Prestressed Members with External Fiber-Reinforced Polymer (FRP) Tendons : Design, Assessment, and Modeling.

Format:

Book

Author/Creator:

Lou, Tiejiong.

Contributor:

Wu, Yanan.

Lopes, Sergio M. R.

Series:

Woodhead Publishing Series in Civil and Structural Engineering Series

Language:

English

Subjects (All):

Prestressed concrete.

Fiber-reinforced plastics.

Physical Description:

1 online resource (0 pages)

Edition:

1st ed.

Place of Publication:

Chantilly : Elsevier Science & Technology, 2025.

Summary:

Prestressed Members with External Fiber Reinforced Polymer (FRP) Tendons: Design, Assessment and Modelling provides an overview of using FRPs, including how to predict the short-term and long-term behavior of externally prestressed concrete or steel-concrete composite members, their second-order effects, and how to examine the effectiveness of.

Contents:

Front Cover

Prestressed Members with External Fiber-ReinforcedPolymer (FRP) Tendons

Copyright Page

Contents

Acknowledgment

1 Introduction

1.1 Background

1.2 FRP composite materials

1.3 Prestressed concrete members with external FRP tendons

1.3.1 Short-term performance

1.3.2 Long-term performance

1.4 Prestressed steel-concrete composite members

1.4.1 Short-term performance

1.4.2 Long-term performance

1.5 Contents of the book

Reference

2 Finite element modeling at immediate loads

2.1 Introduction

2.2 Stress-strain relationships of materials

2.2.1 Concrete in compression

2.2.2 Concrete in tension

2.2.3 Prestressing steel

2.2.4 Nonprestressed steel

2.2.5 FRP reinforcement

2.3 Finite element formulation

2.4 Equivalent loads due to external tendons

2.5 Numerical examples

2.5.1 Simply supported externally prestressed concrete specimens

2.5.2 Continuous externally prestressed concrete specimens

2.5.3 Externally prestressed steel-concrete composite specimens

2.6 Conclusions

References

3 Second-order effects of externally prestressed concrete members

3.1 Introduction

3.2 Influence of deviators

3.2.1 Load-deflection response

3.2.2 Eccentricities of external tendons

3.2.3 Stress increase in external tendons

3.3 Influence of span-to-depth ratio

3.4 Second-order effects on tendon stress and ductility

3.4.1 Ultimate stress increase in internal unbonded tendons

3.4.2 Ultimate stress increase in external tendons

3.4.3 Deflection ductility

3.5 Optimum deviator position

3.6 Conclusions

4 Simply supported prestressed concrete members with external FRP tendons

4.1 Introduction

4.2 Using external fiber-reinforced polymer tendons instead of external steel tendons

4.2.1 Load-deformation characteristics.

4.2.2 Neutral axis depth

4.2.3 Stress in external tendons

4.2.4 Stress in nonprestressed steel

4.2.5 Curvature distribution and crack pattern at failure

4.3 Effects of critical parameters related to carbon fiber-reinforced polymer tendons

4.3.1 Effect of tendon area

4.3.2 Effect of prestress level

4.3.3 Effect of tendon depth

4.3.4 Effect of tendon elastic modulus

4.4 Simplified model for flexural strength prediction

4.5 Conclusions

5 Moment redistribution in continuous prestressed concrete members with external CFRP tendons

5.1 Introduction

5.2 Measurement of moment redistribution and codes of practice

5.3 Parametric study

5.3.1 Effect of non-prestressed steel area

5.3.2 Effect of As2/As1

5.3.3 Effect of midspan and center support tendon eccentricities

5.3.4 Effect of tendon area and effective prestress

5.3.5 Effect of span-to-height ratio and concrete strength

5.3.6 Effect of CFRP elastic modulus and load type

5.4 Proposed modification of ACI equation

5.5 Effect of relative stiffness on global redistribution behavior

5.5.1 Failure and crack mode

5.5.2 Deformation behavior

5.5.3 Neutral axis evolution with the moment

5.5.4 Load-reaction relationship

5.5.5 Evolution of bending moments and moment ratio with the load

5.5.6 Neutral axis evolution against moment redistribution

5.6 Proposed equations based on neutral axis depth

5.7 Conclusions

6 Linear transformation and secondary moments

6.1 Introduction

6.2 Linear transformation

6.2.1 Laboratory test specimens

6.2.2 Numerical test specimens

6.3 Method for computing secondary reactions (moments)

6.4 Example 1-Members with various cable profiles and different nonprestressed steel contents.

6.5 Example 2-Members with various prestress levels and different load patterns

6.6 Conclusions

7 Continuous normal- and high-strength concrete members

7.1 Introduction

7.2 Reinforced normal- and high-strength concrete members

7.2.1 Load versus deformation

7.2.2 Neutral axis depth

7.2.3 Strain in tensile steel bars

7.2.4 Moment redistribution

7.3 Bonded prestressed normal- and high-strength concrete members

7.3.1 Failure mode and crack pattern

7.3.2 Load-deflection behavior

7.3.3 Variation of neutral axis depth

7.3.4 Strain in nonprestressed steel

