Strengthening concrete structures with prestressed CFRP sheets Laboratory and numerical investigations to field application

Strengthening Concrete Structures
with Prestressed CFRP Sheets:
Laboratory and Numerical Investigations
to Field Application

by

Y ail (Jim m y) Kim

A thesis subm itted to the D epartm ent o f C ivil E ngineering
in conform ity with the requirem ents for the degree o f
D octor o f Philosophy

Q ueen's U niversity
K ingston, O ntario, C anada
S eptem ber 2006
C o p y rig h t0 Y ail J. K im , 2006

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G eneral

It a in ’t over till it’s over

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Yail J. K im , P.Eng., Ph.D . Thesis

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Abstract
M any o f the structures in C anada w ere constructed during the 1950’s and 1960’s and they
are in need o f rehabilitation due to deterioration. T he application o f carbon fibre
reinforced polym er (C FR P) sheets for strengthening dam aged structures is a viable and
prom ising solution. C FR P is an em erging advanced com posite m aterial w ith very high
tensile strength (i.e., 10 tim es stronger than that o f steel). The strengthening effect w hen
using C FR P sheets can be significantly im proved by applying prestress to the sheets. This
thesis presents the application o f prestressed C FR P sheets for concrete structures and
consists o f four m ain categories as follow s:

• C om putational sim ulation:
A nonlinear 3-D finite elem ent analysis (FE A ) is conducted to investigate the behaviour
o f prestressed concrete beam s strengthened w ith prestressed C FR P sheets, including
experim ental validation.

T he flexural behaviour o f the beam s, before

and after

strengthening, is predicted and com pared against experim ental results including the
increase o f load-carrying capacity, failure m ode, ductility, and cracking behaviour. The
m odelling technique is extended to a tw o-w ay flat slab strengthened w ith prestressed
C FR P sheets, including investigations on the load-carrying capacity, num erical crack
grow th, and slab-colum n connection behaviour.

• E xperim ental investigation:
T en reinforced concrete beam s strengthened w ith prestressed C FR P sheets are tested as
part o f the developm ent o f a non-m etallic anchor system . N on-m etallic anchors are

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Y ail J. K im , P.Eng., Ph.D . Thesis

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G eneral

n ecessary to avoid corrosion dam age. T he load-carrying capacity o f the strengthened
beam s using the innovative m ethod is up to 3 tim es greater than the unstrengthened beam .
V arious failure m odes are observed depending on the type o f the applied anchor system .
The developed non-m etallic anchor system overcom es brittle and abrupt failures that are
com m only observed in C FR P -strengthened structures.

• T heoretical investigation:
C losed-form solutions for the behaviour o f strengthened concrete beam s are derived, and
they exhibited good agreem ent w ith the experim ental results. Practical nonlinear fracture
m echanics m odels, representing the b ehaviour o f the anchor system that is required to
prestress C FR P sheets, are also developed.

• Site application:
The technology studied in the laboratory is applied to a site application. T he M ain Street
B ridge-overpass No. 4, W innipeg, M B , has been significantly dam aged by frequent
collisions o f heavy trucks. T he innovative strengthening m ethod using prestressed C FR P
sheets is successfully applied. T he load-carrying capacity o f the dam aged bridge is
recovered w ith respect to the undam aged state. N otice that this repair project is the first
N orth A m erican site application using prestressed C FR P sheets.

iii

Y ail J. K im , P .E ng., Ph.D . Thesis

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G eneral

Co-authorship
This thesis is part o f the Ph.D . w ork conducted by the author w ho perform ed the
experim ental and analytical investigations, exam ined the research results, and w rote the
entire m anuscripts under the supervision o f Dr. M ark F. G reen and Dr. R. G ordon W ight.
The follow ing m anuscripts have been prepared w ith contribution o f the co-authors.

• Journal contribution

Thesis
Ch.
2

3

4

4

5

6

7

Title
D uctility and C racking
B ehaviour o f Prestressed
C oncrete B eam s S trengthened
w ith P restressed C FR P Sheets
M echanical A nchorages for
A pplication o f P restressed
C arbon F iber R einforced
P olym er Sheets
Flexural S trengthening o f RC
B eam s w ith P restressed CFR P
Sheets: D evelopm ent o f N onm etallic A nchor System s
Flexural Strengthening o f RC
B eam s w ith P restressed C FR P
Sheets: U sing N on-m etallic
A nchor System s
Flexure o f T w o-w ay Slabs
S trengthened w ith P restressed
or N on-prestressed CFR P
Sheets
T w o-w ay Slab-C olum n
C onnections: R etrofit w ith
P restressed or N on-prestressed
C FR P Sheets

F lexural B ehaviour o f
R einforced or Prestressed
C oncrete B eam s S trengthened

Authors
Kim, Y.J.;
Shi, C.; and
G reen, M .F.

Kim, Y.J.;
G reen, M .F.;
and W ight,
R.G.

