Disaster protection of coastal bridge with cable restrainer under hurricane-induced waves

*Rongcan Hong1) , Anxin Guo2), Qinghe Fang3) and Jiabin Liu4)

1), 2) ,3), 4) School of Civil Engineering, Harbin Institute of Technology, Harbin, China

2) guoanxin@hit.edu.cn

ABSTRACT

Huge waves in hurricane would generate significant vertical and horizontal wave forces on the bridge superstructures, consequently resulting the movement, even unseating, of the superstructure. This paper presents a prior investigation on using cable restrainer to connect the superstructure and substructure for mitigating the wave-induced damage of coastal bridges. To achieve this purpose, a 3D finite element model, considering the nonlinear pier behavior and soil effects, was built by using OpenSees software package. The structural responses of the coastal bridge are analyzed under wave forces for the bridge with and without the cable restrainers. The analyzed results indicated that cable restrainer could significantly reduce not only the maximum transversal displacement of bridge deck but also the residual displacement. Furthermore, compared to other countermeasures, the cable restrainer would also induce much lower damage on the substructures of the coastal bridge. 1. INTRODUCTION Extreme events have caused significant damage to coastal bridges. During Hurricanes Ivan in 2004 and Katrina in 2005, at least 11 highway and railroad bridges along the U.S. Gulf Coast were damaged by a combination of storm surge and wave action (Padgett et al., 2008). Surveys of the damaged bridges suggested that the connection failure between bent-cap and superstructure was the main reason for the overall failure (Douglass et al., 2004). Since then, lots of research has been conducted to figure out the mechanism of wave-structure interaction. Bradner et al. (2011) performed an experiment with a 1:5-scale reinforced concrete model of the I-10 bridge over Escambia Bay to investigate the wave action acting on the bridge under regular and random waves. A small-scale experiment of tsunami loads on coastal bridge decks was conducted by Lukkunaprasit et al. (2011) to study the effect of perforations in the

1) Graduate Student 2) Professor 3) Graduate Student 4) Graduate Student

girders experimmodel w

AdDouglasloads ona theoreof hydrodata, MaMachine

UninteractiimportanearthquaAccordinbe emphurricandamagethe anadisplace 2. MODE A (Mazzonas showm long mAASHTOThe 2-coof 6.1 mthe thirdmiddle p

2.1 In forces aa consta

on the hoent on pe

with supers

dvances hass et al. (20n coastal betical modeodynamic tazinani et e predictive

ntil presenon mechant issue toake unseang to the dployed to ne. The feae of coastaalyzed resement of br

EL CONFI

3D finite ni et al. 20

wn in Fig. 1middle spaO type III golumn ben

m, spaced ad span, whpiers being

1 Model mmost eart

are always ant vertica

orizontal leriodic wavstructure, s

ave also b006) introdbridge deckel to estimatests on sal. (2016) e model, to

nt, much nism. How

o protect thating prevdisaster mreduce thasibility of

al bridges wults indicaridge deck

IGURATIO

element 06) with a 1. It is a 5-ans and twgirders andnts containat 2.58 m ohile other sg right.

odificationhquakes, hignorable.

al force to

oads due ve loads oubstructur

been madeduced a simks. Base oate wave foslab decks provided a

o estimate

efforts hwever, apphe safety ovention deitigation pr

he wave-inf applyingwas investated that .

ON

model waprototype

-span simpwo 8.32 m ld a 10.0 m

of two circon center. Ispans were

Fig. 1 B

s horizontal Many numsave time

to tsunaon a 1:10-sre and neig

e in theoremple and con the Mororces with and girde

a computatsunami b

ave madepropriate dof the strucevice for rincipal, thnduced dacable res

tigated. Acable res

as built bycoming fro

ply supportlong side s width slabcular piersIn analysisre merely b

ridge conf

acceleratiomerical sime and redu

mi. Guo escale specghboring se

etical worksconservativrison equatthe param

er-slab dectional modore forces

e to unddisaster mictures. Cabridges w

his type of amage of trainer in3D finite etrainer co

y using Oom the I-1ted beam spans. Theb. Each fuls with a dias, we only fbuilt to ens

iguration

on plays amulations auce proced

et al. (20cimen, whiegments.

