Compsite 1 (Recovered)

8/19/2019 Compsite 1 (Recovered)

1/42

Location Grid 1-1

4 m 1 Shear 35.63 kN

3.75 m 3.7526.38 kNm

19.8 kN/m

Material Properties

f'c 20.7 Mpa Ec 21384 Mpa

fy 248 Mpa Strength of each shear connector 51.3 kN/pc

Es 200000 Mpa

Beam Properties Concrete Slab Properties

Section W 8x 28 B 1000 mm

A 5322.57 sq.mm Ix 40790679.71 mm^4 t 125 mmd 204.724 mm Sx 398205.6552 cu.mm

tw 7.239 mm

bf 165.989 mm

tf 11.811 mm

weight 41.67 kg/m

Fb 0.66Fy Full shoring is provided

Fc 0.45f'c

Modular ratio (n) 9.36

Eff. Width of concrete 106.84 mm

y1 204.724 mm

y2 181.102 mm

y3 11.811 mm

y4 125 mm

x1 106.84 mm

y' 109.48 mm

Design Assumptions

Computations

Uniform Load

Design of Non-Encased Composite Beams

Beam span (c.c)

SpacingMoment


2/42

y' 109.48 mm

y'' 220.24 mm

fs 163.68 Mpa

fs' 81.36 Mpa

fs concret 8.69 Mpa

Allowable Stress in concrete 9.315 > 8.69

Fc 9.315 Mpa

fs concrete 8.69 Mpa

Inertia of the composite section

y' 109.48 mm

x' 117.88 mm

Ix section 40790679.71

73962153.77

Ix slab 46733468.14

Ixx' 161486301.6

Stress Diagram

Check the stress for concrete

PASSED

Moment of Inertia for the Composite Section

= 0.66

= ′

′′

= ′

= + +

()

=

3


3/42

fs 163.68 Mpa c (tension side) 220.24 mm

Ixx' 161486302

M resistin 120.01 kNm 120.01 > 26.38

M service 26.38 kNm

Smaller of the

Two

Vh 1099.6875 kN Vh 659.9987 kN

where:

Vh shear strength to be resisted

f'c compressive strength of concrete

Fy Yield strength of steel section

Ac Area of slab concrete (effective area)

As Area of steel section

Vh 659.99868 kN

No. of shear connecto 13 pcs

Specs:

Lateral concrete cover 25mm

Allowable Deflection

δa 11.11 mm

∆ 0.41 mm Safe

Check for Bending Stress

Shear Connections

Check for Deflection

SECTION IS ADQEUATE

= ′

ℎ = 0.85′

2

ℎ =

2

δa = L360

∆=

384


4/42

It can be assumed that the section is compact due to the additional resistance

of slab in the compression side. Therefore, Fv (allowable shear stress) is 0.4 Fy.

Fave 24.0 Mpa

Fallow 99.2 MpaSafe

Check for Shear

Fave =

V

dt w


5/42

Location Grid 2-2

4 m 1 Shear 43.266 kN

3.875 m 3.87534.514 kNm

25.9 kN/m

Material Properties



Es 200000 Mpa



A 5322.57 sq.mm Ix 40790680 mm^4 t 125 mmd 204.724 mm Sx 398205.7 cu.mm

tw 7.239 mm

bf 165.989 mm

tf 11.811 mm

weight 41.67 kg/m


Fc 0.45f'c



y1 204.724 mm

y2 181.102 mm

y3 11.811 mm

y4 125 mm

x1 106.84 mm

y' 109.48 mm


Beam span (c.c)

SpacingMoment

Uniform Load

Design Assumptions

Computations


6/42

y' 109.48 mm

y'' 220.24 mm

fs 163.68 Mpa

fs' 81.36 Mpa

fs concret 8.69 Mpa


Fc 9.315 Mpa



y' 109.48 mm

x' 117.88 mm

Ix section 40790680

73962154

Ix slab 46733468

Ixx' 1.61E+08

Stress Diagram


PASSED


= 0.66

= ′

′′

= ′

= + +

()

=

3


7/42


Ixx' 1.61E+08

M resistin 120.01 kNm 120.01 > 34.514

M service 34.514 kNm

Smaller of the

Two

Vh 1099.688 kN Vh 659.9987 kN

where:






Vh 659.9987 kN

No. of shear connect 13 pcs

Specs:



δa 11.11 mm

∆ 0.53 mm Safe



SECTION IS ADQEUATE

Shear Connections

= ′

ℎ = 0.85′

2

ℎ =

2

δa = L360

∆=

384


8/42


of slab in the compression side. Therefore, Fv (allowable shear stress) 0.4 Fy.

