EP1963582A1 - Armature de structure de type arche avec extremites biseautees/obliques - Google Patents

Armature de structure de type arche avec extremites biseautees/obliques

Info

Publication number
EP1963582A1
EP1963582A1 EP06840549A EP06840549A EP1963582A1 EP 1963582 A1 EP1963582 A1 EP 1963582A1 EP 06840549 A EP06840549 A EP 06840549A EP 06840549 A EP06840549 A EP 06840549A EP 1963582 A1 EP1963582 A1 EP 1963582A1
Authority
EP
European Patent Office
Prior art keywords
reinforcement
layer
leg portion
extended leg
arch
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
EP06840549A
Other languages
German (de)
English (en)
Other versions
EP1963582A4 (fr
EP1963582B1 (fr
Inventor
Michael W. Wilson
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
AIL International Inc
Original Assignee
AIL International Inc
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by AIL International Inc filed Critical AIL International Inc
Publication of EP1963582A1 publication Critical patent/EP1963582A1/fr
Publication of EP1963582A4 publication Critical patent/EP1963582A4/fr
Application granted granted Critical
Publication of EP1963582B1 publication Critical patent/EP1963582B1/fr
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01F—ADDITIONAL WORK, SUCH AS EQUIPPING ROADS OR THE CONSTRUCTION OF PLATFORMS, HELICOPTER LANDING STAGES, SIGNS, SNOW FENCES, OR THE LIKE
    • E01F5/00—Draining the sub-base, i.e. subgrade or ground-work, e.g. embankment of roads or of the ballastway of railways or draining-off road surface or ballastway drainage by trenches, culverts, or conduits or other specially adapted means
    • E01F5/005—Culverts ; Head-structures for culverts, or for drainage-conduit outlets in slopes
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
    • E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench

