PROJECT : PAGE :

CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :

Composite Beam Design with Verco Floor Deck Based on AISC Manual 9th

INPUT DATA & DESIGN SUMMARYBEAM SECTION = > W30X132 = > A d

38.9 30.3 5770 380FLOOR DECK TYPE = > W3-6 1/4" LW

RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular)BEAM SPAN 52 ftBEAM SPACING (TRIB. WIDTH) 16 ft, o.c.

SUPERIMPOSED LOAD 246BEAM YIELD STRESS 50 ksi

CONCRETE STRENGTH 3 ksi

SHEAR STUD DIA. (1/2, 5/8, 3/4) 3/4 in

NUMBER OF STUD IN ONE RIB 1( Total 160 - 3/4 x 4.5" Shear Studs Required)

( 0 13/16 in camber suggested) THE BEAM DESIGN IS ADEQUATE.

ANALYSISCHECK DIMENSION REQUIREMENTS (AISC-ASD I5.1, page 5-61)

3.25 in > 2 in [Satisfactory]

3 in < 3 in [Satisfactory]

3/4 in < 3/4 in [Satisfactory]

4.5 in > 3 in [Satisfactory]4 in o.c. < 36 in o.c. [Satisfactory]

6 in > 2 in [Satisfactory]

DETERMINE COMPOSITE PROPERTIES

MIN ( L / 4 , B ) = 156 in, (AISC-ASD I1.1, page 5-56)

13.91 , (ACI 8.5.1)

36.5

24.7 in, from steel bottom.

13161

532

1112

CHECK BENDING & SHEAR CAPACITIES

246.00 43.50 + 8.27 ) = 297.77

1610 ft-kips, (changeable). 124 kips, (changeable per actual).

Bottom: 39 ksi < 45 ksi, (non-shored, AISC-ASD I2.2, page 5-57)[Satisfactory]

Top: 1.249 ksi < 1.35 ksi, (AISC-ASD I2.2, page 5-57)[Satisfactory]

Shear: 6.648 ksi < 20 ksi [Satisfactory](neglecting concrete & steel deck capacity conservatively)

Ix Sx

L =B =

ws = lbs / ft2

Fy =

fc'=f =

Nr =

t0 =

hr =

f =

Hs = hr + 1.5 =s =

wr =

b =

Actr = b t0 / n = in2

in4

in3, referred to steel bottom.

in3, referred to concrete top.

w = ws+ wwt= + ( lbs / ft2 (total gravity loads)

0.9 Fy =

0.45 fc' =

En

Ec

00.5 0.5ctr

ctr

rb

d Adh tAyAA

2 22 0

00.5 0.512ctr

tr x ctr rb btAd d yyA tI I A h

trtr

b

IS

y

0

trt

r b

IS

yd h t

DL LL

bx tr

M Mf

S S

maxc

t

Mf

nS

maxv

w

Vf

d t

0.4F y

2

max8

wBLM max

2

wBLV

(cont'd)CHECK SHEAR CONNECTOR CAPACITY

646.425 kips, (AISC-ASD I4-1 & I4-2, page 5-58)

532

646.425 kips, (AISC-ASD I2-1 & I4, page 5-57 & 58)

0.850 < 1.0 , (AISC-ASD I5-1, page 5-61)

8.11 kips, (AISC-ASD I5.2, page 5-61)

Allowable Horizontal Shear Load for One Connector (q, kips)(AISC-ASD Table I4.1 with coefficient Table I4.2, page 5-59)

( in ) ( in ) 3.0 3.5 4.0 or Larger0.500 1/2 2 4.2 4.6 4.90.625 5/8 2 1/2 6.6 7.1 7.60.750 3/4 3 9.5 10.4 11.0

160 , total number on the beam for partial composite action.

160 , total number on the beam for full composite action.

160 , total number required on the beam, (AISC-ASD I4, page 5-59)

CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE (AISC-ASD I2.1, page 5-56)

100% Self Wt = 0.83 kips / ft (100% self weight load only)

0.81 in, Camber Suggested

9 ksi < 33 ksi[Satisfactory]

CHECK LIVE LOAD DEFLECTION ON COMPOSITE (AISC-ASD I2.1 page 5-56 & page 2-249)

3.94 kips / ft (live load only)

13161

1.70 in < L / 360 = 1.73 in[Satisfactory]

Note:The STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs, if ribs spacing

12" o. c., the minimum composte beam capacity is from2 rows @ 12" o.c., not one row @ 8.57" o.c. See software

for more information.

Technical References: 1. AISC: "Manual of Steel construction 9th", American Institute of Steel Construction, 1990. 2. Alan Williams Ph.D., S.E., C.Eng.: "Structural Steel Design - Volume 1: ASD", ICBO, 2001.

Seff = Min[ Mmax / (0.66 Fy) , Str ] = in3, referred to steel bottom.

q' = r q =

Dia. f min. Hs Concrete fc'

2 N1' = 2 Vh' / q' = 2 N1 = 2 Vh / q' =

n = MIN[ MAX(2N1' , 2N1/4) , 2N1] =

wDL=

0.66 Fy =

wLL=Ieff= in4 (AISC-ASD, I4-4)

CompositeFloorBeamWithCantilever.xls on the websitewww.Engineering-International.com

'0.85 / 2 / 2,c y sh cfMINV A F A

2' , 0.25eff sh h

tr s

S SMAXV V

S S

0.85 1.0 ,

0.6 1.0 , & 1.5

w H sr for Perpendicularh hN r rr

w H wsr rfor Parallelh h hr r r

r

45

384

DLDL

w L

EI x

2

8

DL

bx

w Lf

S

45

384

LLLL

w L

EIeff

PROJECT : PAGE :

CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :

Composite Beam Design with Formed Steel Deck Based on AISC-ASD

INPUT DATA & DESIGN SUMMARYBEAM SECTION = > W21X62 = > A dBEAM SPAN 40 ft 18.3 21.0 1330 127BEAM SPACING (DECK SPAN) 11 ft, o.c.

