EP1495191B1 - Bogensysteme - Google Patents

Bogensysteme Download PDF

Info

Publication number
EP1495191B1
EP1495191B1 EP03744844A EP03744844A EP1495191B1 EP 1495191 B1 EP1495191 B1 EP 1495191B1 EP 03744844 A EP03744844 A EP 03744844A EP 03744844 A EP03744844 A EP 03744844A EP 1495191 B1 EP1495191 B1 EP 1495191B1
Authority
EP
European Patent Office
Prior art keywords
arch
sidewalls
selected area
foundation
soil
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.)
Expired - Lifetime
Application number
EP03744844A
Other languages
English (en)
French (fr)
Other versions
EP1495191A1 (de
Inventor
Werner Heierli
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.)
Bebo Arch International AG
Original Assignee
Bebo Arch International AG
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
Priority claimed from US10/102,921 external-priority patent/US6719492B1/en
Priority claimed from US10/131,526 external-priority patent/US7305798B1/en
Priority claimed from US10/338,906 external-priority patent/US6988337B1/en
Application filed by Bebo Arch International AG filed Critical Bebo Arch International AG
Publication of EP1495191A1 publication Critical patent/EP1495191A1/de
Application granted granted Critical
Publication of EP1495191B1 publication Critical patent/EP1495191B1/de
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Images