Definitions

  • This invention generally relates to structural metal plate arch-type structures.
  • this invention relates to a method of controlling deformation of a cut end region of an erected arch-type structure for use in underpass construction and the like, where the cut end region has at least one extended leg portion.
  • Underpass systems are typically designed to carry not only dead loads, but also live loads. While some of the most impressive underpass systems are used in mining or forestry applications where spans can exceed 20m, they are also very common in regular highway construction to allow passage of railway, watercourses or other vehicular/pedestrian traffic. While concrete structures have been regularly employed for these purposes, they are very expensive to install, are cost prohibitive in remote areas and are subject to strength weakening due to corrosion of the reinforcing metal.
  • U.S. Patent No. 5,118,218 discloses the use of sheets of metal having exceptionally deep corrugations whereby, using significant material on the crown portions of the culvert and perhaps as well in the haunch portions of the culvert, significant loads can be carried by the culvert design.
  • Ovoid and circular structures are described in U.K. Patent Application No. 2,140,848 where wing members are used to increase the load carrying capabilities, and in particular avoid bending of the crown or roof structure as live loads pass thereover.
  • 5,326,191 discloses a reinforced metal box culvert which is provided with a special form of continuous reinforcement along at least the crown or top portion of the culvert.
  • Significant advantages are provided in load carrying characteristics, reduced overburden requirements and the ability to provide large span structures that reduce the cost. These systems greatly facilitate the installation of large span structures with the ability to carry live loads under a variety of conditions. Improvements to the box culvert and arch culvert designs are also described in U.S. Patent No. 5,375,943 and International PCT Application No. PCT/CA97/00407.
  • the use of mechanically-stabilized earth in archway construction is described in U.S. Patent No. 4,618,283.
  • This construction technique avoids arching of the structure because the sidewalls of the archway are built as successive layers of mechanically-stabilized earth which are deposited along side and over top of the structure.
  • the technique involves building on each side of the archway, mechanically-stabilized earth which constitutes vertical support sections, and then building across the top of the arch again using mechanically-stabilized earth to define the roof of the archway.
  • facings are applied to contain the mechanically-stabilized earth and prevent such compacted unbound fill of the mechanically-stabilized earth structure from coming loose and falling into the archway.
  • Such facing may be simply attached to vertical portions of wire mesh which terminate at the edge of the archway envelope.
  • the facing material include spraying of concrete to provide a liner within the archway or the use of a corrugated metal liner.
  • the facing of the mechanically-stabilized earth vertical structures may be attached to the corrugated metal liner.
  • the liner is not designed to carry any structural load either live or dead. Rather, instead the live and dead loads are carried by the mechanically-stabilized earth vertical support sections as well as the mechanically-stabilized earth roof section.
  • a method of controlling deformation of a cut end region of an erected arch-type structure for use in underpass construction and the like, where the cut end region has at least one extended leg portion comprising: i) building progressively at least one layer of mechanically-stabilized earth adjacent said at least one extended leg portion by alternately layering a plurality of compacted layers of fill with interposed layers of reinforcement; and ii) securing to said extended leg portion each layer of reinforcement during said progressive building, whereby securement of said layers of reinforcement to said at least one extended leg portion provides support in controlling deformation of the cut end region during backfilling and regular service.
  • the method further comprises positioning a load distributing device between each layer of reinforcement and the at least one extended leg portion to distribute load across the at least one extended leg portion thereby reducing point loads.
  • the load distributing device may be a segment of angle iron.
  • each layer of reinforcement may comprise at least wire grid mat comprising interconnected rods. The reinforcement layers extend laterally away from the arch-type structure in a generally horizontal configuration.
  • each layer of reinforcement may comprise a plurality of strips.
  • each layer of reinforcement may comprise a combination of grid wire mats and a plurality of strips.
  • a method of controlling deformation of a cut end region of an erected arch-type structure for use in underpass construction where the cut end region defines at least one extended leg portion comprising: i) building progressively a mechanically-stabilized earth structure adjacent said extended leg portion by alternately layering a plurality of compacted layers of fill with interposed layers of reinforcement generally to the height of said extended leg portion; and ii) securing to said extended leg portion each layer of reinforcement during said progressive building, whereby securement of said layers of reinforcement to said extended leg portion provides support in controlling deformation of the cut end region during backfilling and regular service.
  • Figure 1 is a perspective view of a representative type of beveled/skewed arch-type structure
  • Figure 2 is a partial perspective view of the cut end region of the arch- type structure of Figure 1 ;
  • Figure 3 is a partial top view of the cut end region of the arch-type structure of Figure 1 ;
  • Figure 4a is a partial perspective view of the cut end region of the arch- type structure of Figure 1 showing a single layer of a wire grid mat reinforcement
  • Figure 4b is a partial front view of the arch-type structure of Figure 1 , showing consecutive layers of backfill and reinforcement on each side of the arch-type structure;
  • Figure 5a is a side sectional view through a portion of the arch-type structure of Figure 1 , showing the connection of the reinforcement to the sidewall;
  • Figure 5b is a top sectional view through a portion of the arch-type structure of Figure 1 , showing the placement of a plurality of reinforcements on the sidewall;
  • Figures 6a, 6b, 6c and 6d are sequential elevational views showing placement of the reinforcements at the cut end region of the arch-type structure of Figure 1 ;
  • Figure 7 is a top sectional view through a portion of the arch-type structure showing an alternate embodiment for connecting the reinforcement to the sidewall;
  • Figures 8a, 8b, 8c and 8d are sections through alternate embodiments for connecting the reinforcement to the sidewall;
  • Figures 9a, 9b, 9c, 9d and 9e are sections through alternate embodiments for the reinforcement connection
  • Figures 10a to 101 are top plan views of various types of reinforcement
  • Figures 11 a and 11 b show an alternate embodiment for connecting the reinforcement to the sidewall
  • Figure 12a and 12b show a further alternate embodiment for connecting the reinforcement to the sidewall
  • Figures 13a and 13b show yet a further alternate embodiment for connecting the reinforcement to the sidewall.
  • underpass systems or similar thoroughfare infrastructure using large and/or long span metal arch-type structures presents certain challenges. As one can appreciate, these structures are subject to extreme stresses, not only during the intended use (i.e. anticipated live/dead loads), but also during the initial construction process.
  • Technology has enabled the construction of larger and longer structures, as evidenced by U.S. Patent Nos. 5,326,191 and 5,375,943 and International PCT Application No. PCT/CA97/00407, assigned to the assignee of the subject application.