s and numve equationtion, Marin

meters detecks. Basindel, named

on coasta

erstand thtigation apble restrai

with insuffdevice hathe coas

mitigating element muld signifi

OpenSees 0 bridge obridge, con

e superstrul length sp

ameter of 1focus on thsure the fo

a critical roand shake-dures. But

15) conduich is a fu

merical simn to estima

n (2010) deermined byng on exped Extreme al bridges.

he wave-pproach isner is a wficient seaas the possstal bridge

the wavemodel was

icantly red

software over Escamntaining th

uctures conpan weighs1.5 m and he center sorce transm

ole and the-table testsstorm wa

ucted an ull bridge

mulations. ate wave eveloped y a series erimental Learning

structure s also an wide-used at width. sibility to

es under -induced built and

duce the

package mbia bay, hree 6.64 nsist of 5 s 242.0 t. a height

span and mits to 2

e vertical s applied

ave is far

differentcan be s

(1) (2) (3)

Thebent-capelementtwo nodUniaxial

2.2

Teforce in test faciwave founderwaselectedwave he3 showsacquired 3. RESU

Thequippe

t from eartsummarizeCause ancChange coChange th

e problem p can be t in OpenSdes, with z Material to

2 Source oest data ofthis study.lity at the rces actingater load cd has 2cm eight. The s the timed by each l

ULTS

hree differed with cab

thquake. Ted as: chorage bronstraint cohe behavio

of changinsolved by

Sees softwazero lengto no-tensio

Fig. 2 F

of wave forf a hydrod The expeHarbin Ins

g on the brcells instadeck clea

test data se series oload cell ba

ent constrable restrain

The feature

roke. ondition ofr of piers.

ng vertical y utilizing Fare packagh or finiteon materia

lat slider b

rce dynamic exriment wasstitute of Tridge mode

alled betwearance fromshould be of wave foack to the

aint conditioers and eq

es of vertic

f bridge de

force and Flat Sliderge. As sho

e length. Tal automati

bearing ele

xperiment s conducteTechnologyel were meeen the gm still wateconverted

orces usedposition it

ons were dquipped wit

cal wave fo

ck.

complex inr Bearing own in Fig.The elemecally to cap

ment in Op

on bridgeed in the Wy in Chinaeasured byirders ander level, 1according

d in this swas place

discussed th shear ke

orces affec

nteraction Element, 2, the ele

ent can mopture the u

penSees

decks is Wind Tunne

. The horiy using foud beam ca.5 s wave

g to Froudestudy. We d.

in this secteys. Becau

cting on th

between dwhich is a

ement is deodify the suplift behav

used as tel and Wavizontal andur three-coaps. The period an

e scaling laapplied t

tion, includuse of the

he bridge

deck and a built-in efined by specified vior.

the input ve Flume d vertical mponent case we

nd 20 cm aws. Fig. he force

ding free, limited

capacityultimate multipliethe simu

Fig

factors. can swadisplacemomentbentcapaccountbridge d

y of wave bearing c

ed by seveulation purp

g. 4 showsIt should

ay freely inement at 2t, the supe became 0ing for ab

deck from l

a) Horizo

a) DisplaFig. 4 Tran

maker, thapacity of ral amplificpose.

s the displabe mentio

n these situ21 s, accerstructure0. A relativeout 40% oifting up, th

ontal waveFig. 3 W

acement ofnsversal d

he waves the bridge

cation facto

acement reoned that buations. In

companied e was liftedely small hof the totahus reduce

force ave force t

f deck isplaceme

action on e. In the foors, 1.0, 1

esponse ofbridge bean this figure

with a pd up and horizontal fal displacee the horizo

time series

nt of bridg

the structollowing an.5, 2.0 and

f bridge verarings weree, there is peak in vethe friction

force thenment. Vertontal displa

b) Vs used in s

b) Des without

ture can halysis, the

d 2.5, resp

rsus differee broken aa sudden

ertical dispnal force bcaused a ltical constacement.

