DISEÑO DE COLUMNAS ACERO

Diseño de columnasFLEXOCOMPRESIÓN

Resistencia de diseño por compresión/Miembros laminados en calientePandeo por flexión

Lb[in]= 240.00 KxL/rx= 96.77 Fcr[ksi]= 21.9879Ag[in^2]= 21.80 KyL/ry= 96.77 Pn[kips]= 479.336

bf/(2*tf)[]= 1.08533 407.435h/tw[]=rx[in]= 2.48 Estabilidad localry[in]= 2.48 Alma λr= 15.83333 Estabilidad local

Kx= 1.00 Patín λr= 42.16667 Estabilidad localKy= 1.00

Fy[ksi]= 36E[ksi]= 29000

Resistencia de diseño por momentos Patín de compresión

Lb[in]= 90.00 λpf= 10.7853 CompactaAg[in^2]= 11.80 λrf= 23.5573

Fy[ksi]= 36 Alma en flexiónFr[ksi]= 10 λpw= 106.717 CompactaE[ksi]= 29000 λrw= 161.779

λ=λf= bf/(2*tf)= 10 Alma en cortanteλw= h/tw= 30 λpv= 69.5367

rx[in]= 5.13 No hay pandeo por cortantery[in]= 1.93

Lp[in]= 96.50 Sección compactaX1[ksi]= 2580 Lr[in]= 318.25

X2[1/ksi]^2= 0.00311 No hay Pandeo Lateral Torsional, Mn=Mp, 90 <= 96.5

Perfil Compacto/No compacto Lb<=Lp, No hay Pandeo Lateral torsional.Mn= Mp = FyZ

Fy[ksi]= 36 Zx/Sx= 1.1079 Mpx[kips-ft]= 172.5Zx[in^3]= 57.5 Zy/Sy= 1.52727 Mpy[kips-ft]= 49.5Zy[in^3]= 16.8

Mnx[kips-ft]= 172.5Sy[in^3]= 11 Mny[kips-ft]= 49.5

Pandeo lateral torsional inelástico Lp < Lb < = Lr

Lb[in]= 480.00 Lb Mx Cb= 2.16Lp[in]= 96.50 10.00 50 Mr[kips.ft]= 112.45Lr[in]= 318.25 7.5 32.5

Fr[ksi]= 10.00 5 15 Mnx[kips-ft]= 147.945Fy[ksi]= 36.00 2.5 -2.5

Sx[in^3]= 51.90 0 -20

λc= Pd=ФcPn[kips]=

C21

Nestor: 10 ksi para elementos rolados y 16.5 para elementos compuestos.

C46



Mpx[kips-ft]= 172.50

Pandeo lateral torsional elástico Lb > LrLb[in]= 180.00E[ksi]= 29000 Lb Mx Cb= 1.00

Iy[in.^4]= 362.00 20.00 20 Mnx[kips-ft]= 100.00G[ksi]= 11200 15 20

J[in.^4]= 4.06 10 20Cw[in.^6]= 16000 5 20

Mpx[kips-ft]= 100.00 0 20

Pandeo local del patín / Perfil no compactoMpx[kips-ft]= 500.00 Mr[kips.ft]= 112.45

Fr[ksi]= 10.00 a) Pandeo local del patínFy[ksi]= 36.00 Mnx[kips-ft]= -275.10

Sx[in^3]= 51.90 b) Pandeo local del patínλ=λf= bf/(2*tf)= 3.00 Mnx[kips-ft]= -275.1

λpf= 1.00 b) Pandeo lateral torsionanteλrf= 2.00 Inelástico Mnx[kips-ft]=

λ=λw= h/tw= 3.00 Elástico Mnx[kips-ft]=λpw= 1.00λrw= 2.00 Mnx[kips-ft]= -275.10

Mpx[kips-ft]= 100.00

C64



Resistencia de diseño por cortanteλw= h/tw= 2.00 Aw[in^2]= 2.678

Fy[ksi]= 36.00d[in.]= 10.30 418/√(Fy)= 69.66667 Vn1= 57.8448

tw[in.]= 0.26 523/√(Fy)= 87.16667 Vn2= 2014.93λw= h/tw= 30.00 260= 260 Vn3= 88374

Vn[kips]= 57.8448

DeflexiónLb[in]= 360.00 Δ[in]= 1.29

w[kips/ft]= 1.05 SATISFACTORIOI[in^4]= 510.00 Lb/240= 1.50

E[ksi]= 29000


Placas base para columnas (zapata cuadrada)

Pu[kips]= 349.60 Tamaño de la placa [in]= 12.6943 = 13Фc= 0.6 A1[in^2]= 169

f'c[ksi]= 3.0

A2[in^2]= 324.0 Revisión:A1[in^2]= 161.144 1.38462 SATISFACTORIO

bf[in]= 10.00

d[in]= 9.98

Fy[ksi]= 36 Tamaño de la placa [in^2]= 169Tamaño de la columna [in^2]= 99.8

Para B=N= 13 SATISFACTORIOλ= 1 m[in]= 1.76

n[in]= 2.50 Espesor de placan'[in]= 2.50 t[in]= 0.89336 = 1

2.50Se usa una placa 1 X 13 X 13

L[in]=

√(𝐴_(2/) 𝐴_1 )≤2√(𝐴_2/𝐴_1 )≤

COLUMNAS

STORY7 Loc P V2 V3 T M2 M3 COMB1 1797 C18 10.141 -15.64 10.03 6.4 0.001 17.842 -37.841 COMB3 MAX2 946 C10 0 -48.1 18.78 0.03 0 0.147 94.567 15CMCVMA3 1480 C15 0 -16.72 9.97 6.57 0.001 37.104 51.397 COMB3 MAX4 10 C1 0 -29.96 -11.53 3.63 0.001 21.626 -51.663 COMB3 MAX5 1480 C15 0 -16.72 9.97 6.57 0.001 37.104 51.397 COMB3 MAX6 528 C6 10.141 -68.13 -24.5 0.55 0 -3.354 138.15 15CMCVMA

1 631 C7 0 -92.23 4.23 0.03 0 -0.019 9.997 15CMCVMA2 526 C6 0 -69.12 -24.5 0.55 0 2.226 -110.33 15CMCVMA3 13 C1 0 -35.19 -13.38 -6.7 0 -36.931 -58.643 COMB3 MIN4 1 C1 0 -45.49 -17.66 -2.17 0 -10.856 -79.16 15CMCVMA5 13 C1 0 -35.19 -13.38 -6.7 0 -36.931 -58.643 COMB3 MIN6 526 C6 0 -69.12 -24.5 0.55 0 2.226 -110.33 15CMCVMA

STORY6 Loc P V2 V3 T M2 M3 COMB1 1602 C16 9.95 -43.51 -8.07 10.54 0.001 26.489 50.684 COMB3 MAX2 961 C10 0 -127.66 18.41 -0.03 0 -0.188 114.03 15CMCVMA3 970 C10 0 -86.35 13.99 12.19 0.001 68.979 81.948 COMB3 MAX4 25 C1 0 -57.99 -7.32 5.99 0.001 33.419 -52.387 COMB3 MAX5 970 C10 0 -86.35 13.99 12.19 0.001 68.979 81.948 COMB3 MAX6 961 C10 0 -127.66 18.41 -0.03 0 -0.188 114.03 15CMCVMA

