Csi Bridge Design Report

License #*1LDMVJLP9HDUFB4

CSiBridge Bridge Seismic Design Report

Model Name: Box Design Test.bdb

8 July 2014

Box Design Test.bdb CSiBridge 2014 v16.0.2 - License #*1LDMVJLP9HDUFB4

08 July 2014

Page of

Contents

1. Bridge model geometry 2

1.1. Bridge component data 2

1.2. Bridge object data 2

2. Section properties 2

2.1. Frame sections 2

3. Loading definition 2

3.1. Load pattern definition 2

3.2. Load case definition 2

3.3. Response spectrum function 2

4. Bridge design 2

4.1. Bridge seismic design setting 2

4.2. Modal analysis and response spectrum analysis results 2

4.3. Bridge seismic design results 2

4.3.1. Bent demand/capacity ratios 2

4.3.2. Bent column force demand 2

4.3.3. Support bearing demand - forces 2

4.3.4. Support bearing demand - deformations 2

4.3.5. Support length demand - unscaled 2

List of Figures

Figure 1: Finite element model 2

Figure 2: Horizontal Response Spectrum Function - IS 1893 :2002 RS 2

Figure 3: Deformed shape 2

List of Tables

Table 1: Bridge Abutment Definitions 2

Table 2: Bridge Object Definitions 01 - General 2

Table 3: Bridge Object Definitions 02 - Reference Line 2

Table 4: Bridge Object Definitions 06 - Abutments 2

Table 5: Bridge Model Summary 01 - Bearing Supports 2

Table 6: Frame Section Properties 01 - General, Part 1 of 2 2

Table 6: Frame Section Properties 01 - General, Part 2 of 2 2

Table 7: Load Pattern Definitions 2

Table 8: Load Case Definitions, Part 1 of 2 2

Table 8: Load Case Definitions, Part 2 of 2 2

Table 9: Function - Response Spectrum - IS1893:2002 2

Table 10: Function - Response Spectrum - AASHTO 2007, Part 1 of 2 2

Table 10: Function - Response Spectrum - AASHTO 2007, Part 2 of 2 2

Table 11: Function - Response Spectrum - User 2

Table 12: Bridge DesReqSeismic 01 - General 2

Table 13: Bridge DesReqSeismic 01a - Loading - Uniform 2

Table 14: Bridge DesReqSeismic 02 - Gravity Load Case 2

Table 15: Bridge DesReqSeismic 03 - Modal And RS Load Cases 2

Table 16: Bridge DesReqSeismic 04 - Pushover Load Case 2

Table 17: Modal Participating Mass Ratios 2

Table 18: Response Spectrum Modal Information 2

Table 19: Bridge Seismic Design 05 - Support Bearing Demand - Forces 2

Table 20: Bridge Seismic Design 06 - Support Bearing Demand - Deformations 2

Table 21: Bridge Seismic Design 07 - Support Length Demand - Unscaled 2

1. Bridge model geometry

This section provides bridge model geometry information, including items such as bent and span definitions.