Vertical waimulation

Displacemeadditional

hardly ache wave forcpectively to

ent amplificand superrise of tra

placementbetween dlarge displtraints can

ave force

ent of Pier l constraint

hieve the ces were o achieve

cation structure

ansversal . At this

deck and acement,

n prevent

t

Cashear kedisplacerespectivdisplacedisplacewith shefactor seremainecable rereplacin

a) B

aFig. 6

able restraey. Fig. 5 sement respvely. It illus

ement by 9ement respear key, theetting to 2.5ed elastic. Astrainer indg decks fo

Bridge retro

a) Retrofitt6 Transver

iner is the shows the ponses of bstrated tha

90% compaponse of brere was a 55. MeanwhAlthough sduced a m

or coastal b

ofitted withFig.

ted with resrsal displac

retrofit meconnectionbridge deckat the cableared with cridge pier u50 mm defhile, bridgeshear key a

much lower bridges, so

h restrainer 5 Configu

strainer cements of

ethod whichn details ofks equippee restrainecases withounder diffeformation ae equippedachieved adamage to

o cable rest

r uration of c

f bridge de

h we focusf cable resed with cabr could redout constrarent conditat the top od with cablea better diso pier. Reptrainer is p

b)cable restra

b) Retecks retrofi

s on with a trainer. Figble restrainduce the reaint. Fig. 7 tions. For bof pier as te restraineplacementpairing pierpreferred in

Connectioainer

rofitted wittted with d

comparisog. 6 showsner and sheesidual shows the

bridges eqthe amplificer have its t control atrs cost mo

n this situat

on details

th shear kedifferent de

on with the ear key,

e uipped cation piers t deck, re than tion.

ey evices

aFig.

CONCL Thcable resubjecteprototypsimulatiomitigatinreduce substruc REFERE Bradner

a LarCoas

DouglasdecksWash

DouglasHurricRep. South

Guo, A.Force04015

LukkunaWave244–2

a) Retrofitt7 Transve

LUSIONS

his paper aestrainer ied to extrepe structuron results ng wave inthe displa

ctures of th

ENCES

r, C., Schurge-Scale Btal, Ocean

ss, S. L., Cs.” Rep. hington, DCss, S. L., Hcane Ivan of Coasta

h Alabama, Fang, Q.

e Acting on5012. aprasit, P.,e Loading o252.

ted with reersal displa

aims at invin mitigatieme wave re to estabshowed th

nduced disacement she coastal

macher, TBridge Su

n Eng., 137Chen, Q., O

of Dept.C. Hughes, Son the col Transpor, Mobile, A., Bai, X., n the Supe

, Lau, T. Lon a Bridg

strainer acements o

vestigatingng the dyforces. A

blish the hat the casasters. It significantlybridge com

T., Cox, D.,perstructur

7(1), pp. 3–Olsen, J. M

of Tran

S. A., Rogeastal roadrtation EngAL. and Li, H.

erstructure

L., Ruangrae Deck wit

of bridge pi

g the practynamic re

A five-spannumerical ble restraialso demoy while inmpared to

, and Higgre Model S–11. ., and Edgnsportation

ers, S., ans of Florid

gineering R

., 2015, “Hes of Coas

assamee, th Perforat

b) Retiers retrofit

tical potenesponses n highway

model byner is a reonstrated tnducing mother retro

ins, C. (20Subjected

ge, B. L. (20n, Federa

nd Chen, Qda and AlaResearch &

Hydrodynamtal Bridges

A., and Otions” Sci.

rofitted wittted with di

ntial and efof coastabridge wa

y using theasonable that the ca

much loweofit method

011), “Expeto Waves”

006), “Waval Highwa

Q. J. (200abama: A p& Educatio

mic Experis”, J. Bridg

hmachi, TTsunami H

th shear keifferent dev

ffectivenesl bridges as selectede OpenSeretrofit me

able restrar damages.

erimental S” J. Water

ve forces oay Admin

04), “The impreliminaryon Center,

iment of thge Eng., 2

. (2011), “Hazards, 3

ey vices

ss of the when it

d as the ees. The ethod for ainer can e on the

Setup for rw., Port,

on bridge nistration,

mpact of y report.” Univ. of

he Wave 20(12), p.

Tsunami 30(4), pp.

Mazzoni, S., McKenna, F., Scott, M. H., and Fenves, G. L. (2006), Open system for earthquake engineering simulation (OpesSees). OpenSees command language manual. Berkeley: Pacific Earthquake Engineering Research Center. University of California.

Padgett, J., DesRoches, R., Nielson, B., Yashinsky, M., Kwon, O.-S., Burdette,N., and Tavera, E., (2008), “Bridge Damage and Repair Costs From Hurricane Katrina,” J. Bridge Eng., 13(1), pp. 6–14.