1 646 C7 0 -209.43 -1.06 -0.26 0 -1.555 -2.247 15CMCVMA2 1066 C11 0 -128.16 -19.66 -0.14 0 -0.709 -121 15CMCVMA3 973 C10 0 -90.09 10.32 -12.25 -0.001 -69.277 69.157 COMB3 MIN4 28 C1 0 -77.16 -11.02 -10.62 -0.001 -58.94 -65.076 COMB3 MIN5 973 C10 0 -90.09 10.32 -12.25 -0.001 -69.277 69.157 COMB3 MIN6 1066 C11 0 -128.16 -19.66 -0.14 0 -0.709 -121 15CMCVMA

STORY5 Loc P V2 V3 T M2 M3 COMB1 1617 C16 9.95 -68.29 -2.8 13.33 0.004 37.231 40.781 COMB3 MAX2 1294 C13 0 -200.4 17.64 5.11 0.002 28.812 95.461 COMB2 MAX3 880 C9 0 -218.04 4.44 16.56 0.004 93.361 23.989 COMB3 MAX4 40 C1 0 -83.12 -2.75 8.64 0.004 49.221 -17.759 COMB3 MAX5 880 C9 0 -218.04 4.44 16.56 0.004 93.361 23.989 COMB3 MAX6 1294 C13 0 -200.4 17.64 5.11 0.002 28.812 95.461 COMB2 MAX

1 661 C7 0 -327.6 0.25 -0.39 0 -2.235 1.337 15CMCVMA2 562 C6 0 -172.22 -18.85 -4.57 -0.002 -25.875 -100.72 COMB2 MIN3 883 C9 0 -218.59 -5.17 -16.62 -0.004 -93.712 -27.956 COMB3 MIN4 43 C1 0 -122.54 -9.31 -13.44 -0.004 -75.294 -51.04 COMB3 MIN5 883 C9 0 -218.59 -5.17 -16.62 -0.004 -93.712 -27.956 COMB3 MIN6 562 C6 0 -172.22 -18.85 -4.57 -0.002 -25.875 -100.72 COMB2 MIN

STORY4 Loc P V2 V3 T M2 M3 COMB1 1632 C16 9.95 -91.19 -6.09 15.2 0.008 37.16 59.658 COMB3 MAX2 994 C10 0 -171.58 28.53 7.91 0.003 47.703 175.19 COMB2 MAX3 1000 C10 0 -186.9 18.67 26.47 0.008 159.49 113.5 COMB3 MAX4 55 C1 0 -106.55 -6.13 8.76 0.008 50.383 -31.665 COMB3 MAX5 1000 C10 0 -186.9 18.67 26.47 0.008 159.49 113.5 COMB3 MAX6 994 C10 0 -171.58 28.53 7.91 0.003 47.703 175.19 COMB2 MAX

1 676 C7 0 -445.97 -0.1 -0.66 0 -3.684 -1.483 15CMCVMA2 1102 C11 0 -221.02 -23.56 -5.85 -0.003 -32.873 -125 COMB2 MIN3 1003 C10 0 -200.05 10.22 -26.56 -0.008 -160 60.604 COMB3 MIN4 58 C1 0 -170.98 -12.69 -15.26 -0.008 -85.501 -67.715 COMB3 MIN

5 1003 C10 0 -200.05 10.22 -26.56 -0.008 -160 60.604 COMB3 MIN6 1102 C11 0 -221.02 -23.56 -5.85 -0.003 -32.873 -125 COMB2 MIN

STORY3 Loc P V2 V3 T M2 M3 COMB1 1647 C16 9.95 -112.8 -3.84 16.09 0.025 44.952 56.163 COMB3 MAX2 1324 C13 0 -352.26 25.83 7.75 0.009 43.027 146.62 COMB2 MAX3 910 C9 0 -377.32 7 28.22 0.025 161.12 42.725 COMB3 MAX4 70 C1 0 -128.56 -3.89 9.31 0.025 48.477 -24.165 COMB3 MAX5 910 C9 0 -377.32 7 28.22 0.025 161.12 42.725 COMB3 MAX6 1219 C12 0 -368.15 25.18 7.42 0.009 42.006 148.71 COMB2 MAX

1 691 C7 0 -563.8 0.53 -0.61 0.001 -3.339 3.218 15CMCVMA2 592 C6 0 -301.63 -25.09 -6.49 -0.008 -36.424 -145.8 COMB2 MIN3 913 C9 0 -378.41 -7.52 -28.19 -0.025 -161 -42.877 COMB3 MIN4 73 C1 0 -222.11 -13.34 -16.29 -0.025 -90.02 -78.202 COMB3 MIN5 913 C9 0 -378.41 -7.52 -28.19 -0.025 -161 -42.877 COMB3 MIN6 1117 C11 0 -286.64 -25.06 -6.75 -0.008 -38.523 -145.89 COMB2 MIN

STORY2 Loc P V2 V3 T M2 M3 COMB1 1662 C16 13.23 -135.99 0.43 20.06 0.022 62.593 54.956 COMB3 MAX2 1024 C10 0 -264.39 28.94 8.8 0.009 67.262 243.19 COMB2 MAX3 1030 C10 0 -292.71 17.29 29.41 0.022 224.8 129.55 COMB3 MAX4 85 C1 0 -153.32 0.43 16.41 0.022 153.67 40.108 COMB3 MAX5 1030 C10 0 -292.71 17.29 29.41 0.022 224.8 129.55 COMB3 MAX6 184 C2 0 -320.56 25.4 2.1 0.009 22.213 256.59 COMB2 MAX

1 706 C7 0 -683.93 0.01 -0.26 -0.001 -1.853 1.222 15CMCVMA2 397 C4 0 -352.03 -25.52 -7.22 -0.011 -59.105 -256.24 COMB2 MIN3 1033 C10 0 -317.02 7.29 -29.51 -0.023 -225.55 32.033 COMB3 MIN4 88 C1 0 -280.93 -11.35 -19.91 -0.023 -172 -96.31 COMB3 MIN5 1033 C10 0 -317.02 7.29 -29.51 -0.023 -225.55 32.033 COMB3 MIN6 397 C4 0 -352.03 -25.52 -7.22 -0.011 -59.105 -256.24 COMB2 MIN

STORY1 Loc P V2 V3 T M2 M3 COMB1 1887 C18 13.23 -28.16 0.76 0.22 0.001 -0.742 -3.351 COMB3 MAX2 1039 C10 0 -135.48 13.49 0.04 0 0.482 59.694 COMB2 MAX3 1465 C14 0 -106.45 0.11 4.93 0.001 22.768 1.015 COMB3 MAX4 100 C1 0 -44.72 -0.48 -0.18 0.001 0.063 -2.867 COMB3 MAX5 417 C4 13.23 -114.92 0.04 2.47 0.001 40.772 0.709 COMB3 MAX6 621 C6 13.23 -134.34 3.54 0 0 0.534 115.4 COMB2 MAX

