As Concrete Beam Design

DOCUMENT No

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SUBJECT FLYNNS CREEK BR-STR01Design of Abutment

REFERENCE CALCULATIONS

ABUTMENT DESIGN

DOCUMENT No

0002-MP000789-MNC-001

SUBJECT FLYNNS CREEK BR-STR01Design of Abutment


0002-MP000789-MNC-001

FLYNNS CREEK BR-STR01Design of Abutment

CALCULATIONS

ABUTMENT DESIGN

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FLYNNS CREEK BR-STR01Design of Abutment

CALCULATIONS

DOCUMENT No

SUBJECT

WINGWALL DESIGN


[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


WINGWALL DESIGN

CALCULATIONS

WINGWALL DESIGN

CALCULATIONS

DOCUMENT No SHEET No

0002-MP000789-MNC-001

SUBJECT FLYNNS CREEK BR-STR01Design of Abutment: Geometry, Design Model, and Methodology


Methodology Used in the Analysis and Design of the Abutment

Analysis of Abutment

1 At rest earth pressure was used to simulate the holding effect of the soilstraps on the abutment. Wingwalls, on the other hand, were applied with active earth pressure.

2 Soil straps are assumed to be tension only springs acting perpendicular to the abutment (set as compression only is STAADowing to model orientation).

3 Okabe-Mononobe method of determining earthquake effects on retaining structuresconsidered, but at rest case governs and active case fairly close.

4 Only one model was used for all the abutments as it was determined that all abutmentsare principally the same.

5 Loads and loading combinations followed the recommendations of AS 5100.26 All governing effects whose combined movements are oriented towards the retained

soil are automatically not considered because it is expected that under such conditionsthe soil will behave as passive earth, and a comparison of passive earth versus othereffects showed that passive earth effects always prevailed.

7 Wingwalls are assumed to act as cantilever beams with fixed support located at its interface with the abutment.

8 Soil friction and scour fill are neglected in the analyses of the wingwalls.9 A single model was used for all wingwalls as it was detemined that all wingwalls are

relatively identical with each other (minor differences in length).10 Abutments were assumed to have smooth (relatively frictionless) backs.

Analysis of Soil Straps

1. The analysis is based on the Vicroads Specification and Australian Standards2. Geotechnical Information: Memorandum - Issued on 6 March 2014 to Hyder Consulting (CC to Thiess Pty Ltd) from Sajjad Maqbool (Douglas Partners Pty Ltd)3. Soil strap stiffness is assumed to be Kz = 1x10^9 kN/m 4. The abutment beam is represented by a line member located at 0.85m above the abutment soffit

using the STAADPRO program to model the structure and analyse the behavior. The piles are also modelled by line members with soil spring supports along the length of the pile.5. Soil straps are modelled along the line member of the abutment beam nominally spaced at 1-meter (along the length of the beam)6. The ULS factors for the lateral earth pressure is 1.2 for reduced safety and 0.85 for increased safety. And the live load surcharge factor is 1.50.7. The lateral earth at rest pressure coefficient, ko is assumed to be 0.5.8. The abutment beams (both A & B) have a 15.1m length with soil straps positioned at 1 meter intervals.9. No consideration of water pressure.10. Earth pressure and live load surcharge effects are not considered. They will be added by the

soil strap designer.11. No consideration for the vertical arrangement of soil straps were made. The soil strap designer

shall cosider such condition.

