Desk Slab
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PROJECT DESCRIPTION DATE DESIGNED BY
Engineering and Development Corporation of the Philippines
: : : :
DED Study of TRMP DECKSLAB DESIGN JULY 2018 MJRI CHECKED BY
DESIGN OF REINFORCED CONCRETE DECK GIRDER LOAD ANALYSIS: intermediate Slab Geometry: Effective Span Length, L = Deck Slab Thickness, t =
19.0 220
m mm
Tributary Length / Girder, S = Overhang Length = Future Wearing Surface =
1.80 1.25 50
m m mm
=
1.05 Kpa
DEAD LOADS: DGCS Vol. 5, Section 10.6 Concrete Density =
KN/m3
24.0
COMPONENT
AREA, m
Desk Slab (DC) FWS (DW)
0.396
2
PRESSURE, KPa
LOAD, kN / m
1.05
5.280 1.050
TOTAL, 1.25DC + 1.5DW
8.175
TOTAL DEAD LOAD MOMENT: MU_DL = =
WD S 2 / 8 3.311
KN*m/m width of slab
LIVE LOADS: DGCS Vol. 5, Section 10.7 DYNAMIC LOAD: DGCS Vol 5, Section 10.8
Main Reinforcement Perpendicular to Traffic (DGCS Vol 5, Section 11.3.2.1.2) HL-93 TRUCK LOADING KN, one wheel load acting at a time PHL-93 = 72.5 MHL-93 = = = =
PHL-93 /(660 + 0.55S) 43.94 KN*m/m width of slab PHL-93 /(1220 + 0.25S) KN*m/m width of slab 43.41
(+)
MOMENT
(-)
MOMENT
Moment for Live Loads: MU_LL = LLF (MHL-93+ Dynamic Load) LLF = MU_HL-93 = =
1.75 102.27 101.04
KN*m/m width of slab KN*m/m width of slab
(+)
MOMENT
(-)
MOMENT
JVP
DESIGNING MOMENT: MU_DESIGN =
MU_DL + MU_LL
MU_DESIGN =
105.580 104.355
= DESIGN OF DECKSLAB: Parameters øper =
50
kN*m/m kN*m/m
mm
(+)
MOMENT
(-)
MOMENT
Concrete cover
d
=
162
mm
Effective Depth
b
=
1000 0.850
mm
Width of strip analysis
1
=
Factor of Comp. stress block
Reinforcement of Deckslab øper = 16
mm
Bar Diameter Perpendicular to Traffic,
Sper
=
100
mm
Bar Spacing Perpendicular to Traffic,
øper
=
16
mm
Bar Diameter Parallel to Traffic,
Sper
=
200
mm
Bar Spacing Parallel to Traffic,
f'C
=
28
MPa
Concrete Strength
Fy
=
414
MPa
Yield Strength of Reinforcement
=
0.9
f
Reduction Factor
Checking for Maximum Flexural Reinforcement = 0.75 b max 0.85 1 f'c 600 b = Fy 600 + Fy = 0.0289 = 0.0217 max 2 As_prov'd = 2010.619 mm =
0.01241
=
Area of steel per meter length
Provided Ratio of Reinforcement PASS - not exceed in maximum ratio
Checking for Flexural Capacity MU_DESIGN = 105.580 a = = øf Mn =
Max. Ratio of Reinforcement
kN*m/m
Designing Moment
d - sqrt(d2 - 2Mu / f 0.85f'c b) Depth of NA from extreme compression face mm 33.99 Moment Capacity of Section øf As_prov'd*Fy (d - a / 2) PASS - section is safe for bending 108.631 kN*m/m
Checking for Minimum Reinforcement / Cracking Moment (AASHTO LRFD 2012 Section 5.7.3.3.2) For minimum reinforcement, the provided reinforcement shall be adequate to develop a moment atleast 1.2 times the cracking moment calculated.
Mcr =
3 1fr Ig
where:
1
=
1.6
Flexural cracking variability factor
1
=
0.67
Ratio of specified min. yield strength to ult. tensile strength of reinf.
