AISC MEMBER DIMENSIONS AND PROPERTIES VIEWER

W, S, M, HP Shapes C, MC Shapes WT, ST, MT Shapes Single Angles Double Angles Rectangular HSS

Y Y Y

k1=0.8125 Y Y Y

k=0.972 tf=0.57 tf=0.436 b=5 t=0.349 bf=5.75 t=0.375

y=1.07 x=2.4

x(bar)=0.634 tf=0.36 d=8 t=1.125 Xd=18 T X d=1 X X d=3.5 H=8 X

d=5.09 X y=2.4tw=0.355 tw=0.24 tw=0.24 b=8

(0, 3/8, or 3/4

bf=7.5 bf=2.6 gap) B=6

W18x50 C10x15.3 WT5x11 L8x8x1-1/8 2L5x3-1/2x3/8SLBB HSS8x6x3/8

A = 14.70 in.^2 A = 4.48 in.^2 A = 3.24 in.^2 d = 8 in. d = 3.5 in. d = 8 in.

d = 18.000 in. d = 10.000 in. d = 5.090 in. b = 8 in. b = 5 in. b = 6 in.

tw = 0.355 in. tw = 0.240 in. tw = 0.240 in. t = 1.125 in. t = 0.375 in. t = 0.349 in.

bf = 7.500 in. bf = 2.600 in. bf = 5.750 in. k = 1.7500 in. k = 0.8125 in. wt./ft. = 32.50 plf.

tf = 0.570 in. tf = 0.436 in. tf = 0.360 in. wt./ft. = 57.20 plf. wt./ft. = 20.80 plf. A = 8.97 in.^2

T = 15-1/2 in. T = 8 in. k = 0.6600 in. A = 16.80 in.^2 A = 6.10 in.^2 Ix = 79.10 in.^4

k = 0.9720 in. k = 1.0000 in. Ix = 6.88 in.^4 Ix = 98.10 in.^4 Ix = 6.31 in.^4 Sx = 19.80 in.^3

k1 = 0.8125 in. gage = 1-1/2 in. Sx = 1.72 in.^3 Sx = 17.50 in.^3 Sx = 2.38 in.^3 rx = 2.970 in.

gage = 3-1/2 in. 0.634 in. rx = 1.460 in. rx = 2.410 in. rx = 1.020 in. Iy = 50.60 in.^4

rt = 1.940 in. eo = 0.796 in. y = 1.070 in. y = 2.400 in. y = 0.854 in. Sy = 16.90 in.^3

d/Af = 4.21 d/Af = 8.81 Iy = 5.71 in.^4 Iy = 98.10 in.^4 2.260 in. ry = 2.380 in.

Ix = 800.00 in.^4 Ix = 67.30 in.^4 Sy = 1.99 in.^3 Sy = 17.50 in.^3 2.390 in. Zx = 24.10 in.^3

Sx = 88.90 in.^3 Sx = 13.50 in.^3 ry = 1.330 in. ry = 2.410 in. 2.540 in. Zy = 19.80 in.^3

rx = 7.380 in. rx = 3.870 in. J = 0.119 in.^4 x = 2.400 in. 2.56 in. J = 100.00 in.^4

Iy = 40.10 in.^4 Iy = 2.27 in.^4 Cw = 0.107 in.^6 rz = 1.560 in. H = 0.933

Sy = 10.70 in.^3 Sy = 1.15 in.^3 a = 1.53 in. 1.000 Round HSS & Pipesry = 1.650 in. ry = 0.711 in. 2.16 in. J = 7.13 in.^4 YZx = 101.00 in.^3 J = 0.21 in.^4 H = 0.830 Cw = 32.5 in.^6 Plates t=0.322

Zy = 16.60 in.^3 Cw = 45.5 in.^6 a = 3.44 in. Y J = 1.24 in.^4 a = 23.74 in. 4.29 in. t=0.375

Cw = 3040 in.^6 4.19 in. H = 0.633 X O.D.=8.63 Xa = 79.67 in. H = 0.884 b=12

Wno = 32.60 in.^2 I.D.=7.98

Sw = 34.90 in.^4 t = 3/ 8 in.

Qf = 17.70 in.^3 b = 12 in. PIPE8STD

Qw = 49.80 in.^3 wt./ft. = 15.31 plf. O.D. = 8.63 in.

A = 4.500 in.^2 I.D. = 7.98 in.

Ix = 0.053 in.^4 t = 0.322 in.

Sx = 0.281 in.^3 wt./ft. = 28.60 plf.

rx = 0.108 in. A = 8.40 in.^2

Iy = 54.000 in.^4 I = 72.50 in.^4

Sy = 9.000 in.^3 S = 16.80 in.^3

ry = 3.464 in. r = 2.940 in.

