -0.38

0.90cm+Vy -7.95 25.89 0.28

0.90cm-Vy -8.43 24.79 -0.02

inf. P Mx' My' Sup. Pu Mx My Pu = 16.67 KlbCm -9.10 -15.60 0.00 1.4cm -12.74 -21.84 0.00 Mux' = 25.84 Klb.ftCv -2.49 -4.45 0.08 1.2cm+1.6cv -14.90 -25.84 0.13 Muy' = 0.55 Klb.ftVx 4.50 0.14 0.51 1.2cm+0.50cv+Vx -7.66 -20.81 0.55 Ratio = 0.41Vy 0.24 0.54 0.15 1.2cm+0.50cv-Vx -16.67 -21.09 -0.47

1.2cm+0.50cv+Vy -11.92 -20.41 0.19 Por tanto:1.2cm+0.50cv-Vy -12.41 -21.49 -0.11 Ratio y'= 0.67

0.90cm+Vx -3.69 -13.90 0.51

0.90cm-Vx -12.69 -14.18 -0.51

0.90cm+Vy -7.95 -13.50 0.15

0.90cm-Vy -8.43 -14.58 -0.15

COMPRESION SIMPLE PARA ANGULOS DOBLES COMO MIEMBROS ARMADOS PARA ARRIOSTRES

Grado de Acero: º36 Tipo de seccion: 2L 3 X 3 3/8 L = 8 ft Lbx' = 8 ftE = 29000.00 ksi G = 11200 ksi Lby' = 8 ft

Fy = 36.00 ksiFu = 48.00 ksi

Verificacion de esbeltez A = 4.22 in2 X0 = 0.00 in Y0 = 0.88 inH = 0.78 r0^2 = 3.60 in2


Y'-Y' X'-X'

Ky' = 1 Esbeltez y'= 68.1 <= 200 Ok Kx' = 1 Esbeltez x'= 105.5 <= 200 Ok

Por tanto: KL/ry = 68.10 KL/r<=4.71*(E/Fy)^0.5 Aplica Fe = 60.22 ksi Fcry = 28.03 ksi Fcr = 26.67 ksiKL/r > 4.71*(E/Fy)^0.5 No aplica Fcrz = 139.93 ksi

KL/r m = 68.94 h = 2.14 in = 5.44 cm a = 200 cmrib = 0.91 in = 2.31 cm α = 1.18

RESISTENCIA A LA COMPRESION AXIAL 34.08Calculo de Pn

Pn = 112.54 Klb Øc = 0.9 ØcPn = 101.29 Klb

CARGAS ACUANTES

Verificación : Pu / ØPn > 0.2 ó Pu / ØPn <= 0.2 Pu/ØPn = 0.33 > 0.2

Ratio = Pu / ØPn + 8 / 9 * ( Mux / ØMnx + Muy / ØMny) AplicaRatio = Pu / ( 2 * ØPn ) + ( Mux / ØMnx + Muy / ØMny) No aplica

Sup. P Sup. Pu Pu = 33.50 KlbCm -4.22 1.4cm -5.91

Cv -1.46 1.2cm+1.6cv -7.40 Ratiox = 0.33Vx 2.78 1.2cm+0.50cv+Vx -3.01

Vy 27.71 1.2cm+0.50cv-Vx -8.57

1.2cm+0.50cv+Vy 21.92

1.2cm+0.50cv-Vy -33.50

0.90cm+Vx -1.02

0.90cm-Vx -6.58

0.90cm+Vy 23.91

0.90cm-Vy -31.51

inf. P Sup. Pu Pu = 33.50 KlbCm -4.22 1.4cm -5.91

Cv -1.46 1.2cm+1.6cv -7.40 Ratio = 0.33Vx 2.78 1.2cm+0.50cv+Vx -3.01

Vy 27.71 1.2cm+0.50cv-Vx -8.57

1.2cm+0.50cv+Vy 21.92 Por tanto:1.2cm+0.50cv-Vy -33.50 Ratio = 0.33

0.90cm+Vx -1.02

0.90cm-Vx -6.58

0.90cm+Vy 23.91

0.90cm-Vy -31.51

DISEÑO DE LA COLUMNA PISO 2 EJE J

Grado de Acero: º36 Tipo de seccion: W 8.00 X 31.00 L = 10.28 ft Lbx' = 10.28 ftE = 29000.00 ksi Lby' = 10.28 ft

Fy = 36.00 ksiFu = 48.00 ksi

Verificacion de esbeltez A = 9.12 in2


Y'-Y' X'-X'

Ky' = 2.27 Esbeltez y'= 138.6 <= 200 Ok Kx' = 2.79 Esbeltez x'= 99.2 <= 200 Ok

Por tanto: KL/r = 138.6 KL/r<=4.71*(E/Fy)^0.5 No aplica Fe = 14.90 ksi Fcr = 13.07 ksiKL/r > 4.71*(E/Fy)^0.5 Aplica