  • U.S. Patent No. 6,050,746, assigned to the assignee of the subject application With the core technology now available to provide a wide-ranging number of applications, new challenges have presented themselves.
  • the structural metal plates at each end region are configured to form a complete span defining the effective topside circumference of the structure. It will be appreciated that these complete spans provide a degree of stability to the structure. In many applications, however, there is a requirement for such structures to have beveled/skewed ends, whether it is simply a matter of aesthetics, or for specific properties such as hydraulics relating to a watercourse passing therethrough. In such structures comprising a beveled or skewed end, the structural metal plates are truncated at the end region, resulting in a lack of stability.
  • a representative underpass or similar thoroughfare infrastructure comprising a metal arch-type structure 10 constructed of structural metal plate is shown in Figure 1. Above the metal arch-type structure 10 is a prescribed depth of overburden 12, on top of which is a roadway 14 constructed in a usual manner. As better shown in Figure 2, the structure 10 is generally comprised of a pair of footings 16 and a plurality of corrugated, structural metal plates 18. The structural metal plates 18 are fastened together using bolts so as to achieve the desired erected structure. Although bolts are described to fasten the various plates together, it will be appreciated that other alternate suitable fasteners that meet the specific structural and load requirements (welds, rivets, etc ..) can be used.
  • FIG 3 shown is a top view of the arch-type structure 10 comprising a cut end region 22 having both a beveled and skewed configuration.
  • the structural metal plates 18 are fastened together in a staggered stepwise arrangement to achieve the desired erected structure.
  • the truncated structural metal plates 20 are reinforced in accordance with the method shown in Figures 4a and 4b.
  • mechanically-stabilized earth is installed on each side of the cut end region 22 of the arch-type structure 10 in a manner which minimizes deformation of this region during backfilling.
  • Mechanically-stabilized earth has been used extensively in providing retaining walls, headwalls and the like such as described in the aforementioned U.S. Patent No. 4,618,283.
  • the mechanically-stabilized earth is developed by alternately layering a plurality of compacted layers of fill 36 with interposed layers of reinforcement 38 to form the mechanically-stabilized earth as shown in Figure 4b.
  • the reinforcement layers each comprise a wire grid mat (see Figure 4a), formed of a plurality of interconnected intersecting rods 40 and 42.
  • Fill is provided on top of the excavation bed 44 and along the slopes 46 to form a first layer 36a of compacted fill.
  • the fill may be any type of granular material such as various types of sand, gravel, broken rock and the like. The unbound fill even when compacted remains granular and has a relatively low resistance to sheer forces.
  • a layer of reinforcement 38a is laid down where that layer of reinforcement 38a is connected to the sidewalls 48 of the extended short and long leg portions of the cut end region 22, so as to secure the layer of reinforcement 38a to the sidewalls 48.
  • the next layer of fill 36b is then applied over top of the reinforcement layer 38a.
  • the next layer of reinforcement 38b is laid down over top this layer of compacted fill 36b.
  • Reinforcement layer 38b is also connected to the sidewalls as described above. This procedure is repeated several times as required to backfill the excavated space between the slopes 46 and the sidewalls 48 of the arch-type structure 10.
  • the long leg portion 28 has eight (8) reinforcement layers 38a, 38b, 38c, 38d, 38e, 38f, 38g and 38h attached to it, and the short leg portion 26 has one reinforcement layer 38a attached to it.
  • the backfilling is then completed to the level of the crown and the usual overburden 50 is then applied.
  • Overburden 50 is developed in the usual manner such that when the overburden is in place, both the live and dead loads applied to the structure are accommodated by the capacity of the structural metal plate.
  • the live and dead loads are accommodated by the backfilled structure in the usual manner where the loads are resisted by the structural strength of the metal plate, as well as the backfill resisting outward movement of the sidewalls which is commonly referred to as "Positive Arching.”
  • the use of reinforcement layers on each leg extension may not be symmetrical.
  • the short leg portion 26 will require less reinforcement as there are fewer truncated structural metal plates 20 to support. As shown, for the arch-type structure represented, the short leg portion 26 receives one reinforcement layer 38a, whereas the long leg portion 24 receives eight (8) reinforcement layers 38a through 38h.
  • the reinforced soil system controls deformation and/or failure of the cut end region 22 of the arch-type structure 10. It will be appreciated, however, that while reinforcement has only been provided in the region of the beveled/skewed end region, it may also be advantageous to provide reinforcement at other regions of the structure as well. As described in assignee's U.S. Patent No.
  • reinforcement of the structure may also be configured to provide only an interim function which becomes obsolete at the end of the backfilling operation.
  • end section 52 of each reinforcement layer 38 is fixedly retained between a length of angle iron 54 and a length of flat bar 56.
  • a first set of fasteners 58 are used to capture the reinforcement layer 38 between the angle iron 54 and flat bar 56, while a second set of fasteners 60 are used to impart further clamping pressure, while also attaching the angle iron 54 and flat bar 56 to the sidewall 48 of the structural metal plate 20.
  • the reinforcement layer 38 is configured at point 62 with a bend such that the extending portion of the reinforcement layer 38 lays in a generally horizontal position. While the reinforcement layer 38 generally extends laterally away from the structure in a generally horizontal position, other non-horizontal configurations may be possible, if for example certain obstructions are present in the backfill zone.
  • Figures 6a to 6d show a series of successive elevational views illustrating placement of the reinforcement 38 relative to the cut end region 22.
  • the reinforcement 38 is generally present as a plurality of reinforcements (i.e. a plurality of wire grid mats), but it will be appreciated that any number from a single unit through to a large number can be used, depending on the particular support requirements.
  • a reinforcement layer 38a shown on the short leg portion 26 is a reinforcement layer 38a comprising three adjacently positioned wire grid mats.
  • the reinforcement layer 38a comprises four adjacently positioned wire grid mats.
  • each of the reinforcement layers can be tailored to the particular application, depending on the support requirements and the available space between the structure and any adjacent structure, or the slopes of the excavated area.
  • Reference is made to Figure 6d which shows a reinforcement layer 38d that not only comprises six (6) wire grid mats, but mats that are approximately three (3) times longer than those in Figure 6a.
  • Figures 6b and 6c show intermediate reinforcement layers 38b and 38c, respectively.
  • the length and quantity of the reinforcement layers will be a factor of the particular situation in which they are being installed.
  • reinforcement layers may be configured with a length that is approximately 70% of the height of the wall. In situations where there is low cover (i.e.
  • the mats may be lengthened to increase the frictional capacity of the mat itself. Approaching the base of the structure, the mats may be shortened as they are subject to higher frictional forces. Also, in certain situations it may be necessary to increase the diameter of the rods used to construct the wire grid mats so as to handle higher forces and resist tearing under extreme load.