Kim , Y.J.;
W ight, R.G .;
and G reen.
M .F.

Kim , Y.J.;
W ight, R.G.;
and G reen.
M .F.

Kim, Y.J.;
L ongw orth,
J.M .; W ight,
R .G .; and
G reen. M .F.

Kim, Y.J.;
L ongw orth,
J.M .; W ight,

R .G .; and
G reen. M .F.

Kim , Y.J.;
G reen, M .F.;
and W ight,

iv

Journal

Remarks

A SC E ,
J. Compos.
Constr.

Subm itted
(C C /2006/0227
45)

A SC E ,
J. Eng.
M ech.

Subm itted
(M E /2006/0243
84)

A SC E,

J. Compos.
Constr.

Subm itted
(C C /2006/0227
60)

A SC E,
J. Compos.
Constr.

Subm itted
(C C /2006/0227
62)

A SC E,
J. Compos.
Constr.

Subm itted
(C C /2006/0227
53)

ACI,
Struct. J.

Subm itted
(S -2006-280)

NRC,

Can. J.
Civ. Eng.

A ccepted
(06-168)

Y ail J. K im , P .E ng., Ph.D . Thesis

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G eneral

Thesis
Ch.

Title

8

w ith P restressed C FR P Sheets:
A pplication o f Fracture
M echanics A pproach
R epair o f B ridge G irder
D am aged by Im pact L oads
w ith P restressed C FR P Sheets
S trengthening D am aged
B ridge G irder (S tate-of-thePractice)

8

9

F lexural B ehaviour o f an
Im pact-dam aged Prestressed
C oncrete G irder B ridge
S trengthened w ith P restressed
C FR P Sheets

Journal

Authors

Rem arks

R.G.

Kim, Y.J.;
G reen, M .F.;
and F allis, G.J.

Kim, Y.J.;
G reen, M .F.;
Fallis, G.J.;
W ight, R.G .;
and Eden, R.

Kim, Y.J.;
G reen, M .F.;
and W ight,

R.G.

A SC E,
J. B ridge
Eng.
ACI,
Cone. Int.

A ccepted
(B E /2006/0232
36)
A ccepted
(M S 2 0 0 6 1 153)

NRC,
Can. J.
Civ. Eng.

Subm itted
(06-184)

• C onference contribution

Thesis
Ch.

4

4

5

7

8

Title
A nchoring T echniques for
S trengthening R einforced
C oncrete B eam s w ith
Prestressed C FR P Sheets

Authors

Conference

Kim, Y.J.;
B izindavyi, L.;
W ight, R.G.;
and G reen,
M .F

C losed-form Solutions for the
T ransfer o f P restressed CFR P
Sheets

Kim, Y.J.;

S m eared C rack M odels o f
T w o-w ay Slabs S trengthened

w ith P restressed C FR P Sheets

Kim , Y.J.;

Predictions on Flexural
B ehaviour o f R C B eam s:
A pplication o f Fracture
M echanics A pproach
A p plicability o f Steel A nchor
Plates for P restressing
M ultilayered C FR P sheets

Kim, Y.J.;

33rd C anadian Society for
C ivil E ngineering (C SC E)
A nnual C onf., T oronto, ON,
June 2005
3ld Int. Conf. on C onstruction
M aterials (C onM at05),
V ancouver, BC. A ug. 2005

W ight, R.G .,
and G reen,
M .F.
W ight, R .G .;
and G reen,
M .F.

7th Int. Conf. on Short and

M edium Span B ridges,
M ontreal, Q C ., Aug. 2006

W ight, R .G .;
and G reen,
M .F.

Kim, Y.J.;
B izindavyi, L.;
and G reen,
M .F.

v

3 ld Int. Conf. on C onstruction
M aterials (C onM at05),
V ancouver, B C., A ug. 2005

4th Int. Conf. on A dvanced
C om posite M aterials in
B ridges and Structures
(A C M B S-IV ), C algary, AB,
July 2004

Y ail J. K im , P.Eng., Ph.D . Thesis

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G eneral

Thesis
Ch.

8

9

9

Title
D am aged B ridge G irder
R epaired U sing P ost-tensioned
C FR P Sheets

Authors

Conference

F allis, G.J.;
Eden, R.;

Kim, Y.J.;
B izindavyi, L.;
and G reen,
M .F.