Mcr =
CRACKING MOMENT
fr
=
0.67 f'c
Ig
=
1000 t3 /12
Effective Moment of Inertia
ys
=
t/2
Distance from centroidal axis
32.031
Since øf Mn
/ yt
Modulus of Rupture
kN*m/m (1.2Mcr)
>
PASS - Provided Reinforcement is Adequate
Distribution of Reinforcement (DGCS Vol 5, Section 14.4.3.1) For main reinforcement perpendicular to traffic
Percentage = 3840 / S ; maximum of 67% 67.00% = As = Area of Reinforcement Perpendicular to Traffic A_req'd = A_prov'd
= =
As * Percentage 1347.11 2010.619
mm2 mm2
PASS - Area of reinforcement provided is greater than required
Cantilever / Exterior Slab Overhang Length,L = Slab Thickness, t =
1.05 220
m mm
Dead Loads, DL: Concrete Density =
3
KN/m 24.0 PRESSURE, LOAD, kN / m AREA, m2 KPa
COMPONENT
Moment, kN*m
0.525 0.525 0.525 0.825 0.825
2.911 0.551 2.646 0.719 1.584
5.544 1.050 5.040 0.871 1.920
0.231
Desk Slab (DC) FWS (DW) Side Walk (DC) Rail Post (DC) Railings (DC)
Moment Arm, m
1.05 0.210 0.036 0.080
TOTAL, 1.25DC + 1.5DW
18.294
10.651
Impact Load, IL: P_IL
=
44.5
kN
COMPONENT
LOAD, kN / m
Moment Arm, m
Moment, kN*m
P1 P2
22.250 22.250
1.222 1.022
27.190 22.740
TOTAL
48.149
Reinforcement of Cantilever Slab øper = 16 mm
Bar Diameter Perpendicular to Traffic,
Sper
=
øper Sper f'C
=
28
MPa
Concrete Strength
Fy
=
414
MPa
Yield Strength of Reinforcement
=
0.9
f
100
mm
Bar Spacing Perpendicular to Traffic,
=
16
mm
Bar Diameter Parallel to Traffic,
=
200
mm
Bar Spacing Parallel to Traffic,
Designing Moment Mu = =
Reduction Factor
MDL + MIL 58.800 kN*m
Ultimate Moment
Checking for Maximum Flexural Reinforcement = 0.75 b max b
max
As_prov'd
= = =
=
0.85
= 0.0217
=
f'c
600 600 + Fy Max. Ratio of Reinforcement
2
mm
2010.619 0.02011
Area of steel per meter length Actual Ratio of Reinforcement PASS - not exceed in maximum ratio
Checking for Flexural Capacity MU_DESIGN = 58.800 a = = øf Mn =
1
Fy 0.0289
kN*m/m 2
Designing Moment
d - sqrt(d - 2Mu / f 0.85f'c b) 17.94 mm øf As_prov'd*Fy (d - a / 2) 114.644 kN*m/m
Depth of NA from extreme compression face Moment Capacity of Section
PASS - section is safe for bending
Checking for Minimum Flexural Reinforcement
For minimum reinforcement, the provided reinforcement shall be adequate to develop a moment atleast 1.2 times the cracking moment calculated.
Mcr =
3 1fr Ig
where:
1 1
fr
Mcr =
/ yt
CRACKING MOMENT
=
1.6
Flexural cracking variability factor
=
0.67
Ratio of specified min. yield strength to ult. tensile strength of reinf.
=
0.63 f'c 3
Ig
=
1000 t /12
Effective Moment of Inertia
ys
=
t/2
Distance from centroidal axis
kN*m/m
28.828
Since øf Mn
>
1.2Mcr
PASS - Provided Reinforcement is Adequate
SERVICEABILTY REQUIREMENT: Support/Seat Length: BSDS Section 7.2 SE_prov'd = 900 mm
SE = where:
Provided Seat Length
uR + uG SEM uR =
0
m
l = 19.0 m L = 127.0 m uG =
SEM SE =
Modulus of Rupture
795.0
GL
m
0.005 m G = = 0.635 m = 0.7 + 0.005l = 0.795 m mm
Max. relative displacement bet. Superstructure and the edge of the top of the substructure due to Level 2 Earth Ground Motion
Span length Bridge deck length Relative displacement of the ground caused by seismic ground strain Sesmic ground strain (0.0025, 0.00375 and 0.005)