1 721 C7 0 -804.37 -0.02 -0.19 0 -1.051 -0.294 15CMCVMA2 622 C6 0 -170.73 -13.13 -0.11 0 -0.969 -58.305 COMB2 MIN3 418 C4 0 -159.78 -0.1 -4.75 0 -22.041 -1.263 COMB3 MIN4 91 C1 0 -120.69 -0.92 -0.27 0 -1.468 -4.441 15CMCVMA5 1470 C14 13.23 -153.96 -0.05 -2.61 0 -42.424 -1.052 COMB3 MIN6 1044 C10 13.23 -161.03 -5.1 -0.08 0 0.001 -118.76 COMB2 MIN


Columna: C1INFORMACIÓN: Cantidad columnas= 18COMBINACIÓN: 1.1(CM+Cvins+ SISMOX o SISMOY) KIPS-FT

CARGA VERTICAL SXDIN MAX SYDIN MAXStory Column Load Loc P M2 M3 P M3 P M2

STORY7 C1 CMCVACC 10.141 -31.85 7.918 71.132 -2.62 -23.114STORY7 C1 CMCVACC 0 -32.57 -7.652 -55.153 -2.62 -29.278

FT KIPS KIPS-FT KIPS-FT KIPS KIPS-FT KIPS KIPS-FT

L[ft]= 11.48 71.13 7.92

Pu[kips]= 35.19 -55.15 -7.65

Fy[ksi]= 36.00

0.00 -23.110.00 -29.28

SELECCIÓN DE COLUMNA:Se supone: B1= 1.10 Mux*= 78.25 kips-ft

B2= 1.00 Muy*= 37.70 kips-ft

K= 1.00

De la tabla 3-2 para m:

KL[ft]= 11.00 m= 1.95 u= 2

Pu equiv[kips]= 334.78

Segunda aproximación:KL[ft]= 11.00 Sección: W8X58 m= 2.65 u= 2

ФcPn[kips]= 425.00

INSATISFACTORIO Puequi= 442.32 kips

Propiedades y dimensiones de la sección columna:SECCIÓN: W18X65A[in.^2]= 19.1 bf/(2*tf)= 5.06 Iy[in.^4]= 54.8

d[in.]= 18.4 h/tw= 35.7 Sy[in.^3]= 14.4

tw[in.]= 0.45 Ix[in.^4]= 1070 ry[in.]= 1.69

bf[in.]= 7.59 Sx[in.^3]= 117 Zy[in.^3]= 22.5

tf[in.]= 0.75 rx[in.]= 7.49 J[in.^4]= 2.73

wt./ft.[plf.]= 65 Zx[in.^3]= 133 Cw[in.^6]= 4240

Resistencia con base en los factores G inelásticosAg[in^2]= 19.1 Py=Ag*Fy

Fy[ksi]= 36

Pu[kips]= 35.19 Pu/Py= 0.051 <= 1/3Py[kips]= 687.6 1.000 La columna se comporta elásticamente

0.85

Mnt x[kips-ft]sup= Mnt y[kips-ft]sup=Mnt x[kips-ft]inf= Mnt y[kips-ft]inf=

Mtl x[kips-ft]sup= Mtl y[kips-ft]sup=Mtl x[kips-ft]inf= Mtl y[kips-ft]inf=

τ=

φc=


Propiedades vigasSUP. 6.0 W 16X45 INF. 6.0 W 18X65

W18X65 W 16X45 W18X65 W 18X656.0 6.0

7.5 7.5 7.5 7.5Ix W 16X45 [in^4]= 586 Ix W 18X65 [in^4]= 1070Ix W 16X45 [in^4]= 586 Ix W 18X65 [in^4]= 1070

Factor de longitud efectivaEje x

L.tr3.[in]= L.tr4.[in]=

295.27559 Sección L(in) Ix(in^4) α I/L

W18X65

W 16X45 Col.Dis. Ic W18X65 137.7953 1070 7.77α= α= Lc2 [in]= Col.inf. Ic1 W18X76 137.7953 1330 9.651 1 Col. sup. Ic2 0.00

Lc [in] = Tr. Inf.iz. Ig1 1070 1.00 0.00137.79528 Tr. Inf.d. Ig2 W 18X65 295.2756 1070 1.00 3.62Lc1 [in]= Tr. sup.iz. Ig3 586 1.00 0.00

137.79528 Tr. sup.d. Ig4 W 16X45 295.2756 586 1.00 1.98

W 18X65 Ix col[in^4]= 1.000α=

W18X76α= 1070 GB= 3.91

1 1 GA= 4.81L.tr1.[in]= L.tr2.[in]= Kx= 2.11 Despl. lateral no impedido

295.27559 Kx= 0.92 Despl. lateral impedido

Factor de longitud efectivaEje y

L.tr3.[in]= L.tr4.[in]=

236.22 Sección L(in) Ix(in^4) α I/LW 16X45

W18X65

Col.Dis. Ic W18X65 137.7953 54.8 0.40α= α= Lc2 [in]= Col.inf. Ic1 W18X76 137.7953 152 1.101 1 Col. sup. Ic2 0.00

Lc [in] = Tr. Inf.iz. Ig1 W 18X65 236.2205 1070 1.00 4.53137.79528 Tr. Inf.d. Ig2 1070 1.00 0.00Lc1 [in]= Tr. sup.iz. Ig3 W 16X45 236.2205 586 1.00 2.48

137.79528 Tr. sup.d. Ig4 586 1.00 0.00

W 18X65 Iy col[in^4]= 1.000α=

W18X76α= 54.8 GB= 0.16

1 1 GA= 0.33L.tr1.[in]= L.tr2.[in]= Ky= 1.09 Despl. lateral no impedido

Factores de longitud efectiva (K) marco no arriostrado.

τ=


τ=

A

B

A

B


236.22 Ky= 0.61 Despl. lateral impedido


Lb[in]= 137.80 Fy[ksi]= 36 Fcr[ksi]= 23.694Ag[in^2]= 19.10 E[ksi]= 29000 Pn[kips]= 452.556bf/(2*tf)= 5 NA A 384.672

h/tw= 36 KxL/rx= 38.89 16.96rx[in]= 7.49 KyL/ry= 89.14 50.07ry[in]= 1.69 0.9997

NA Kx= 2.11NA Ky= 1.09

A Kx= 0.92 Estabilidad localA Ky= 0.61 Alma λr= 15.8333 Estabilidad local

Patín λr= 42.1667 Estabilidad local






Sección= W18X65 Lp[in]= 84.50 Sección compactaX1[ksi]= 2500 Lr[in]= 276.12

X2[1/ksi]^2= 0.00379 Existe Pandeo Lateral TorsionalInelástico


Fy[ksi]= 36 Zx/Sx= 0.9652 Mpx[kips-ft]= 399Zx[in^3]= 133 Zy/Sy= 1.5625 Mpy[kips-ft]= 64.8Zy[in^3]= 22.5

Mnx[kips-ft]= 399Sy[in^3]= 14.4 Mny[kips-ft]= 64.8

Pandeo lateral torsional inelástico Lp < Lb < = Lr Momentos por gravedad

Lb[in]= 137.80 Lb Mx Cb= 2.23Lp[in]= 84.50 137.80 71.13 Mr[kips.ft]= 253.50

Pd=ФcPn[kips]=

λc=

A

C121



Lr[in]= 276.12 103.346 39.5608Fr[ksi]= 10.00 68.8976 7.9895 Mnx[kips-ft]= 399Fy[ksi]= 36.00 34.4488 -23.5818