DEAD LOAD 125LIVE LOAD 80RIBS PERPENDICULAR TO BEAM ? yes (perpendicular)

BEAM YIELD STRESS 50 ksi

CONCRETE STRENGTH 4.5 ksi

TOPPING CONCRETE THICK. 3 in

SHEAR STUD DIA. (1/2, 5/8, 3/4) 5/8 in

NOMINAL RIB HEIGHT 2 in

AVERAGE WIDTH OF RIB 3 in

NUMBER OF STUD IN ONE RIB 1( Total 34 - 5/8 x 3.5" Shear Studs Required)

( 2 1/16 in camber suggested) THE BEAM DESIGN IS ADEQUATE.

ANALYSISCHECK DIMENSION REQUIREMENTS (AISC-ASD I5.1, page 5-60)

3 in > 2 in [Satisfactory]

2 in < 3 in [Satisfactory]

5/8 in < 3/4 in [Satisfactory]

3.5 in > 2.5 in [Satisfactory]15 in o.c. < 36 in o.c. [Satisfactory]

3 in > 2 in [Satisfactory]

DETERMINE COMPOSITE PROPERTIES

MIN ( L / 4 , B ) = 120 in, (AISC-ASD I1.1, page 5-56)

7.58 , (ACI 8.5.1)

47.5

20.6 in, from steel bottom.

3954

192

733

CHECK BENDING & SHEAR CAPACITIESw = 205

451 ft-kips, (changeable). 45 kips, (changeable per actual).

Bottom: 37 ksi < 45 ksi, (non-shored, AISC-ASD I2.2, page 5-57)[Satisfactory]

Top: 0.974 ksi < 2.025 ksi, (AISC-ASD I2.2, page 5-57)[Satisfactory]

Shear: 9.127 ksi < 20 ksi [Satisfactory](neglecting concrete & steel deck capacity conservatively)

Ix Sx

L =B =

wDL = lbs / ft2

wLL = lbs / ft2

Fy =

fc'=t0 =

f =

hr =

wr =

Nr =

t0 =

hr =

f =

Hs = hr + 1.5 =s =

wr =

b =

Actr = b t0 / n = in2

in4

in3, referred to steel bottom.

in3, referred to concrete top.

lbs / ft2 (total gravity loads)

0.9 Fy =

0.45 fc' =

29000'57

En

Ec f c

00.5 0.5ctr

ctr

rb

d Adh tAyAA

2 22 0

00.5 0.512ctr

tr x ctr rb btAd d yyA tI I A h

trtr

b

IS

y

0

trt

r b

IS

yd h t

maxc

t

Mf

nS

2

max8

wBLM max

2

wBLV

maxv

w

Vf

d t 0.4F y

DL LL

bx tr

M Mf

S S

maxv

w

Vf

d t

(cont'd)CHECK SHEAR CONNECTOR CAPACITY

457.5 kips, (AISC-ASD I4-1 & I4-2, page 5-58)

164

148.62 kips, (AISC-ASD I2-1 & I4, page 5-57 & 58)

0.956 < 1.0 , (AISC-ASD I5-1, page 5-61)

8.80 kips, (AISC-ASD I5.2, page 5-61)

Allowable Horizontal Shear Load for One Connector (q, kips), (AISC-ASD Table I4.1, page 5-59)

( in ) ( in ) 3.0 3.5 4.0 or Larger0.500 1/2 2 5.1 5.5 5.90.625 5/8 2 1/2 8.0 8.6 9.20.750 3/4 3 11.5 12.5 13.3

34 , total number on the beam for partial composite action.

104 , total number on the beam for full composite action.

34 , total number required on the beam, (AISC-ASD I4, page 5-59)

CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE (AISC-ASD I2.1, page 5-56)

1.38

2.05 in, Camber Suggested

26 ksi < 33 ksi[Satisfactory]

CHECK LIVE LOAD DEFLECTION ON COMPOSITE (AISC-ASD I2.1 page 5-56 & page 2-249)

0.88 kips / ft (live load only)

2826

0.62 in < L / 360 = 1.33 in[Satisfactory]

Technical References: 1. AISC: "Manual of Steel construction 9th", American Institute of Steel Construction, 1990. 2. Alan Williams Ph.D., S.E., C.Eng.: "Structural Steel Design - Volume 1: ASD", ICBO, 2001.

Seff = Min[ Mmax / (0.66 Fy) , Str ] = in3, referred to steel bottom.

q' = r q =

Dia. f min. Hs Concrete fc'

2 N1' = 2 Vh' / q' = 2 N1 = 2 Vh / q' =

n = MIN[ MAX(2N1' , 2N1/4) , 2N1] =

wDL= kips / ft (dead load only)

0.66 Fy =

wLL=Ieff= in4 (AISC-ASD, I4-4)

'0.85 / 2 / 2,c y sh cfMINV A F A

0.85 1.0sr

r rr

w Hh hN

r

2' , 0.25eff sh h

tr s

S SMAXV V

S S

45

384

DL

DLw L

EI x

2

8

DL

bx

w Lf

S

45

384

LLLL

w L

EIeff