J = 54.053 in.^4 J = 145.00 in.^4

x(bar) =

ry(0) =

ry(3/8) =

ry(3/4) =

ro(bar) =

TAN() =

ro(bar) =

ro(bar) =

ro(bar) =

Reference: The shapes contained in this database are a compilation of those listed in the current AISC "Shapes Database" CD-ROM Version 3.0 (June, 2001), as well as those listed in the AISC 9th Edition Manual of Steel Construction (1989).

NOMENCLATURE FOR AISC MEMBER PROPERTIES AND DIMENSIONS:

A = Cross-sectional area of member (in.^2)d = Overall depth of member, parallel to X-axis (in.)

Thickness of web of member (in.)Width of flange of member (in.)Thickness of flange of member (in.)

T = Distance between fillets for wide-flange or channel shape (in.) = d-(2*k)k = Distance from outer face of flange to web toe of fillet (in.)

Distance from web centerline to flange toe of fillet (in.)gage =

Radius of gyration of compression flange plus 1/3 of compression web area, taken about an axis in plane of web (in.)

Moment of inertia of member taken about X-axis (in.^4)Elastic section modulus of member taken about X-axis (in.^3)

Moment of inertia of member taken about Y-axis (in.^4)Elastic section modulus of member taken about Y-axis (in.^3)

Plastic section modulus of member taken about X-axis (in.^3)Plastic section modulus of member taken about Y-axis (in.^3)

J = Torsional constant of member (in.^4)Warping constant (in.^6)

a =E = Modulus of elasticity of steel = 29,000 ksiG = Shear modulus of elasticity of steel = 11,200 ksi

Normalized warping function at a point at the flange edge (in.^2)Warping statical moment at a point on the cross section (in.^4)Statical moment for a point in the flange directly above the vertical edge of the web (in.^3)Statical moment at the mid-depth of the section (in.^3)Distance from outside face of web of channel shape to Y-axis (in.)

x-coordinate of shear center with respect to the centroid of the section (in.)y-coordinate of shear center with respect to the centroid of the section (in.)

H =LLBB = Long legs back-to-back for double anglesSLBB = Short legs back-to-back for double angles

STD = Standard weight (Schedule 40) pipe sectionXS = Extra strong (Schedule 80) pipe section

XXS = Double-extra strong pipe section

tw =bf =tf =

k1 =Standard gage (bolt spacing) for member (in.) (Note: gages for angles are available by viewing comment box at cell K18.)

rt =d/Af = Ratio of of total depth of member to area of compression flange of member = d/(b f*tf)

Ix =Sx =rx = Radius of gyration of member taken about X-axis (in.) = SQRT(Ix/A)Iy =

Sy =ry = Radius of gyration of member taken about Y-axis (in.) = SQRT(Iy/A)

Zx =Zy =

Cw =Torsional property, a = SQRT(E*Cw/G*J)

Wno =Sw =Qf =

Qw =x(bar) =

eo = Horizontal distance from the outer edge of a channel web to its shear center (in.) = (approx.) tf*(d-tf)^2*(bf-tw/2)^2/(4*Ix)-tw/2xo =yo =

ro(bar) = Polar radius of gyration about the shear center (in.) = SQRT(xo^2+yo^2+(Ix+Iy)/A)Flexural constant, H = 1-(xo^2+yo^2)/ro(bar)^2)

VIGA: W18x50

MATERIAL A36

Fy 36 ksiFu 58 ksiE 29000 ksi

PROPIEDADES DE LA VIGAA = 14.70 in.^2d = 18.00 in. CÁLCULO DE LONGITUDEStw = 0.36 in.bf = 7.50 in. INTRODUCIR Lbtf = 0.57 in. Lb 2.00 mT = 15-1/2 in.

k = 0.97 in. CÁLCULO Lpk1 = 0.81 in. Lp 2.09 mgage = 3-1/2 in.rt = 1.94 in. CÁLCULO Lrd/Af = 4.21 rts 1.98Ix = 800.00 in.^4 ho 17.41Sx = 88.90 in.^3 c 1.00rx = 7.38 in. Jc/Sx/ho 0.00Iy = 40.10 in.^4 0.7*Fy/E 0.00Sy = 10.70 in.^3ry = 1.65 in. Lr 6.39 mZx = 101.00 in.^3Zy = 16.60 in.^3J = 1.24 in.^4Cw = 3040.00 in.^6a = 79.67 in.Wno = 32.60 in.^2Sw = 34.90 in.^4Qf = 17.70 in.^3Qw = 49.80 in.^3

