Abstract
Geosynthetic-reinforced soil (GRS) technology has been used worldwide since the 1970s. An extension to its development is the application as a bridge abutment, which was initially developed by the Federal Highway Administration (FHWA) in the United States, called the GRS—integrated bridge system (GRS-IBS). Now, there are several variations of this technology, which includes the GRS Integral Bridge (GRS-IB) developed in Japan in the 2000s. In this study, the GRS-IB and GRS-IBS are examined. The former uses a GRS bridge abutment with a staged-construction full height rigid (FHR) facing integrated to a continuous girder on top of the FHR facings. The latter uses a block-faced GRS bridge abutment that supports the girders without bearings. In addition, a conventional integral bridge (IB) is considered for comparison. The numerical analyses of the three bridges using Plaxis 2D under static and dynamic loadings are presented. The results showed that the GRS-IB exhibited the least lateral displacement (almost zero) at wall facing and vertical displacements increments at the top of the abutment compared to those of the GRS-IBS and IB. The presence of the reinforcements (GRS-IB) reduced the vertical displacement increments by 4.7 and 1.3 times (max) compared to IB after the applied general traffic and railway loads, respectively. In addition, the numerical results revealed that the GRS-IB showed the least displacement curves in response to the dynamic load. Generally, the results revealed that the GRS-IB performed ahead of both the GRS-IBS and IB considering the internal and external behavior under static and dynamic loading.
Highlights
The concept of reinforced soil is not new and is believed to have already existed since the 5th and 4th millenniums BC
This occurred because the Geosynthetic-reinforced soil (GRS)-IBS models have 0.50 m-thick concrete masonry blocks as the wall facing material, whereas the GRS Integral Bridge (GRS-integral bridge (IB)) and IB models have 0.90 m-thick full height rigid (FHR) facing
Numerical Analys4i.sNRuemseurilctasl aAnndalyDsiissRcuessuslitsoannud nDdisecrusDsiyonnuanmdiecr DLoynaadminicgLoading The results on thoenstehTieshmteorpiecsourfelttshspeonowntahsleleasoebiufsmttmhiceenrfietsanprioetnessheeolowefmnthieennfiFtnii(gtFeuEreel)e1mm5e.onItdt c(eFalEns)bametooadbecsleesrravtteaadinctehrpataotiitnhnpetoniunton the top of the wallmaebruictaml meondtealsrenastuhroawllynshinowFaigvuibrreat1io5n. dIteccaaynevbeenowbitsheoruvtethdetahpaptlitehdedanmupminegr.iG- enerally, the total displacement curves straighten at the point after 0.75 s of the dynamic time
Summary
The concept of reinforced soil is not new and is believed to have already existed since the 5th and 4th millenniums BC. One of the first geotextile-reinforced walls in the United States was built in Siskiyou National Forest, Oregon. In 1971, the first geotextile-reinforced soil was constructed in France for improving embankment stability. Around the early 1980s, geogrids were developed and used as soil reinforcements. In the United States, the application of geosynthetic-reinforced soil (GRS), a retaining wall (RW) as a bridge abutment was initially developed by the Federal Highway Administration (FHWA), called the GRS—integrated bridge system (GRS-IBS). The RSF is composed of granular fill material that is compacted and encapsulated with a geotextile. It increases the bearing capacity and width of the GRS abutment. Sci. 2021, 11, x FOR PEER REVIEW AAppplp. Tianhntueisgn,rtaelgcbroarmildpbgraeird(aIgtBiev) e(uIBsit)nugudsygineoognsygtenhotehsybenteihtch-arevetiiocn-rfroeorifnceGfodRrscSoe-diIlB(sGiosiRluS(n)GdwReiSrtt)hawkfueinltlhhtofeuihgllahvhteriigfgihirdstt(-rFhigHaindRd) pf(arFcoHionRfg)obfariitcdsingagedvabbarinudtgamegeeansbtouivtnmetrehtnehtPeihnoitlthihpeerpPitnyhepilsei,powpfihbnirecishd, giwsehpsirucohsnineisgtponrusoemnveerteoiceasalervatnehraqeluyeasaikrset.hs.qTuahkuess,.a cTohmups,araactiovme pstaurdatyivoenstthuedbyeohnavtihoer boefhGaRvSio-IrBoifsGuRndS-eIrBtaikseunntdoehrtaavkeefinrtsot-hhaanvde pfirrosto-fhoanf dits 2ap.drNvoaounfmtoaefgriietcssaaoldvMvearontdhteaelgloeintshgoevurestryintphgeePoofltabhxreiirsdt2gyDepseuosfinbgridnguems eursiicnagl annuamlyesriisc.al analysis
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