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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
8/19/2019 Compsite 1 (Recovered)
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
8/19/2019 Compsite 1 (Recovered)
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
8/19/2019 Compsite 1 (Recovered)
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
8/19/2019 Compsite 1 (Recovered)
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
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 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
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 of Non-Encased Composite Beams
Beam span (c.c)
SpacingMoment
Uniform Load
Design Assumptions
Computations
8/19/2019 Compsite 1 (Recovered)
6/42
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 40790680
73962154
Ix slab 46733468
Ixx' 1.61E+08
Stress Diagram
Check the stress for concrete
PASSED
Moment of Inertia for the Composite Section
= 0.66
= ′
′′
= ′
= + +
()
=
3
8/19/2019 Compsite 1 (Recovered)
7/42
fs 163.68 Mpa c (tension side) 220.24 mm
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 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 659.9987 kN
No. of shear connect 13 pcs
Specs:
Lateral concrete cover 25mm
Allowable Deflection
δa 11.11 mm
∆ 0.53 mm Safe
Check for Deflection
Check for Bending Stress
SECTION IS ADQEUATE
Shear Connections
= ′
ℎ = 0.85′
2
ℎ =
2
δa = L360
∆=
384
8/19/2019 Compsite 1 (Recovered)
8/42
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) 0.4 Fy.
Fave 29.2 Mpa
Fallow 99.2 Mpa
Check for Shear
Safe
Fave =
V
dt w
8/19/2019 Compsite 1 (Recovered)
9/42
Location Grid 3-3
4 m 1 Shear 41.668 kN
4 m 432.973 kNm
24.7 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 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
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 of Non-Encased Composite Beams
Beam span (c.c)
SpacingMoment
Uniform Load
Design Assumptions
Computations
8/19/2019 Compsite 1 (Recovered)
10/42
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 40790680
73962154
Ix slab 46733468
Ixx' 1.61E+08
Check the stress for concrete
PASSED
Moment of Inertia for the Composite Section
Stress Diagram
= 0.66
= ′
′′
= ′
= + +
()
=
3
8/19/2019 Compsite 1 (Recovered)
11/42
fs 163.68 Mpa c (tension side) 220.24 mm
Ixx' 1.61E+08
M resistin 120.01 kNm 120.01 > 32.973
M service 32.973 kNm
Smaller of the
Two
Vh 1099.688 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 659.9987 kN
No. of shear connect 13 pcs
Specs:
Lateral concrete cover 25mm
Allowable Deflection
δa 11.11 mm
∆ 0.51 mm Safe
Check for Bending Stress
SECTION IS ADQEUATE
Shear Connections
Check for Deflection
= ′
ℎ = 0.85′
2
ℎ =
2
δa = L360
∆=
384
8/19/2019 Compsite 1 (Recovered)
12/42
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) 0.4 Fy.
Fave 28.1 Mpa
Fallow 99.2 Mpa
Check for Shear
Safe
Fave =
V
dt w
8/19/2019 Compsite 1 (Recovered)
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
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 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
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 of Non-Encased Composite Beams
Beam span (c.c)
SpacingMoment
Uniform Load
Design Assumptions
Computations
8/19/2019 Compsite 1 (Recovered)
14/42
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 40790680
73962154
Ix slab 46733468
Ixx' 1.61E+08
Stress Diagram
Check the stress for concrete
PASSED
Moment of Inertia for the Composite Section
= 0.66
= ′
′′
= ′
= + +
()
=
3
8/19/2019 Compsite 1 (Recovered)
15/42
fs 163.68 Mpa c (tension side) 220.24 mm
Ixx' 1.61E+08
M resistin 120.01 kNm 120.01 > 34.732
M service 34.732 kNm
Smaller of the
Two
Vh 1099.688 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 659.9987 kN
No. of shear connect 13 pcs
Specs:
Lateral concrete cover 25mm
Allowable Deflection
δa 11.11 mm
∆ 0.54 mm Safe
Check for Bending Stress
SECTION IS ADQEUATE
Shear Connections
Check for Deflection
= ′
ℎ = 0.85′
2
ℎ =
2
δa = L360
∆=
384
8/19/2019 Compsite 1 (Recovered)
16/42
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) 0.4 Fy.