  • the above are general guidelines and in no way are meant to be interpreted as limitations to the configuration of the reinforcement mats. In actual practice, the specifics of the installation, the expected loads and the engineered capacity of the structure will dictate the final configuration of these reinforcements. While one method of connecting the reinforcement layers to the sidewall is discussed above, one skilled in the art may choose to implement a suitable alternative.
  • the reinforcement layer 38 once again is a wire grid mat.
  • the longitudinal rods are connected in accordance with the embodiments of Figures 8a to 8d or 9a to 9e to a length of structural material (i.e. angle iron) which distributes the loads along the sidewall of the extended leg portions. This reduces the likelihood of deformation due to point loads associated with prior art tie-back systems.
  • the angle iron 62 is bolted at 64 to the interconnected structural metal plates 48. Bolts are normally used to connect the plates 48; hence, a second nut 68 may be used to connect the angle iron to the bolt 64 in assembling the structure.
  • Figures 8a to 8d and 9a to 9e show various types of connection of the reinforcement layer to the angle iron 62.
  • the longitudinally extending rods 70 have their end portions 72 extending through an opening 74 in the upright portion 76 of the angle iron.
  • the distal end 78, of each longitudinally extending rod 70 is then deformed to provide a button 80, which is greater than the opening 74 in the upright portion, so as to retain the reinforcement layer in the angle iron.
  • the deformation of the distal end and forming the button 80 is such to accommodate both the tensile stress applied to the reinforcement layer during the backfilling operation, as well as the expected stresses due to normal usage of the structure.
  • each longitudinally extending rod 70 is flattened to define a butterfly button 84 which holds the rod in place.
  • distal end 86 of each rod 70 is bent upon itself to define an enlarged end 88 which retains the reinforcement 38.
  • the distal end 90 of each rod 70 is bent upwardly to form leg 92 which retains the reinforcement layer in place in the angle iron 62.
  • the reinforcement layer 38 has the longitudinally extending rods 70 secured to the lower leg 94 of the angle iron 62.
  • the lower leg 94 has an opening 96 formed therein to accommodate the rods 70.
  • a deformed button 100 At the distal end 98 of each rod 70 is a deformed button 100 to secure the rod in place.
  • the respective distal end of each rod is deformed to secure the rod 70 in the lower leg portion 94.
  • the distal end is flattened to define a butterfly button 102 which holds the rod 70 in place.
  • the distal end is bent upon itself to define and enlarged end 104 which retains the rod 70 in place.
  • the distal end is bent downwardly to form leg 106 which retains the rod 70 in place.
  • the rod 70 is bent upon itself at 108 and secured in place by rod wire 110.
  • each end 1 14 of the strip is connected to the sidewall either directly or via a load distributing device such as the angle iron 62 of Figure 7.
  • This type of strip is very common to the system originally developed by "VIDAL" which is described for example in French Patent No. 75/07114 published Oct. 1 , 1976.
  • the strip 116 may be corrugated to enhance its load carrying capacity.
  • An alternate corrugated strip 118 is shown in Figure 10c.
  • a spiral strip 120 is shown in Figure 10d.
  • the reinforcement may be rods 122 with enlargements 124.
  • ladder-like strips 126 and 128 may be used such as in Figures 10f and 10g.
  • the strips may also have enlarged portions such as shown in Figure 10h for strip 130 with enlarged sections 132.
  • the strip 134 Figure 10i may have auger or propeller shaped units 136, as shown in Figure 10i.
  • the outwardly extending rods 138 of Figures 10j, 10k and 101 may have enlarged disks 140, enlarged concrete masses 142 or flat plates 144 connected thereto to anchor the strips in the compacted fill.
  • the strips, as well as the aforementioned wire grid mat may be configured to anchor into surrounding rock using suitable rock anchors.
  • the load distributing member 62 which is in the form of an angle iron, is connected to the sidewall 74 of the plate 48 by bolts 64 as shown in Figure 11 a.
  • the strip for example 112 is then bolted to the angle iron 62 by bolt 146 to complete the connection.
  • the angle iron 62 may have the strip 118 connected thereto by the use of a pin 148, which extends through aperture 150 in the strip and aperture 152 in the leg 94 of the angle iron 62.
  • a further alternative configuration for the connection of the reinforcement to the arch-type structure is to use hook bolts 154 that capture the reinforcement.
  • reinforcements i.e. a combination of wire grid mats and corrugated strips
  • the reinforcements discussed above could be configured to attach to one another between the adjacent structures, thereby providing a level of enhanced support.
  • the reinforcements could be arranged to lie atop one another, without connection, or arranged in a staggered, alternating configuration in the region between the structures, thereby strengthening the backfill contained therebetween.
  • the aforementioned reinforcement could be used with other corrugated metal plate technologies. It will be appreciated that the reinforcement described above could be used on similar structures wherein each circumferential span of the structure is defined by a single plate or a plurality of interconnected plates. Further, it will be appreciated that the geometry of the arch-type structure is not limited to those shown in the Figures, but may include any arch type structure including, but not limited to an ovoids, a re-entrant arch, a box culvert, round culvert or elliptical culvert.
  • the aforementioned reinforcement may find application in structures that are solely beveled, or solely skewed. Further, it will be appreciated that while straight bevels and skews have been represented, inwardly or outwardly curved bevels and skews are also possible. It will also be appreciated that in providing a beveled/skewed cut end region, the cut section may be configured with either a smooth or stepped profile, as deemed appropriate for the particular application.
  • the completed arch-type structure shown in Figure 1 has at each end a concrete collar.
  • This collar not only provides a finished appearance to the structure, but also provides an additional amount of support to the beveled/skewed ends. It is important to note, however, that a significant advantage of this technology is that this collar is no longer the primary support for the beveled/skewed end. As such, this concrete collar is not required to be as robust as in prior art structures, thereby simplifying construction and reducing cost.
  • a further advantage of this technology is that the structural metal plates used can be of lighter gauge as the ability to withstand the pressures exerted by the backfill in the beveled/skewed region is assisted by the aforementioned reinforcements.
  • the structural metal plates used can be of lighter gauge as the ability to withstand the pressures exerted by the backfill in the beveled/skewed region is assisted by the aforementioned reinforcements.
  • arch-type structures comprising at least one beveled/skewed end may be erected and backfilled in an efficient controlled cost-effective manner.
  • the backfilling procedure does not require special fill or special techniques other than those already commonly used in developing reinforced soils.
  • the procedure for securing the reinforcement to the sidewalls is achieved in a variety of ways where localized stress on the structure is minimized.
  • Such a structure greatly reduces costs because it is no longer required to 'over-engineer' the structure to withstand the stresses in the beveled/skewed region, nor are costly reinforcements such as concrete end caps and tie-backs with anchors required.

