as wall design
DESCRIPTION
AS Wall Design Incomplete SpreadsheetTRANSCRIPT
DOCUMENT No
SUBJECT
WINGWALL DESIGN
REFERENCE CALCULATIONS
[Set Chapter Number Here]
SLS Forces and MomentsSection M(FF)* kNm P (kN) LC M(NF)** kNm P (kN) LC
Wingwall1 My 504.58 -0.108Wingwall1 Mz 0
Governing SLS Combinations
ULS Forces and MomentsSection M(FF)* kNm P (kN) LC M(NF)** kNm P (kN) LC
Wingwall1 My 972.081 -170.2Wingwall1 Mz
ShearSection V (FF) kNm Pv*** (FF) kN LC V (NF) kNm Pv*** (NF) kN LC
Wingwall1 My 887.745 -170.2Wingwall1 Mz
Governing ULS Combinations
Note: Positive P means axial compression. Negative P means axial tension. Moments must be entered as positive
regardless of their real sign.
*Hogging moment (deflection curve plot away from from retained earth)
**Sagging moment (deflection curve plot into the retained earth)
***Axial force coincident with the design shear force
DOCUMENT No
SUBJECT
WINGWALL DESIGN
REFERENCE CALCULATIONS
DOCUMENT No
SUBJECT
REFERENCE CALCULATIONS
Wall Members with both Axial and Perpendicular Loads
DOCUMENT No
SUBJECT
REFERENCE CALCULATIONS
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
Geometric Propertiest 0.3 m
Sketch:
h 3.31 m
2.64 m Note: Thickening not shown
General Model and Primary Loadings
Line Model
Note: primary consideration is given to bending due to lateral loads as they act upon a thinnerdepth compared to vertical loads (acting upon a very deep section). Furthermore, all vertical
DL Surcharge SDL Surcharge
bwall
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
Note: Please see abutments methodology section for methodology of wingwalls design
Collision Loading LL Surcharge
EL Surcharge SLS Wind (Suction Effect)
ULS Wind (Suction Effect)
Forces and Moments in the Wingwalls
Critical SLS Combination
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
Critical SLS Moment MyCritical SLS Combination is combination 104 - DL+1.3SDL+LS+1.2EL+SLS WIND Note: No axial loads are present in any SLS combination.
Critical ULS Combination
Critical ULS Axial Force Fx
Critical ULS Shear Force Fz
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
Critical ULS Moment My
For all the shown diagrams, critical ULS case is always combination 205 -1.2DL+2.0SDL+Collision+1.8LS+1.5EL
Beam Dist.(m) Fx(kN) Fz(kN) My(kNm)
1
0.00 -80.96 -348.48 198.98 -thinnest section design forces and moments0.29 -60.72 -261.36 111.930.57 -40.48 -174.24 49.750.86 -20.24 -87.12 12.441.14 0.00 0.00 0.00
2
0.00 -172.70 -763.30 1060.59 [email protected] section design forces and moments0.38 -149.76 -691.78 784.130.75 -126.83 -577.35 546.17 [email protected] section design forces and moments1.13 -103.89 -462.92 351.121.50 -80.96 -348.48 198.98
Notes: 1. Distance is measured from start of thickening in beam 1, and from fixed end in beam 2.2. Highlighted in yellow are the locations used to check for design adequacy.