L ive L oad D istributions on
Im pact D am aged P restressed
C oncrete G irder B ridge

Kim, Y.J.;

A ssessm ent o f C anadian
H ighw ay B ridge D esign C ode
(C H B D C ) for C -shaped
P restressed C oncrete G irder
B ridge: C lause 5.7 L ive L oad

Kim, Y.J.;

G reen, M .F.;
and W ight,
R.G.
G reen, M .F.;
and W ight,
R.G.

vi

4th Int. Conf. on A dvanced
C om posite M aterials in
B ridges and Structures
(A C M B S -IV ), C algary, A B ,
July 2004
7th Int. Conf. on Short and
M edium Span B ridges,
M ontreal, Q C , A ug. 2006
34th C anadian Society for
C ivil E ngineering ( CSCE)

A nnual C onf., C algary, A B ,
M ay 2006

Y ail J. K im , P.Eng., Ph.D . Thesis

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Acknowledgem ents
Thank-you to
Issac N ew ton, C hristian O tto M ohr, D u P erron R ene D escartes, L eonhard Euler, T hom as
Y oung, S im on-D enis Poisson, R obert H ooke, G alileo G alilei, Leonardo da V inci,
M ichaelangelo B uonarroti

Dr. M urty K.S. M adugula, Dr. Sungchul L ee, D r. C hangsik M in, D r. T. Ivan C am pbell,
Dr. C olin M acD ougall, Dr. A m ir Fam , Dr. L uke B isby, Dr. L aurent B izindavyi, Dr.
M arie-A nne Erki, Dr. D ave Turcke, Dr. K evin H all, Dr. K eith Pilkey, M r. G arth J. Fallis,
M s. M axine W ilson, M s. F iona Froats, M s. C athy W agar, M r. Jam ie Escoba, M r. D ave
Tryon, M r. Paul T hrasher, M s. D arlene G affney, M s. D anielle G rondin, M r. Leo M anes,
M r. O scar R ielo, M r. D exter G askin

Intelligent Sensing for Innovative Structures N etw orks (ISIS C anada)
N atural Sciences and E ngineering R esearch C ouncil o f C anada (N SER C )
Q ueen's U niversity
The R oyal M ilitary C ollege o f C anada
V ector C onstruction G roup, W innipeg, M anitoba
G raduate students at Q ueen's U niversity
Fam ilies in Seoul, K orea

Special thank-you to Dr. M ark F. G reen and Dr. R. G ordon W ight
Very special thank-you to H abin, Jisu, and Seohoung K im

vii

Y ail J. K im , P.Eng., Ph.D . T hesis

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Table o f Contents
A bstract
C o-authorship
A cknow ledgem ents
Table o f C ontents
List o f Tables
List o f Figures
N otation

ii
iv
vii
viii
xiv
xvii
xxiv

Chapter 1. G eneral Introduction

1
1.1. Introduction
1
1.2. T he D efinition o f Problem s
2
1.2.1. T he B e h a v io u r o f S tre n g th e n e d B eam s w ith P re stre sse d C F R P
Sheets
2
1.2.2. A nchorage for P restressing
3
1.2.3. A pplication to T w o-w ay Slabs
4
1.2.4. C onventional A nalysis and D esign
6
1.2.5. R epair o f a D am aged B ridge Superstructure
7
1.3. O bjective o f the Thesis
8
1.4. O utline o f the T hesis
8
1.5. R eferences
10

Part A. Effectiveness o f Strengthened Structures with Prestressed Carbon F ibre
R einforced Polym er (CFRP) Sheets: Laboratory-scale Investigations
C h a p ter 2. D u c tility a n d C ra c k in g B e h a v io u r o f P re s tre s s e d C o n c re te B e a m s
Strengthened w ith P restressed C FR P Sheets
2.1. Synopsis

2.2. Introduction
2.3. R esearch Significance
2.4. Structural D uctility
2.5. E xperim ental P rogram
2.6. A nalytical M odelling
2.6.1. C om putational M odel
2.6.2. N onlinear Iterative A nalytical M odel
2.7. A nalysis o f R esults
2.7.1. Flexural B ehaviour
2.7.2. Structural D uctility
2.7.3. C rack Patterns
2.7.4. L oad-crack R esponse
2.7.5. C ontribution o f T ension in C oncrete
2.8. Sum m ary and C onclusions
2.9. R eferences

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Chapter 3. M echanical A nchorage for A pplication o f Prestressed C FR P Sheets
3.1.
3.2.
3.3.
3.4.

3.5.

3.6.

3.7.
3.8.

Synopsis
Introduction
R esearch S ignificance
Sim ple T ension T est

3.4.1. E xperim ental W ork
3.4.2. M odel P roposed by K im et al. (2004)
3.4.3. Fracture M echanics M odel
3.4.3.1. L inear E lastic Fracture M echanics (LEFM ) A pproach
3.4.3.2. N o n linear F racture M echanics (N L FM ) A pproach
3.4.3.3. V alidation o f the P roposed M odels
Innovative M echanical A n ch o r System
3.5.1. Strengthening M aterial
3.5.2. A nchorage D etails
3.5.3. L aboratory R esults
3.5.4. C losed-form S olution
3.5.4.1. E lastic B ehaviour o f the C oncrete and A dhesive
3.5.4.2. E lastic B ehaviour o f the A nchorage
3.5.4.3. V alidation o f the Solution
F inite E lem ent A nalysis
3.6.1. T he F E A M odel
3.6.2. V erification o f the Sim ulation
C onclusions and D iscussion
R eferences

48
48
48
51
51
51
52
53
53
55

57
59
59
60
61
63
64
68
70
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74

C hapter 4. In n o v a tiv e F le x u ral S tren g th en in g o f R ein fo rc ed C o n cre te B eam s w ith
P restressed
4.1.
4.2.
4.3.