X

Y

X

Z

Y

Z

X

Y

X

Z

Y

Z

Figure 1: Finite element model

1.1. Bridge component data

Table 1: Bridge Abutment Definitions

Table 1: Bridge Abutment Definitions

Abutment

GirderSup

SubType

BeamSect

BeamLength

FSProp

m

BABT1

Bottom

Beam

BRD5

5.00000

Fixed

1.2. Bridge object data

Table 2: Bridge Object Definitions 01 - General

Table 2: Bridge Object Definitions 01 - General

BridgeObj

LayoutLine

NumSpans

NumBents

NumHinges

NumTendons

NumGroups

SuperElev

BOBJ1

BLL1

1

0

0

0

0

No

Table 3: Bridge Object Definitions 02 - Reference Line

Table 3: Bridge Object Definitions 02 - Reference Line

BridgeObj

SpanName

Station

Length

SpanType

m

m

BOBJ1

Start Abutment

0.00000

0.000000

Start Abutment

BOBJ1

Span To End Abutment

30.00000

30.000000

Full Span to End Abutment

Table 4: Bridge Object Definitions 06 - Abutments

Table 4: Bridge Object Definitions 06 - Abutments

BridgeObj

Location

BearingDir

DiaphProp

SubType

AbutProp

SubElev

HorizOff

BearProp

BearResProp

BearElev

BearAngle

m

m

m

Degrees

BOBJ1

Start

Default

Dia

Abutment

BABT1

-2.40000

0.00000

Fixed

None

-1.80000

0.000

BOBJ1

End

Default

Dia

Abutment

BABT1

-2.40000

0.00000

Fixed

None

-1.80000

0.000

Table 5: Bridge Model Summary 01 - Bearing Supports

Table 5: Bridge Model Summary 01 - Bearing Supports

BridgeObj

SpanName

Station

Type

Bearing

BearProp

BearElev

BearAngle

m

m

Degrees

BOBJ1

Start Abutment

0.000000

Abutment

1

Fixed

-1.800000

0.000

BOBJ1

Start Abutment

0.000000

Abutment

2

Fixed

-1.800000

0.000

BOBJ1


30.000000

Abutment

1

Fixed

-1.800000

0.000

BOBJ1


30.000000

Abutment

2

Fixed

-1.800000

0.000

2. Section properties

This section provides frame section property information for frame objects used in the model.

2.1. Frame sections

Table 6: Frame Section Properties 01 - General, Part 1 of 2


SectionName

Material

Shape

I23

Area

TorsConst

I33

I22

AS2

AS3

m4

m2

m4

m4

m4

m2

m2

BRD1

4000Psi

Bridge Section

0.000000

4.645135

5.889675

3.165269

16.190444

1.505050

3.962270

BRD5

4000Psi

Bridge Section

0.000000

5.909823

7.493203

4.027048

20.598467

1.914816

5.041041

FSEC1

4000Psi

Rectangular

0.000000

1.860500

0.473715

0.360569

0.230764

1.550417

1.550417



SectionName

AMod

A2Mod

A3Mod

JMod

I2Mod

I3Mod

MMod

WMod

BRD1

1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

BRD5

1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

0.833687

0.833687

FSEC1

1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

3. Loading definition

3.1. Load pattern definition

This section provides the load pattern definitions, including the program generated load patterns for seismic design. '_' denotes that the load pattern is automatically generated by the program during execution of bridge seismic design. '_PO' denotes "PushOver". 'TR' denotes Transverse direction and 'LG' denotes Longitudinal direction. The number right after 'TR' or 'LG' denotes the bent number.

Table 7: Load Pattern Definitions

Table 7: Load Pattern Definitions

LoadPat

DesignType

SelfWtMult

AutoLoad

Notes

DEAD

DEAD

1.000000

SIDL

DEAD

0.000000

CLASS AA Tracked

VEHICLE LIVE

0.000000

CLASS 70R Tracked

VEHICLE LIVE

0.000000

WIND X

WIND

0.000000

IS875 1987

EQ X

QUAKE

0.000000

IS1893 2002

WIND Y

WIND

0.000000

IS875 1987

EQ Y

QUAKE

0.000000

IS1893 2002

bGRAV

OTHER

0.000000

Bridge Seismic Design Request QReq1 (Program generated)

3.2. Load case definition

This section provides the load case definitions, including the program generated load cases for seismic design. '_' denotes that the load pattern is automatically generated by the program during execution of bridge seismic design. '_PO' denotes "PushOver". 'TR' denotes Transverse direction and 'LG' denotes Longitudinal direction. The number right after 'TR' or 'LG' denotes the bent number.