Sx[in^3]= 117.00 0 -55.15Mpx[kips-ft]= 399.00

Cálculo de los momentos a flexión respecto al eje xLb[in]= 137.80rx[in]= 7.49 KxL/rx= 38.89 no arriostrado

Ag[in^2]= 19.10 KxL/rx= 16.96 arriostradoE[ksi]= 29000 Pex1 [kips]= 3615.1 no arriostrado

NA Kx= 2.11 Pex2 [kips]= 19006.4 arriostradoA Kx= 0.92

Pu= 35.19 kips

Mntx sup= 71.13 kips-ft Cm= 0.91 arrios B1= 1.00Mntx inf= -55.15 kips-ft B2= 1.01Mtlx sup= 0.00 kips-ftMtlx inf= 0.00 kips-ft

Por lo tanto:Momento de segundo orden de la columna Mux= 71.132 kips-ft

Cálculo de los momentos a flexión respecto al eje yLb[in]= 137.80ry[in]= 1.69 KyL/ry= 89.14 no arriostrado

Ag[in^2]= 19.10 KyL/ry= 50.07 arriostradoE[ksi]= 29000 Pey1 [kips]= 688.0 no arriostrado

NA Ky= 1.09 Pey2 [kips]= 2180.8 arriostradoA Ky= 0.61

Pu= 35.19 kips

Mnty sup= 7.92 kips-ft Cm= 0.99 arrios B1= 1.00Mnty inf= -7.65 kips-ft B2= 1.05Mtly sup= -23.11 kips-ftMtly inf= -29.28 kips-ft

Por lo tanto:Momento de segundo orden de la columna Muy= 38.7959 kips-ft

DISEÑO DE LA VIGA-COLUMNA:

Фb = 0.9

𝑀_𝑢=𝐵_1 𝑀_𝑛𝑡+𝐵_2 𝑀_𝑡𝑙

𝐵_1=𝑚á𝑥(𝐶_𝑚/(1−𝑃𝑢/𝑃_𝑒1 ),1.0)

Ecuación 1 𝑃𝑢/Ф𝑐𝑃𝑛+8/9 ⌊𝑀𝑢𝑥/Ф𝑏𝑀𝑛𝑥+𝑀𝑢𝑦/Ф𝑏𝑀𝑛𝑦⌋≤1.0 𝑝𝑎𝑟𝑎 𝑃𝑢/Ф𝑐𝑃𝑛≥0.2 Ecuación 2 1𝑃𝑢/2Ф𝑐𝑃𝑛+𝑀𝑢𝑥/Ф𝑏𝑀𝑛𝑥+𝑀𝑢𝑦/Ф𝑏𝑀𝑛𝑦≤1.0 𝑝𝑎𝑟𝑎 𝑃𝑢/Ф𝑐𝑃𝑛<0.2

C146



Pu[kips]= 35.19 0.09148 <0.2, Ecuación 2ФcPn[kips]= 384.67

Mux[kips.ft]= 71.13 Ecuación= 0.90905 < 1.0 SatisfactorioMuy(kips.ft]= 38.80Mnx[kips.ft]= 399 Фb Mnx[kips.ft]= 359.10Mny[kips.ft]= 64.8 Фb Mny[kips.ft]= 58.32

Pu/ФcPn=


STORY7 Loc P V2 V3 T M2 M3 COMBC18 10.141 -14.43 6.99 6.36 0 19.235 -24.9 COMB3 MAXC10 0 -30.42 12.4 1.91 0 10.92 59.926 COMB2 MAXC15 0 -15.38 7.07 6.5 0 36.824 34.499 COMB3 MAXC1 0 -43.23 -11.88 -1.82 0 -9.111 -50.115 15CMCVMAC15 0 -15.38 7.07 6.5 0 36.824 34.499 COMB3 MAXC6 10.141 -65.65 -16.42 0.46 0 -2.806 96.79 15CMCVMA

C7 0 -95.35 4.02 0.03 0 0.009 13.689 15CMCVMAC6 0 -66.25 -16.42 0.46 0 1.862 -69.722 15CMCVMAC1 0 -33.61 -9.64 -6.61 0 -36.691 -41.775 COMB3 MINC1 0 -43.23 -11.88 -1.82 0 -9.111 -50.115 15CMCVMAC1 0 -33.61 -9.64 -6.61 0 -36.691 -41.775 COMB3 MINC6 0 -66.25 -16.42 0.46 0 1.862 -69.722 15CMCVMA

W18X65A = 19.1d = 18.4

tw = 0.45bf = 7.59tf = 0.75

k(des) = 1.15k(det) = 1.4375

k1 = 0.875T = 15.5

gage = 3.5

wt./ft. = 65

bf/(2*tf) 5.06

h/tw = 35.7

Ix = 1070


Sx = 117rx = 7.49Zx = 133Iy = 54.8Sy = 14.4ry = 1.69Zy = 22.5rts = 2.03ho = 17.6

J = 2.73Cw = 4240

a = 63.4149Wno = 33.5

Sw = 47.7Qf = 23.6

Qw = 66.3




STORY6 C10 CMCVACC 9.95 -87.39 0.115 -45.368 -1.87 -52.46

STORY6 C10 CMCVACC 0 -88.22 -0.149 75.553 -1.87 -69.13


L[ft]= 11.48 -45.37 0.12

Pu[kips]= 90.09 75.55 -0.15

Fy[ksi]= 36.00

0.00 -52.460.00 -69.13


B2= 0.00 Muy*= 0.16 kips-ft

K= 1.00


KL[ft]= 11.00 m= 1.95 u= 2


Segunda aproximación:KL[ft]= 11.00 Sección: W18X76 m= 1.7 u= 2.85

ФcPn[kips]= 354.00

SATISFACTORIO Puequi= 232.17 kips

Propiedades y dimensiones de la sección columna:SECCIÓN: W18X76A[in.^2]= 22.3 bf/(2*tf)= 8.11 Iy[in.^4]= 152

d[in.]= 18.2 h/tw= 37.8 Sy[in.^3]= 27.6

tw[in.]= 0.425 Ix[in.^4]= 1330 ry[in.]= 2.61

bf[in.]= 11 Sx[in.^3]= 146 Zy[in.^3]= 42.2

tf[in.]= 0.68 rx[in.]= 7.73 J[in.^4]= 2.83



Fy[ksi]= 36


0.85



τ=

φc=



W18X76 W 18X65 W18X76 W 18X656.0 W 18X65 6.0 W18X65



L.tr3.[in]=W 18X65

L.tr4.[in]=

295.27559 Sección L(in) Ix(in^4) α I/L

W18X76

W 18X65 Col.Dis. Ic W18X76 137.7953 1330 9.65α= α= Lc2 [in]= Col.inf. Ic1 W10X88 137.7953 534 3.881 1 137.80 Col. sup. Ic2 W 18X65 137.7953 1070 7.77

Lc [in] = Tr. Inf.iz. Ig1 1070 1.00 0.00137.80 Tr. Inf.d. Ig2 W 18X65 295.2756 1070 1.00 3.62

Lc1 [in]= Tr. sup.iz. Ig3 1070 1.00 0.00137.80 Tr. sup.d. Ig4 W 18X65 295.2756 1070 1.00 3.62