C FR P Sheets: N on-m etallic A nchor System
Synopsis
Introduction
Prestressed C FR P A pplication
4.3.1. E xisting P restressing M ethods
4.3.2. A nchorage
4.4. E xperim ental P rogram
4.4.1. M aterials
4.4.2. T est S pecim ens

4.4.3. B eam D etails
4.4.4. A nchorage D etails
4.4.4.1. E nd-cap A nchor
4.4.4.2. Jacking A nchor
4.4.4.3. T ransverse A nchors
4.4.4.4. Side Sheets
4.4.4.5. U -w raps
4.5. P restressing O peration
4.6. R eplacem ent o f the Steel A nchors w ith N on-m etallic A nchors
4.6.1. C losed-form solution (K im et al. 2005a)

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4.6.1.1. T heoretical M odel
4.6.1.2. C orrelation w ith the L aboratory
4.7. B eam T est R esults
4.7.1. L oad-deflection R esponse
4.7.1.1. B eam s w ith N on-anchored U -w raps
4.7.1.2. B eam s w ith M echanically A nchored U -w raps
4.7.1.3. B eam s w ith C F R P -anchored U -w raps
4.7.2. P eelin g -o ff C rack P ropagation
4.7.3. Failure M odes o f T ested B eam s
4.7.3.1. B eam s w ith N on-anchored U -w raps
4.7.3.2. B eam s w ith A nchored U -w raps
4.7.3.3. B ehaviour o f Side Sheets D epending on A nchor-type
4.7.4. Stress R edistribution in the R einforcem ent
4.7.4.1. T he C oncept (K im et al. 2005b)
4.7.4.2. E xperim ental O bservation
4.7.5. T ransverse D eform ation in the A nchored R egion
4.7.6. Strain Profiles and F ailure o f U -w raps
4.7.7. Strain V ariation on the Side Sheets
4.8. Sum m ary and C onclusions
4.9. R eferences

101
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106
108
109
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112
112
113
114
114
114
116
117
117
118
119
120

Chapter 5. Flexure o f T w o-w ay Slabs S trengthened w ith P restressed or N on-prestressed
C FR P Sheets
5.1. Synopsis
5.2. Introduction
5.3. Prestressed C FR P A pplication
5.4. E xperim ental P rogram
5.5. F inite E lem ent A nalysis
5.6. A nalysis o f the Slabs

5.6.1. Flexural B ehaviour and the Effect o f S trengthening
5.6.2. Failure M ode and C rack P atterns
5.6.3. Strains in the R einforcem ent
5.6.4. C rack M outh O pening D isplacem ent
5.6.5. E nergy A bsorption and D uctility
5.7. Sum m ary and C onclusions
5.8. R eferences

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142
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C hapter 6. T w o -w ay S la b -C o lu m n C o n n ectio n : R e tro fit w ith P re s tre sse d o r N o n prestressed
6.1.
6.2.
6.3.
6.4.

C FR P Sheets

Synopsis
Introduction
R esearch Significance
E xperim ental P rogram
6.4.1. M aterials
6.4.2. D escription o f T est Slabs
6.4.3. Strengthening Schem es

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Yail J. Kim , P.Eng., Ph.D . Thesis

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G eneral

6.5.
6.6.

6.7.

6.8.
6.9.

6.4.4. P restressing O peration
F inite E lem ent A nalysis
T est R esults and A nalysis
6.6.1. L oad-deflection R esponse
6.6.2. Strain V ariations
6.6.3. F ailure and C rack P atterns
6.6.4. Shear Stress D istribution
P rediction o f P unching S hear L oad
6.7.1. Y ield-line A nalysis
6.7.2. The L lexure/Punching Interaction
6.7.3. T he C ode E quations and the F E A
6.7.4. C orrelation o f the P redictions w ith the E xperim ent
Sum m ary and C onclusions
R eferences

172
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183
184

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186

C h ap ter 7. F le x u r a l B e h a v io u r o f R e in fo rc e d o r P r e s tr e s s e d C o n c re te B e a m s
S tre n g th e n e d w ith P re s tre s s e d C F R P S h e e ts: A p p lic a tio n o f F ra c tu re M e c h a n ic s
A pproach
199
7.1. Synopsis
199
7.2. Introduction
199
7.3. F racture M echanics M odel
201
7.3.1. M aterial M odel o f C oncrete
201
7.3.2. P ractical A pplications o f H illerborg M odel
202
7.3.2.1. R einforced C oncrete B eam (K im et al. 2006)
203
7.3.2.2. P restressed C oncrete B eam
205
7.3.2.3. P restressed C oncrete B eam S trengthened w ith P restressed
C FR P Sheets
207
7.4. E xperim ental P rogram
210
7.5. F inite E lem ent A nalysis M odel
211
7.6. N onlinear Iterative M odel: S trength-based T heory