Minimum seating length of a girder at the support Required seat length
PASS - Provided Seat Lenght is Adequate
*For Two or more Span Gap Between Two Adjacent Girders SB = us + LA = where:
cB us + LA us = 25.52 mm
LA = 15 mm cB = 1.00 SB = 40.52 mm Use 50.0 mm
Between a superstructure and an abutment Between two adjacent girders
Maximum Relative Displacement (from STAAD) Gap allowance for adjacent girders (normally 15mm) Gap modification factor
Engineering and Development Corporation of the Philippines
: : : :
DED Study of TRMP DECKSLAB DESIGN JULY 2018 MJRI CHECKED BY
DESIGN OF REINFORCED CONCRETE DECK GIRDER LOAD ANALYSIS: intermediate Slab Geometry: Effective Span Length, L = Deck Slab Thickness, t =
19.0 220
m mm
Tributary Length / Girder, S = Overhang Length = Future Wearing Surface =
1.80 1.25 50
m m mm
=
1.05 Kpa
DEAD LOADS: DGCS Vol. 5, Section 10.6 Concrete Density =
KN/m3
24.0
COMPONENT
AREA, m
Desk Slab (DC) FWS (DW)
0.396
2
PRESSURE, KPa
LOAD, kN / m
1.05
5.280 1.050
TOTAL, 1.25DC + 1.5DW
8.175
TOTAL DEAD LOAD MOMENT: MU_DL = =
WD S 2 / 8 3.311
KN*m/m width of slab
LIVE LOADS: DGCS Vol. 5, Section 10.7 DYNAMIC LOAD: DGCS Vol 5, Section 10.8
Main Reinforcement Perpendicular to Traffic (DGCS Vol 5, Section 11.3.2.1.2) HL-93 TRUCK LOADING KN, one wheel load acting at a time PHL-93 = 72.5 MHL-93 = = = =
PHL-93 /(660 + 0.55S) 43.94 KN*m/m width of slab PHL-93 /(1220 + 0.25S) KN*m/m width of slab 43.41
(+)
MOMENT
(-)
MOMENT
Moment for Live Loads: MU_LL = LLF (MHL-93+ Dynamic Load) LLF = MU_HL-93 = =
1.75 102.27 101.04
KN*m/m width of slab KN*m/m width of slab
(+)
MOMENT
(-)
MOMENT
JVP
DESIGNING MOMENT: MU_DESIGN =
MU_DL + MU_LL
MU_DESIGN =
105.580 104.355
= DESIGN OF DECKSLAB: Parameters øper =
50
kN*m/m kN*m/m
mm
(+)
MOMENT
(-)
MOMENT
Concrete cover
d
=
162
mm
Effective Depth
b
=
1000 0.850
mm
Width of strip analysis
1
=
Factor of Comp. stress block
Reinforcement of Deckslab øper = 16
mm
Bar Diameter Perpendicular to Traffic,
Sper
=
100
mm
Bar Spacing Perpendicular to Traffic,
øper
=
16
mm
Bar Diameter Parallel to Traffic,
Sper
=
200
mm
Bar Spacing Parallel to Traffic,
f'C
=
28
MPa
Concrete Strength
Fy
=
414
MPa
Yield Strength of Reinforcement
=
0.9
f
Reduction Factor
Checking for Maximum Flexural Reinforcement = 0.75 b max 0.85 1 f'c 600 b = Fy 600 + Fy = 0.0289 = 0.0217 max 2 As_prov'd = 2010.619 mm =
0.01241
=
Area of steel per meter length
Provided Ratio of Reinforcement PASS - not exceed in maximum ratio
Checking for Flexural Capacity MU_DESIGN = 105.580 a = = øf Mn =
Max. Ratio of Reinforcement
kN*m/m
Designing Moment
d - sqrt(d2 - 2Mu / f 0.85f'c b) Depth of NA from extreme compression face mm 33.99 Moment Capacity of Section øf As_prov'd*Fy (d - a / 2) PASS - section is safe for bending 108.631 kN*m/m
Checking for Minimum Reinforcement / Cracking Moment (AASHTO LRFD 2012 Section 5.7.3.3.2) For minimum reinforcement, the provided reinforcement shall be adequate to develop a moment atleast 1.2 times the cracking moment calculated.
Mcr =
3 1fr Ig
where:
1
=
1.6
Flexural cracking variability factor
1
=
0.67
Ratio of specified min. yield strength to ult. tensile strength of reinf.
