design rpt
10
C DESIGN INFORMATION BS 5400: Characteristic strength of concrete, fcu = N/mm 2 Part 4:1990 Characteristic strength of reinforcement, fy = N/mm 2 Table 13 Thickness of Abutment stem = mm RDA Bridge Width of Abutment stem = mm Design Thickness of Wing Wall = mm Manual;1997 Severe environment condition, for driving rain Nominal cover = Employee's Requirement 7440 500 and 45 mm Reference Calculation Output 30 460 1100 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a 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0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 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00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0 (a a a 60 00 00 00 0
Transcript of design rpt
C DESIGN INFORMATION
BS 5400: Characteristic strength of concrete, fcu = N/mm2
Part 4:1990 Characteristic strength of reinforcement, fy = N/mm2
Table 13 Thickness of Abutment stem = mm
RDA Bridge Width of Abutment stem = mm
Design Thickness of Wing Wall = mm
Manual;1997 Severe environment condition, for driving rain
Nominal cover =
Employee's
Requirement
7440
500
and 45 mm
Reference Calculation Output
30
460
1100
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600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0(aa a 600000 00 0
D LOAD CASES
D-1 LOAD COMBINATIONS
LOAD COMBINATION 1
LOADING CASE 1-1 (with HA Live loads)
(Dead + Soil pressure +HA primary loads)
Following loadings will be considered.
- Dead and superimposed dead loads
- Soil pressure and HA surcharge pressure
- HA primary live load
LOADING CASE 1-2 (with HB Live loads)
From sub- structure (self weight of abutment, wing walls, back wall,corbel)
Reference Calculation Output
Horizontal forces are critical for abutment wall and hence only the effects of loadCombination 4.0 is considered for the r/f design of abutment stem. LoadCombination 1.0 is considered to check the crack width and stresses atservicebility lmit state
Consider the 1m width of the abutment wall for structural analysis and design.Effect of the wingwalls are ignored in the abutment design.Wing walls aredesigned seperately according to their loading condition and cantilever action.
BS5400: Part 2 1978 4.4.4
From super- structure (bridge beams, deck slab, diaphragms, guard rail,wearing surface)
(Dead + Soil pressure +HA primary loads+HB primary live loads)
Following loadings will be considered.
- Dead and superimposed dead loads
- Soil pressure and HB surcharge pressure
- HA primary live load
- HB primary live load
LOAD COMBINATION 4
LOADING CASE 4-1 (with HA Live loads)
(Dead + Soil pressure + HA Primary + HA Secondary)
Following loadings will be considered.
- Dead and superimposed dead loads
- Soil pressure and HA surcharge pressure
- HA primary live load
- HA secondary live load
From super- structure (bridge beams, deck slab, diaphragms, guard rail,wearing surface)
From sub- structure (self weight of abutment, wing walls, back wall,corbel)
From super- structure (bridge beams, deck slab, diaphragms, guard rail,wearing surface)
From sub- structure (self weight of abutment, wing walls, back wall,corbel)
LOADING CASE 4-2 (with HB Live loads)
(Dead + Soil pressure + HA Primary + HB Primary + HB Secondary)
Following loadings will be considered.
- Dead and superimposed dead loads
- Soil pressure and HB surcharge pressure
- HA primary live load
- HB primary live load
- HB secondary live load
Reference Calculation Output
From super- structure (bridge beams, deck slab, diaphragms, guard rail,wearing surface)
From sub- structure (self weight of abutment, wing walls, back wall,corbel)
E ABUTMENT STEM
E-1 LOADS ON ABUTMENT STEM
Following Figure illustrates loads considered on substructure for structural analysis
Reference Calculation Output
BEARING C. L.
Dead
Superimposed dead(From approach slab)
Primary live loads
Dead (Corbel)
Dead (Back wall)
Superimposed deadPrimary live loads
Dead
live loads
(From superstructure)
Secondary
Dead (Abutment Stem)
HB Surcharge PressureHA Surcharge Pressure
Soil Pressure
Soil Pressure Distribution
HB Surcharge PressureHA Surcharge Pressure
H/2
H /
3
H=
680
0
2600 1900
1100
Fig 3. Forces on Abutment wall
Fig 4. Design section of Abutment Wall
DESIGN SECTION
BEARING C. L.