212
7.7. A nalysis o f Flexural R esponse
213
7.7.1. E ffect o f the S ize-dependent P aram eter
213
7.7.2. S tress-strain R elation o f C oncrete in B ending
214
7.7.3. C om parison o f B eam s in Flexure
216
7.7.4. C hange o f the N eutral A xis
217
7.8. Sum m ary and C onclusions
218
7.9. R eferences
219

P art B. Innovative Strengthening Application to Site
Chapter 8. R epair o f B ridge G irder D am aged by Im pact Loads w ith P restressed C FRP
Sheets
8.1. Synopsis
8.2. Introduction
8.3. D esign and R epair o f the D am aged B ridge
8.3.1. D escription o f the D am aged B ridge

xi

229
229
229
231

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G eneral

8.4.

8.5.
8.6.

8.7.
8.8.
8.9.

8.3.2. D esign o f the R epair
F easibility o f the R epair D esign (K im et al. 2004)
8.4.1. L aboratory W ork
8.4.1.1. E xperim ental Program
8.4.1.2. E xperim ental R esults
8.4.2. T heoretical Investigation
8.4.2.1. C losed-form Solutions
Site A pplication
Finite E lem ent A nalysis
8.4.1. P reprocessing o f the M odel
8.4.2. P ostprocessing o f the M odel
A ssessm ent on E ffectiveness o f the R epair

Sum m ary and C onclusions
R eferences

232
235
235
235
236
239
239
245
246
246
248
249
251
252

Chapter 9. F le x u ral B eh av io u r o f an Im p ac t-d am ag e d P re stre sse d C o n cre te G ird e r
B ridge S trengthened w ith P restressed C FR P Sheets
270
9.1. Synopsis
270
9.2. Introduction
270
9.3. R eview o f E xisting FEA for F ull-scale B ridge M odelling
272
9.4. B ackground o f R esearch (K im et al. 2006a)
274
9.5. C alibration o f the FEA m odel (K im et al. 2006b)

275
9.5.1. The Sim ulated B ridge
275
9.5.2. F E A M odelling T echnique
276
9.5.3. C alibration o f the F E A M odel
276
9.6. F ull-scale M odelling o f the M ain Street B ridge (K im et al. 2006b)
277
9.7. The C oncept o f the L ive L oad D istribution F actor
277
9.7.1. The B ending M o m en t-b ase d A pproach
277
9.7.2. T he D eflection-based A pproach
278
9.8. M ethodology to C alculate the Live L oad D istribution
278
9.8.1. T he A A S H T O L R FD A pproach
278
9.8.1.1. E xterior G irder
279
9.8.1.2. Interior G irder
279
9.8.2. T he C H B D C approach (K im et al. 2006a)
280
9.8.2.1. D eterm ination o f L ive L oad D istribution
281
9.9. P aram etric Study (K im et al. 2006a)
282
9.9.1. Span L ength

282
9.9.2. The E ffect o f N um ber o f D aily Traffic
283
9.10. Flexural R esponse o f the M ain S treet B ridge
284
9.10.1. D eflection
284
9.10.2. Strain
285
9.11. A nalysis o f L ive L oad D istributions
285
9.11.1. C om parison o f Live L oad D istribution F actors
285
9.11.1.1. C om parison to A A S H T O LR FD
286
9.11.1.2. C om parison o f the U ndam aged, D am aged, and R epaired
States
286

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G eneral

9.11.2.

D istribution o f Live L oad M om ent
9.11.2.1. C om parison to A A S H T O LR FD and C H B D C
9 .1 1 .2 .2 . C o m p a riso n a m o n g th e U n d a m a g e d , D a m a g e d ,
R epaired C ases
9.12. L oad-carrying C apacity
9.13. Sum m ary and C onclusions
9.14. R eferences

Chapter 10. C onclusions and R ecom m endations

287
287
and
288
289
291
292
314
314
314
318

10.1. Introduction
10.2. Sum m ary and C onclusion o f the Thesis
10.3. R ecom m endations for F uture R esearch

Appendices

321

A ppendix
A ppendix
A ppendix
A ppendix
A ppendix

322
324
337
365
413

A. M aterial P roperties
B. Innovative F lexural S trengthening for RC B eam s
C. R ep air o f B ridge G irder D am aged by Im pact Loads
D. M odelling Properties for F E A
E. P erm ission to P ublish Form s

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G eneral

List o f Tables
T able 1.1. Sum m ary o f specim ens investigated in the thesis

13

Table 2.1. M aterial properties

38

Table 2.2. D escription o f the investigated beam s

38

Table 2.3. Sum m ary o f significant values in flexure

39

Table 2.4. C om parison o f D uctility Indices

40

Table 3.1. M aterial property

78

T able 3.2. Sum m ary o f laboratory results (im m ediate loss)