Forces and Moments in the Fenderwalls
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
Sum of EL and LSTotal Shear, V N/A 43.10 kN per meterTotal Moment, M 15.38 25.27 kNm per meter
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
AS 5100.52004 Wingwall Thinnest Section Design
Concrete Dimensions
b 3000 mmh 300 mm
Main Reinforcement Details
As1 9047.79 d1 202 mm db1 24 mm (diameter of bar 1)
As2 d2 mm db2 mm (diameter of bar 2)
As3 d3 mm db3 mm (diameter of bar 3)
As4 d4 mm db4 mm (diameter of bar 4)
9.1.1&8.1.4.1 AsT 9047.79 > min Ast [Ok]
Transverse Reinforcement Details
150
As1 1340.4129 d1 222 db1 16 mm (diameter of bar 1)
As2 d2 db2 mm (diameter of bar 2)
2.8 &11.6.2 AsT 1340.4129 > min Ast [Ok]
Material Properties
Ec 32000 MPA f'c 40 MPA f'ct.f 3.79 MPAEs 200000 MPA fsy 500 MPA f'ct 2.28 MPA
fsy.f 500
Cover and Other Details
8.6.1(b) c 70 mm (actual cover) :.8.6.1(b) Observed [Ok]9.4.1(b) s 150 mm (center to center spacing) < Lesser of 2Ds or 300 [Ok]
d 202 mm (effective depth)EC B1 (exposure classification)
Item c(i) (maximum steel stress classification based on exposure)
24 mm (diameter of outermost to section reinforcement including transverse)
Restrained? yesRestraint base (Length where restraint exists)
RB/L 2 (Number of reinforcement bar/s acting against early thermal per layer)m 1.33 (Modification factor for As near the restrained end)
SLS Design LoadsP -0.046 kN
10.1.2 M 44.038 kNm > 0.05DN* [Ok]
ULS Design Loads2.2.3 P -80.96 kN < max principal compressive stress [Ok]10.1.2 M 198.98 kNm > 0.05DN* [Ok]
V 348.48 kNPv* -80.96 kN :.axial load coincident with critical shearT kNm :.Torsion
mm2
mm2
mm2
mm2
mm2
strans
mm2/m
mm2/m
mm2/m
dbouter
sectionconsidered
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
kN :.axial load coincident with critical torsion
SLS Steel Stress Check
Modular Ratio (n) 6.25 Note: this part is only valid if axial
Neutral Axis (x) 70.428248 mm forces are not significant. Use BIAX
d-x (y) 131.57175 mm if they are significant.
Transormed Section M.I (Itr) 1.328E+099.4.1 f 27.26 MPA < 0.8fsy [Ok]
Cracking Requirements Check
2.8 Farthest Layer Reinf. Ratio 3015.93 > 500 mm2/m [Ok]9.4.1 d & e Maximum Allowable Steel Stress* 280 MPA > Stress on Tensile Steel Reinf. [Ok]
8.6.1 a Min Area of Reinf. in the Tensile Zone 5040.00 < AsT [Ok]
Special Note: Wingwalls generally behave much like slabs. However, the Australian Code
specifically states that walls subject to in-plane vertical forces and horizontal forces perpen-
dicular to the plane of the wall shall be designed as columns in accordance to section 10.Thus, the designer opted to use both the provisions for slabs and beams to satisfy both the
general behavior of the abutment, and the code being used.
ULS Moment Capacity
10.3.2 0.1f'cAg 3600 kN > P. Thus, neglect axial force and design as Beam8.1.2.2 γ 0.766 < 0.65 & > 0.85 [Ok]
44.351896 mm
8.1.3 0.2866369 < 0.4 [Ok]
813.50485 kNmTable 2.2 φ 0.8
650.80 kNm :.ULS capacity > ULS required [Ok]F.S 3.27
Shear CheckConsidering max shear strength Vu
3000 mm :.effective width of the web for shear
240 mmPv 0 kN :.vertical component of prestressing
7200 kN :.limited by web cracking
Considering concrete shear strength Vuc8.2.7.1 (2) β1 1.496 > 1.1 [Use computed value]8.2.7.1 (3)&(4) β2 0.97429848.2.7.1 β3 1Table 2.2 0.7