Fave 29.2 Mpa

Fallow 99.2 Mpa

Check for Shear

Safe

Fave =

V

dt w


9/42

Location Grid 3-3

4 m 1 Shear 41.668 kN

4 m 432.973 kNm

24.7 kN/m

Material Properties



Es 200000 Mpa




tw 7.239 mm

bf 165.989 mm

tf 11.811 mm

weight 41.67 kg/m


Fc 0.45f'c



y1 204.724 mm

y2 181.102 mm

y3 11.811 mm

y4 125 mm

x1 106.84 mm

y' 109.48 mm


Beam span (c.c)

SpacingMoment

Uniform Load

Design Assumptions

Computations


10/42

y' 109.48 mm

y'' 220.24 mm

fs 163.68 Mpa

fs' 81.36 Mpa

fs concret 8.69 Mpa


Fc 9.315 Mpa



y' 109.48 mm

x' 117.88 mm

Ix section 40790680

73962154

Ix slab 46733468

Ixx' 1.61E+08


PASSED


Stress Diagram

= 0.66

= ′

′′

= ′

= + +

()

=

3


11/42


Ixx' 1.61E+08

M resistin 120.01 kNm 120.01 > 32.973


Smaller of the

Two

Vh 1099.688 kN Vh 659.9987 kN

where:






Vh 659.9987 kN


Specs:



δa 11.11 mm

∆ 0.51 mm Safe


SECTION IS ADQEUATE

Shear Connections


= ′

ℎ = 0.85′

2

ℎ =

2

δa = L360

∆=

384


12/42



Fave 28.1 Mpa

Fallow 99.2 Mpa

Check for Shear

Safe

Fave =

V

dt w


13/42

Location Grid 4-4

4 m 1 Shear 43.604 kN

3.875 m 3.87534.732 kNm

26.0 kN/m

Material Properties



Es 200000 Mpa




tw 7.239 mm

bf 165.989 mm

tf 11.811 mm

weight 41.67 kg/m


Fc 0.45f'c



y1 204.724 mm

y2 181.102 mm

y3 11.811 mm

y4 125 mm

x1 106.84 mm

y' 109.48 mm


Beam span (c.c)

SpacingMoment

Uniform Load

Design Assumptions

Computations


14/42

y' 109.48 mm

y'' 220.24 mm

fs 163.68 Mpa

fs' 81.36 Mpa

fs concret 8.69 Mpa


Fc 9.315 Mpa



y' 109.48 mm

x' 117.88 mm

Ix section 40790680

73962154

Ix slab 46733468

Ixx' 1.61E+08

Stress Diagram


PASSED


= 0.66

= ′

′′

= ′

= + +

()

=

3


15/42


Ixx' 1.61E+08

M resistin 120.01 kNm 120.01 > 34.732


Smaller of the

Two

Vh 1099.688 kN Vh 659.9987 kN

where:






Vh 659.9987 kN


Specs:



δa 11.11 mm

∆ 0.54 mm Safe


SECTION IS ADQEUATE

Shear Connections


= ′

ℎ = 0.85′

2

ℎ =

2

δa = L360

∆=

384


16/42



Fave 29.4 Mpa

Fallow 99.2 Mpa

Check for Shear

Safe

Fave =

V

dt w


17/42

Location Grid 5-5

4 m 1 Shear 35.595 kN

3.875 m 3.87526.278 kNm

19.7 kN/m

Material Properties



Es 200000 Mpa




tw 7.239 mm

bf 165.989 mm

tf 11.811 mm

weight 41.67 kg/m


Fc 0.45f'c



y1 204.724 mm

y2 181.102 mm

y3 11.811 mm

y4 125 mm

x1 106.84 mm

y' 109.48 mm


Beam span (c.c)