78

T able 3.3. M easured short-term loss (up to 56 days) o f applied prestress

79

T able 4.1. M aterial property

123

T able 4.2. Sum m ary o f prestress variations

123

T able 4.3. Stress redistribution o f the beam s

124

T able 5.1. D etails o f the slabs

158

Table 5.2. Sum m ary o f flexural beh av io u r o f the slabs

158

T able 5.3. Sum m ary o f energy absorption and ductility index {jig)

159

Table 6.1 M aterial property

190

Table 6.2. D escription o f test slabs

190

Table 6.3. Sum m ary o f prestressing operation

190

Table 6.4. Sum m ary o f punching shear behaviour o f each slab

191

Table 7.1. M aterial properties

221

Table 7.2. Sum m ary o f flexural responses

221

Table 8.1. D esign properties o f the M ain Street B ridge exterior g ird er

256

Table 8.2. Sum m ary o f the m om ents applied to the external girder under the extrem e

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G eneral

loading based on A A S H T O L R FD at critical section

256

T able 8.3. S um m ary o f ap p lied m om ents o btained from the F E A u n d e r the extrem e
loading at critical section

256

Table 8.4. F ailure loads and m odes o f the specim ens (K im et al. 2004)

257

Table 8.5. C om parison o f net deflection o f the exterior girder at critical section under the
extrem e loading

257

Table 8.6. T he operating rating factors at critical section o f the external girder under the
extrem e loading

257

Table 9.1. D esign properties for calculating live load distribution (K im et al. 2006a)

295

Table 9.2. Sum m ary o f live load effects based on C H B D C (K im et al. 2006a)

295

Table 9.3. C om parison o f live load distribution factors (undam aged state only)

295

Table 9.4. C om parison o f live load distribution factors in the M ain Street B ridge

296

Table 9.5. The load com binations at critical section in the undam aged state

296

Table 9.6. Sum m ary o f the load com binations at critical section in the dam aged state 297
Table 9.7. Sum m ary o f the load com binations at critical section in the repaired state

298

Table A .l M aterial properties o f Wabo® M B race CF 160

322

Table A .2 M aterial properties o f Wabo® M B race CF 130

322

T able A.3 M aterial properties o f Wabo® M B race Saturant

323

T able C .l. T he m ultiple presence factor (A A SH T O LR FD Cl. 3.6.1.1.2)

353

Table C.2. Sum m ary o f L ive load D istribution Factors for the exterior girder

353

Table C.3. The m ultiple presence factor (C H B D C T able 3.8.4.2)

353

Table C.4. Sum m ary o f L ive load effects based on C H B D C

353

T able C.5. Sum m ary o f the F E A in the undam aged state

354

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G eneral

Table C.6. Sum m ary o f the F E A in the dam aged state

355

T able C . l . Sum m ary o f the FEA in the repaired state

356

Table C.8. T he load com binations at critical section in the undam aged state

357

Table C.9. Sum m ary o f the load com binations at critical section in the dam aged state 358
Table C.10. Sum m ary o f the load com binations at critical section in the repaired state 359
Table D .l. SO LID 45 elem ent output definitions

372

Table D.2. SOL1D45 m iscellaneous elem ent output

373

T able D.3. SO LID 45 item and sequence num bers for the E T A B L E and E SO L

374

Table D.4. SO LID 65 concrete m aterial data

380

Table D.5. SO LID 65 elem ent output definitions

382

Table D.6. SOL1D65 m iscellaneous elem ent output

383

T able D.7. E lem ent status table

383

Table D.8. SOL1D65 item and sequence num bers for the E TA B LE and E SO L

384

Table D.9. SF1ELL63 elem ent output definitions

393

Table D .10. SFIELL63 m iscellaneous elem ent output

394

T able D .l 1. SH ELL63 item and sequence num bers for the E T A B L E and E SO L

395

Table D .12. L1NK8 elem ent output definitions

400

Table D .13. L IN K 8 item and sequence num bers for the E T A B L E and E S O L

401

T able D . l 4. C oncrete m aterial table

402

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Y ail J. K im , P.Eng., Ph.D . Thesis

R eproduced with perm ission of the copyright owner. Further reproduction prohibited without permission.