Design

1 All concrete members were designed according to AS 5100.5


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STAAD Input

JOINT COORDINATES1 0 0 0; 2 0.15 0 0; 3 0.836 0 0; 4 3.3213 0 0; 5 6.259 0 0; 6 7.728 0 0;7 9.197 0 0; 8 12.135 0 0; 9 14.62 0 0; 10 14.775 0 0; 11 15.395 0 0;12 0.986 0 0; 13 3.6893 0 0; 14 6.359 0 0; 15 9.097 0 0; 16 11.767 0 0;17 14.47 0 0; 30 0.986 -0.85 0; 31 3.6893 -0.85 0; 32 6.359 -0.85 0;33 9.097 -0.85 0; 34 11.767 -0.85 0; 35 14.47 -0.85 0; 36 0.986 -12.673 0;37 3.6893 -12.673 0; 38 6.359 -12.673 0; 39 9.097 -12.673 0;40 11.767 -12.673 0; 41 14.47 -12.673 0; 42 1.686 0 0; 43 2.686 0 0;44 4.6893 0 0; 45 5.6893 0 0; 46 6.729 0 0; 47 8.727 0 0; 48 13.77 0 0;49 12.77 0 0; 50 10.767 0 0; 51 9.767 0 0; 52 0.986 -2.673 0;53 3.6893 -2.673 0; 54 6.359 -2.673 0; 55 9.097 -2.673 0; 56 11.767 -2.673 0;57 14.47 -2.673 0; 58 0.986 -3.673 0; 59 3.6893 -3.673 0; 60 6.359 -3.673 0;61 9.097 -3.673 0; 62 11.767 -3.673 0; 63 14.47 -3.673 0; 64 0.986 -4.673 0;65 3.6893 -4.673 0; 66 6.359 -4.673 0; 67 9.097 -4.673 0; 68 11.767 -4.673 0;69 14.47 -4.673 0; 70 0.986 -5.673 0; 71 3.6893 -5.673 0; 72 6.359 -5.673 0;73 9.097 -5.673 0; 74 11.767 -5.673 0; 75 14.47 -5.673 0; 76 0.986 -6.673 0;77 3.6893 -6.673 0; 78 6.359 -6.673 0; 79 9.097 -6.673 0; 80 11.767 -6.673 0;81 14.47 -6.673 0; 82 0.986 -7.673 0; 83 3.6893 -7.673 0; 84 6.359 -7.673 0;85 9.097 -7.673 0; 86 11.767 -7.673 0; 87 14.47 -7.673 0; 88 0.986 -8.673 0;89 3.6893 -8.673 0; 90 6.359 -8.673 0; 91 9.097 -8.673 0; 92 11.767 -8.673 0;93 14.47 -8.673 0; 94 0.986 -9.673 0; 95 3.6893 -9.673 0; 96 6.359 -9.673 0;97 9.097 -9.673 0; 98 11.767 -9.673 0; 99 14.47 -9.673 0; 100 0.986 -10.673 0;101 3.6893 -10.673 0; 102 6.359 -10.673 0; 103 9.097 -10.673 0;104 11.767 -10.673 0; 105 14.47 -10.673 0; 106 0.986 -11.673 0;107 3.6893 -11.673 0; 108 6.359 -11.673 0; 109 9.097 -11.673 0;110 11.767 -11.673 0; 111 14.47 -11.673 0; 112 0.986 -13.673 0;113 3.6893 -13.673 0; 114 6.359 -13.673 0; 115 9.097 -13.673 0;116 11.767 -13.673 0; 117 14.47 -13.673 0; 118 0.986 -0.6 0; 119 3.6893 -0.6 0;120 6.359 -0.6 0; 121 9.097 -0.6 0; 122 11.767 -0.6 0; 123 14.47 -0.6 0;124 0.986 -0.4 0; 125 3.6893 -0.4 0; 126 6.359 -0.4 0; 127 9.097 -0.4 0;128 11.767 -0.4 0; 129 14.47 -0.4 0; 130 0.986 -0.2 0; 131 3.6893 -0.2 0;132 6.359 -0.2 0; 133 9.097 -0.2 0; 134 11.767 -0.2 0; 135 14.47 -0.2 0;136 0.986 -1.673 0; 137 3.6893 -1.673 0; 138 6.359 -1.673 0;139 9.097 -1.673 0; 140 11.767 -1.673 0; 141 14.47 -1.673 0;142 0.986 -14.673 0; 143 3.6893 -14.673 0; 144 6.359 -14.673 0;145 9.097 -14.673 0; 146 11.767 -14.673 0; 147 14.47 -14.673 0;148 0.986 -15.673 0; 149 3.6893 -15.673 0; 150 6.359 -15.673 0;151 9.097 -15.673 0; 152 11.767 -15.673 0; 153 14.47 -15.673 0; 172 15.245 0 0;173 0.69 0 0; 175 7.728 0.85 0; 176 14.775 0.85 0; 177 3.6893 0.85 0;178 11.767 0.85 0; 179 1.686 0.85 0; 180 2.686 0.85 0; 181 4.6893 0.85 0;182 5.6893 0.85 0; 183 6.729 0.85 0; 184 8.727 0.85 0; 185 13.77 0.85 0;186 12.77 0.85 0; 187 10.767 0.85 0; 188 9.767 0.85 0; 190 0.69 0.85 0;191 7.728 2.15 0; 192 14.775 2.15 0; 193 3.6893 2.15 0; 194 11.767 2.15 0;195 1.686 2.15 0; 196 2.686 2.15 0; 197 4.6893 2.15 0; 198 5.6893 2.15 0;199 6.729 2.15 0; 200 8.727 2.15 0; 201 13.77 2.15 0; 202 12.77 2.15 0;203 10.767 2.15 0; 204 9.767 2.15 0; 205 0.69 2.15 0; 212 0.986 -0.8 0;213 3.6893 -0.8 0; 214 6.359 -0.8 0; 215 9.097 -0.8 0; 216 11.767 -0.8 0;217 14.47 -0.8 0;


