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Federal Highway Administration > Publications > Research > Infrastructure > Structures > Geosynthetic Reinforced Soil Integrated Bridge System Interim Implementation Guide
Publication Number: FHWA-HRT-11-026
Date: January 2011

Geosynthetic Reinforced Soil Integrated Bridge System Interim Implementation Guide

CHAPTER 5. SPECIAL REQUIREMENTS FOR HYDRAULIC AND SEISMIC CONDITIONS

5.1 INTRODUCTION

This chapter describes how extreme events such as scour, seismicity, or impact may alter the design of GRS–IBS.

 

5.2 HYDRAULIC DESIGN

When bridges are constructed to span a waterway, their foundations must be designed, detailed, and constructed in compliance with section 2.6 (Hydrology and Hydraulics) of the AASHTO LRFD Bridge Design Specifications or an FHWA Division Office–approved drainage or bridge manual.( 9 ) These provisions apply equally to both shallow and deep foundations.

GRS–IBS has been successfully used to build abutments near rivers and streams. However, assessing the potential impact of stream instability, scour, and adverse flow conditions is a vital consideration in the decision to use this technology. The potential for issues with stream instability, scour, and adverse flow conditions can lead to deep foundation bottom elevations or expensive countermeasures that could reduce the cost–effectiveness of GRS–IBS abutments. If the potential for abutment scour, contraction scour, long–term degradation, or channel migration is high, costly design considerations or countermeasures could be required. Other factors, such as channel instability and adverse flow conditions (skewed approach flow, highly contracted flow, high velocity flow through the bridge opening, etc.) at the bridge, could also result in costly design considerations or countermeasures to stabilize the channel against further instability. Any of these conditions might make it advisable to select an alternative bridge abutment technology.

A thorough hydraulic analysis, scour evaluation, and assessment of channel stability of a bridge design will include an appropriate estimate of the design flow, development of water surface profiles through the proposed opening, assessment of scour (abutment, contraction, and long–term degradation), and if necessary, the design of countermeasures to protect the bridge or stabilize the channel. FHWA and others have developed procedures to assist the engineer in performing these analyses, and these procedures should be followed for GRS–IBS design.( 5, 14, 15 )

 

5.3 HYDRAULIC DESIGN CONSIDERATIONS

There are a number of important factors to consider when completing a thorough hydraulic design and scour evaluation of a bridge. The determination of a scour elevation based on the computed scour depth; the selection, design and installation of a scour countermeasure; and postconstruction inspection are important factors that must be adequately addressed. The following factors should be considered:

  • Scour depth: The scour depth at an abutment is to be calculated as the sum of the depth of contraction scour and long–term degradation. The elevation of the design scour depth is to be calculated by projecting the elevation of the depth of scour from the lowest point in the channel to each of the abutments.

  • Scour countermeasures: When scour depth is calculated as described in this section, a designed scour countermeasure is included. Design scour countermeasures include riprap aprons, gabion mattresses, and articulating concrete blocks (see section 4.5.3). The purpose of installing a designed scour countermeasure is to prevent loss of soil from underneath a GRS abutment from scour that occurs at or near the abutment. Soil loss can reduce bearing capacity or lead to settlement, which can cause structural failure (see section 4.5.3). Figure 36 shows a cross section of a typical abutment riprap countermeasure recommended for smaller, more culvertlike structures (flow length through structure is longer than structure width). See HEC–23 for additional details regarding the specific requirements for the design and configuration of this countermeasure.( 5 ) Larger, more bridgelike structures (opening length is greater than the flow distance through the structure) must be evaluated for scour using the procedures outlined in HEC–18 and HEC–20 and use a designed countermeasure as outlined in HEC–23.( 14, 15, 5 )
    AMENDED May 24, 2012

Drawing showing riprap scour protection for a geosynthetic reinforced soil (GRS) abutment (with distance between abutment faces equal to WC). The distance from the top of the riprap to the bottom of the riprap is termed YTot and is equal to 3 times D50riprap minimum and keyed at least 1 ft (0.3 m) below the top of the footing. The calculated scour depth at the abutment should equal contraction scour plus long-term degradation referenced to the thalweg (termed Ysc). Underneath the riprap, a geotextile filter fabric should be placed. The width of the level portion of the riprap at the top is termed WT and is equal to 3 times D50riprap or 5 ft, whichever is greater. The total width of the riprap (WB) is equal to WT plus 3 times YTot. Note that the top of the footing elevation should be at Ysc (or deeper), as recommended in HEC-18.
Source: HEC–23 Figure 18–10

Figure 36 Illustration. Typical cross section for sloping rock (adapted).( 5 )

  • Inspection: After construction, scour countermeasure condition and channel instability should be assessed during each regular bridge inspection and after extreme flood events. Any countermeasure failure or significant change in channel condition should be noted and scheduled for repair or stabilization. Without proper inspection and maintenance, a scour countermeasure may fail or a channel may become unstable, which can lead to undermining of an abutment. The FHWA's HEC–20 discusses approaches for evaluating channel instability, and HEC–23 discusses approaches for inspection and monitoring the effects of scour.( 15, 5 )

Another hydraulic consideration is drainage. The potential for unbalanced water pressure exists when a wall can become partially submerged by a flood or when surface drainage is not controlled. All GRS structures should include consideration for surface and subsurface drainage. Critical areas are behind the wall at the interface between the GRS mass and the retained fill, at the base of the wall, and any location where a fill slope meets the wall face. For example, the design needs to include provisions for surface drainage along the fill slope adjacent to the wing walls. Section 6.5 7.11 discusses drainage details.
AMENDED May 24, 2012

 

5.4 SEISMIC DESIGN

External stability for seismic design will need to be checked for GRS–IBS just like with any other gravity structure. Design considerations for external stability and seismicity include increasing the base width of the wall and increasing the length of the reinforcement at the top of the wall. Additional bearing capacity and overall external stability is generally improved by increasing the base width of the wall. Additional stability is created by increasing the length of the reinforcement at the top of the wall or abutment. This integrated approach has also been shown to be beneficial because it keys the structure into the existing terrain, preventing the development of a failure plane along the cut slope, which can lead to progressive failure.

No seismic design requirements are necessary for the internal stability of GRS–IBS. Reinforced soil walls have been known to perform better than conventional retaining walls under seismic loading, as evidenced by observations of actual performance in strong earthquake events. (See references 16–19.) A National Cooperative Highway Research Program (NCHRP) study is being conducted to establish guidelines for the design and construction of GRS abutments under seismic loading.( 20 ) As part of the NCHRP study, a 12–ft–high GRS abutment supporting a bridge load of about 1,000 kipswas subject to sinusoidal motions on a shake table. No significant damage or movement was recorded until the acceleration was increased to 1.0 g, at which time base sliding between the GRS abutment and foundation soil became apparent. The superstructure would not have failed due to the deformation of the GRS mass at the 1.0–g acceleration. This experiment suggests that a GRS abutment is capable of withstanding at least low to medium earthquakes without any special provisions.

 

5.5 IMPACT EVENTS

There is limited information on vehicle impact against GRS–IBS. Typically, GRS walls along roadways are built behind a crash barrier. A niche function of GRS technology, however, is rock–fall protection. That application is not covered in this manual, but it serves to show that GRS is capable of withstanding considerable lateral and vertical impacts without failure or loss of serviceability.

 

 

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