RESISTENCIA A LA COMPRESION AXIALCalculo de Pn

Pn = 119.1984 Klb Øc = 0.9 ØcPn = 107.28 Klb

RESISTENCIA A LA FLEXION MX'

Momento plastico:Mpx' = 91.20 Klb.ft Øb = 0.90

ØbMpx' = 82.08 Klb.ft

Pandeo lateral torsional:10.31

Cálculo de cb: 2.58Momentos en Mx' 5.16

Cb1 = 2.12 Paño central Mmax = 46.71 Klb.ft 7.73Cb-x' = 2.12 Ma = 10.12 Klb.ft



Lbx' = 10.28 ft Lpx' = 8.41 ft Mn = Mp=Fy.Zx' No aplicaLrx' = 32.74 ft Mn = Cb*(Mp-(Mp-0.70.Fy.Sx')(Lb-Lp)/(Lr-Lp)) aplica

Mn = Fcr.Sx' No aplica

Mnx' = 91.20 Klb.ft Øb = 0.90 ØMnx' = 82.08 Klb.ft

RESISTENCIA A LA FLEXION My'

Momento plastico:Mpy' = 42.30 Klb.ft Øb = 0.90

ØbMpy' = 38.07 Klb.ft


Cálculo de cb:Momentos en My'

Cb1 = 2.16 Paño central Mmax = 0.7 Klb.ftCb-y' = 2.16 Ma = 0.33 Klb.ft



Lby' = 10.28 ft Lpy' = 14.44 ft Mn = Mp=Fy.Zy' AplicaLry' = 52.79 ft Mn = Cb*(Mp-(Mp-0.70.Fy.Sy')(Lb-Lp)/(Lr-Lp)) No aplica

Mn = Fcr.Sy' No aplica

Mny' = 42.30 Klb.ft Øb = 0.90 ØMny' = 38.07 Klb.ft

CARGAS ACUANTES

Verificación : Pu / ØPn > 0.2 ó Pu / ØPn <= 0.2 Pu/ØPn = 0.16 <= 0.2

Ratio = Pu / ØPn + 8 / 9 * ( Mux / ØMnx + Muy / ØMny) No aplicaRatio = Pu / ( 2 * ØPn ) + ( Mux / ØMnx + Muy / ØMny) Aplica

Sup. P Mx' My' Sup. Pu Mx' My' Pu = 16.67 KlbCm -9.10 28.15 0.14 1.4cm -12.74 39.41 0.20 Mux' = 46.71 Klb.ftCv -2.49 8.08 0.08 1.2cm+1.6cv -14.90 46.71 0.30 Muy' = 0.72 Klb.ftVx 4.50 0.00 0.51 1.2cm+0.50cv+Vx -7.66 37.82 0.72

Vy 0.24 0.55 0.15 1.2cm+0.50cv-Vx -16.67 37.82 -0.30 Ratio x' = 0.671.2cm+0.50cv+Vy -11.92 38.37 0.36

1.2cm+0.50cv-Vy -12.41 37.27 0.06

0.90cm+Vx -3.69 25.34 0.64

0.90cm-Vx -12.69 25.34 -0.38

0.90cm+Vy -7.95 25.89 0.28

0.90cm-Vy -8.43 24.79 -0.02

inf. P Mx' My' Sup. Pu Mx My Pu = 16.67 KlbCm -9.10 -15.60 0.00 1.4cm -12.74 -21.84 0.00 Mux' = 25.84 Klb.ftCv -2.49 -4.45 0.08 1.2cm+1.6cv -14.90 -25.84 0.13 Muy' = 0.55 Klb.ftVx 4.50 0.14 0.51 1.2cm+0.50cv+Vx -7.66 -20.81 0.55 Ratio = 0.41Vy 0.24 0.54 0.15 1.2cm+0.50cv-Vx -16.67 -21.09 -0.47

1.2cm+0.50cv+Vy -11.92 -20.41 0.19 Por tanto:

1.2cm+0.50cv-Vy -12.41 -21.49 -0.11 Ratio y'= 0.670.90cm+Vx -3.69 -13.90 0.51

0.90cm-Vx -12.69 -14.18 -0.51

0.90cm+Vy -7.95 -13.50 0.15

0.90cm-Vy -8.43 -14.58 -0.15

x'

y'

x'

y'

COMPRESION SIMPLE PARA ANGULOS DOBLES COMO MIEMBROS ARMADOS

Grado de Acero: º36 Tipo de seccion: 2L 3 X 3 3/8 L = 8 ft Lbx' = 8 ftE = 29000.00 ksi G = 11200 ksi Lby' = 8 ft