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MEMBER INCIDENCES1 1 2; 2 2 173; 3 3 12; 4 12 42; 11 4 13; 12 13 44; 13 5 14; 14 14 46; 15 6 47;16 15 7; 17 7 51; 18 16 8; 19 8 49; 20 17 9; 21 9 10; 22 10 172; 23 12 130;24 13 131; 25 14 132; 26 15 133; 27 16 134; 28 17 135; 35 30 136; 36 31 137;37 32 138; 38 33 139; 39 34 140; 40 35 141; 41 36 112; 42 37 113; 43 38 114;44 39 115; 45 40 116; 46 41 117; 47 42 43; 48 43 4; 49 44 45; 50 45 5; 51 46 6;52 47 15; 53 48 17; 54 49 48; 55 50 16; 56 51 50; 57 52 58; 58 53 59; 59 54 60;60 55 61; 61 56 62; 62 57 63; 63 58 64; 64 59 65; 65 60 66; 66 61 67; 67 62 68;68 63 69; 69 64 70; 70 65 71; 71 66 72; 72 67 73; 73 68 74; 74 69 75; 75 70 76;76 71 77; 77 72 78; 78 73 79; 79 74 80; 80 75 81; 81 76 82; 82 77 83; 83 78 84;84 79 85; 85 80 86; 86 81 87; 87 82 88; 88 83 89; 89 84 90; 90 85 91; 91 86 92;92 87 93; 93 88 94; 94 89 95; 95 90 96; 96 91 97; 97 92 98; 98 93 99;99 94 100; 100 95 101; 101 96 102; 102 97 103; 103 98 104; 104 99 105;105 100 106; 106 101 107; 107 102 108; 108 103 109; 109 104 110; 110 105 111;111 106 36; 112 107 37; 113 108 38; 114 109 39; 115 110 40; 116 111 41;117 112 142; 118 113 143; 119 114 144; 120 115 145; 121 116 146; 122 117 147;129 124 118; 130 125 119; 131 126 120; 132 127 121; 133 128 122; 134 129 123;135 130 124; 136 131 125; 137 132 126; 138 133 127; 139 134 128; 140 135 129;141 136 52; 142 137 53; 143 138 54; 144 139 55; 145 140 56; 146 141 57;147 142 148; 148 143 149; 149 144 150; 150 145 151; 151 146 152; 152 147 153;177 172 11; 178 173 3; 179 205 190; 180 190 173; 181 195 179; 182 179 42;183 196 180; 184 180 43; 185 193 177; 186 177 13; 187 197 181; 188 181 44;189 198 182; 190 182 45; 191 199 183; 192 183 46; 193 191 175; 194 175 6;195 200 184; 196 184 47; 197 204 188; 198 188 51; 199 203 187; 200 187 50;201 194 178; 202 178 16; 203 202 186; 204 186 49; 205 201 185; 206 185 48;207 192 176; 208 176 10; 210 217 35; 212 216 34; 214 215 33; 216 214 32;218 213 31; 220 212 30; 221 118 212; 222 119 213; 223 120 214; 224 121 215;225 122 216; 226 123 217;

DEFINE MATERIAL STARTISOTROPIC C-ABUTMENTE 3.28e+007POISSON 0.17DENSITY 25ALPHA 1e-005DAMP 0.05ISOTROPIC C-PILEE 3.48e+007POISSON 0.17DENSITY 26ALPHA 1e-005DAMP 0.05END DEFINE MATERIAL

MEMBER PROPERTY AMERICAN1 TO 4 11 TO 22 47 TO 56 177 178 PRIS YD 1.7 ZD 1.725 26 131 132 137 138 223 224 PRIS YD 2.7 ZD 1.724 27 130 133 136 139 222 225 PRIS YD 2.7 ZD 1.7


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23 129 135 221 PRIS YD 2 ZD 1.728 134 140 226 PRIS YD 2 ZD 1.7MEMBER PROPERTY AMERICAN179 181 183 185 187 189 191 193 195 197 199 201 203 205 207 PRIS YD 1 ZD 0.3180 182 184 186 188 190 192 194 196 198 200 202 204 206 208 PRIS YD 1 ZD 1.7

MEMBER PROPERTY AMERICAN35 TO 46 57 TO 122 141 TO 152 210 212 214 216 218 220 PRIS YD 0.35 ZD 0.35CONSTANTSMATERIAL C-ABUTMENT MEMB 1 TO 4 11 TO 28 47 TO 56 129 TO 140 177 TO 208 221 -222 TO 226MATERIAL C-PILE MEMB 35 TO 46 57 TO 122 141 TO 152 210 212 214 216 218 220

SUPPORTS*LB (LOWER BOUND)136 TO 141 FIXED BUT FY MX MY MZ KFX 2500 KFZ 250052 TO 99 FIXED BUT FY MX MY MZ KFX 5000 KFZ 5000100 TO 105 FIXED BUT FY MX MY MZ KFX 10000 KFZ 1000036 TO 41 106 TO 111 FIXED BUT FY MX MY MZ KFX 15000 KFZ 15000112 TO 117 FIXED BUT FY MX MY MZ KFX 27500 KFZ 27500142 TO 147 FIXED BUT FY MX MY MZ KFX 40000 KFZ 40000148 TO 153 FIXED BUT MX MY MZ KFX 20000 KFY 22500 KFZ 200006 10 13 16 42 TO 51 173 FIXED BUT FX FY MX MY MZ KFZ 1e+009*UB (UPPER BOUND)136 TO 141 FIXED BUT FY MX MY MZ KFX 10000 KFZ 1000052 TO 99 FIXED BUT FY MX MY MZ KFX 20000 KFZ 20000100 TO 105 FIXED BUT FY MX MY MZ KFX 40000 KFZ 4000036 TO 41 106 TO 111 FIXED BUT FY MX MY MZ KFX 60000 KFZ 60000112 TO 117 FIXED BUT FY MX MY MZ KFX 110000 KFZ 110000142 TO 147 FIXED BUT FY MX MY MZ KFX 160000 KFZ 160000148 TO 153 FIXED BUT MX MY MZ KFX 80000 KFY 90000 KFZ 800006 10 13 16 42 TO 51 173 FIXED BUT FX FY MX MY MZ KFZ 1e+009