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  • Engineering & Computer Science (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Mining & Mineral Resources (AREA)
  • Architecture (AREA)
  • Environmental & Geological Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • General Engineering & Computer Science (AREA)
  • Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

L'invention concerne un procédé permettant de contrôler la déformation d'une région extrême découpée (20) d'une structure de type arche érigée (10) à des fins d'utilisation dans une construction à passage inférieur et autre du même genre, la région extrême découpée ayant au moins une partie montant en saillie. Le procédé comporte la réalisation progressive d'au moins une couche de terre stabilisée mécaniquement adjacente à la partie montant en saillie en stratifiant de manière alternée des couches compactées de remblai (36) et des couches intercalées d'armature (38). Chaque couche d'armature est assujettie sur la partie montant en saillie au cours de la réalisation progressive. L'assujettissement des couches d'armature sur les parties montant en saillie apporte un support pour le contrôle de la déformation de la région extrême découpée au cours du remblayage et autre entretien régulier.
EP06840549.7A 2005-12-23 2006-12-22 Méthode pour contrôler la déformation des extrémités biseautées/obliques d' une structure de type arche. Active EP1963582B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CA2531547A CA2531547C (fr) 2005-12-23 2005-12-23 Armature pour voussure avec extremites biseautees/obliques
PCT/CA2006/002123 WO2007071067A1 (fr) 2005-12-23 2006-12-22 Armature de structure de type arche avec extremites biseautees/obliques