W 18X65 Ix col[in^4]= 1.000α=

W10X88α= 1330 GB= 4.81

1 1 GA= 3.73L.tr1.[in]= L.tr2.[in]= Kx= 2.09 Despl. lateral no impedido

295.27559 Kx= 0.92 Despl. lateral impedido


L.tr3.[in]=W 18X65

L.tr4.[in]=

236.22 236.22 Sección L(in) Ix(in^4) α I/LW 18X65

W18X76

W 18X65 Col.Dis. Ic W18X76 137.7953 152 1.10α= α= Lc2 [in]= Col.inf. Ic1 W 10X88 137.7953 179 1.301 1 137.80 Col. sup. Ic2 W 18X65 137.7953 54.8 0.40

Lc [in] = Tr. Inf.iz. Ig1 W 18X65 236.2205 1070 1.00 4.53137.80 Tr. Inf.d. Ig2 W18X65 236.2205 1070 1.00 4.53

Lc1 [in]= Tr. sup.iz. Ig3 W 18X65 236.2205 1070 1.00 4.53137.80 Tr. sup.d. Ig4 W 18X65 236.2205 1070 1.00 4.53

W 18X65 W18X65 Iy col[in^4]= 1.000α=

W 10X88α= 152 GB= 0.17



τ=


τ=

A

B

A

B


236.22 236.22 Ky= 0.60 Despl. lateral impedido




NA Kx= 2.09NA Ky= 1.08














Lb[in]= 137.80 Lb Mx Cb= 2.19Lp[in]= 130.50 137.80 -45.37 Mr[kips.ft]= 316.33

Pd=ФcPn[kips]=

λc=

A

C121



Lr[in]= 426.44 103.346 -15.1378Fr[ksi]= 10.00 68.8976 15.0925 Mnx[kips-ft]= 489Fy[ksi]= 36.00 34.4488 45.3227

Sx[in^3]= 146.00 0 75.55Mpx[kips-ft]= 489.00




Pu= 90.09 kips

Mntx sup= -45.37 kips-ft Cm= 0.84 arrios B1= 1.00Mntx inf= 75.55 kips-ft B2= 1.02Mtlx sup= 0.00 kips-ftMtlx inf= 0.00 kips-ft





Pu= 90.09 kips




Фb = 0.9


𝐵_1=𝑚á𝑥(𝐶_𝑚/(1−𝑃𝑢/𝑃_𝑒1 ),1.0)


C146





Pu/ФcPn=


STORY6 Loc P V2 V3 T M2 M3 COMBC1 0 9.59 1.85 8.31 0.001 46.18 6.344 SYDIN MAX

C17 0 2.81 12.63 2.52 0 13.992 63.619 SXDIN MAXC10 0 1.87 1.84 12.22 0.001 69.128 6.396 SYDIN MAXC1 0 9.59 1.85 8.31 0.001 46.18 6.344 SYDIN MAX

C10 0 1.87 1.84 12.22 0.001 69.128 6.396 SYDIN MAXC10 0 -88.22 12.15 -0.03 0 -0.149 75.553 CMCVACC

C7 0 -142.62 -0.73 -0.16 0 -0.972 -1.433 CMCVACCC11 0 -88.41 -13.03 -0.11 0 -0.568 -80.38 CMCVACCC10 0 -1.87 -1.84 -12.22 -0.001 -69.128 -6.396 SYDIN MINC1 0 -9.59 -1.85 -8.31 -0.001 -46.18 -6.344 SYDIN MIN

C10 0 -1.87 -1.84 -12.22 -0.001 -69.128 -6.396 SYDIN MINC11 0 -88.41 -13.03 -0.11 0 -0.568 -80.38 CMCVACC

Story Column Load Loc P M2 M3STORY6 C10 CMCVACC 9.95 -87.39 0.115 -45.368STORY6 C10 CMCVACC 0 -88.22 -0.149 75.553

STORY6 C10 SYDIN MI 9.95 -1.87 -52.456 -12.054STORY6 C10 SYDIN MI 0.00 -1.87 -69.128 -6.396

W18X76A = 22.3d = 18.2

tw = 0.425bf = 11tf = 0.68

k(des) = 1.08k(det) = 1.5625

k1 = 1.0625T = 15.125

gage = 5.5

wt./ft. = 76

bf/(2*tf) 8.11

h/tw = 37.8

Ix = 1330


Sx = 146rx = 7.73Zx = 163Iy = 152Sy = 27.6ry = 2.61Zy = 42.2rts = 3.02ho = 17.5

J = 2.83Cw = 11700

a = 103.464Wno = 48.2

Sw = 90.1Qf = 31.5

Qw = 80.6




STORY5 C9 CMCVACC 9.95 -217.22 0.135 1.637 -0.27 -71.57

STORY5 C9 CMCVACC 0 -218.32 -0.176 -1.984 -0.27 -93.54


L[ft]= 11.48 1.64 0.14

Pu[kips]= 218.59 -1.98 -0.18

Fy[ksi]= 36.00

0.00 -71.570.00 -93.54


B2= 1.00 Muy*= 93.73 kips-ft

K= 1.00


KL[ft]= 11.00 m= 1.95 u= 2



ФcPn[kips]= 789.00



d[in.]= 10.8 h/tw= 13 Sy[in.^3]= 34.8

tw[in.]= 0.605 Ix[in.^4]= 534 ry[in.]= 2.63

bf[in.]= 10.3 Sx[in.^3]= 98.5 Zy[in.^3]= 53.1

tf[in.]= 0.99 rx[in.]= 4.54 J[in.^4]= 7.53



Fy[ksi]= 36


0.85



τ=

φc=



W 18X65 W10X88 W 18X65 W18X65 W10X88 W 18X656.0 W 18X65 6.0 W18X65



L.tr3.[in]=W 18X76

L.tr4.[in]=


W10X88


Lc [in] = Tr. Inf.iz. Ig1 W18X65 295.2756 1070 1.00 3.62137.80 Tr. Inf.d. Ig2 W 18X65 295.2756 1070 1.00 3.62


W18X65 W 18X65 Ix col[in^4]= 1.000α=

W12X136α= 534 GB= 1.87

1 1 GA= 1.78L.tr1.[in]= L.tr2.[in]= Kx= 1.57 Despl. lateral no impedido295.27559 295.27559 Kx= 0.85 Despl. lateral impedido


L.tr3.[in]=W 18X76

L.tr4.[in]=


W10X88




W 18X65 W18X65 Iy col[in^4]= 1.000α=

W12X136α= 179 GB= 0.27



τ=


τ=

A

B

A

B






NA Kx= 1.57NA Ky= 1.14















Pd=ФcPn[kips]=

λc=

A

C121



Lr[in]= 429.71 103.346 0.73175Fr[ksi]= 10.00 68.8976 -0.1735 Mnx[kips-ft]= 339Fy[ksi]= 36.00 34.4488 -1.07875

Sx[in^3]= 98.50 0 -1.98Mpx[kips-ft]= 339.00




Pu= 218.59 kips






Pu= 218.59 kips




Фb = 0.9


𝐵_1=𝑚á𝑥(𝐶_𝑚/(1−𝑃𝑢/𝑃_𝑒1 ),1.0)