Mcr =
CRACKING MOMENT
fr
=
0.67 f'c
Ig
=
1000 t3 /12
Effective Moment of Inertia
ys
=
t/2
Distance from centroidal axis
32.031
Since øf Mn
/ yt
Modulus of Rupture
kN*m/m (1.2Mcr)
>
PASS - Provided Reinforcement is Adequate
Distribution of Reinforcement (DGCS Vol 5, Section 14.4.3.1) For main reinforcement perpendicular to traffic
Percentage = 3840 / S ; maximum of 67% 67.00% = As = Area of Reinforcement Perpendicular to Traffic A_req'd = A_prov'd
= =
As * Percentage 1347.11 2010.619
mm2 mm2
PASS - Area of reinforcement provided is greater than required
Cantilever / Exterior Slab Overhang Length,L = Slab Thickness, t =
1.05 220
m mm
Dead Loads, DL: Concrete Density =
3
KN/m 24.0 PRESSURE, LOAD, kN / m AREA, m2 KPa
COMPONENT
Moment, kN*m
0.525 0.525 0.525 0.825 0.825
2.911 0.551 2.646 0.719 1.584
5.544 1.050 5.040 0.871 1.920
0.231
Desk Slab (DC) FWS (DW) Side Walk (DC) Rail Post (DC) Railings (DC)
Moment Arm, m
1.05 0.210 0.036 0.080
TOTAL, 1.25DC + 1.5DW
18.294
10.651
Impact Load, IL: P_IL
=
44.5
kN
COMPONENT
LOAD, kN / m
Moment Arm, m
Moment, kN*m
P1 P2
22.250 22.250
1.222 1.022
27.190 22.740
TOTAL
48.149
Reinforcement of Cantilever Slab øper = 16 mm
Bar Diameter Perpendicular to Traffic,
Sper
=
øper Sper f'C
=
28
MPa
Concrete Strength
Fy
=
414
MPa
Yield Strength of Reinforcement
=
0.9
f
100
mm
Bar Spacing Perpendicular to Traffic,
=
16
mm
Bar Diameter Parallel to Traffic,
=
200
mm
Bar Spacing Parallel to Traffic,
Designing Moment Mu = =
Reduction Factor
MDL + MIL 58.800 kN*m
Ultimate Moment
Checking for Maximum Flexural Reinforcement = 0.75 b max b
max
As_prov'd
= = =
=
0.85
= 0.0217
=
f'c
600 600 + Fy Max. Ratio of Reinforcement
2
mm
2010.619 0.02011
Area of steel per meter length Actual Ratio of Reinforcement PASS - not exceed in maximum ratio
Checking for Flexural Capacity MU_DESIGN = 58.800 a = = øf Mn =
1
Fy 0.0289
kN*m/m 2
Designing Moment
d - sqrt(d - 2Mu / f 0.85f'c b) 17.94 mm øf As_prov'd*Fy (d - a / 2) 114.644 kN*m/m
Depth of NA from extreme compression face Moment Capacity of Section
PASS - section is safe for bending
Checking for Minimum Flexural Reinforcement
For minimum reinforcement, the provided reinforcement shall be adequate to develop a moment atleast 1.2 times the cracking moment calculated.
Mcr =
3 1fr Ig
where:
1 1
fr
Mcr =
/ yt
CRACKING MOMENT
=
1.6
Flexural cracking variability factor
=
0.67
Ratio of specified min. yield strength to ult. tensile strength of reinf.
=
0.63 f'c 3
Ig
=
1000 t /12
Effective Moment of Inertia
ys
=
t/2
Distance from centroidal axis
kN*m/m
28.828
Since øf Mn
>
1.2Mcr
PASS - Provided Reinforcement is Adequate
SERVICEABILTY REQUIREMENT: Support/Seat Length: BSDS Section 7.2 SE_prov'd = 900 mm
SE = where:
Provided Seat Length
uR + uG SEM uR =
0
m
l = 19.0 m L = 127.0 m uG =
SEM SE =
Modulus of Rupture
795.0
GL
m
0.005 m G = = 0.635 m = 0.7 + 0.005l = 0.795 m mm
Max. relative displacement bet. Superstructure and the edge of the top of the substructure due to Level 2 Earth Ground Motion
Span length Bridge deck length Relative displacement of the ground caused by seismic ground strain Sesmic ground strain (0.0025, 0.00375 and 0.005)
Minimum seating length of a girder at the support Required seat length
PASS - Provided Seat Lenght is Adequate
*For Two or more Span Gap Between Two Adjacent Girders SB = us + LA = where:
cB us + LA us = 25.52 mm
LA = 15 mm cB = 1.00 SB = 40.52 mm Use 50.0 mm
Between a superstructure and an abutment Between two adjacent girders
Maximum Relative Displacement (from STAAD) Gap allowance for adjacent girders (normally 15mm) Gap modification factor
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