SpacingMoment

Uniform Load

Design Assumptions

Computations


18/42

y' 109.48 mm

y'' 220.24 mm

fs 163.68 Mpa

fs' 81.36 Mpa

fs concret 8.69 Mpa


Fc 9.315 Mpa



y' 109.48 mm

x' 117.88 mm

Ix section 40790680

73962154

Ix slab 46733468

Ixx' 1.61E+08

Stress Diagram


PASSED


= 0.66

= ′

′′

= ′

= + +

()

=

3


19/42


Ixx' 1.61E+08

M resistin 120.01 kNm 120.01 > 26.278


Smaller of the

Two

Vh 1099.688 kN Vh 659.9987 kN

where:






Vh 659.9987 kN


Specs:



δa 11.11 mm

∆ 0.41 mm Safe


SECTION IS ADQEUATE

Shear Connections


= ′

ℎ = 0.85′

2

ℎ =

2

δa = L360

∆=

384


20/42



Fave 24.0 Mpa

Fallow 99.2 Mpa

Check for Shear

Safe

Fave =

V

dt w


21/42

Location Grid A-A

4 m 1 Shear 40.402 kN

3.875 m 3.87533.179 kNm

24.9 kN/m

Material Properties



Es 200000 Mpa




tw 7.239 mm

bf 165.989 mm

tf 11.811 mm

weight 41.67 kg/m


Fc 0.45f'c



y1 204.724 mm

y2 181.102 mm

y3 11.811 mm

y4 125 mm

x1 106.84 mm

y' 109.48 mm


Beam span (c.c)

SpacingMoment

Uniform Load

Design Assumptions

Computations


22/42

y' 109.48 mm

y'' 220.24 mm

fs 163.68 Mpa

fs' 81.36 Mpa

fs concret 8.69 Mpa


Fc 9.315 Mpa



y' 109.48 mm

x' 117.88 mm

Ix section 40790680

73962154

Ix slab 46733468

Ixx' 1.61E+08

PASSED


Stress Diagram


= 0.66

= ′

′′

= ′

= + +

()

=

3


23/42


Ixx' 1.61E+08

M resistin 120.01 kNm 120.01 > 33.179


Smaller of the

Two

Vh 1099.688 kN Vh 659.9987 kN

where:






Vh 659.9987 kN


Specs:



δa 11.11 mm

∆ 0.51 mm Safe


SECTION IS ADQEUATE

Shear Connections


= ′

ℎ = 0.85′

2

ℎ =

2

δa = L360

∆=

384


24/42



Fave 27.3 Mpa

Fallow 99.2 Mpa

Check for Shear

Safe

Fave =

V

dt w


25/42

Location Grid B-B

4 m 1 Shear 89.59 kN

3.875 m 3.875111.669 kNm

83.8 kN/m

Material Properties



Es 200000 Mpa




tw 7.239 mm

bf 165.989 mm

tf 11.811 mm

weight 41.67 kg/m


Fc 0.45f'c



y1 204.724 mm

y2 181.102 mm

y3 11.811 mm

y4 125 mm

x1 106.84 mm

y' 109.48 mm

Design Assumptions

Computations


Beam span (c.c)

SpacingMoment

Uniform Load


26/42

y' 109.48 mm

y'' 220.24 mm

fs 163.68 Mpa

fs' 81.36 Mpa

fs concret 8.69 Mpa


Fc 9.315 Mpa



y' 109.48 mm

x' 117.88 mm

Ix section 40790680

73962154

Ix slab 46733468

Ixx' 1.61E+08

Stress Diagram


PASSED


= 0.66

= ′

′′

= ′

= + +

()

=

3


27/42


Ixx' 1.61E+08

M resistin 120.01 kNm 120.01 > 111.669


Smaller of the

Two

Vh 1099.688 kN Vh 659.9987 kN

where:






Vh 659.9987 kN


Specs:



δa 11.11 mm

∆ 1.73 mm Safe


SECTION IS ADQEUATE

Shear Connections


= ′

ℎ = 0.85′

2

ℎ =

2

δa = L360

∆=

384


28/42



Fave 60.5 Mpa

Fallow 99.2 Mpa

Check for Shear

Safe

Fave =

V

dt w


29/42

Location Grid C-C

4 m 1 Shear 106.565 kN

4 m 4149.915 kNm

112.4 kN/m

Material Properties



Es 200000 Mpa


Section W 10 x 33 B 1000 mm

A 6264.504 sq.mm Ix 70759342.35 mm^4 t 125 mmd 247.142 mm Sx 573547.24 cu.mm

tw 7.366 mm

bf 202.184 mm

tf 11.049 mm

weight 49.11 kg/m


Fc 0.45f'c



y1 247.142 mm

y2 225.044 mm

y3 11.049 mm

y4 125 mm

x1 106.84 mm

y' 121.91 mm


Beam span (c.c)