C146



Pu[kips]= 218.59 0.33229 >0.2, Ecuación 1ФcPn[kips]= 657.84


Pu/ФcPn=


STORY5 Loc P M2 M3 COMBC16 9.95 -68.29 37.231 40.781 COMB3 MAXC13 0 -200.4 28.812 95.461 COMB2 MAXC9 0 -218.04 93.361 23.989 COMB3 MAXC1 0 -83.12 49.221 -17.759 COMB3 MAXC9 0 -218.04 93.361 23.989 COMB3 MAX

C13 0 -200.4 28.812 95.461 COMB2 MAX

C7 0 -327.6 -2.235 1.337 15CMCVMAC6 0 -172.22 -25.875 -100.724 COMB2 MINC9 0 -218.59 -93.712 -27.956 COMB3 MINC1 0 -122.54 -75.294 -51.04 COMB3 MINC9 0 -218.59 -93.712 -27.956 COMB3 MINC6 0 -172.22 -25.875 -100.724 COMB2 MIN

Story Column Load Loc P M2 M3STORY5 C9 CMCVACC 9.95 -217.22 0.135 1.637STORY5 C9 CMCVACC 0 -218.32 -0.176 -1.984


W10X88A = 25.9d = 10.8

tw = 0.605bf = 10.3tf = 0.99

k(des) = 1.49k(det) = 1.6875

k1 = 0.9375T = 7.5

gage = 5.5

wt./ft. = 88

bf/(2*tf) 5.18

h/tw = 13

Ix = 534


Sx = 98.5rx = 4.54Zx = 113Iy = 179Sy = 34.8ry = 2.63Zy = 53.1rts = 2.99ho = 9.85

J = 7.53Cw = 4330

a = 38.5866Wno = 25.3

Sw = 64.4Qf = 23.5

Qw = 55.9




STORY4 C10 CMCVACC 9.95 -192.03 0.195 -58.847 -6.57 -103.88

STORY4 C10 CMCVACC 0 -193.52 -0.256 87.563 -6.57 -159.00


L[ft]= 11.48 -58.85 0.20

Pu[kips]= 200.09 87.56 -0.26

Fy[ksi]= 36.00

0.00 -103.880.00 -159.00


B2= 1.00 Muy*= 159.28 kips-ft

K= 1.00


KL[ft]= 11.00 m= 1.95 u= 2



ФcPn[kips]= 1110.00



d[in.]= 13.4 h/tw= 12.3 Sy[in.^3]= 64.2

tw[in.]= 0.79 Ix[in.^4]= 1240 ry[in.]= 3.16

bf[in.]= 12.4 Sx[in.^3]= 186 Zy[in.^3]= 98

tf[in.]= 1.25 rx[in.]= 5.58 J[in.^4]= 18.5



Fy[ksi]= 36


0.85



τ=

φc=



W 18X65 W12X136 W18X65 W12X1366.0 W 18X65 6.0 W18X65

7.5 7.5 7.5 7.5Ix W 18X65 [in^4]= 1070 Ix W 18X65 [in^4]= 1070

Ix [in^4]= 1070 Ix [in^4]= 1070


L.tr3.[in]=W 10 X 88

L.tr4.[in]=


W12X136

Col.Dis. Ic W12X136 137.7953 1240 9.00α= α= Lc2 [in]= Col.inf. Ic1 W12X136 137.7953 1240 9.001 1 137.80 Col. sup. Ic2 W 10 X 88 137.7953 534 3.88

Lc [in] = Tr. Inf.iz. Ig1 W18X65 295.2756 1070 1.00 3.62137.80 Tr. Inf.d. Ig2 1070 1.00 0.00

Lc1 [in]= Tr. sup.iz. Ig3 W 18X65 295.2756 1070 1.00 3.62137.80 Tr. sup.d. Ig4 1070 1.00 0.00

W18X65 Ix col[in^4]= 1.000α=

W12X136α= 1240 GB= 3.55

1 1 GA= 4.97L.tr1.[in]= L.tr2.[in]= Kx= 2.09 Despl. lateral no impedido295.27559 Kx= 0.92 Despl. lateral impedido


L.tr3.[in]=W10X88

L.tr4.[in]=


W12X136

W 18X65 Col.Dis. Ic W12X136 137.7953 398 2.89α= α= Lc2 [in]= Col.inf. Ic1 W12X136 137.7953 398 2.891 1 137.80 Col. sup. Ic2 W10X88 137.7953 179 1.30



W 18X65 W18X65 Iy col[in^4]= 1.000α=

W12X136α= 398 GB= 0.46



τ=


τ=

A

B

A

B






NA Kx= 2.09NA Ky= 1.20









X2[1/ksi]^2= 0.00379 No hay Pandeo Lateral Torsional, Mn=Mp, 137.8 <= 158


Fy[ksi]= 36 Zx/Sx= 1.55303 Mpx[kips-ft]= 620.079Zx[in^3]= 214 Zy/Sy= 1.52648 Mpy[kips-ft]= 288.9Zy[in^3]= 98

Mnx[kips-ft]= 620.079Sy[in^3]= 64.2 Mny[kips-ft]= 288.9



Pd=ФcPn[kips]=

λc=

A

C121



Lr[in]= 516.30 103.346 -22.2445Fr[ksi]= 10.00 68.8976 14.358 Mnx[kips-ft]= 620.079Fy[ksi]= 36.00 34.4488 50.9605

Sx[in^3]= 186.00 0 87.56Mpx[kips-ft]= 620.08




Pu= 200.09 kips






Pu= 200.09 kips




Фb = 0.9


𝐵_1=𝑚á𝑥(𝐶_𝑚/(1−𝑃𝑢/𝑃_𝑒1 ),1.0)


C146




Mux[kips.ft]= 87.56 Ecuación= 0.89497 < 1.0 SatisfactorioMuy(kips.ft]= 167.30Mnx[kips.ft]= 620.079 Фb Mnx[kips.ft]= 558.07Mny[kips.ft]= 288.9 Фb Mny[kips.ft]= 260.01

Pu/ФcPn=


STORY4 Loc P M2 M3 COMBC16 9.95 -91.19 37.16 59.658 COMB3 MAXC10 0 -171.58 47.703 175.188 COMB2 MAXC10 0 -186.9 159.488 113.503 COMB3 MAXC1 0 -106.55 50.383 -31.665 COMB3 MAX

C10 0 -186.9 159.488 113.503 COMB3 MAXC10 0 -171.58 47.703 175.188 COMB2 MAX

C7 0 -445.97 -3.684 -1.483 15CMCVMAC11 0 -221.02 -32.873 -125.015 COMB2 MINC10 0 -200.05 -159.999 60.604 COMB3 MINC1 0 -170.98 -85.501 -67.715 COMB3 MIN