8.2.7.1 (1) 584.09 kN :.ULS capacity > ULS required [Ok]Factor of Safety 1.68
PT*
mm4
Stress on Tensile Reinf. (fscr)
mm2/m
mm2
γkud
ku
Muo
φMuo
bv
do
Vu,max
φv
V-Strength of Concrete Alone, Vuc
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
Considering reinforcement8.2.12.2 Vertical shear reinf. Spacing 150 mm :.<0.5D&300mm [Ok]
Transverse shear reinf. Spacing 150 mm :.<D&600mm [Ok]
8.2.8 Minimum area of shear reinf. 0Number of shear links in a section 2 links
0 mm
Area of Shear Reinf. in a section, Av 0.00
8.2.10 0.00 kN
8.2.2 584.09 kN :.Vu>V* [Ok]Factor of Safety 1.68
Torsion Check
0.7
8.3.3 1.08E+09
8640 kNm :.Web crushing torsional strengthSection proportion 0.07 :.Section is adequate [Ok]
8.3.5(a) 2049.16 kNm
8.3.4 512.29 kNm :.Torsional reinforcement not required8.3.5(b) 0.60
0.60
0.00
385696.00
0 kNm
8.3.6(a) 5944 mmLongitudinal Design Tensile Force 0 kNAs,torsional 0Number of additional bars 0 bars
Reinforcement Specifications
Main
Layer Size (mm) Spacing (mm)1 24234
Transverse
Layer Size (mm) Spacing (mm)1 16234
Links
Zone Size (mm) Vert.S (mm) Trans.S (mm)1 023
mm2
db,v
mm2
φVus
φVu
φT
Torsional Modulus,Jt mm3
φTu,max
φTuc
(i) 0.25φTuc
(ii) (T*/φTuc)+(V*/φVuc)
(iii)(T*/φTuc)+(V*/φVuc)
Asw mm2
Area of core, At mm3
φTus
ut
mm2
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONSLinks
4
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
AS 5100.52004 Wingwall Design At 0.75m Towards Thickest Section
Concrete Dimensions
b 3000 mmh 781 mm
Main Reinforcement Details**
As1 9047.79 d1 679 mm db1 24 mm (diameter of bar 1)
As2 d2 mm db2 mm (diameter of bar 2)
As3 d3 mm db3 mm (diameter of bar 3)
As4 d4 mm db4 mm (diameter of bar 4)
9.1.1&8.1.4.1 AsT 9047.79 > min Ast [Ok]
Transverse Reinforcement Details
As1 753.98 d1 701 db1 20 mm (diameter of bar 1)
As2 d2 db2 mm (diameter of bar 2)
AsT 753.98 > min Ast [Ok]
Material Properties
Ec 32000 MPA f'c 40 MPA f'ct.f 3.79 MPAEs 200000 MPA fsy 500 MPA f'ct 2.28 MPA
fsy.f 500
Cover and Other Details
8.6.1(b) c 70 mm (actual cover) :.8.6.1(b) Observed [Ok]9.4.1(b) s 150 mm (center to center spacing) < Lesser of 2Ds or 300 [Ok]
d 679 mm (effective depth)EC B1 (exposure classification)
Item c(i) (maximum steel stress classification based on exposure)
24 mm (diameter of outermost transverse to section reinforcement)
SLS Design LoadsP -0.076 kN
10.1.2 M 120.88 kNm > 0.05DN* [Ok]
ULS Design Loads2.2.3 P -126.8 kN < max principal compressive stress [Ok]10.1.2 M 546.17 kNm > 0.05DN* [Ok]
V 577.3 kNPv -126.8 kN :.axial load coincident with critical shear
*Reinforcement is viewed from the covered portion of the bridge (the face away from the soil and facing the void)
**Reinforcement details only pertain to steel bars directly aiding the section in flexure, arranged from farthest.
mm2
mm2
mm2
mm2
mm2
mm2
dbtrans
sectionconsidered
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
***Axial force is neglected (conservative)
Note: Flexural tensile strength of concrete is assumed to be zero
SLS Steel Stress Check***
Modular Ratio (n) 6.25 Note: this part is only valid if axial
Neutral Axis (x) 142.2498 mm forces are not significant. Use BIAX
d-x (y) 536.7502 mm if they are significant.