Table 8: Load Case Definitions, Part 1 of 2


Case

Type

InitialCond

ModalCase

BaseCase

DesActOpt

AutoType

DesignAct

DEAD

LinStatic

Zero

Prog Det

None

Non-Composite

MODAL

LinModal

Zero

Prog Det

None

Other

SIDL

LinStatic

Zero

Prog Det

None

Non-Composite

CLASS AA Tracked

LinMSStat

Zero

Prog Det

None

Short-Term Composite

CLASS 70R Tracked

LinMSStat

Zero

Prog Det

None


WIND X

LinStatic

Zero

Prog Det

None


EQ X

LinStatic

Zero

Prog Det

None


WIND Y

LinStatic

Zero

Prog Det

None


EQ Y

LinStatic

Zero

Prog Det

None


GRAV

NonStatic

Zero

Prog Det

Bridge Seismic

Staged

MODAL

LinModal

GRAV

Prog Det

Bridge Seismic

Other

RS_X

LinRespSpec

MODAL

Prog Det

Bridge Seismic


RS_Y

LinRespSpec

MODAL

Prog Det

Bridge Seismic


RS_XY

LinRespSpec

MODAL

Prog Det

Bridge Seismic


bGRAV

NonStatic

GRAV

Prog Det

Bridge Seismic

Staged



Case

Notes

DEAD

MODAL

SIDL

CLASS AA Tracked

CLASS 70R Tracked

WIND X

EQ X

WIND Y

EQ Y

GRAV


MODAL


RS_X


RS_Y


RS_XY


bGRAV


3.3. Response spectrum function

For Design Request - QReq1

Figure 2: Horizontal Response Spectrum Function - IS 1893 :2002 RS

Table 9: Function - Response Spectrum - IS1893:2002

Table 9: Function - Response Spectrum - IS1893:2002

Name

Period

Accel

FuncDamp

Z

SoilType

Sec

IS 1893 :2002 RS

0.000000

0.360000

0.050000

0.360000

II

IS 1893 :2002 RS

0.100000

0.900000

IS 1893 :2002 RS

0.550000

0.900000

IS 1893 :2002 RS

0.800000

0.612000

IS 1893 :2002 RS

1.000000

0.489600

IS 1893 :2002 RS

1.200000

0.408000

IS 1893 :2002 RS

1.400000

0.349714

IS 1893 :2002 RS

1.600000

0.306000

IS 1893 :2002 RS

1.800000

0.272000

IS 1893 :2002 RS

2.000000

0.244800

IS 1893 :2002 RS

2.500000

0.195840

IS 1893 :2002 RS

3.000000

0.163200

IS 1893 :2002 RS

3.500000

0.139886

IS 1893 :2002 RS

4.000000

0.122400

IS 1893 :2002 RS

4.500000

0.122400

IS 1893 :2002 RS

5.000000

0.122400

IS 1893 :2002 RS

5.500000

0.122400

IS 1893 :2002 RS

6.000000

0.122400

IS 1893 :2002 RS

6.500000

0.122400

IS 1893 :2002 RS

7.000000

0.122400

IS 1893 :2002 RS

7.500000

0.122400

IS 1893 :2002 RS

8.000000

0.122400

IS 1893 :2002 RS

8.500000

0.122400

IS 1893 :2002 RS

9.000000

0.122400

IS 1893 :2002 RS

9.500000

0.122400

IS 1893 :2002 RS

10.000000

0.122400

Table 10: Function - Response Spectrum - AASHTO 2007, Part 1 of 2


Name

Period

Accel

FuncDamp

AccOption

Ss

S1

PGA

SiteClass

Fa

Fv

Fpga

Sec

AASHTO2007_RS

0.000000

0.954000

0.000000

User

2.290000

0.869000

0.954000

B

1.000000

1.000000

1.000000

AASHTO2007_RS

0.025298

1.399333

AASHTO2007_RS

0.050597

1.844667

AASHTO2007_RS

0.075895

2.290000

AASHTO2007_RS

0.379476

2.290000

AASHTO2007_RS

0.600000

1.448333

AASHTO2007_RS

0.800000

1.086250

AASHTO2007_RS

1.000000

0.869000

AASHTO2007_RS

1.200000

0.724167

AASHTO2007_RS

1.400000

0.620714

AASHTO2007_RS

1.600000

0.543125

AASHTO2007_RS

1.800000

0.482778

AASHTO2007_RS

2.000000

0.434500

AASHTO2007_RS

2.500000

0.347600

AASHTO2007_RS

3.000000

0.289667

AASHTO2007_RS

3.500000

0.248286

AASHTO2007_RS

4.000000

0.217250

AASHTO2007_RS

4.500000

0.193111

AASHTO2007_RS

5.000000

0.173800

AASHTO2007_RS

5.500000

0.158000

AASHTO2007_RS

6.000000

0.144833

AASHTO2007_RS

6.500000

0.133692

AASHTO2007_RS

7.000000

0.124143

AASHTO2007_RS

7.500000

0.115867

AASHTO2007_RS

8.000000

0.108625

AASHTO2007_RS

8.500000

0.102235

AASHTO2007_RS

9.000000

0.096556

AASHTO2007_RS

9.500000

0.091474

AASHTO2007_RS

10.000000

0.086900



Name

Period

SDS

SD1

Sec

AASHTO2007_RS

0.000000

2.290000

0.869000

AASHTO2007_RS

0.025298

AASHTO2007_RS

0.050597

AASHTO2007_RS

0.075895

AASHTO2007_RS

0.379476

AASHTO2007_RS

0.600000

AASHTO2007_RS

0.800000

AASHTO2007_RS

1.000000

AASHTO2007_RS

1.200000

AASHTO2007_RS

1.400000

AASHTO2007_RS

1.600000

AASHTO2007_RS

1.800000

AASHTO2007_RS

2.000000

AASHTO2007_RS

2.500000

AASHTO2007_RS

3.000000

AASHTO2007_RS

3.500000

AASHTO2007_RS

4.000000

AASHTO2007_RS

4.500000

AASHTO2007_RS

5.000000

AASHTO2007_RS

5.500000

AASHTO2007_RS

6.000000

AASHTO2007_RS

6.500000

AASHTO2007_RS

7.000000

AASHTO2007_RS

7.500000

AASHTO2007_RS

8.000000

AASHTO2007_RS

8.500000

AASHTO2007_RS

9.000000

AASHTO2007_RS

9.500000

AASHTO2007_RS

10.000000

Table 11: Function - Response Spectrum - User

Table 11: Function - Response Spectrum - User

Name

Period

Accel

FuncDamp

Sec

UNIFRS

0.000000

1.000000

0.050000

UNIFRS

1.000000

1.000000

4. Bridge design

4.1. Bridge seismic design setting

This section provides a summary of the seismic design patameters.