C10 0 -200.05 -159.999 60.604 COMB3 MINC11 0 -221.02 -32.873 -125.015 COMB2 MIN

Story Column Load Loc P M2 M3

STORY4 C10 CMCVACC 9.95 -192.03 0.195 -58.847STORY4 C10 CMCVACC 0 -193.52 -0.256 87.563


W12X136A = 39.9d = 13.4

tw = 0.79bf = 12.4tf = 1.25

k(des) = 1.85k(det) = 2.125

k1 = 1.25T = 9.125

gage = 5.5

wt./ft. = 136

bf/(2*tf) 4.96

h/tw = 12.3

Ix = 1240Sx = 186


rx = 5.58Zx = 214Iy = 398Sy = 64.2ry = 3.16Zy = 98rts = 3.61ho = 12.2

J = 18.5Cw = 14700

a = 45.3589Wno = 37.7

Sw = 146Qf = 44.1

Qw = 106




STORY3 C9 CMCVACC 9.95 -376.29 -0.056 2.381 -0.56 -118.58

STORY3 C9 CMCVACC 0 -377.95 0.077 -0.058 -0.56 -159.83


L[ft]= 11.48 2.38 -0.06

Pu[kips]= 378.51 -0.06 0.08

Fy[ksi]= 36.00

0.00 -118.580.00 -159.83


B2= 1.00 Muy*= 159.75 kips-ft

K= 1.00


KL[ft]= 11.00 m= 1.95 u= 2






d[in.]= 13.4 h/tw= 12.3 Sy[in.^3]= 64.2

tw[in.]= 0.79 Ix[in.^4]= 1240 ry[in.]= 3.16

bf[in.]= 12.4 Sx[in.^3]= 186 Zy[in.^3]= 98

tf[in.]= 1.25 rx[in.]= 5.58 J[in.^4]= 18.5



Fy[ksi]= 36


0.85



τ=

φc=



W 18X65 W12X136W 18X65 W18X65 W12X136W 18X656.0 W 18X65 6.0 W18X65



L.tr3.[in]=W 12X136

L.tr4.[in]=


W12X136




W18X65 W 18X65 Ix col[in^4]= 1.000α=

W12X210α= 1240 GB= 2.48



L.tr3.[in]=W 12X136

L.tr4.[in]=


W12X136




W 18X65 W18X65 Iy col[in^4]= 1.000α=

W12X210α= 398 GB= 0.64



τ=


τ=

A

B

A

B






NA Kx= 1.78NA Ky= 1.24









X2[1/ksi]^2= 0.00379 No hay Pandeo Lateral Torsional, Mn=Mp, 137.8 <= 158






Pd=ФcPn[kips]=

λc=

A

C121



Lr[in]= 516.30 103.346 1.77125Fr[ksi]= 10.00 68.8976 1.1615 Mnx[kips-ft]= 620.079Fy[ksi]= 36.00 34.4488 0.55175

Sx[in^3]= 186.00 0 -0.06Mpx[kips-ft]= 620.08




Pu= 378.51 kips






Pu= 378.51 kips

Mnty sup= -0.06 kips-ft Cm= 0.89 arrios B1= 1.00Mnty inf= 0.08 kips-ft B2= 1.11Mtly sup= -118.58 kips-ftMtly inf= -159.83 kips-ft



Фb = 0.9


𝐵_1=𝑚á𝑥(𝐶_𝑚/(1−𝑃𝑢/𝑃_𝑒1 ),1.0)


C146





Pu/ФcPn=


STORY3 Loc P M2 M3 COMBC16 9.95 -112.8 44.952 56.163 COMB3 MAXC13 0 -352.26 43.027 146.617 COMB2 MAXC9 0 -377.32 161.123 42.725 COMB3 MAXC1 0 -128.56 48.477 -24.165 COMB3 MAXC9 0 -377.32 161.123 42.725 COMB3 MAX

C12 0 -368.15 42.006 148.705 COMB2 MAX

C7 0 -563.8 -3.339 3.218 15CMCVMAC6 0 -301.63 -36.424 -145.797 COMB2 MINC9 0 -378.41 -160.966 -42.877 COMB3 MINC1 0 -222.11 -90.02 -78.202 COMB3 MINC9 0 -378.41 -160.966 -42.877 COMB3 MIN

C11 0 -286.64 -38.523 -145.892 COMB2 MIN

Story Column Load Loc P M2 M3

STORY3 C9 CMCVACC 9.95 -376.29 -0.056 2.381STORY3 C9 CMCVACC 0 -377.95 0.077 -0.058


W12X136A = 39.9d = 13.4

tw = 0.79bf = 12.4tf = 1.25

k(des) = 1.85k(det) = 2.125

k1 = 1.25T = 9.125

gage = 5.5

wt./ft. = 136

bf/(2*tf) 4.96

h/tw = 12.3

Ix = 1240Sx = 186



J = 18.5Cw = 14700

a = 45.3589Wno = 37.7

Sw = 146Qf = 44.1

Qw = 106




STORY2 C10 CMCVACC 13.23 -316.71 0.22 -59.988 -13.02 -123.67

STORY2 C10 CMCVACC 0 -319.77 -0.315 73.22 -13.02 -194.39


L[ft]= 14.76 -59.99 0.22

Pu[kips]= 332.79 73.22 -0.32

Fy[ksi]= 36.00

0.00 -123.670.00 -194.39


B2= 1.00 Muy*= 194.73 kips-ft

K= 1.00


KL[ft]= 15.00 m= 1.95 u= 2





Propiedades y dimensiones de la sección columna:SECCIÓN: W12X170A[in.^2]= 50 bf/(2*tf)= 4.03 Iy[in.^4]= 517

d[in.]= 14 h/tw= 10.1 Sy[in.^3]= 82.3

tw[in.]= 0.96 Ix[in.^4]= 1650 ry[in.]= 3.22

bf[in.]= 12.6 Sx[in.^3]= 235 Zy[in.^3]= 126

tf[in.]= 1.56 rx[in.]= 5.74 J[in.^4]= 35.6


Resistencia con base en los factores G inelásticosAg[in^2]= 50 Py=Ag*Fy

Fy[ksi]= 36

Pu[kips]= 332.79 Pu/Py= 0.185 <= 1/3Py[kips]= 1800 1.000 La columna se comporta elásticamente

0.85



τ=

φc=



W 18X65 W12X170 W18X65 W12X1706.0 W 18X65 6.0 W 18X65

7.5 7.5 7.5 7.5Ix W 18X65 [in^4]= 1070 Ix W 18X65 [in^4]= 1070

Ix [in^4]= 1070 Ix [in^4]= 1070


L.tr3.[in]=W 12X136

L.tr4.[in]=


W12X170

Col.Dis. Ic W12X170 137.7953 1650 11.97α= α= Lc2 [in]= Col.inf. Ic1 W12X210 177.1654 2140 12.081 1 137.80 Col. sup. Ic2 W 12X136 137.7953 1240 9.00

Lc [in] = Tr. Inf.iz. Ig1 W18X65 295.2756 1070 1.00 3.62137.80 Tr. Inf.d. Ig2 1070 1.00 0.00

Lc1 [in]= Tr. sup.iz. Ig3 W 18X65 295.2756 1070 1.00 3.62177.17 Tr. sup.d. Ig4 1070 1.00 0.00

W18X65 Ix col[in^4]= 1.000α=

W12X210α= 1650 GB= 5.79

1 1 GA= 6.64L.tr1.[in]= L.tr2.[in]= Kx= 2.44 Despl. lateral no impedido295.27559 Kx= 0.94 Despl. lateral impedido


L.tr3.[in]=W 12X136

L.tr4.[in]=


W12X170


Lc [in] = Tr. Inf.iz. Ig1 W 18X65 236.2205 1070 1.00 4.53137.80 Tr. Inf.d. Ig2 W 18X65 236.2205 1070 1.00 4.53


