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Determining optimal designs for geosynthetic-reinforced soil bridge abutments

  • Primož JelušičEmail author
  • Bojan Žlender
Methodologies and Application

Abstract

The article presents a parametric study of optimal designs for geosynthetic-reinforced soil (GRS) bridge abutments. A mixed integer design optimization model GRS-BA was developed, which is comprised of an accurate objective function of the construction costs. The cost objective function was constrained by a set of geotechnical and design conditions that were in accordance with current practice rules and recommendations. The optimal design recommendation for GRS bridge abutments was developed. A typical example of such an abutment is presented in order to compare design solutions derived from conventional design methods with solutions obtained from the proposed optimal design procedure.

Keywords

Geosynthetics Bridge abutment Geosynthetic-reinforced soil Computational modeling Numerical analysis Structural optimization 

List of symbols

B

Width of the abutment

C

Reinforcement effective unit parameter

D

Effective width of the applied load at depth z

cexc

Unit price of ground excavation

csta

Unit price of the fill soil stabilization

cgeo,1

Coefficient for the cost calculation of various strengths of geotextiles

cgeo,2

Coefficient for the cost calculation of various strengths of geotextiles

cfill,re

Unit price of the reinforced fill soil

cfill,ret

Unit price of the retained fill soil

cfound

Unit price of the concrete for the foundation at the base

csill

Unit price of the reinforced concrete for the sill

cbatter

Unit price of the front batter

DL

Vertical dead load

d

Clear distance

FSsliding,sill,min

Minimum safety factor for the sliding failure of the sill

FSsliding,min

Minimum safety factor for the sliding failure of the reinforced volume

FSpullout,min

Minimum safety factor against reinforcement pullout

F2

Horizontal load of the bridge

F*

Pullout resistance factor

H1

Height of the front wall

H2

Height of the back wall

L

Length of the geosynthetic reinforcement

L′

Effective length of the geosynthetic reinforcement

Le

Length of embedment in the resistant zone behind the failure surface at depth z

Lfound

Width of the foundation at the base

Li

Length of embedment within the influence area inside the resistant zone

Lsill

Width of the sill foundation

Lsill,ef

Effective width of the sill foundation

LL

Vertical live load

nprov,H2

Number of reinforcement layers in the back wall

nexc,back

Excavation slope of the retained soil

nexc,face

Inclination of the terrain slope

q

Traffic surcharge

Pr

Pullout resistance

Rc

Coverage ratio

RFsill

Reduction factor for the isolated sill

T

Strength of the geosynthetic reinforcement

Tmax

Maximum tensile force in the reinforcement at depth z

Tε=1%

Minimum required reinforcement stiffness

tbridge

Thickness of the bridge’s concrete slab

twall

Thickness of the wall

tfound

Thickness of the foundation at the base

tsill

Thickness of the sill

α

Scale effect correction factor

γbridge

Unit weight of the reinforced concrete

γconc

Unit weight of the concrete

γre

Unit weight of the retained earth

γrf

Unit weight of the fill soil

φfs

Friction angle of the foundation soil

φre

Friction angle of retained earth

φrf

Friction angle of the fill soil

Δh

Spacing between the geosynthetic reinforcement layers

Δσh

Supplemental horizontal pressure at depth z

Δσv

Distributed vertical pressure from the sill

Δσvs

Vertical soil pressure at depth z

Notes

Acknowledgements

The authors acknowledge financial support from the Slovenian Research Agency; research core Funding No. P2-0268.

Compliance with Ethical Standards

Conflict of interest

The authors declare that they have no conflict of interest.

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Copyright information

© Springer-Verlag GmbH Germany, part of Springer Nature 2019

Authors and Affiliations

  1. 1.Faculty of Civil Engineering, Transportation Engineering and ArchitectureUniversity of MariborMariborSlovenia

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