Table 12: Bridge DesReqSeismic 01 - General

Table 12: Bridge DesReqSeismic 01 - General

DesReqName

BridgeObj

Type

LoadDef

SDC

DisplDF

Run

SDCOpt

Status

Station

FaultOrient

m

QReq1

BOBJ1

Uniform

1.000000

Yes

Program Determined

Finished

Table 13: Bridge DesReqSeismic 01a - Loading - Uniform

Table 13: Bridge DesReqSeismic 01a - Loading - Uniform

DesReqName

RSFunc

RSFuncVert

QReq1

IS 1893 :2002 RS

Table 14: Bridge DesReqSeismic 02 - Gravity Load Case

Table 14: Bridge DesReqSeismic 02 - Gravity Load Case

DesReqName

GravOpt

GravCase

AddGroup

PDelta

CrackProp

TolConv

MaxIter

Continue

QReq1

Auto: Entire Structure

No

Program Determined

0.001000

3

Yes

Table 15: Bridge DesReqSeismic 03 - Modal And RS Load Cases

Table 15: Bridge DesReqSeismic 03 - Modal And RS Load Cases

DesReqName

ModalOpt

ModalCase

ModeType

SpecOpt

AddModes

SpecCase

SpecAngOpt

SpecAng

DirType

DirSF

Degrees

QReq1

Program Determined

Eigen

Program Determined

0

Program Determined

Absolute

0.300000

Table 16: Bridge DesReqSeismic 04 - Pushover Load Case

Table 16: Bridge DesReqSeismic 04 - Pushover Load Case

DesReqName

FndGroup

TargetDisp

BentFail

DropTol

Percent

QReq1

4.000000

Pushover Curve Drop

0.010000

4.2. Modal analysis and response spectrum analysis results

This section provides the modal analysis and response spectrum analysis results.