Publications (3)

Publication Number Publication Date
EP1963582A1 true EP1963582A1 (fr) 2008-09-03
EP1963582A4 EP1963582A4 (fr) 2012-10-17
EP1963582B1 EP1963582B1 (fr) 2014-02-12

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EP06840549.7A Active EP1963582B1 (fr) 2005-12-23 2006-12-22 Méthode pour contrôler la déformation des extrémités biseautées/obliques d' une structure de type arche.

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Country Link
EP (1) EP1963582B1 (fr)
KR (1) KR101529319B1 (fr)
AU (1) AU2006329214A1 (fr)
CA (1) CA2531547C (fr)
WO (1) WO2007071067A1 (fr)

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CN106801384A (zh) * 2017-02-06 2017-06-06 中交第二公路勘察设计研究院有限公司 装配式钢筋混凝土八字墙型涵洞洞口及施工方法

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KR101440028B1 (ko) * 2013-07-08 2014-09-17 한국철도기술연구원 강성보강노반과 이중아치 구조체를 이용한 대단면의 철도 지하횡단구조물 및 그 시공방법
CN105625202B (zh) * 2016-03-18 2017-09-08 杭州江润科技有限公司 大断面多孔超长现浇箱涵的施工方法
CN110924322B (zh) * 2019-12-11 2021-06-29 史晓东 一种过水管涵的安装结构及施工方法

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US6640505B1 (en) * 2001-10-25 2003-11-04 Bebotech Corporation Hybrid arched overfilled structure

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US6050746A (en) * 1997-12-03 2000-04-18 Michael W. Wilson Underground reinforced soil/metal structures
US6640505B1 (en) * 2001-10-25 2003-11-04 Bebotech Corporation Hybrid arched overfilled structure

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CN106801384A (zh) * 2017-02-06 2017-06-06 中交第二公路勘察设计研究院有限公司 装配式钢筋混凝土八字墙型涵洞洞口及施工方法

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WO2007071067A1 (fr) 2007-06-28
AU2006329214A1 (en) 2007-06-28
EP1963582A4 (fr) 2012-10-17
EP1963582B1 (fr) 2014-02-12
CA2531547C (fr) 2014-02-18
KR20080114682A (ko) 2008-12-31
KR101529319B1 (ko) 2015-06-16
CA2531547A1 (fr) 2007-06-23

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