SpacingMoment

Uniform Load

Design Assumptions

Computations


30/42

y' 121.91 mm

y'' 250.23 mm

fs 163.68 Mpa

fs' 79.75 Mpa

fs concret 8.52 Mpa


Fc 9.315 Mpa



y' 121.91 mm

x' 126.66 mm

Ix section 70759342

1E+08

Ix slab 64529251

Ixx' 2.36E+08

Stress Diagram


PASSED


= 0.66

= ′

′′

= ′

= + +

()

=

3


31/42


Ixx' 2.36E+08

M resistin 154.23 kNm 154.23 > 149.915


Smaller of the

Two

Vh 1099.688 kN Vh 776.7984 kN

where:






Vh 776.7984 kN


Specs:



δa 11.11 mm

∆ 1.59 mm Safe


SECTION IS ADQEUATE

Shear Connections


= ′

ℎ = 0.85′

2

ℎ =

2

δa = L360

∆=

384


32/42


of slab in the compression side. Therefore, Fv (allowable shear stress) is 0.4 Fy.

Fave 58.5 Mpa

Fallow 99.2 Mpa

Check for Shear

Safe

Fave =

V

dt w


33/42

Location Grid D-D

4 m 1 Shear 89.586 kN

3.875 m 3.875111.813 kNm

83.9 kN/m

Material Properties



Es 200000 Mpa




tw 7.239 mm

bf 165.989 mm

tf 11.811 mm

weight 41.67 kg/m


Fc 0.45f'c



y1 204.724 mm

y2 181.102 mm

y3 11.811 mm

y4 125 mm

x1 106.84 mm

y' 109.48 mm


Beam span (c.c)

SpacingMoment

Uniform Load

Design Assumptions

Computations


34/42

y' 109.48 mm

y'' 220.24 mm

fs 163.68 Mpa

fs' 81.36 Mpa

fs concret 8.69 Mpa


Fc 9.315 Mpa



y' 109.48 mm

x' 117.88 mm

Ix section 40790680

73962154

Ix slab 46733468

Ixx' 1.61E+08

Stress Diagram


PASSED


= 0.66

= ′

′′

= ′

= + +

()

=

3


35/42


Ixx' 1.61E+08

M resistin 120.01 kNm 120.01 > 111.813


Smaller of the

Two

Vh 1099.688 kN Vh 659.9987 kN

where:






Vh 659.9987 kN


Specs:



δa 11.11 mm

∆ 1.73 mm Safe


SECTION IS ADQEUATE

Shear Connections


= ′

ℎ = 0.85′

2

ℎ =

2

δa = L360

∆=

384


36/42



Fave 60.4 Mpa

Fallow 99.2 MpaSafe

Check for Shear

Fave =

V

dt w


37/42

Location Grid E-E

4 m 1 Shear 40.851 kN

3.875 m 3.87533.333 kNm

25.0 kN/m

Material Properties



Es 200000 Mpa




tw 7.239 mm

bf 165.989 mm

tf 11.811 mm

weight 41.67 kg/m


Fc 0.45f'c



y1 204.724 mm

y2 181.102 mm

y3 11.811 mm

y4 125 mm

x1 106.84 mm

y' 109.48 mm


Beam span (c.c)

SpacingMoment

Uniform Load

Design Assumptions

Computations


38/42


39/42


Ixx' 1.61E+08

M resistin 120.01 kNm 120.01 > 33.333


Smaller of the

Two

Vh 1099.688 kN Vh 659.9987 kN

where:






Vh 659.9987 kN


Specs:



δa 11.11 mm

∆ 0.52 mm Safe


SECTION IS ADQEUATE

Shear Connections


= ′

ℎ = 0.85′

2

ℎ =

2

δa = L360

∆=

384


40/42



Fave 27.6 Mpa

Fallow 99.2 Mpa

Check for Shear

Safe

Fave =

V

dt w


41/42


42/42

Compsite 1 (Recovered)

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