Transormed Section M.I (Itr) 1.917E+109.4.1 f 21.15 MPA < 0.8fsy [Ok]
Cracking Requirements Check
2.8 Farthest Layer Reinf. Ratio 3015.93 > 500 mm2/m [Ok]9.4.1 d & e Maximum Allowable Steel Stress* 280 MPA > Stress on Tensile Steel Reinf. [Ok]
8.6.1 a Min Area of Reinf. in the Tensile Zone 5245.7143 < AsT [Ok]
Special Note: Wingwalls generally behave much like slabs. However, the Australian Code
specifically states that walls subject to in-plane vertical forces and horizontal forces perpen-
dicular to the plane of the wall shall be designed as columns in accordance to section 10.Thus, the designer opted to use both the provisions for slabs and beams to satisfy both the
general behavior of the abutment, and the code being used.
ULS Moment Capacity
10.3.2 0.1f'cAg 9372 kN > P. Thus, neglect axial force and design as Beam8.1.2.2 γ 0.766 < 0.65 & > 0.85 [Ok]
44.351896 mm
8.1.3 0.0852734 < 0.4 [Ok]
2971.402 kNmTable 2.2 φ 0.8
2377.12 kNm :.ULS capacity > ULS required [Ok]F.S 4.35
Shear Check
8.2.7.1 (2) β1 1.1 < 1.1 [Use 1.1]8.2.7.1 (3)&(4) β2 0.98453758.2.7.1 β3 1Table 2.2 0.7
8.2.7.1 (1) 868.13 kN :.ULS capacity > ULS required [Ok]Factor of Safety 1.50
mm4
Stress on Tensile Reinf. (fscr)
mm2/m
mm2
γkud
ku
Muo
φMuo
φv
V-Strength of Concrete Alone, Vuc
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
Reinforcement Specifications
Main
Layer Size (mm) Spacing (mm) See drawings for steel layout details1 24 150234
Transverse
Layer Size (mm) Spacing (mm)1 20 150234
Links
Zone Size (mm) Vert.S (mm) Hor.S (mm)
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
AS 5100.52004 Wingwall Design At 1.5m Towards Thickest Section
Concrete Dimensions
b 3000 mmh 1162 mm
Main Reinforcement Details**
As1 9047.79 d1 1060 mm db1 24 mm (diameter of bar 1)
As2 d2 mm db2 mm (diameter of bar 2)
As3 d3 mm db3 mm (diameter of bar 3)
As4 d4 mm db4 mm (diameter of bar 4)
9.1.1&8.1.4.1 AsT 9047.79 > min Ast [Ok]
Transverse Reinforcement Details
As1 753.98 d1 1082 db1 20 mm (diameter of bar 1)
As2 d2 db2 mm (diameter of bar 2)
AsT 753.98 > min Ast [Ok]
Material Properties
Ec 32000 MPA f'c 40 MPA f'ct.f 3.79 MPAEs 200000 MPA fsy 500 MPA f'ct 2.28 MPA
fsy.f 500
Cover and Other Details
8.6.1(b) c 70 mm (actual cover) :.8.6.1(b) Observed [Ok]9.4.1(b) s 150 mm (center to center spacing) < Lesser of 2Ds or 300 [Ok]
d 1060 mm (effective depth)EC B1 (exposure classification)
Item c(i) (maximum steel stress classification based on exposure)
24 mm (diameter of outermost transverse to section reinforcement)
SLS Design LoadsP -0.106 kN
10.1.2 M 235.7 kNm > 0.05DN* [Ok]
ULS Design Loads2.2.3 P -172.7 kN < max principal compressive stress [Ok]10.1.2 M 1060.6 kNm > 0.05DN* [Ok]
V 763.3 kNPv -172.7 kN :.axial load coincident with critical shear
*Reinforcement is viewed from the covered portion of the bridge (the face away from the soil and facing the void)
**Reinforcement details only pertain to steel bars directly aiding the section in flexure, arranged from farthest.
mm2
mm2
mm2
mm2
mm2
mm2
dbtrans
sectionconsidered
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
***Axial force is neglected (conservative)
Note: Flexural tensile strength of concrete is assumed to be zero
SLS Steel Stress Check***
Modular Ratio (n) 6.25 Note: this part is only valid if axial
Neutral Axis (x) 181.9398 mm forces are not significant. Use BIAX
d-x (y) 878.0602 mm if they are significant.
