Viga Acero Compuesta_21x50#

7/30/2019 Viga Acero Compuesta_21x50#

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Design:

W21x50 Checked:

General Input and Results Summary

Input

Steel Beam and Concrete Deck

Fy(Str. Steel) 50 ksi

fy reinforcement 60 ksi

f 'c concrete 3.5 ksi

Top longitudinal reinforcement, Area 0.00 in

Top longitudinal reinforcement, dist from bottom of slab 0.00 inBottom longitudinal reinforcement, Area 0.20 in

Bottom longitudinal reinf., dist from bottom of slab 1.50 in

Beam spacing(s)= 8.00 ft

Span length(L) = 30.00 ft

Slab structural depth (h) = 2 in.

Elastic Modulus, n = 8

Effective flange width=Metal Deck Perpendicular to Beam

b equiv.= 4.82 in STEEL BEAM

effective width be= 38.53 in

conc.h= 2 in. 9.71 in

rib hr= 3 in.

d/2= 10.42 in

Steel beam d= 20.83 in

Distance to centroid= W21x50

16.12 in

Project:

COMPOSITE BEAM


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Composite Section Properties

Element Transformed A Moment Arm A*y A*y2 Ioin2 in. in3 in4 in4

Slab 2 in. 9.63 14.42 138.85 2001.56 3.21

W21x50 14.7 0 0 0 1170.00

Totals 24.33 14.42 138.85 2001.56 1173.21

Ix=Io+Ay2= 3174.77 in4

y'=A*y/A= 5.71 in

Itr=Ix-A*(y')2= 2382 in4 (for fully composite uncracked transformed section)

y(top)=d/2-y'+t+h= 9.71 in Sconc=I tr/yt= 245 in3

y(bot.)=d/2+y'= 16.12 in Str=I tr/yb= 148 in3

BEAM WITHOUT TEMPORARY SHORING ( with Non-composite Section)DL= 42 PsfConstruction LL= 35 Psf

Reduction(0.08*L*s) 19% If tributary > 150 ft2

Reduction, 23.1(1+D/L)(%) 51% (Use Max 40%, SBC 1604.2)

Reduced Construction LL= 28 Psf (min. Reduction is used)

qbeam=qslab*be+qsteelbeam= 0.612 Klf

Moment=q*L2/8= 68.88 Ft-kip

fy allow. ( =Fy * 0.66 )= 33.00 Ksi

f =M/S (Steel section) = 7.45 Ksi

BIEN, 150 ft2

Reduction, 23.1(1+D/L)(%) 33% (Use Max 40%, SBC 1604.2)

Reduced LL= 81 Psf (min. Reduction is used)

qbeam=qslab*be+qsteelbeam= 1.032 Klf

CONCRETE STRESSES:

Moment=q*L2/8= 116.15 Ft-kipfc' allow.= 1.58 Ksi( 45% of fc') ACI 318/A3.1

f conc.=M/S (composite section)= 0.71 Ksi

OK,


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OK,


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Date: 04/30/13

Page:

For InteriorBeams;

Effective Flange Width( be )

90.00 in L/4

96.00 in s38.53 in 16 x h+bf A d tw

W8x18 5.26 8.14 0.23

38.53 in


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W16x57 16.8 16.43 0.43

W18x35 10.3 17.7 0.3

W18x40 11.8 17.9 0.315

W18x46 13.5 18.06 0.36

W18x50 14.7 17.99 0.355

W18x55 16.2 18.11 0.39

W21x50 14.7 20.83 0.38

W21x62 18.3 20.99 0.4

W24x55 16.2 23.57 0.395

W24x62 18.2 23.74 0.43

W24x162 47.7 25 0.705

LL=10 is used for camber calc.

D(DL)=(5/384) q*L4/EI= 0.22 in

USE CAMBER 1 in.

D(LL)=(5/384) q*L4/EI= 0.43 inDall.=L/360= 1.00 in

OK


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5 in.

12 in.

3 in.

1the steel

Qn, Conc. Strength, fc' (ksi)

3 3.5 4

9.4 10.5 11.6

14.6 16.4 18.1

21 23.6 26.1

28.6 32.1 35.5

. The allowable connector q(kips)


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bf tf I S

5.25 0.33 61.9 15.2

4 0.27 68.9 13.83.97 0.225 88.6 14.9

3.99 0.265 103 17.1

4.03 0.425 156 25.4

6.49 0.38 204 33.4

6.52 0.44 238 38.6

8.005 0.515 310 51.9

5 0.335 199 29

5.025 0.42 245 35.3

6.73 0.385 291 42

6.745 0.455 340 48.6

6.77 0.515 385 54.6

5.5 0.345 301 38.4

5.525 0.44 375 47.2

6.985 0.43 448 56.5

7.035 0.565 586 72.7


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7.12 0.715 758 92.2

6 0.425 510 57.6

6.015 0.525 612 68.4

6.06 0.605 712 78.8

7.495 0.57 800 88.9

7.53 0.63 890 98.3

6.53 0.535 1170 111

8.24 0.615 1330 127

7.005 0.505 1350 114

7.04 0.59 1550 131

12.955 1.22 5170 414


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Minimum splice plate thickness (1/2 thickness of web minimum) = 0.28 in

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Viga Acero Compuesta_21x50#