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Geometry and Design Model

Model Idealization of Abutment in STAAD

Support assumptions for model shown above:

1. The abutment is assumed to be rigidly attached to the piles2. Idealized supports are rigid for all reactions except for torsion on piles3. Idealized supports are assumed to act at the pile cutoff points (top of pile)4. Piles are not included in the analysis of the abutment

Geometric Details:

North Bridge South BridgeAbutment Beam: Abutment Beam:

Base width is 1.7m Base width is 1.7mBeam length is 15.1m Beam length is 12.85mBeam height is 1.7m Beam height is 1.7m

Fender Wall Fender WallFender wall width is 0.3m Fender wall width is 0.3mFender wall height is 1.3m Fender wall height is 1.3mFender wall legnth is 15.1m Fender wall legnth is 15.1m

Piles PilesBase width is 0.35m Base width is 0.35mSection depth is 0.35m Section depth is 0.35mAssumed pile length is 14.87m Assumed pile length is 14.87m

Wingwall Wingwall


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Length is 2.64m (effective only)* Length is 2.64m (effective only)*Thickness is 0.3m in thinnest part Thickness is 0.3m in thinnest partThickness is 1.162m in thickest part Thickness is 1.16m in thickest partHeight is 3.31m Height is 3.31m

*effective pertains to the length of wingwall considered for design (cantilever length)

3D View of Piles Model With Respect to The Abutment

Model Idealization of Piles in STAAD

Soil spring values are based on the latestgeotechnical report issued by DouglasPartners on 2 of July 2014.


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Model Idealization of Wingwall in STAAD

Wingwall is assumed to be a cantilever beam fixed at its interface with the abutment.

FLYNNS CREEK BR-STR01Design of Abutment: Geometry, Design Model, and Methodology

CALCULATIONS

4. The abutment beam is represented by a line member located at 0.85m above the abutment soffit using the STAADPRO program to model the structure and analyse the behavior. The piles are


CALCULATIONS


CALCULATIONS


CALCULATIONS


CALCULATIONS


CALCULATIONS


CALCULATIONS

Wingwall is assumed to be a cantilever beam


0002-MP000789-MNC-001

SUBJECT FLYNNS CREEK BR-STR01Design of Abutment: Soil Strap Forces


AS5100

Staad Model

Figure 1: Abutment Model w/ Piles and Soil Straps

Data:=

Liveload Surcharge, LLS =k factor for horizontal pressure = 0.5Soil strap stiffness, Kz = 1x10^9 kN/m/m

Input loads for the Staad Model:

Abutment Section Earth Pressure LL Surcharge

H = 1.3+1.7= 3m

Ks

k LLSLine member representing abutment beam

Earth Pressure

= Lateral force due to earth pressure, k x 1/2 ge H x H x B B = 1

= (per meter

= strip)

= 38.25 kN-m LA = lever arm

Live load Surcharge

= k x LLS x H = 0.5 x 20 x 3 = 30 kN

=

Soil Density, γe 20 kN/m3

20 kN/m2

γe H K

F1

0.5 x 0.5 x 20 x 32 x1 = 45 kNM

1Moment due to earth pressure (0.85m from soffit of abutment), Fx LA

1

F2

M2

LLS x LA2 = 25.5 kN-m

1.3m

1.7m

0.85m

Soil straps

Soil springs

Abutment

Pile


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Definition of Load Cases

Load Cases 1-29 are for lower bound soil properties (50% soil spring values)L/C1 Abutment Dead LoadL/C2 Wingwall Dead LoadL/C3 Deck Dead LoadL/C5 Wingwall SDLL/C6 Deck SDLL/C7 Earth LoadL/C8 Wingwall LSL/C10 LL of Fender WallL/C11 LL of DeckL/C12 CentrifugalL/C13 BrakingL/C14 Collision on WingwallL/C15 Collision on DeckL/C16 SLS WindL/C17 Uplift SLS Wind Note: Negative reaction of supportL/C18 ULS Wind strap indicates passive soil resistance,L/C19 ULS Uplift Wind while positive reactions correspond to L/C20 Water flow actual forces resisted by the soil straps.L/C23 Temperature RiseL/C24 Temperature FallL/C25 ShrinkageL/C26 EQK LongL/C27 EQK TransverseL/C28 SLS Downforce WindL/C29 ULS Downforce Wind