Transormed Section M.I (Itr) 4.962E+109.4.1 f 26.07 MPA < 0.8fsy [Ok]
Cracking Requirements Check
2.8 Farthest Layer Reinf. Ratio 3015.93 > 500 mm2/m [Ok]9.4.1 d & e Maximum Allowable Steel Stress* 280 MPA > Stress on Tensile Steel Reinf. [Ok]
8.6.1 a Min Area of Reinf. in the Tensile Zone 5245.71 < AsT [Ok]
Special Note: Wingwalls generally behave much like slabs. However, the Australian Code
specifically states that walls subject to in-plane vertical forces and horizontal forces perpen-
dicular to the plane of the wall shall be designed as columns in accordance to section 10.Thus, the designer opted to use both the provisions for slabs and beams to satisfy both the
general behavior of the abutment, and the code being used.
ULS Moment Capacity
10.3.2 0.1f'cAg 13944 kN > P. Thus, neglect axial force and design as Beam8.1.2.2 γ 0.766 < 0.65 & > 0.85 [Ok]
44.351896 mm
8.1.3 0.0546233 < 0.4 [Ok]
4695.0054 kNmTable 2.2 φ 0.8
3756.00 kNm :.ULS capacity > ULS required [Ok]F.S 3.54
Shear Check
8.2.7.1 (2) β1 1.1 < 1.1 [Use 1.1]8.2.7.1 (3)&(4) β2 0.98584548.2.7.1 β3 1Table 2.2 0.7
8.2.7.1 (1) 1169.82 kN :.ULS capacity > ULS required [Ok]Factor of Safety 1.53
mm4
Stress on Tensile Reinf. (fscr)
mm2/m
mm2
γkud
ku
Muo
φMuo
φv
V-Strength of Concrete Alone, Vuc
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
Reinforcement Specifications
Main
Layer Size (mm) Spacing (mm) See drawings for steel layout details1 24 150234
Transverse
Layer Size (mm) Spacing (mm)1 20 150234
Links
Zone Size (mm) Vert.S (mm) Hor.S (mm)
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
AS 5100.52004 Fender Wall Design
Concrete Dimensions
b 1000 mmh 300 mm
Main Reinforcement Details**
As1 1340.42 d1 254 mm db1 12 mm (diameter of bar 1)
As2 d2 mm db2 mm (diameter of bar 2)
As3 d3 mm db3 mm (diameter of bar 3)
As4 d4 mm db4 mm (diameter of bar 4)
9.1.1&8.1.4.1 AsT 1340.42 > min Ast [Ok]
Transverse Reinforcement Details
As1 753.98 d1 208 db1 12 mm (diameter of bar 1)
As2 d2 db2 mm (diameter of bar 2)
AsT 753.98
Material Properties
Ec 32000 MPA f'c 40 MPA f'ct.f 3.79 MPAEs 200000 MPA fsy 500 MPA f'ct 2.28 MPA
fsy.f 500
Cover and Other Details
8.6.1(b) c 40 mm (actual cover) :.8.6.1(b) Observed [Ok]9.4.1(b) s 150 mm (center to center spacing) < Lesser of 2Ds or 300 [Ok]
d 254 mm (effective depth)EC B1 (exposure classification)
Item c(i) (maximum steel stress classification based on exposure)
12 mm (diameter of outermost transverse to section reinforcement)
SLS Design LoadsP 0 kN
10.1.2 M 15.379 kNm > 0.05DN* [Ok]
ULS Design Loads2.2.3 P 0 kN < max principal compressive stress [Ok]10.1.2 M 25.2655 kNm > 0.05DN* [Ok]
V 43.095 kNPv 0 kN :.axial load coincident with critical shear
*Reinforcement is viewed from the covered portion of the bridge (the face away from the soil and facing the void)
**Reinforcement details only pertain to steel bars directly aiding the section in flexure, arranged from farthest.
mm2
mm2
mm2
mm2
mm2
mm2
dbtrans
AbutmentBeam
FenderWall
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
***Axial force is neglected (conservative)
Note: Flexural tensile strength of concrete is assumed to be zero
SLS Steel Stress Check***
Modular Ratio (n) 6.25 Note: this part is only valid if axial
Neutral Axis (x) 57.394847 mm forces are not significant. Use BIAX
d-x (y) 196.60515 mm if they are significant.