Dead
Superimposed dead(From approach slab)
Primary live loads
Dead (Corbel)
Dead (Back wall)
Superimposed deadPrimary live loads
Dead
live loads
(From superstructure)
Secondary
Dead (Abutment Stem)
HB Surcharge PressureHA Surcharge Pressure
Soil Pressure
Soil Pressure Distribution
HB Surcharge PressureHA Surcharge Pressure
H/2
H /
3
H=
680
0
2600 1900
1100
E-2 DESIGN LOADS
E-2-1 DESIGN LOAD EFFECTS AT ABUTMENT BOTTOM LEVEL
Design Bending moment. My kNm/m
Design Sheare Force kN/m
Design vertical load kN/m
E-2-2 DESIGN LOAD EFFECTS AT 2.0 m FROM ABUTMENT BOTTOM LEVEL
Design Bending moment. My kNm/m
Design Sheare Force kN/m
Output
Section IIIChapter G-4-1
Ref. Effects Design Load per 1mT
able
09
Load
Cas
e 4-
2 1099
373
518
Section IIIChapter G-4-2
Ref. Effects Design Load per 1m
Tab
le 1
0
Load
Cas
e 4-
2 494
238
Reference Calculation
E-3 SUMMARY OF RESULTS
AT ABUTMENT BOTTOM LEVEL
AT 2.0 m FROM ABUTMENT BOTTOM LEVEL
mm2/m
Reference Calculation Output
-
Secondary - - - 1232 1340 T16@150
mm2/m
Bending 2939 3272 T25@150 - -
Effect
Vertical r/f Horizontal r/f
Required Equivalent Provision Required Equivalent Provision
mm2/m mm2/m
T16@150
Effect
Vertical r/f Horizontal r/f
Required Equivalent Provision Required Equivalent Provision
mm2/m mm2/m
Thermal 960.244 1340 T16@150 1259 1340
-
Secondary - - - 1232 1340 T16@200
mm2/m mm2/m
Bending 1261 1340 T16@150 - -
T16@150Thermal 1340 1340 T16@150 1259 1340
Actual Provision
AT BOTTOM LEVEL
T25@150
T16@150 T16@125
AT 2.0 m ABOVE BOTTOM LEVEL
T16@150
Vertical r/f Horizontal r/f
Inner surface Outer surface Inner surface Outer surface
F WING WALLS AND CHAMFERS
F-1 DESIGN LOADS
Fig 6. Left Wing Wall
Reference Calculation Output
Design Loads were carried out according to the following wing wall arrangements
11
00
(+15.615)
(+21.041)
2000
0.698%(+22.317)
(+18.115)
SLOPE 1:1.5
(+22.272)
11
60
6500
(+22.305)0.698%
5
(+22.260)6500
Fig 7. Right Wing Wall
11
00
(+15.615)
(+21.041)
2000
0.698%(+22.317)
(+18.115)
SLOPE 1:1.5
(+22.272)
11
60
6500
55
11
00
(+15.615)
(+22.305)
(+21.031)
0.698%
(+18.115)
11
45
(+22.260)
SLOPE 1:1.5
6500
2000
H-2 DESIGN LOADS
H-2-1 DESIGN LOAD EFFECTS FOR RIGHT WING WALL AND RIGHT CHAMFER
Shear Force
F-2-2 DESIGN LOAD EFFECTS FOR LEFT WING WALL AND LEFT CHAMFER
Reference Calculation Output
Ref. Effects
Design Load Effects
Total Per m length
Ref. Effects
Design Load Effects
Total Per m length
210 kNm/m
Bending Moment in the leftchamfer due to Lateral loads ,Mc
694 kN 261 kNm/m
H-1 H-1-1
Bending moment due tocantilever action , Ma
1168 kNm
354 kN
Bending Moment due to Lateralloads, Mb1
559 kNm
Shear Force
kNm 210 kNm/m
Bending Moment in the leftchamfer due to Lateral loads,Mc
689 kN 260 kNm/m
H-1 H-1-2
Bending moment due tocantilever action,Ma
1167 kNm
354 kN
Bending Moment due to Lateralloads, Mb1
556
F-2 SUMMARY OF RESULTS
F-2-1 LEFT WING WALL AND LEFT CHAMFER
A
B
Equivalent Provision Required Equivalent Provision
mm2/m mm2/m mm2/m mm2/m
Reference Calculation Output
C
Section IIIChapter H-5
Element Effect
Vertical r/f Horizontal r/f
Required
A
Bending - - - 1232
Thermal 527.223 754 T12@150
Bending Provided as in the abutment stem 1229 1340 T32@150
Secondary
1340 T16@150
Secondary 531 754 T12@150 - - -
- - - - - -
713.0676 754 T12@150
T12@150Thermal 527 754 T12@150 527 754
B
Actual Provision
1796 2094 T20@150
Secondary Provided as in the abutment stem Provided as in the abutment stem
C
Bending Provided as in the abutment stem 573 754 T12@150
Minimum (0.15%bd)
-
Vertical r/f Horizontal r/f
Inner surface Outer surface Inner surface Outer surface
Thermal - - - - -
C T25@150 T16@150 T20@150 T16@150
A T12@150 T12@150 T16@150 T12@150
B T12@150 T12@150 T16@150 T12@150
F-2-2 RIGHT WING WALL AND RIGHT CHAMFER
A
C B
Equivalent Provision Required Equivalent Provision
mm2/m mm2/m mm2/m mm2/m
Reference Calculation Output
Section IIIChapter G-2
Element Effect
Vertical r/f Horizontal r/f
Required
A
Bending - - - 1229
Thermal 527.223 754 T12@150
Bending Provided as in the abutment stem 1232 1340 T32@150
Secondary
1340 T16@150
Secondary 536.4 754 T12@150 - - -
- - - - - -
527 754 T12@150
T12@150
Bending Provided as in the abutment stem 560 754 T12@150
Thermal 527 754 T12@150 527 754
B
Actual Provision
Secondary Provided as in the abutment stem Provided as in the abutment stem
C
Bending Provided as in the abutment stem 560 754 T12@150
Minimum (0.15%bd)
-
Vertical r/f Horizontal r/f
Inner surface Outer surface Inner surface Outer surface
Thermal - - - - -
C T25@150 T16@150 T20@150 T16@150
A T12@150 T12@150 T16@150 T12@150
B T12@150 T12@150 T16@150 T12@150