LÓGICA

Lb<=LpLp<Lb<LrLb>Lr

CÁLCULO DE MOMENTOS MOMENTO ADMISIBLE

1.Momento Plástico ASDLb<=Lp Momento máximo

Mp 301.79

Momento máximo admisible2.Momento Pandeo Lateral TorsionalLp<Lb<LrMn 259.57

Lb>LrLb/rts 39.73Fcr 189.84Mn 1400.80

100

MOMENTO ADMISIBLE

Ω 1.67301.79

Momento máximo admisible 180.71

VIGA: W18x50ESBELTEZ DEL ELEMENTO ESTRUCTURAL

MATERIAL A36 Ky 0.80Ly 4.57 m

Fy 36 ry 1.65Fu 58 KyLy/ry 87.30E 29000

CLASIFICACION : ESBELTO/NO ESBELTOPROPIEDADES DE LA VIGA Ala o Patín

A = 14.70 in.^2 b 3.47 in

d = 18.00 in. t 0.57 in

tw = 0.36 in. λr 15.89bf = 7.50 in. λ 6.08tf = 0.57 in.T = 15-1/2 in. TIPO NO ESBELTO TIPOk = 0.97 in. CLASIFICACION NO ESBELTOk1 = 0.81 in.gage = 3-1/2 in. ESFUERZO CRÍTICO DE PANDEOrt = 1.94 in. 4.71raiz(E/Fy) 133.68d/Af = 4.21 DIRECCION XIx = 800.00 in.^4 KyLy/ry 87.30Sx = 88.90 in.^3 Fe 37.56rx = 7.38 in. Fcrx 24.10Iy = 40.10 in.^4Sy = 10.70 in.^3 RESISTENCIA ADMISIBLE A LA COMPRESIONry = 1.65 in. Pnx 354.31

Zx = 101.00 in.^3 Pnx/Ω 212.16Zy = 16.60 in.^3J = 1.24 in.^4Cw = 3040.00 in.^6a = 79.67 in.Wno = 32.60 in.^2Sw = 34.90 in.^4Qf = 17.70 in.^3Qw = 49.80 in.^3

ESBELTEZ DEL ELEMENTO ESTRUCTURALKx 0.80Lx 4.57rx 7.38 m

KxLx/rx 19.50

CLASIFICACION : ESBELTO/NO ESBELTOAlma

hw 16.86 in

tw 0.36 in

λr 42.29λ 47.49

TIPO ESBELTO ###

NO ESBELTO

ESFUERZO CRÍTICO DE PANDEO133.68

DIRECCION YKxLx/rx 19.50Fe 752.38Fcry 659.84

RESISTENCIA ADMISIBLE A LA COMPRESIONPny 9699.67

Pny/Ω ###

W18x50 C10x15.3A = 14.70 in.^2 A = 4.48 in.^2 A =d = 18.00 in. d = 10.00 in. d =tw = 0.36 in. tw = 0.24 in. tw =bf = 7.50 in. bf = 2.60 in. bf =

tf = 0.57 in. tf = 0.44 in. tf =T = 15-1/2 in. T = 8 in. k =k = 0.97 in. k = 1.00 in. Ix =k1 = 0.81 in. gage = 1-1/2 in. Sx =

gage = 3-1/2 in. 0.63 in. rx =rt = 1.94 in. eo = 0.80 in. y =d/Af = 4.21 d/Af = 8.81 Iy =

Ix = 800.00 in.^4 Ix = 67.30 in.^4 Sy =Sx = 88.90 in.^3 Sx = 13.50 in.^3 ry =rx = 7.38 in. rx = 3.87 in. J =Iy = 40.10 in.^4 Iy = 2.27 in.^4 Cw =

Sy = 10.70 in.^3 Sy = 1.15 in.^3 a =ry = 1.65 in. ry = 0.71 in.

Zx = 101.00 in.^3 J = 0.21 in.^4 H =Zy = 16.60 in.^3 Cw = 45.50 in.^6

J = 1.24 in.^4 a = 23.74 in.

Cw = 3040.00 in.^6 4.19 in.

a = 79.67 in. H = 0.88

Wno = 32.60 in.^2Sw = 34.90 in.^4Qf = 17.70 in.^3Qw = 49.80 in.^3

Ag 14.70 Ag 4.48 AgFy 36.00 Fy 36.00 FyOn 529.20 On 161.28 OnPn/Ω 316.89 Pn/Ω 96.57 Pn/Ω

x(bar) =

ro(bar) =

ro(bar) =

WT5x11 L8x8x1-1/8 2L5x3-1/2x3/8SLBB3.24 in.^2 d = 8.00 in. d = 3.50

5.09 in. b = 8.00 in. b = 5.00

0.24 in. t = 1.13 in. t = 0.38

5.75 in. k = 1.75 in. k = 0.81

0.36 in. wt./ft. = 57.20 plf. wt./ft. = 20.80

0.66 in. A = 16.80 in.^2 A = 6.10

6.88 in.^4 Ix = 98.10 in.^4 Ix = 6.31

1.72 in.^3 Sx = 17.50 in.^3 Sx = 2.38

1.46 in. rx = 2.41 in. rx = 1.02

1.07 in. y = 2.40 in. y = 0.85

5.71 in.^4 Iy = 98.10 in.^4 2.26

1.99 in.^3 Sy = 17.50 in.^3 2.39

1.33 in. ry = 2.41 in. 2.54

0.12 in.^4 x = 2.40 in. 2.56

0.11 in.^6 rz = 1.56 in. H = 0.93

1.53 in. 1.00

2.16 in. J = 7.13 in.^4

0.83 Cw = 32.50 in.^6

a = 3.44 in.