Fy = 36.00 ksiFu = 48.00 ksi

Verificacion de esbeltez A = 4.22 in2 0.00 in 0.88 inH = 0.78 3.60 in2


Y'-Y' X'-X'

Ky' = 1 Esbeltez y'= 68.1 <= 200 Ok Kx' = 1 Esbeltez x'= 105.5 <= 200 Ok

Por tanto: KL/ry = 68.10 KL/r<=4.71*(E/Fy)^0.5 Aplica Fe = 60.22 ksi Fcry = 28.03 ksi Fcr = 26.67 ksiKL/r > 4.71*(E/Fy)^0.5 No aplica Fcrz = 139.93 ksi

KL/r m = 68.94 h = 2.14 in = 5.44 cm a = 200 cmrib = 0.91 in = 2.31 cm α = 1.18

RESISTENCIA A LA COMPRESION AXIAL 34.08Calculo de Pn

Pn = 112.54 Klb Øc = 0.9 ØcPn = 101.29 Klb

CARGAS ACUANTES

Verificación : Pu / ØPn > 0.2 ó Pu / ØPn <= 0.2 Pu/ØPn = 0.33 > 0.2

Ratio = Pu / ØPn + 8 / 9 * ( Mux / ØMnx + Muy / ØMny) AplicaRatio = Pu / ( 2 * ØPn ) + ( Mux / ØMnx + Muy / ØMny) No aplica

Sup. P Sup. Pu Pu = 33.50 KlbCm -4.22 1.4cm -5.91

Cv -1.46 1.2cm+1.6cv -7.40 Ratiox = 0.33Vx 2.78 1.2cm+0.50cv+Vx -3.01

Vy 27.71 1.2cm+0.50cv-Vx -8.57

1.2cm+0.50cv+Vy 21.92

1.2cm+0.50cv-Vy -33.50

0.90cm+Vx -1.02

0.90cm-Vx -6.58

0.90cm+Vy 23.91

0.90cm-Vy -31.51

inf. P Sup. Pu Pu = 33.50 KlbCm -4.22 1.4cm -5.91

Cv -1.46 1.2cm+1.6cv -7.40 Ratio = 0.33Vx 2.78 1.2cm+0.50cv+Vx -3.01

Vy 27.71 1.2cm+0.50cv-Vx -8.57

1.2cm+0.50cv+Vy 21.92 Por tanto:1.2cm+0.50cv-Vy -33.50 Ratio = 0.33

0.90cm+Vx -1.02

0.90cm-Vx -6.58

0.90cm+Vy 23.91

0.90cm-Vy -31.51

X0 = Y0 =r0^2 =

Nudo superior:Viga izq: Ix' = 48.00 in^4 Viga Der: Ix' = 48.00 in^4

Iy' = 3.41 in^4 Iy' = 3.41 in^4Lx' = 140 in Lx' = 140 inLy' = 140 in Ly' = 140 in

Columna sup: Ix' = 110.00 in^4 Columna inf: Ix' = 110.00 in^4Iy' = 37.10 in^4 Iy' = 37.10 in^4

Lx' = 132 in Lx' = 132 inLy' = 132 in Ly' = 132 in

Arriostre sup: Ix' = 0.0001 in^4 Arriostre inf: Ix' = 0.0001 in^4Iy' = 0.0001 in^4 Iy' = 0.0001 in^4


Nudo inferior:Viga izq: Ix' = 48.00 in^4 Viga Der: Ix' = 48.00 in^4

Iy' = 3.41 in^4 Iy' = 3.41 in^4Lx' = 140 in Lx' = 140 inLy' = 140 in Ly' = 140 in

Columna sup: Ix' = 110.00 in^4 Columna inf: Ix' = 110.00 in^4Iy' = 37.10 in^4 Iy' = 37.10 in^4


Arriostre sup: Ix' = 0.0001 in^4 Arriostre inf: Ix' = 0.0001 in^4Iy' = 0.0001 in^4 Iy' = 0.0001 in^4


G sup x = ΣIc/Lc ΣIc/Lc = 1.67 ΣIv/Lv = 0.69 G sup x = 2.43ΣIv/Lv

G sup y = ΣIc/Lc ΣIc/Lc = 0.56 ΣIv/Lv = 0.05 G sup y = 11.54ΣIv/Lv

G inf x = ΣIc/Lc ΣIc/Lc = 1.67 ΣIv/Lv = 0.69 G inf x = 2.43ΣIv/Lv

G inf y = ΣIc/Lc ΣIc/Lc = 0.56 ΣIv/Lv = 0.05 G inf y = 11.54ΣIv/Lv

Kx = 1.87 Ky = 1.25ΔKx = 1.87 ΔKy = 1.25

Col sup.

Col inf.

Viga izq. Viga der.

Col sup.

Col inf.

Viga izq. Viga der.

anexos - calculo

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