Load Cases 101-129 are for upper bound soil properties (200% soil spring values)L/C101 Abutment Dead LoadL/C102 Wingwall Dead LoadL/C103 Deck Dead LoadL/C105 Wingwall SDLL/C106 Deck SDLL/C107 Earth LoadL/C108 Wingwall LSL/C110 LL of Fender WallL/C111 LL of DeckL/C112 CentrifugalL/C113 BrakingL/C114 Collision on WingwallL/C115 Collision on DeckL/C116 SLS WindL/C117 Uplift SLS WindL/C118 ULS WindL/C119 ULS Uplift WindL/C120 Water flowL/C123 Temperature RiseL/C124 Temperature FallL/C125 ShrinkageL/C126 EQK LongL/C127 EQK TransverseL/C128 SLS Downforce WindL/C129 ULS Downforce Wind


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1. Design Forces at the Soil Straps (Support reaction from the model)SLS

LOAD COMB 2059 SLS1 1.0 2 1.0 3 1.0 5 1.3 6 1.3 7 1.2 8 1.0 11 1.0 12 1.0 13 1.0 24 0.7 25 1.0

Breakdown of Forces


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ULS

LOAD COMB 4219 ULS101 1.2 102 0.85 103 1.2 105 2.0 106 2.0 111 1.8 112 1.8 113 1.8 -108 1.8 124 1.0 125 1.0

Breakdown of Forces

In summary, design forces for the soil strap are as follows:For SLS, F = 37.121 ~ 40kN (max soil strap reaction)For ULS, F = 82.845 ~ 85kN (max soil strap reaction)


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0002-MP000789-MNC-001

SUBJECT FLYNNS CREEK BR-STR01Design of Abutment: Forces and Moments in the Abutments


Serviceability Limit Critical Case

SLS critical case for max Fx: Load Combination 1129DL+1.3SDL+1.2EL+LL(DECK)+LS(WINGWALL)+CENTRIFUGAL+BRAKING+0.7SLS UPLIFT WIND LOAD

Force Diagram of Abutment (highlighted in red) Under SLS 1129

Beam Dist(m) Fx(kN) Distance is plotted from left to right

3

0 -227.590.037 -227.590.075 -227.590.112 -227.590.15 -227.59

SLS critical case for MyLoad Combination 1116DL+1.3SDL+1.2EL+LL(DECK)+LS(WINGWALL)+0.7SLS DOWNFORCE WIND LOAD

My Diagram of Abutment (highlighted in red) Under SLS 1116

Location of maximum Fx for SLS

Location of maximum My for SLS


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Beam Dist(m) My(kN) Distance is plotted from left to right

21

0 -569.710.039 -583.30.077 -597.030.116 -610.880.155 -624.86

SLS critical case for MzLoad Combination 1054DL+1.3SDL+1.2EL+LL(FENDERWALL)+LL(DECK)+CENTRIFUGAL+BRAKING+0.7TR

Mz Diagram of Abutment (highlighted in red) Under SLS 1054

Beam Dist(m) Mz(kN) Distance is plotted from left to right

3

0 150.3560.037 206.380.075 262.5880.112 318.9820.15 375.56

Location of maximum Mz for SLS


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Ultimate Limit Critical Case

ULS critical case for max Fx: Load Combination 3050 1.2DL+2.0SDL+1.5EL+ULS COLLISION LOAD (WINGWALL)

Fx Diagram of Abutment Under ULS 3050

Beam Dist(m) Fx(kN) Distance is plotted from left to right

20

0 511.2350.037 508.7040.075 506.1730.112 503.6410.15 501.11

ULS critical case for max Fy: Load Combination 42181.2DL+2.0SDL+1.5EL+1.8LL(DECK)+1.8LS(WINGWALL)+1.8BRAKING+TF+SH

Fy Diagram of Abutment Under ULS 4218

Beam Dist(m) Fy(kN) Distance is plotted from left to right

Location of maximum Fx for ULS

Location of maximum Fy for ULS


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3

0 -2189.70.037 -2194.10.075 -2198.40.112 -2202.80.15 -2207.2

ULS critical case for max Mx(Torsion): Load Combination 30501.2DL+2.0SDL+1.5EL+ULS COLLISION LOAD(WINGWALL)

Mx Diagram of Abutment (highlighted in red) Under ULS 3050

Beam Dist(m) Mx(kNm) Distance is plotted from left to right

21

0 -344.420.039 -344.340.077 -344.260.116 -344.190.155 -344.11

ULS critical case for max MyLoad Combination 30161.2DL+2.0SDL+1.5EL+1.8LL(DECK)+1.8LS

My Diagram of Abutment Under ULS 3016

Location of maximum Mx for ULS

Location of maximum My for ULS


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Beam Dist(m) My(kNm) Distance is plotted from left to right