G eneral

List of Figures
Fig. 2.1. D etails o f test specim ens

41

Fig. 2.2. M odelling properties

41

Fig. 2.3. B rie f flow chart o f the iterative m odel

42

Fig. 2.4. F lexural behaviour o f tested beam s

43

Fig. 2.5 P aram etric study results at m id-span

44

Fig. 2.6. C om parison o f typical crack patterns betw een the laboratory and the FEA

45

Fig. 2.7. L oad-crack w idth response

46

Fig. 2.8. L oad-crack depth response o f each beam

47

Fig. 2.9. C ontribution o f tension in concrete after cracking

47

Fig. 3.1. T ypical tension test specim en

80

Fig. 3.2. L oad-displacem ent response o f the tension anchor

80

Fig. 3.3. T heoretical m odels

81

Fig. 3.4. Typical com parison betw een the laboratory and the theory (Eqs. 1 and 2)

81

Fig. 3.5. P aram etric study on the plate anchor system

82

Fig. 3.6. D etails o f the developed anchor system

83

Fig. 3.7. S hort-term prestress losses in the C FR P sheet

83

Fig. 3.8. Strain distributions on the anchor plates (J-3)

84

Fig. 3.9. D eveloped theoretical m odel

85

Fig. 3.10. T ypical com parison o f the prestress in the C FR P sheet

86

Fig. 3.11. C om parison o f the theoretical m odel vs. laboratory

86

Fig. 3.12. C onstructed 3-D FEA m odel

87

Fig. 3.13. C om parison betw een the experim ental and FEA strains

87

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G eneral

Fig. 4.1. T est specim ens

125

Fig. 4.2. A nchorage details

126

Fig. 4.3. P restressing operation (K im et al. 2005b)

126

Fig. 4.4. Shear stress concentration n ear the c u t-o ff point o f C FR P sheets

127

Fig. 4.5. Strain variations along the beam during prestressing C FR P sheets (J-3)

127

Fig. 4.6. Typical prestress loss in the C FR P

128

sheets after anchor-set (J-5)

Fig. 4.7. S train variations on the anchor plate

128

Fig. 4.8. R em oval o f steel anchor (K im et al. 2005a)

129

Fig. 4.9. T ypical variations o f prestress before and after the cut (J-3)

129

Fig. 4.10. Schem atic o f the theoretical m odel

130

Fig. 4.11. T ypical com parison b etw een the theoretical m odel and the laboratory after
rem oval o f the steel anchors (K im et al. 2005a)

130

Fig. 4.12. L oad-deflection response o f each beam

131

Fig. 4.13. Schem atics o f initiation o f cracks

132

Fig. 4.14. F ailure m odes o f each tested beam

133

Fig. 4.15. C om parison o f the side sheet failure

134

Fig. 4.16. L oad-strain response in rebar (strengthened vs. unstrengthened) (K im et al.
2005b)

134

Fig. 4.17. L oad-strain response o f tested beam s at m id-span

135

Fig. 4.18. L oad-transverse deflection response

136

Fig. 4.19. Strain profile w ith possible failure m ode o f U -w raps

136

Fig. 4.20. Strain variation on the side sheets

137

Fig. 5.1. S chem atics o f the tested slab

160

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G eneral

Fig. 5.2. C onstructed FEA slab m odel (cut-aw ay view to show the reinforcem ent)

160

Fig. 5.3. L oad-deflection response o f each slab

161

Fig. 5.4. D eflection p ro fd e o f the slabs

162

Fig. 5.5. T ypical cracking patterns and failure m odes o f the tested slabs

163

Fig. 5.6. C om parison o f the initial cracks

164

Fig. 5.7. T ypical num erical crack propagation o f a slab w ith prestressed C FR Ps

164

Fig. 5.8. Strain variation in the reinforcem ent

165

Fig. 5.9. N orm alized load vs. C M O D

166

Fig. 6.1. T ypical experim ental set-up and instrum entation

192

Fig. 6.2. D etails o f the anchorage system

192

Fig. 6.3. Tim e vs. prestress variation in C FR P

193

Fig. 6.4. L oad-deflection curve at m id-span

193

Fig. 6.5. L oad-strain response near colum n

194

Fig. 6.6. Strain profdes in reb ar along the loading span

195

Fig. 6.7. T ypical failure m ode o f tested slabs

196

Fig. 6.8. F orm ation and inclination o f punching shear cracks

196

Fig. 6.9. C om parison o f com putational crack patterns

197

Fig. 6.10. Shear stress profile along the loading span

198

Fig. 6.11. C om parison o f the predictions w ith the laboratory

198

Fig. 7.1. The concept o f proposed fracture m echanics m odel by H illerborg (1990) and
M arkeset and H illerborg (1995)

222

Fig. 7.2. Typical beam details including test set-up

222

Fig. 7.3. N onlinear iterative m odel

223

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G eneral

Fig. 7.4. B rie f flow -chart o f the nonlinear iterative m odel

223

Fig. 7.5. E ffect o f the size-dependent p aram eter on load-strain response

224

Fig. 7.6. S tress-strain response com parison o f concrete in bending to uniaxial loading 225
Fig. 7.7. C om prehensive com parison o f load-strain response

226

Fig. 7.8 C om prehensive com parison o f m om ent-curvature response

227

Fig. 7.9 C hange o f the neutral axis

228

Fig. 8.1. S chem atic o f the M ain Street B ridge (N o.4 overpass)