Transormed Section M.I (Itr) 3868480159.4.1 f 48.85 MPA < 0.8fsy [Ok]
Cracking Requirements Check
2.8 Farthest Layer Reinf. Ratio 1340.42 > 500 mm2/m [Ok]9.4.1 d & e Maximum Allowable Steel Stress* 295 MPA > Stress on Tensile Steel Reinf. [Ok]
8.6.1 a Min Area of Reinf. in the Tensile Zone 561.36 < AsT [Ok]
ULS Moment Capacity
10.3.2 0.1f'cAg 1200 kN > P. Thus, neglect axial force and design as Beam8.1.2.2 γ 0.766 < 0.65 & > 0.85 [Ok]
19.712059 mm
8.1.3 0.101314 < 0.4 [Ok]
163.62773 kNmTable 2.2 φ 0.8
130.90 kNm :.ULS capacity > ULS required [Ok]F.S 5.18
Shear Check
8.2.7.1 (2) β1 1.4806 > 1.1 [Use computed value]8.2.7.1 (3)&(4) β2 18.2.7.1 β3 1Table 2.2 0.7
8.2.7.1 (1) 156.74 kN :.ULS capacity > ULS required [Ok]Factor of Safety 3.64
Reinforcement Specifications
Main
Layer Size (mm) Spacing (mm) See drawings for steel layout details1 12 150234
Transverse
Layer Size (mm) Spacing (mm)1 12 150234
Links
Zone Size (mm) Vert.S (mm) Hor.S (mm)
mm4
Stress on Tensile Reinf. (fscr)
mm2/m
mm2
γkud
ku
Muo
φMuo
φv
V-Strength of Concrete Alone, Vuc
DOCUMENT No SHEET No
SUBJECT
REFERENCE CALCULATIONS
Links
DOCUMENT No 001-MP000789-01-MNC-00 SHEET No
FLYNNS CREEK BR-STR01
SUBJECT Design of SubstructureTypical Wingwall Design
REFERENCE CALCULATIONS
AS 5100.52004 [Set Chapter Number Here] Direction
LocationNorthern
Concrete Dimensions WingwallReinforcement* Near Face
b 3000 mm AS Version 2004h 750 mm
Main Reinforcement Details**
As1 10404.95 d1 656 mm db1 24 mm (diameter of bar 1)
As2 d2 mm db2 mm (diameter of bar 2)
As3 d3 mm db3 mm (diameter of bar 3)
As4 d4 mm db4 mm (diameter of bar 4)
9.1.1&8.1.4.1 AsT 10404.95 > min Ast [Ok]
Transverse Reinforcement Details
As1 753.98 d1 674 db1 12 mm (diameter of bar 1)
As2 d2 db2 mm (diameter of bar 2)
AsT 753.98 > min Ast [Ok] mm
Material Properties
Ec 32000 MPA f'c 40 MPA f'ct.f 3.7947332 MPAEs 200000 MPA fsy 500 MPA f'ct 2.2768399 MPA
fsy.f 500
Cover and Other Details
8.6.1(b) c 70 mm (actual cover) :.8.6.1(b) Observed [Ok]9.4.1(b) s 150 mm (center to center spacing) < Lesser of 2Ds or 300 [Ok]
d 656 mm (effective depth)EC B1 (exposure classification)
Item c(i) (maximum steel stress classification based on exposure)
24 mm (diameter of outermost transverse to section reinforcement)
SLS Design LoadsP 42.931 kN
10.1.2 M(+) 599.591 kNm > 0.05DN* [Ok]
ULS Design Loads2.2.3 P -100.368 kN < max principal compressive stress [Ok]10.1.2 M(+) 1717.113 kNm > 0.05DN* [Ok]
V 1065.848 kNPv -100.368 kN
*Reinforcement is viewed from the covered portion of the bridge (the face away from the soil and facing the void)