Fave 29.4 Mpa
Fallow 99.2 Mpa
Check for Shear
Safe
Fave =
V
dt w
8/19/2019 Compsite 1 (Recovered)
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
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 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
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 of Non-Encased Composite Beams
Beam span (c.c)
SpacingMoment
Uniform Load
Design Assumptions
Computations
8/19/2019 Compsite 1 (Recovered)
18/42
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 40790680
73962154
Ix slab 46733468
Ixx' 1.61E+08
Stress Diagram
Check the stress for concrete
PASSED
Moment of Inertia for the Composite Section
= 0.66
= ′
′′
= ′
= + +
()
=
3
8/19/2019 Compsite 1 (Recovered)
19/42
fs 163.68 Mpa c (tension side) 220.24 mm
Ixx' 1.61E+08
M resistin 120.01 kNm 120.01 > 26.278
M service 26.278 kNm
Smaller of the
Two
Vh 1099.688 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 659.9987 kN
No. of shear connect 13 pcs
Specs:
Lateral concrete cover 25mm
Allowable Deflection
δa 11.11 mm
∆ 0.41 mm Safe
Check for Bending Stress
SECTION IS ADQEUATE
Shear Connections
Check for Deflection
= ′
ℎ = 0.85′
2
ℎ =
2
δa = L360
∆=
384
8/19/2019 Compsite 1 (Recovered)
20/42
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) 0.4 Fy.
Fave 24.0 Mpa
Fallow 99.2 Mpa
Check for Shear
Safe
Fave =
V
dt w
8/19/2019 Compsite 1 (Recovered)
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
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 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
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 of Non-Encased Composite Beams
Beam span (c.c)
SpacingMoment
Uniform Load
Design Assumptions
Computations
8/19/2019 Compsite 1 (Recovered)
22/42
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 40790680
73962154
Ix slab 46733468
Ixx' 1.61E+08
PASSED
Moment of Inertia for the Composite Section
Stress Diagram
Check the stress for concrete
= 0.66
= ′
′′
= ′
= + +
()
=
3
8/19/2019 Compsite 1 (Recovered)
23/42
fs 163.68 Mpa c (tension side) 220.24 mm
Ixx' 1.61E+08
M resistin 120.01 kNm 120.01 > 33.179
M service 33.179 kNm
Smaller of the
Two
Vh 1099.688 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 659.9987 kN
No. of shear connect 13 pcs
Specs:
Lateral concrete cover 25mm
Allowable Deflection
δa 11.11 mm
∆ 0.51 mm Safe
Check for Bending Stress
SECTION IS ADQEUATE
Shear Connections
Check for Deflection
= ′
ℎ = 0.85′
2
ℎ =
2
δa = L360
∆=
384
8/19/2019 Compsite 1 (Recovered)
24/42
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) 0.4 Fy.
Fave 27.3 Mpa
Fallow 99.2 Mpa
Check for Shear
Safe
Fave =
V
dt w
8/19/2019 Compsite 1 (Recovered)
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
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 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
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
Design of Non-Encased Composite Beams
Beam span (c.c)
SpacingMoment
Uniform Load
8/19/2019 Compsite 1 (Recovered)
26/42
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 40790680
73962154
Ix slab 46733468
Ixx' 1.61E+08
Stress Diagram
Check the stress for concrete
PASSED
Moment of Inertia for the Composite Section
= 0.66
= ′
′′
= ′
= + +
()
=
3
8/19/2019 Compsite 1 (Recovered)
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fs 163.68 Mpa c (tension side) 220.24 mm
Ixx' 1.61E+08
M resistin 120.01 kNm 120.01 > 111.669
M service 111.669 kNm
Smaller of the
Two
Vh 1099.688 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 659.9987 kN
No. of shear connect 13 pcs
Specs:
Lateral concrete cover 25mm
Allowable Deflection
δa 11.11 mm
∆ 1.73 mm Safe
Check for Bending Stress
SECTION IS ADQEUATE
Shear Connections
Check for Deflection
= ′
ℎ = 0.85′
2
ℎ =
2
δa = L360
∆=
384
8/19/2019 Compsite 1 (Recovered)
28/42
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) 0.4 Fy.