Table 17: Modal Participating Mass Ratios

Table 17: Modal Participating Mass Ratios

OutputCase

Period

UX

UY

UZ

SumUX

SumUY

SumUZ

Sec

MODAL

0.186659

2.763E-17

2.398E-17

0.57569

2.763E-17

2.398E-17

0.57569

MODAL

0.092967

1.566E-17

0.52770

1.576E-18

4.329E-17

0.52770

0.57569

MODAL

0.068492

0.03706

1.441E-16

1.375E-18

0.03706

0.52770

0.57569

MODAL

0.067972

8.996E-15

0.05720

1.993E-16

0.03706

0.58489

0.57569

MODAL

0.046337

1.726E-15

8.033E-18

2.029E-16

0.03706

0.58489

0.57569

MODAL

0.041845

3.444E-14

3.458E-15

0.00159

0.03706

0.58489

0.57728

MODAL

0.040264

3.610E-16

1.015E-17

0.03458

0.03706

0.58489

0.61186

MODAL

0.039807

0.00859

1.364E-15

1.572E-14

0.04566

0.58489

0.61186

MODAL

0.038549

1.152E-15

0.00294

6.173E-15

0.04566

0.58783

0.61186

MODAL

0.036164

0.00576

2.946E-19

2.415E-15

0.05142

0.58783

0.61186

MODAL

0.035260

4.954E-16

1.334E-14

5.357E-18

0.05142

0.58783

0.61186

MODAL

0.033757

2.693E-17

9.118E-15

0.00750

0.05142

0.58783

0.61936

Table 18: Response Spectrum Modal Information

Table 18: Response Spectrum Modal Information

OutputCase

ModalCase

StepType

Period

DampRatio

U1Acc

U2Acc

U3Acc

U1Amp

U2Amp

U3Amp

Sec

m/sec2

m/sec2

m/sec2

m

m

m

RS_X

MODAL

Mode

0.186659

0.0500

0.00000

8.82599

0.00000

0.000000

8.359E-10

0.000000

RS_X

MODAL

Mode

0.092967

0.0500

0.00000

8.45353

0.00000

0.000000

-0.029527

0.000000

RS_X

MODAL

Mode

0.068492

0.0500

0.00000

7.15747

0.00000

0.000000

2.389E-10

0.000000

RS_X

MODAL

Mode

0.067972

0.0500

0.00000

7.12991

0.00000

0.000000

-0.004462

0.000000

RS_X

MODAL

Mode

0.046337

0.0500

0.00000

5.98423

0.00000

0.000000

-5.730E-11

0.000000

RS_X

MODAL

Mode

0.041845

0.0500

0.00000

5.74635

0.00000

0.000000

3.255E-10

0.000000

RS_X

MODAL

Mode

0.040264

0.0500

0.00000

5.66263

0.00000

0.000000

-9.735E-11

0.000000

RS_X

MODAL

Mode

0.039807

0.0500

0.00000

5.63843

0.00000

0.000000

2.824E-10

0.000000

RS_X

MODAL

Mode

0.038549

0.0500

0.00000

5.57180

0.00000

0.000000

0.000245

0.000000

RS_X

MODAL

Mode

0.036164

0.0500

0.00000

5.44551

0.00000

0.000000

3.912E-11

0.000000

RS_X

MODAL

Mode

0.035260

0.0500

0.00000

5.39762

0.00000

0.000000

5.043E-10

0.000000

RS_X

MODAL

Mode

0.033757

0.0500

0.00000

5.31805

0.00000

0.000000

-2.678E-10