**Reinforcement details only pertain to steel bars directly aiding the section in flexure, arranged from farthest.
mm2
mm2
mm2
mm2
mm2
mm2
dbtrans
DOCUMENT No 001-MP000789-01-MNC-00 SHEET No
FLYNNS CREEK BR-STR01
SUBJECT Design of SubstructureTypical Wingwall Design
REFERENCE CALCULATIONS
***Axial force is neglected (conservative)
Note: Flexural tensile strength of concrete is assumed to be zero
SLS Steel Stress Check***
Modular Ratio (n) 6.25 Note: this part is only valid if axial
Neutral Axis (x) 148.35269 mm forces are not significant. Use BIAX
d-x (y) 507.64731 mm if they are significant.
Transormed Section M.I (Itr) 2.002E+109.4.1 f 95.005586 MPA < 0.8fsy [Ok]
Cracking Requirements Check
2.8 Farthest Layer Reinf. Ratio 3468.3167 > 500 mm2/m [Ok]9.4.1 d & e Maximum Allowable Steel Stress* 280 MPA > Stress on Tensile Steel Reinf. [Ok]
8.6.1 a Min Area of Reinf. in the Tensile Zone 4834.2857 < AsT [Ok]
Special Note: Wingwalls generally behave much like slabs. However, the Australian Code
specifically states that walls subject to in-plane vertical forces and horizontal forces perpen-
dicular to the plane of the wall shall be designed as columns in accordance to section 10.Thus, the designer opted to use both the provisions for slabs and beams to satisfy both the
general behavior of the abutment, and the code being used.
ULS Moment Capacity
10.3.2 0.1f'cAg 9000 kN > P. Thus, neglect axial force and design as Beam8.1.2.2 γ 0.766 < 0.65 & > 0.85 [Ok]
51.004657 mm
8.1.3 0.1015026 < 0.4 [Ok]
3280.1484 kNmTable 2.2 φ 0.8
2624.1187 kNm :.ULS capacity > ULS required [Ok]F.S 1.5282155
Shear Check
8.2.7.1 (2) β1 1.1 < 1.1 [Use 1.1]8.2.7.1 (3)&(4) β2 0.98725498.2.7.1 β3 1Table 2.2 0.7
8.2.7.1 (1) 891.32632 kN :.[Not Ok, Provide Shear Reinf.]Factor of Safety 0.8362603Considering minimum reinforcementLongitudinal shear reinf. Spacing 300 mm :.<0.5D&300mm [Ok]Transverse shear reinf. Spacing 600 mm :.<D&600mm [Ok]Minimum area of shear reinf. 630
1717.8863 kN :.>V [Ok]
mm4
Stress on Tensile Reinf. (fscr)
mm2/m
mm2
γkud
ku
Muo
φMuo
φv
V-Strength of Concrete Alone, Vuc
mm2
φVu,min
DOCUMENT No 001-MP000789-01-MNC-00 SHEET No
FLYNNS CREEK BR-STR01
SUBJECT Design of SubstructureTypical Wingwall Design
REFERENCE CALCULATIONS
10 :.[Ok]
601.09139
1492.4177
Reinforcement Specifications
Main
Layer Size (mm) Spacing (mm)1 24 150234
Transverse
Layer Size (mm) Spacing (mm)1 12 150234
Links
Zone Size (mm) Vert.S (mm) Hor.S (mm)1 10 300 600
db,v
φVus
φVu
DOCUMENT No 001-MP000789-01-MNC-00 SHEET No
FLYNNS CREEK BR-STR01
SUBJECT Design of SubstructureTypical Wingwall Design
REFERENCE CALCULATIONS