Fave 60.5 Mpa
Fallow 99.2 Mpa
Check for Shear
Safe
Fave =
V
dt w
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29/42
Location Grid C-C
4 m 1 Shear 106.565 kN
4 m 4149.915 kNm
112.4 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 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
Fb 0.66Fy Full shoring is provided
Fc 0.45f'c
Modular ratio (n) 9.36
Eff. Width of concrete 106.84 mm
y1 247.142 mm
y2 225.044 mm
y3 11.049 mm
y4 125 mm
x1 106.84 mm
y' 121.91 mm
Design of Non-Encased Composite Beams
Beam span (c.c)
SpacingMoment
Uniform Load
Design Assumptions
Computations
8/19/2019 Compsite 1 (Recovered)
30/42
y' 121.91 mm
y'' 250.23 mm
fs 163.68 Mpa
fs' 79.75 Mpa
fs concret 8.52 Mpa
Allowable Stress in concrete 9.315 > 8.52
Fc 9.315 Mpa
fs concrete 8.52 Mpa
Inertia of the composite section
y' 121.91 mm
x' 126.66 mm
Ix section 70759342
1E+08
Ix slab 64529251
Ixx' 2.36E+08
Stress Diagram
Check the stress for concrete
PASSED
Moment of Inertia for the Composite Section
= 0.66
= ′
′′
= ′
= + +
()
=
3
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fs 163.68 Mpa c (tension side) 250.23 mm
Ixx' 2.36E+08
M resistin 154.23 kNm 154.23 > 149.915
M service 149.915 kNm
Smaller of the
Two
Vh 1099.688 kN Vh 776.7984 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 776.7984 kN
No. of shear connect 16 pcs
Specs:
Lateral concrete cover 25mm
Allowable Deflection
δa 11.11 mm
∆ 1.59 mm Safe
Check for Bending Stress
SECTION IS ADQEUATE
Shear Connections
Check for Deflection
= ′
ℎ = 0.85′
2
ℎ =
2
δa = L360
∆=
384
8/19/2019 Compsite 1 (Recovered)
32/42
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 58.5 Mpa
Fallow 99.2 Mpa
Check for Shear
Safe
Fave =
V
dt w
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Location Grid D-D
4 m 1 Shear 89.586 kN
3.875 m 3.875111.813 kNm
83.9 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 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
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 of Non-Encased Composite Beams
Beam span (c.c)
SpacingMoment
Uniform Load
Design Assumptions
Computations
8/19/2019 Compsite 1 (Recovered)
34/42
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 40790680
73962154
Ix slab 46733468
Ixx' 1.61E+08
Stress Diagram
Check the stress for concrete
PASSED
Moment of Inertia for the Composite Section
= 0.66
= ′
′′
= ′
= + +
()
=
3
8/19/2019 Compsite 1 (Recovered)
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fs 163.68 Mpa c (tension side) 220.24 mm
Ixx' 1.61E+08
M resistin 120.01 kNm 120.01 > 111.813
M service 111.813 kNm
Smaller of the
Two
Vh 1099.688 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 659.9987 kN
No. of shear connect 13 pcs
Specs:
Lateral concrete cover 25mm
Allowable Deflection
δa 11.11 mm
∆ 1.73 mm Safe
Check for Bending Stress
SECTION IS ADQEUATE
Shear Connections
Check for Deflection
= ′
ℎ = 0.85′
2
ℎ =
2
δa = L360
∆=
384
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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) 0.4 Fy.
Fave 60.4 Mpa
Fallow 99.2 MpaSafe
Check for Shear
Fave =
V
dt w
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Location Grid E-E
4 m 1 Shear 40.851 kN
3.875 m 3.87533.333 kNm
25.0 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 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
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 of Non-Encased Composite Beams
Beam span (c.c)
SpacingMoment
Uniform Load
Design Assumptions
Computations
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fs 163.68 Mpa c (tension side) 220.24 mm
Ixx' 1.61E+08
M resistin 120.01 kNm 120.01 > 33.333
M service 33.333 kNm
Smaller of the
Two
Vh 1099.688 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 659.9987 kN
No. of shear connect 13 pcs
Specs:
Lateral concrete cover 25mm
Allowable Deflection
δa 11.11 mm
∆ 0.52 mm Safe
Check for Bending Stress
SECTION IS ADQEUATE
Shear Connections
Check for Deflection
= ′
ℎ = 0.85′
2
ℎ =
2
δa = L360
∆=
384
8/19/2019 Compsite 1 (Recovered)
40/42
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) 0.4 Fy.
Fave 27.6 Mpa
Fallow 99.2 Mpa
Check for Shear
Safe
Fave =
V
dt w
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8/19/2019 Compsite 1 (Recovered)
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