7.3.5 Development of bending moments

7.3.6 Degree of moment redistribution

7.4 Prestressed normal- and high-strength concrete members with external carbon fiber-reinforced polymer tendons

7.4.1 Failure and cracking modes

7.4.2 Moment-curvature and load-deflection behavior

7.4.3 Increase in tendon stress

7.4.4 Neutral axis depth

7.4.5 Stress and strain in reinforcing steel

7.4.6 Moment redistribution

7.5 Conclusions

8 Using FRP rebars instead of steel rebars in simply supported concrete members with external tendons

8.1 Introduction

8.2 Numerical assessment

8.2.1 Failure and cracking modes

8.2.2 Tendon stress development

8.2.3 Deformation behavior

8.2.4 Neutral axis depth and rebar strain

8.3 Analytical modeling

8.3.1 Existing models using combined reinforcement index for prediction of ultimate stress in unbonded tendons

8.3.2 Proposed model

8.4 Conclusions

9 Using FRP rebars instead of steel rebars in continuous concrete members with external tendons

9.1 Introduction

9.2 Global and ultimate behavior

9.2.1 Failure and crack mode

9.2.2 Global behavior

9.2.3 Ultimate behavior

9.3 Prediction of tendon stress at ultimate.

9.3.1 Available code equations applicable to continuous members

9.3.2 Evaluation of design codes

9.3.3 Proposed equations

9.4 Moment redistribution

9.4.1 Support reaction and bending moment

9.4.2 Reaction ratio and moment ratio

9.4.3 Degree of moment redistribution

9.5 Prediction of moment redistribution

9.5.1 Evaluation of design codes

9.5.2 Recommended equation

9.6 Conclusions

10 Externally prestressed steel-concrete composite girders

10.1 Introduction

10.2 Assessment of second-order effects

10.2.1 Failure and cracking mode

10.2.2 Displacement and tendon effective depth

10.2.3 Stress in external tendons

10.2.4 Curvature (κ) versus neutral axis depth (c)

10.3 Proposed equation for predicting ultimate tendon stress

10.4 General behavior of continuous girders

10.4.1 Moment-curvature and load-deflection behavior

10.4.2 Stress increase in external tendons

10.4.3 Behavior of reinforced concrete slab

10.4.4 Behavior of steel beam

10.4.5 Moment redistribution

10.5 Secondary moments

10.6 Influence of span ratio

10.7 Conclusions

11 Using FRP reinforcement in steel-concrete composite girders

11.1 Introduction

11.2 Behavior of composite girders with FRP rebars

11.2.1 Cracking mode

11.2.2 Load-deflection response

11.2.3 Curvature

11.2.4 Neutral axis

11.2.5 Stress in rebars

11.2.6 Strain in structural steel

11.2.7 Moment development

11.2.8 Moment redistribution

11.3 Behavior of simply supported prestressed composite girders with external FRP tendons

11.3.1 Load-deformation behavior

11.3.2 Stress increase in external tendons

11.3.3 Neutral axis depth

11.3.4 Stresses and strains in reinforcing steel bars and steel beam

11.4 Behavior of continuous prestressed composite girders with external FRP tendons.

11.4.1 Secondary moment

11.4.2 Moment redistribution

11.5 Conclusions

12 Finite element modeling at long-term sustained loads

12.1 Introduction

12.2 Concrete creep, concrete shrinkage, and tendon relaxation

12.2.1 Concrete creep

12.2.2 Concrete shrinkage

12.2.3 Tendon relaxation

12.3 Beam element

12.3.1 General formulation

12.3.2 Method of analysis at immediate loads

12.3.3 Method of time-dependent analysis

12.3.4 Contribution of external tendons

12.4 Numerical examples

12.4.1 Bonded and unbonded prestressed concrete beams

12.4.2 Prestressed concrete columns

12.4.3 Steel-concrete composite beams

12.5 Conclusions

13 Long-term behavior of prestressed concrete members with FRP/steel tendons

13.1 Introduction

13.2 Relaxation models for prestressing steel and FRP tendons

13.3 Prestressed concrete members with bonded AFRP/steel tendons

13.3.1 Beam details

13.3.2 Effect of using AFRP tendons instead of steel tendons

13.3.3 Effect of bottom nonprestressed steel

13.4 Prestressed concrete members with unbonded CFRP/steel tendons

13.4.1 Beam details

13.4.2 Long-term behavior due to concrete creep and concrete shrinkage

13.4.3 Long-term behavior due to concrete creep, concrete shrinkage, and tendon relaxation

13.4.4 Influence of compressive reinforcing steel on long-term behavior

13.5 Proposed equation for calculating the long-term deflection

13.6 Time-dependent second-order effects of externally prestressed concrete members

13.7 Conclusions

14 Long-term behavior of steel-concrete composite girders

14.1 Introduction

14.2 Time-dependent assessment on composite girders

14.2.1 Contribution of creep and/or shrinkage

14.2.2 Effect of ultimate shrinkage strain

14.2.3 Effect of steel rebars.

14.3 Evaluation of AISC model.

Notes:

Description based on publisher supplied metadata and other sources.

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ISBN:

9780443238789

0443238782

OCLC:

1500772487