21

0 -750.070.039 -772.56

0.077 -795.22

0.116 -818.070.155 -841.1

ULS critical case for max MzLoad Combination 3214DL+1.3SDL+1.2EL+LL(FENDERWALL)+LL(DECK)+CENTRIFUGAL+BRAKING+0.7TR

Mz Diagram of Abutment Under ULS 3214

Beam Dist(m) Mz(kNm) Distance is plotted from left to right

3

0 213.3450.037 296.541

0.075 379.987

0.112 463.685

0.15 547.633

Location of maximum Mz for ULS


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FLYNNS CREEK BR-STR01Design of Abutment: Forces and Moments in the Abutments

CALCULATIONS


CALCULATIONS


CALCULATIONS


CALCULATIONS


CALCULATIONS


CALCULATIONS


0002-MP000789-MNC-001

SUBJECT FLYNNS CREEK BR-STR01Design of Abutment for Moment My [Typical]


AS 5100.52004 Design for My Moment (with min P, max Mx and max V)

Concrete Dimensions

b 1700 mmh 1700 mm

Main Reinforcement Details**

As1 2010.62 d1 1606 mm db1 16 mm (diameter of bar 1)

As2 d2 mm db2 mm (diameter of bar 2)



8.1.4.1 AsT 2010.62

Transverse Reinforcement Details

As1 1340.41 d1 1622 db1 16 mm (diameter of bar 1)

As2 d2 db2 mm (diameter of bar 2)

AsT 1340.41 > min Ast [Ok] mm

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]8.1.7.2 s 168.00 mm (center to center spacing) :.Minimum clear spacing observed

d 1606 mm (effective depth)EC B1 (exposure classification)

Item c(i) (maximum steel stress classification based on exposure)

16 mm (diameter of outermost transverse to section reinforcement)

SLS Design LoadsP -227.59 kN

My 624.86 kNm

ULS Design Loads2.2.3 P -689.26 kN < max principal compressive stress [Ok]

My 841.10 kNmV 2207.18 kNPv -689.26 kN :.Axial force coincident with critical shear forceMx 344.42 kNm :.Torsion

mm2

mm2

mm2

mm2

mm2

mm2

dbtrans


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*Moment My is induced by earth pressures and corresponding surcharges from dead and live loads.

SLS Steel Stress Check

Modular Ratio (n) 6.25 Note: this part is only valid if axial

Neutral Axis (x) 146.87304 mm forces are not significant. Use BIAX

d-x (y) 1459.127 mm if they are significant.

Transormed Section M.I (Itr) 2.85E+0109.4.1 f 199.60 MPA < 0.8fsy [Ok]

Cracking Requirements Check

2.8 Farthest Layer Reinf. Ratio 1182.72 > 500 mm2/m [Ok]8.6.1 f&e Maximum Allowable Steel Stress* 265.60 MPA <max fss [Ok]

8.6.1 a Min Area of Reinf. in the Tensile Zone 2054.5714 > AsT [Not Ok]

ULS Moment Capacity

10.3.2 0.1f'cAg 11560 kN > P. Thus, neglect axial force and design as Beam8.1.2.2 γ 0.766 < 0.65 & > 0.85 [Ok]

17.392907 mm

8.1.3 0.0141383 < 0.4 [Ok]

1605.7852 kNmTable 2.2 φ 0.8

1284.63 kNm :.ULS capacity > ULS required [Ok]F.S 1.53

Shear Check

8.2.7.1 (2) β1 1.1 < 1.1 [Use 1.1]8.2.7.1 (3)&(4) β2 0.9318577

8.2.7.1 β3 1Table 2.2 0.7

8.2.7.1 (1) 605.02 kN :.[Not Ok, Provide Shear Reinf.]Factor of Safety 0.27

Considering minimum reinforcement

Minimum area of shear reinf. 178.5

1751.6997 kN :.<V [Not Ok,Provide more Shear Reinf.]

Number of shear links in a section 4 links8.2.12.2 Longitudinal shear reinf. Spacing 150 mm :.<0.5D&300mm [Ok]

Transverse shear reinf. Spacing 428.57 mm :.<D&600mm [Ok]

16 mm :.[Ok]

8.2.10 3013.7843 kN

8.2.2 3618.8 kN :.>V [Ok]Factor of Safety 1.64

mm4

Stress on Tensile Reinf. (fscr)

mm2/m

mm2

γkud

ku

Muo

φMuo

φvV-Strength of Concrete Alone, Vuc

mm2

φVu,min

db,v

φVus

φVu


0002-MP000789-MNC-001



Main

Layer Size (mm) Spacing (mm) n (pcs.)1 16 168.00 10234

Transverse

Layer Size (mm) Spacing (mm)1234

Links

Zone Size (mm) Vert.S (mm) Hor.S (mm)1 16 150 428.57

Reinforcement Specifications (Please see drawings for reinforcement detailing)


0002-MP000789-MNC-001



FLYNNS CREEK BR-STR01Design of Abutment for Moment My [Typical]

CALCULATIONS


CALCULATIONS


CALCULATIONS


CALCULATIONS


0002-MP000789-MNC-001

SUBJECT FLYNNS CREEK BR-STR01Abutment Design for Moment Mz [Typical]


AS 5100.52004 Design for Mz Moment (with min P, max Mx and max V)

Concrete Dimensions

b 1700 mmh 1700 mm






8.1.4.1 AsT 5881.06 > min Ast [Ok]





Material Properties


fsy.f 500







Mz 375.56 kNm


Mz 547.633 kNmV 2207.18 kNPv -689.26 kN :.Axial force coincident with critical shear forceMx 344.42 kNm :.Torsion

mm2

mm2

mm2

mm2

mm2

mm2

dbtrans


0002-MP000789-MNC-001



*Moment Mz is induced by gravity loads acting vertically on the abutment.