0.000000

RS_Y

MODAL

Mode

0.186659

0.0500

0.00000

8.82599

0.00000

0.000000

8.359E-10

0.000000

RS_Y

MODAL

Mode

0.092967

0.0500

0.00000

8.45353

0.00000

0.000000

-0.029527

0.000000

RS_Y

MODAL

Mode

0.068492

0.0500

0.00000

7.15747

0.00000

0.000000

2.389E-10

0.000000

RS_Y

MODAL

Mode

0.067972

0.0500

0.00000

7.12991

0.00000

0.000000

-0.004462

0.000000

RS_Y

MODAL

Mode

0.046337

0.0500

0.00000

5.98423

0.00000

0.000000

-5.730E-11

0.000000

RS_Y

MODAL

Mode

0.041845

0.0500

0.00000

5.74635

0.00000

0.000000

3.255E-10

0.000000

RS_Y

MODAL

Mode

0.040264

0.0500

0.00000

5.66263

0.00000

0.000000

-9.735E-11

0.000000

RS_Y

MODAL

Mode

0.039807

0.0500

0.00000

5.63843

0.00000

0.000000

2.824E-10

0.000000

RS_Y

MODAL

Mode

0.038549

0.0500

0.00000

5.57180

0.00000

0.000000

0.000245

0.000000

RS_Y

MODAL

Mode

0.036164

0.0500

0.00000

5.44551

0.00000

0.000000

3.912E-11

0.000000

RS_Y

MODAL

Mode

0.035260

0.0500

0.00000

5.39762

0.00000

0.000000

5.043E-10

0.000000

RS_Y

MODAL

Mode

0.033757

0.0500

0.00000

5.31805

0.00000

0.000000

-2.678E-10

0.000000

RS_XY

MODAL

Mode

0.186659

0.0500

8.82599

8.82599

0.00000

-9.002E-10

8.359E-10

0.000000

RS_XY

MODAL

Mode

0.092967

0.0500

8.45353

8.45353

0.00000

-1.614E-10

-0.029527

0.000000

RS_XY

MODAL

Mode

0.068492

0.0500

7.15747

7.15747

0.00000

-0.003602

2.389E-10

0.000000

RS_XY

MODAL

Mode

0.067972

0.0500

7.12991

7.12991

0.00000

-1.738E-09

-0.004462

0.000000

RS_XY

MODAL

Mode

0.046337

0.0500

5.98423

5.98423

0.00000

-2.981E-10

-5.730E-11

0.000000

RS_XY

MODAL

Mode

0.041845

0.0500

5.74635

5.74635

0.00000

1.039E-09

3.255E-10

0.000000

RS_XY

MODAL

Mode

0.040264

0.0500

5.66263

5.66263

0.00000

-9.844E-11

-9.735E-11

0.000000

RS_XY

MODAL

Mode

0.039807

0.0500

5.63843

5.63843

0.00000

0.000461

2.824E-10

0.000000

RS_XY

MODAL

Mode

0.038549

0.0500

5.57180

5.57180

0.00000

-1.570E-10

0.000245

0.000000

RS_XY

MODAL

Mode

0.036164

0.0500

5.44551

5.44551

0.00000

-0.000301

3.912E-11

0.000000

RS_XY

MODAL

Mode

0.035260

0.0500

5.39762

5.39762

0.00000

8.559E-11

5.043E-10

0.000000

RS_XY

MODAL

Mode

0.033757

0.0500

5.31805

5.31805

0.00000

-1.583E-11

-2.678E-10

0.000000

4.3. Bridge seismic design results

This section provides the bridge seismic design results.