258

Fig. 8.2. C ross-sectional view o f the dam aged girder (Fallis et al. 2004)

258

Fig. 8.3. D am aged bridge girder

259

Fig. 8.4. D etailed anchor system for prestressing C FR P sheets

259

Fig. 8.5. Typical tension test specim en (K im et al. 2004)

260

Fig. 8.6. T ypical failure o f the specim ens (K im et al. 2004)

261

Fig. 8.7. T ypical strain variations on the C FR P sheet (A - l) (K im et al. 2004)

262

Fig. 8.8. Typical load-strain curves at m id-span (A - l) (K im et al. 2004)

262

Fig. 8.9. D evelopm ent o f T heoretical M odels (K im et al. 2004)

263

Fig. 8.10. C onstructed finite elem ent analysis m odel for the anchor test

263

Fig. 8.11. C om parison o f the tension test results (K im et al. 2004)

264

Fig. 8.12. Site applications

265

Fig. 8.13. C onstructed FEA m odel

267

Fig. 8.14. N et increase o f deflection u n d er the extrem e loading

268

Fig. 8.15. N et increase o f strain in steel strands under the extrem e loading

269

Fig. 9.1. V arious FEA m odelling techniques (K im et al. 2006b)

299

Fig. 9.2. S chem atic o f the M ain Street B ridge (K im et al. 2006b)

299

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Y ail J. K im , P .E ng., Ph.D . Thesis

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G eneral

Fig. 9.3. S chem atic o f the internal reinforcem ent

300

Fig. 9.4. L oading configuration on the bridge

301

Fig. 9.5. S im ulated double T -beam bridge for calibration o f the FEA technique

302

Fig. 9.6. C alibration o f the FEA w ith the experim ental data (K im et al. 2006b)

303

Fig. 9.7. C onstructed full-scale F E A m odel o f the M ain Street B ridge

303

Fig. 9.8. The effect o f loading span on live load distributions on the exterior and interior
girders (K im et al. 2006a)

303

Fig. 9.9. The effect o f daily traffic volum e on live load distributions on the exterior and
in terio r girders (K im et al. 2006a)

304

Fig. 9.10. L ongitudinal deflection along the exterior girder

305

Fig. 9.11. T ransverse deflection across the critical section

306

Fig. 9.12. N et deflection increase o f each loading case across the critical section

307

Fig. 9.13. D eflection contour on the bridge under various loadings (K im et al. 2006a) 308
Fig. 9.14. C om prehensive com parison o f the dam aged exterior girder u n d er the extrem e
loading

308

Fig. 9.15. C om parison o f strains in the prestressing strands located at 153 m m from the
bottom o f the exterior girder

309

Fig. 9.16. N et strain increase along the exterior girder

310

Fig. 9.17. L ive load distribution across the bridge at critical section

311

Fig. 9.18. C om parison o f the live load distribution am ong the undam aged, dam aged, and
repaired states (LR FD )

312

Fig. 9.19. C om parison o f the live load distribution am ong the undam aged, dam aged, and
repaired states (C H B D C )

313

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G eneral

Fig. B .l. D etailed steel anchorage

324

Fig. B.2. T ypical test procedure

325

Fig. B.3. D etailed instrum entation for testing

326

Fig. B .4. Strain variations on the C FR P sheets during prestressing

328

Fig. B .5. Strain variations on the C FR P sheets during beam testing

329

Fig. B.6. Strain variations before and after cutting the prestressed C FR P sheets

331

Fig. B.7. P reparation o f the test

332

Fig. B.8. F ailure m odes o f tested beam s

334

Fig. B.9. T he finite elem ent analysis for the end-cap anchor

336

Fig. C. 1. T he M ain Street B ridge

360

Fig. C.2. D ead loads on the exterior g ird er

360

Fig. C.3. M om ent induced by the prestress effect

361

Fig. C.4. L ive loads p er lane to induce the m axim um m om ents in the g ird er

362

Fig. C.5. L oading com binations for live load distribution factor

363

Fig. C.6. The m axim um m om ent based on C H B D C (2000)

364

Fig. D .L C onstitutive behaviour o f m aterial m odelling

365

Fig. D.2. Solid 45 3-D structural solid elem ent

366

Fig. D.3. SO LID 45 stress output

371

Fig. D.4. S olid 65 3-D reinforced concrete solid

376

Fig. D.5. Solid 65 stress output

381

Fig. D.6. Shell 63 elastic shell

387

Fig. D.7. SH E L L 63 stress output

393

Fig. D.8. L IN K 8 3-D spar

397

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G eneral

Fig. D.9. L IN K 8 3-D spar output

399

Fig. D .10. 3-D F ailure surface in principal stress space

406

Fig. D .l 1. A profile o f the failure surface

408

Fig. D .12. F ailure surface in principal stress space

411

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Y ail J. K im , P.Eng., Ph.D . Thesis

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