2.8 Farthest Layer Reinf. Ratio 3459.45 > 500 mm2/m [Ok]8.6.1 f&e Maximum Allowable Steel Stress* 299.73 MPA <max fss [Ok]

8.6.1 a Min Area of Reinf. in the Tensile Zone 2856 < AsT [Ok]

ULS Moment Capacity


50.874221 mm

8.1.3 0.0414578 < 0.4 [Ok]

4635.9305 kNmTable 2.2 φ 0.8


Shear Check

8.2.7.1 (2) β1 1.1 < 1.1 [Use 1.1]8.2.7.1 (3)&(4) β2 0.9318577

8.2.7.1 β3 1Table 2.2 0.7




2007.6412 kN :.<V [Not Ok,Provide more Shear Reinf.]

Number of shear links in a section 4 links8.2.12.2 Longitudinal shear reinf. Spacing 150 mm :.<0.5D&300mm [Ok]

Transverse shear reinf. Spacing 428.57 mm :.<D&600mm [Ok]

16 mm :.[Ok]

8.2.10 3006.278 kN


mm4


mm2/m

mm2

γkud

ku

Muo

φMuo


mm2

φVu,min

db,v

φVus

φVu


0002-MP000789-MNC-001



Main


Transverse


Links


Reinforcement Specifications (Please see drawings for reinforcement detailing)


0002-MP000789-MNC-001



FLYNNS CREEK BR-STR01Abutment Design for Moment Mz [Typical]

CALCULATIONS


CALCULATIONS


CALCULATIONS


CALCULATIONS


0002-MP000789-MNC-001

SUBJECT FLYNNS CREEK BR-STR01Abutment Design: Sliding Block Design [Typical]


AS 5100.52004 Design for Sliding Block

8.4.3 Top View

V*

Elevation

Concrete Dimensions

b 400 mm t 500 mmL 2000 mm

Material Properties


fsy.f 500

Table 8.4.4 0.6

0.1

ULS Design LoadsV 500 kN :.caused by collisionPv 10 kN :.selfweight

note: collision load governs

2.8 As 4021.24 :.> min [Ok]Effective depth, d 1910Spacing, s 200 mm

8.4.3 11703 kN

8.4.3 6400 kN

8.4.3 4480 kN :.[Ok]

Reinforcement Sketches:

β4

β5

Longitudinal Shear Strength, Vuf*

max Vuf*

φVuf*


0002-MP000789-MNC-001

SUBJECT FLYNNS CREEK BR-STR01Abutment Design: Sliding Block Design [Typical]


Reinforcement Details

FLYNNS CREEK BR-STR01Abutment Design: Sliding Block Design [Typical]

CALCULATIONS

V*

FLYNNS CREEK BR-STR01Abutment Design: Sliding Block Design [Typical]

CALCULATIONS

DOCUMENT No 001-MP000789-01-MNC-00 SHEET No

FLYNNS CREEK BR-STR01

SUBJECT Design of SubstructureNorth Bridge Abutment Design


AS 5100.52004 Case 2: maxMz+maxV+T Case Direction

LocationNorthern

Concrete Dimensions WingwallReinforcement* Hor. Laid

b 1700 mm AS Version 2004h 1700 mm






8.1.4.1 AsT 6433.9818 > min Ast [Ok]





Material Properties


fsy.f 500







M(+) 1649.694 kNm


M(+) 2115.555 kNmV 2795.703 kNPv -710.824 kNT 1164.23 kNm

mm2

mm2

mm2

mm2

mm2

mm2

dbtrans











2.8 Farthest Layer Reinf. Ratio 3784.6951 > 500 mm2/m [Ok]8.6.1 f&e Maximum Allowable Steel Stress* 320 MPA <max fss [Ok]

8.6.1 a Min Area of Reinf. in the Tensile Zone 4054.5 < AsT [Ok]

ULS Moment Capacity


55.657282 mm

8.1.3 0.0455832 < 0.4 [Ok]

5038.359 kNmTable 2.2 φ 0.8


Shear Check

8.2.7.1 (2) β1 1.1 < 1.1 [Use 1.1]8.2.7.1 (3)&(4) β2 0.9297258

8.2.7.1 β3 1Table 2.2 0.7




2023.1984 kN :.<V [Not Ok,Provide more Shear Reinf.]Number of shear links in a section 4 links