W 18X65 W 18X65 Iy col[in^4]= 1.000α=

W12X210α= 517 GB= 0.73



τ=


τ=

A

B

A

B






NA Kx= 2.44NA Ky= 1.27















Pd=ФcPn[kips]=

λc=

A

C121



Lr[in]= 526.10 132.874 -26.686Fr[ksi]= 10.00 88.5827 6.616 Mnx[kips-ft]= 797.244Fy[ksi]= 36.00 44.2913 39.918

Sx[in^3]= 235.00 0 73.22Mpx[kips-ft]= 797.24




Pu= 332.79 kips






Pu= 332.79 kips




Фb = 0.9


𝐵_1=𝑚á𝑥(𝐶_𝑚/(1−𝑃𝑢/𝑃_𝑒1 ),1.0)


C146





Pu/ФcPn=


STORY2 Loc P V2 V3 T M2 M3 COMBC16 13.23 -135.99 0.43 20.06 0.022 62.593 54.956 COMB3 MAXC10 0 -264.39 28.94 8.8 0.009 67.262 243.192 COMB2 MAXC10 0 -292.71 17.29 29.41 0.022 224.797 129.548 COMB3 MAXC1 0 -153.32 0.43 16.41 0.022 153.674 40.108 COMB3 MAX

C10 0 -292.71 17.29 29.41 0.022 224.797 129.548 COMB3 MAXC2 0 -320.56 25.4 2.1 0.009 22.213 256.594 COMB2 MAX

C7 0 -683.93 0.01 -0.26 -0.001 -1.853 1.222 15CMCVMAC4 0 -352.03 -25.52 -7.22 -0.011 -59.105 -256.244 COMB2 MIN

C10 0 -317.02 7.29 -29.51 -0.023 -225.551 32.033 COMB3 MINC1 0 -280.93 -11.35 -19.91 -0.023 -172.009 -96.31 COMB3 MIN

C10 0 -317.02 7.29 -29.51 -0.023 -225.551 32.033 COMB3 MINC4 0 -352.03 -25.52 -7.22 -0.011 -59.105 -256.244 COMB2 MIN

W12X170A = 50d = 14

tw = 0.96bf = 12.6tf = 1.56

k(des) = 2.16k(det) = 2.4375

k1 = 1.3125T = 9.125

gage = 5.5

wt./ft. = 170

bf/(2*tf) 4.03

h/tw = 10.1

Ix = 1650Sx = 235



J = 35.6Cw = 20100

a = 38.2352Wno = 39.2

Sw = 193Qf = 56.5

Qw = 136




STORY1 C7 15CMCV 13.23 -799.15 1.406 -0.12STORY1 C7 15CMCV 0 -803.32 -1.019 -0.256


L[ft]= 14.76 -0.12 1.41

Pu[kips]= 803.32 -0.26 -1.02

Fy[ksi]= 36.00

0.00 0.000.00 0.00


B2= 1.00 Muy*= 1.55 kips-ft

K= 1.00


KL[ft]= 15.00 m= 1.95 u= 2





Propiedades y dimensiones de la sección columna:SECCIÓN: W12X170A[in.^2]= 50 bf/(2*tf)= 4.03 Iy[in.^4]= 517

d[in.]= 14 h/tw= 10.1 Sy[in.^3]= 82.3

tw[in.]= 0.96 Ix[in.^4]= 1650 ry[in.]= 3.22

bf[in.]= 12.6 Sx[in.^3]= 235 Zy[in.^3]= 126

tf[in.]= 1.56 rx[in.]= 5.74 J[in.^4]= 35.6


Resistencia con base en los factores G inelásticosAg[in^2]= 50 Py=Ag*Fy

Fy[ksi]= 36

Pu[kips]= 803.32 Pu/Py= 0.446 > 1/3Py[kips]= 1800 0.922 La columna se comporta inelásticamente

0.85



τ=

φc=



W 18X65 W12X170W 18X65 W18X65 W12X170W 18X656.0 W 18X65 6.0 W 18X65



L.tr3.[in]=W 12X136

L.tr4.[in]=


W12X170




W18X65 W 18X65 Ix col[in^4]= 0.922α=

W12X210α= 1650 GB= 2.67



L.tr3.[in]=W 12X136

L.tr4.[in]=


W12X170


Lc [in] = Tr. Inf.iz. Ig1 W 18X65 236.2205 1070 1.00 4.53137.80 Tr. Inf.d. Ig2 W 18X65 236.2205 1070 1.00 4.53


W 18X65 W 18X65 Iy col[in^4]= 0.922α=

W12X210α= 517 GB= 0.68



τ=


τ=

A

B

A

B






NA Kx= 1.81NA Ky= 1.25















Pd=ФcPn[kips]=

λc=

A

C121



Lr[in]= 526.10 132.874 -0.154Fr[ksi]= 10.00 88.5827 -0.188 Mnx[kips-ft]= 797.244Fy[ksi]= 36.00 44.2913 -0.222

Sx[in^3]= 235.00 0 -0.26Mpx[kips-ft]= 797.24




Pu= 803.32 kips

Mntx sup= -0.12 kips-ft Cm= 0.59 arrios B1= 1.00Mntx inf= -0.26 kips-ft B2= 1.21Mtlx sup= 0.00 kips-ftMtlx inf= 0.00 kips-ft





Pu= 803.32 kips

Mnty sup= 1.41 kips-ft Cm= 0.89 arrios B1= 1.00Mnty inf= -1.02 kips-ft B2= 1.37Mtly sup= 0.00 kips-ftMtly inf= 0.00 kips-ft



Фb = 0.9


𝐵_1=𝑚á𝑥(𝐶_𝑚/(1−𝑃𝑢/𝑃_𝑒1 ),1.0)


C146





Pu/ФcPn=


STORY1 Loc P M2 M3 COMBC18 13.23 -28.16 -0.742 -3.351 COMB3 MAXC10 0 -135.48 0.482 59.694 COMB2 MAXC14 0 -106.45 22.768 1.015 COMB3 MAXC1 0 -44.72 0.063 -2.867 COMB3 MAXC4 13.23 -114.92 40.772 0.709 COMB3 MAXC6 13.23 -134.34 0.534 115.403 COMB2 MAX

C7 0 -804.37 -1.051 -0.294 15CMCVMAC6 0 -170.73 -0.969 -58.305 COMB2 MINC4 0 -159.78 -22.041 -1.263 COMB3 MINC1 0 -120.69 -1.468 -4.441 15CMCVMA

C14 13.23 -153.96 -42.424 -1.052 COMB3 MINC10 13.23 -161.03 0.001 -118.763 COMB2 MIN

Story Column Load Loc P M2 M3STORY1 C7 15CMCV 13.23 -799.15 1.406 -0.12STORY1 C7 15CMCV 0 -803.32 -1.019 -0.256

W12X170A = 50d = 14

tw = 0.96bf = 12.6tf = 1.56

k(des) = 2.16k(det) = 2.4375

k1 = 1.3125T = 9.125

gage = 5.5

wt./ft. = 170

bf/(2*tf) 4.03

h/tw = 10.1

Ix = 1650Sx = 235



J = 35.6Cw = 20100

a = 38.2352Wno = 39.2

Sw = 193Qf = 56.5

Qw = 136

DISEÑO DE COLUMNAS ACERO

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