X

Y

X

Z

Y

Z

X

Y

X

Z

Y

Z

Figure 3: Deformed shape

4.3.1. Bent demand/capacity ratios

The demand/capacity ratios for each bent in each direction are reported in the following table. Values less than 1.0 indicates that an adequate capacity exists for a given bent and direction for the ground motion hazard used in the seismic design request. Values greater than 1.0 indicated an overstress condition.

4.3.2. Bent column force demand

The bent column seismic demand forces are reported in the following table.

4.3.3. Support bearing demand - forces

The forces in the bearing due to the seismic loads are reported in the following table. All bearings at the abutments and bents that are found to resist seismic forces are included in this table.

Table 19: Bridge Seismic Design 05 - Support Bearing Demand - Forces

Table 19: Bridge Seismic Design 05 - Support Bearing Demand - Forces

DesReqName

BridgeObj

SpanName

Station

Type

Bearing

P

V2

V3

T

M2

M3

m

KN

KN

KN

KN-m

KN-m

KN-m

QReq1

BOBJ1

Start Abutment

0.00000

Abutment

1

692.286

555.154

1018.409

0.0000

0.0000

0.0000

QReq1

BOBJ1

Start Abutment

0.00000

Abutment

2

692.286

555.154

1018.409

0.0000

0.0000

0.0000

QReq1

BOBJ1


30.00000

Abutment

1

692.286

555.154

1018.409

0.0000

0.0000

0.0000

QReq1

BOBJ1


30.00000

Abutment

2

692.287

555.154

1018.409

0.0000

0.0000

0.0000

4.3.4. Support bearing demand - deformations

The deformations for all bearings at the abutments and bents that resist seismic loads are reported in the following table.

Table 20: Bridge Seismic Design 06 - Support Bearing Demand - Deformations

Table 20: Bridge Seismic Design 06 - Support Bearing Demand - Deformations

DesReqName

BridgeObj

SpanName

Station

Type

Bearing

U1

U2

U3

R1

R2

R3

m

m

m

m

Degrees

Degrees

Degrees

QReq1

BOBJ1

Start Abutment

0.00000

Abutment

1

6.923E-09

5.552E-09

1.018E-08

0.000125

0.000488

0.000195

QReq1

BOBJ1

Start Abutment

0.00000

Abutment

2

6.923E-09

5.552E-09

1.018E-08

0.000125

0.000488

0.000195

QReq1

BOBJ1


30.00000

Abutment

1

6.923E-09

5.552E-09

1.018E-08

0.000125

0.000488

0.000195

QReq1

BOBJ1


30.00000

Abutment

2

6.923E-09

5.552E-09

1.018E-08

0.000125

0.000488

0.000195

4.3.5. Support length demand - unscaled

The support lengths reported in the following table represent the amount of displacement normal to a specific bent or abutment and are calculated from the bearing displacements due to the response spectrum load cases. The support lengths reported in the table are NOT scaled by the "Bent Displacement Demand Factor".

Table 21: Bridge Seismic Design 07 - Support Length Demand - Unscaled

Table 21: Bridge Seismic Design 07 - Support Length Demand - Unscaled

DesReqName

BridgeObj

SpanName

Station

Type

Bearing

SuppLength

m

m

QReq1

BOBJ1

Start Abutment

0.00000

Abutment

1

1.018E-08

QReq1

BOBJ1

Start Abutment

0.00000

Abutment

2

1.018E-08

QReq1

BOBJ1


30.00000

Abutment

1

1.018E-08

QReq1

BOBJ1


30.00000

Abutment

2

1.018E-08

- End of the report -

Documents

Csi Bridge Design Report