4.29 in.

H = 0.63

3.24 Ag 8.00 Ag 3.5036.00 Fy 36.00 Fy 36.00

116.64 On 288.00 On 126.0069.84 Pn/Ω 172.46 Pn/Ω 75.45

ry(0) =

ry(3/8) =

ry(3/4) =

ro(bar) =

TAN() =

ro(bar) =

2L5x3-1/2x3/8SLBB HSS8x6x3/8in. d = 8.00 in.

in. b = 6.00 in.

in. t = 0.35 in.

in. wt./ft. = 32.50 plf.

plf. A = 8.97 in.^2

in.^2 Ix = 79.10 in.^4

in.^4 Sx = 19.80 in.^3

in.^3 rx = 2.97 in.

in. Iy = 50.60 in.^4

in. Sy = 16.90 in.^3

in. ry = 2.38 in.

in. Zx = 24.10 in.^3

in. Zy = 19.80 in.^3

in. J = 100.00 in.^4

Ag 8.00Fy 36.00Pn 288.00Pn/Ω 172.46

FUERZA AXIALMomento admisible Ma 168 kipft

d 18tp1 25.4 mm

Espesor plancha superior tp1 1 intp2 19.05 mm

Espesor plancha inferior tp2 3/ 4tp 0.875

Fuerza Axial Paf 106.807947 kip

FLUENCIA DE LA PLANCHA SUPERIORMaterial de la plancha A36Fluencia Fy 36Ancho plancha b 6.25 inEspesor de plancha tp1 1 inResistencia adm Rn/Ω 134.7305389 in

RESISTENCIA DE LA SOLDADURA EN LA VIGA

Fuerza axial adm Pa 112Cateto 7.9375 mmGarganta 0.221875 inLong soldadura 24.3 inElectrodo E70Resist. Electrodo Exx 70 ksiResis. Soldadura 113.2228125

ESPESOR MINIMO DEL ALA DE LA VIGA

Electrodo E70R. Electrodo Exx Exx 70 ksiMaterial Viga Gr50Rotura Fu 65 ksiespesor minimo tmin 0.237966346 inEsp. Ala de la viga tf 0.57 in

ESPESOR MINIMO DE LA PLANCHA SUPERIOR

Electrodo E70R. Electrodo Exx Exx 70 ksiMaterial Plancha A36Rotura Fu 58 ksiespesor minimo tmin 0.266686422 inEsp. Plancha tf 1 in

SOLDADURA EN LA COLUMNA

Fuerza axial adm Pa 106.807947Cateto 11.1125 mm

Garganta 0.310625 inLong soldadura 12.5 inElectrodo E70Resist. Electrodo Exx 70 ksiResis. Soldadura 122.3085938

ROTURA ALA DE LA COLUMNA

Electrodo E70R. Electrodo Exx Exx 70Material Viga Gr50Rotura Fu 65espesor minimo tmin 0.333152885Esp. Ala de la viga tf 0.78

PLANCHA EN COMPRESIONCargas Pa 106.807947Coef. Apoyos K 0.65Long. L 1Esp. Plancha e 3/4Radio giro r 0.216506351Esbeltez KL/r 3.0022214 mmAncho plancha b 222.25 inAncho plancha b 8 3/4Area bruta Ag 6.56Material A36Fluencia Fy 36Resistencia adm Fy*Ag/Ω 141.4670659

SOLDADURA EN LA PLANCHA INFERIOR (CORTE)Cateto 7.9375 mmLong. 24.3 in(SIMILIAR QUE LA PLANCHA SUPERIOR)

ESPESOR MINIMO EN LA PLANCHA Y EN EL ALA DE LA VIGA

Espesor minimo ala tmin (ala) 0.237966346Espesor minimo plancha tmin (plancha) 0.266686422Espesor ala tf 0.57Espesor plancha tp 0.75

SOLDADURA ENTRE LA PLANCHA Y LA COLUMNAFuerza axial adm Pa 106.807947Cateto 7.9375 mmGarganta 0.221875 inLong soldadura 10.75 inElectrodo E70Resist. Electrodo Exx 70 ksiResis. Soldadura 75.13242188