8.2.12.2 Longitudinal shear reinf. Spacing 150 mm :.<0.5D&300mm [Ok]Transverse shear reinf. Spacing 428.57 mm :.<D&600mm [Ok]

20 mm :.[Ok]

8.2.10 4673.8521 kN


mm4


mm2/m

mm2

γkud

ku

Muo

φMuo


mm2

φVu,min

db,v

φVus

φVu





Torsion Check

8.3.3

5558.9345 kNm

8.3.3(2) 1.97E+009

8.3.3 15721.6 kNm

8.3.3(1) Section proportion 0.6087105 :.<1 [Ok]

8.3.5(a) 3728.7048 kNm

8.3.4(1) (i)T* 1164.23 kNm :.Provide torsional reinf.

8.3.5(b) 314.15927

2226064

4662.2575 kNm :.Ratio < 1 [Ok]Flexural tensile zone added force 3133.2151 kN

As,additional 6266.4301Number of bars to add 8 pcs.Ast,updated 12867.964Check for yielding of steel for updated reinforcement

γ 0.766 > 0.65 & < 0.85 [Ok]111.31456 mm

0.0911664 < 0.4 [Ok]

Reinforcement Specifications

Main


Transverse


Links


Ultimate shear strength, φVumax

Torsional modulus, Jt mm3

Tu,max

Tuc

Asw mm2

At mm2

Tus

mm2

γkud

ku




REFERENCE CALCULATIONSLinks

Design of SubstructureNorth Bridge Abutment Design

CALCULATIONS


CALCULATIONS

:.<V [Not Ok,Provide more Shear Reinf.]


CALCULATIONS


CALCULATIONS





AS 5100.52004 Case 3: My+V+maxT Case Direction

LocationNorthern

Concrete Dimensions WingwallReinforcement* Vert. Laid







8.1.4.1 AsT 6433.23 > min Ast [Ok]





Material Properties


fsy.f 500







(non-coincident but conservative values used)M(+) 1815.552 kNm



mm2

mm2

mm2

mm2

mm2

mm2

dbtrans













ULS Moment Capacity


55.650779 mm

8.1.3 0.0455779 < 0.4 [Ok]

5037.7807 kNmTable 2.2 φ 0.8


Shear Check

8.2.7.1 (2) β1 1.1 < 1.1 [Use 1.1]8.2.7.1 (3)&(4) β2 0.9395621

8.2.7.1 β3 1Table 2.2 0.7




2032.5276 kN :.>V [Ok]Number of shear links in a section 4 links


20 mm :.[Ok]

8.2.10 4673.8521 kN


mm4


mm2/m

mm2

γkud

ku

Muo

φMuo


mm2

φVu,min

db,v

φVus

φVu





Torsion Check

8.3.3

5568.2637 kNm

8.3.3(2) 1.97E+009

8.3.3 15721.6 kNm


8.3.5(a) 3728.7048 kNm


8.3.5(b) 314.15927

2226064



γ 0.766 > 0.65 & < 0.85 [Ok]111.30806 mm

0.0911611 < 0.4 [Ok]


Main


Transverse


Links




Tu,max

Tuc

Asw mm2

At mm2

Tus

mm2

γkud

ku






CALCULATIONS


CALCULATIONS


CALCULATIONS


CALCULATIONS





AS 5100.52004 Case 4: Mz+V+maxT Case Direction

LocationNorthern

Concrete Dimensions WingwallReinforcement* Hor. Laid







8.1.4.1 AsT 6433.23 > min Ast [Ok]





Material Properties


fsy.f 500







(non-coincident but conservative values used)M(+) 1649.694 kNm



mm2

mm2

mm2

mm2

mm2

mm2

dbtrans













ULS Moment Capacity


55.650779 mm

8.1.3 0.0455779 < 0.4 [Ok]

5037.7807 kNmTable 2.2 φ 0.8


Shear Check

8.2.7.1 (2) β1 1.1 < 1.1 [Use 1.1]8.2.7.1 (3)&(4) β2 0.9395621

8.2.7.1 β3 1Table 2.2 0.7




2032.5276 kN :.>V [Ok]Number of shear links in a section 4 links


20 mm :.[Ok]

8.2.10 4673.8521 kN


mm4


mm2/m

mm2

γkud

ku

Muo

φMuo


mm2

φVu,min

db,v

φVus

φVu





Torsion Check

8.3.3

5568.2637 kNm

8.3.3(2) 1.97E+009

8.3.3 15721.6 kNm


8.3.5(a) 3728.7048 kNm


8.3.5(b) 314.15927

2226064



γ 0.766 > 0.65 & < 0.85 [Ok]111.30806 mm

0.0911611 < 0.4 [Ok]


Main


Transverse


Links




Tu,max

Tuc

Asw mm2

At mm2

Tus

mm2

γkud

ku






CALCULATIONS


CALCULATIONS


CALCULATIONS


CALCULATIONS

Documents

As Concrete Beam Design