Classifications

    • 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

  • the present invention relates to the general art of structural, bridge and geotechnical engineering, and to the particular field of overfilled arch and/or cut-and-cover structures.
  • overfilled arch structures formed of precast or cast-in-place reinforced concrete are used in the case of bridges to support one pathway over a second pathway, which can be a waterway, a traffic route, or in the case of other structures, a storage space or the like.
  • the terms "overfilled arch” or “overfilled bridge” will be understood from the teaching of the present disclosure, and in general as used herein, an overfilled bridge or an overfilled arch is a bridge formed of arch elements that rest on the ground or on a foundation and has soil or the like resting thereon and thereabout to support and stabilize the structure and in the case of a bridge provide the surface of the second pathway.
  • the arch form is generally arcuate such as cylindrical in circumferential shape, and in particular a prolate shape; however, other shapes can be used. Examples of overfilled bridges are disclosed in US Patents 3,482,406 and 4,458,457 .
  • reinforced concrete overfilled arches are usually constructed by either casting the arch in place or placing precast elements, or a combination of these. These arched structures rest on prepared foundations at the bottom of both sides of the arch.
  • the fill material, at the sides of the arch serves to diminish the outward displacements of the structure when the structure is loaded from above.
  • soil is intended to refer to the normal soil, which can be backfill (e.g. soil brought to and placed in location) or in situ (e.g. soil in its original location), located at a site used for a bridge structure, and which would not otherwise adequately support an arch.
  • backfill e.g. soil brought to and placed in location
  • in situ e.g. soil in its original location
  • Such soil is not adequate to support the concentrated loads at the ends of a flat arch or conventional arch without load distribution through the use of arch footings and/or reinforced foundation blocks.
  • the overfilled arches are normally formed such that the foundation level of the arch is at the approximate level of a lower pathway or floor surface of an underground structure over which the arch spans.
  • prior art systems S1 and S2 include sides or sidewalls SW1 and SW2 which transfer loads from tops T1 and T2 of the arch to foundation F1 and F2.
  • the sides of arch systems S1 and S2 must be sufficiently thick and contain sufficient reinforcement in order to be able to carry these loads and the thereby induced bending moments.
  • Beams or slabs while needing a larger thickness than arches, do not require this "rise” and, therefore, can be used for bridges accommodating a smaller height between the top of the clearance profile of the lower pathway and the top of the upper pathway.
  • Arches despite their economical advantage, often cannot compete with structures using beams or slabs for this reason especially for larger spans.
  • the larger thickness may result in an expensive structure whose precast elements may be difficult unwieldy and heavy to transport to a building site.
  • many of the advantages of this structure may be offset or vitiated.
  • foundations F1 and F2 for the prior art overfilled arch systems must be substantial in order to carry the arch loading indicated in Figure 1C as AL, and require additional excavation at the base of the arch (generally beneath the lower pathway) to enable their construction.
  • forces AL can be considered as being circumferential forces
  • forces AV can be considered as being vertical forces with forces AH being considered as horizontal forces. Loading forces on the system are a combination of these forces.
  • precast elements As discussed above, transportation and handling of precast arch elements of some arch structures are difficult.
  • precast elements have certain advantages including the ability to support their own self-weight and all of the advantages associated with pre-casting of such structural elements.
  • precast elements also have certain disadvantages, including the transportation issues mentioned above.
  • cast-in-place structural elements have many advantages, including the ability to be customized on site and the elimination of the transportation problems associated with precast structural elements.
  • cast-in-place structural elements also have certain disadvantages, including a need for a formwork support structure, as well.
  • AT-B-395894 discloses an arch system having side walls and prefabricated longitudinal supports, with an arch element which rests on the longitudinal supports.
  • the present invention is set out in the independent claims and optional features are mentioned in the dependent claims.
  • Figures 1 to 14 teaches a means and method of forming an arch structure system that overcomes problems associated with the mechanical inadequacy of normal soil to support bridge and other structures of interest to that, and to this, invention.
  • the advantages associated with this means and method are substantial. Therefore, it would be valuable to utilize these teachings in a manner which also realizes the advantages associated with the retention of the advantages associated with both precast and cast-in-place overfilled arch structures while reducing, or possibly eliminating, many of the disadvantages associated with such precast and cast-in-place structures.
  • Overfilled arch structures in particular overfilled flat arches, are sensitive to outward displacement of the arch ends. This outward displacement leads to increased bending movements in the arch.
  • Prior overfilled structures counter these bending moments by increasing structural thickness, providing larger amounts of steel reinforcement and/or by increasing the size and stiffness of the arch supports. These measures may be costly and may not be as efficient as possible.
  • the novel system disclosed with reference to Figs 1 to 14 of the present application solves a number of the above problems by having foundation blocks located behind or near the top of the side walls and against which the arch of the structure bears.
  • the arch delivers all or at least most of its support forces into the foundation blocks.
  • the precast arch elements in many prior systems are cast on their sides. This requires forms which have walls and also may require special handling of the forms to ensure proper formation of the arch elements. Still further, these elements are generally shipped in the side-on orientation. The elements are then lifted off the transporting vehicle, turned in the air to be oriented in the use orientation (as used herein, the use orientation is an orientation shown in Figure 32 herein as well as in Figures 1A to 1C, and a side-on orientation will have the elements rotated 90° with respect to the orientation shown in these same figures). Side-on formation and shipping has several drawbacks: complicated formwork; special transportation problems; and lifting problems associated with lifting and turning such elements.
  • the live loads may act on individual elements before being transferred to the next one causing the relative vertical displacements that can be such that the pavement of the system will be cracked due to these relative displacements.
  • It is another object of the present invention to provide an overfilled arch has a sensitivity to outward displacement of arch footings that is reduced as compared to presently-available arches.
  • an arched overfilled and/or backfilled structure which includes a shallow arch spanning over a clear space.
  • the sides of the clear space are formed by curved or planar walls.
  • Solidified zones of the backfill material or previously existing (in situ) ground against the footings at the springs, also referred to as ends, of the arch and/or behind the walls form foundation blocks which are in intimate contact with the footings at the arch springs and/or with the upper part of the walls in such a way that the arch delivers all or at least most of its support forces into the aforementioned foundation blocks, drastically reducing the normal forces, shear forces and bending moments in the walls and wall foundations.
  • the arch structure contacts the foundation blocks in a manner that the support forces of the arch are transferred to the foundation blocks rather than to the sidewalls of the system. The resulting advantages of transferring such forces to the foundation blocks rather than to the sidewalls will be understood from the teaching of the present disclosure.
  • the arched structure system which is formed using precast concrete, or cast-in-place concrete, or a combination of both comprises either:
  • adjacent precast arch spans may be structurally connected along all or part of the circumferential length.
  • the foundation blocks of the present invention comprise a material exhibiting sufficient stiffness and strength such that the thrust reactions of the arch can be distributed via the arch footings through the foundation block to the adjacent soil material, such that the displacements of the arch springs are within acceptable limits.
  • Shallow arches, as in the present invention, are particularly susceptible to horizontal outward displacements of the springs.
  • the structure of the present invention ensures that the solid foundations, which are essential for such an arch, can be provided economically.
  • the arch support forces do not need to be transferred into the sidewalls of the earth overfilled system.
  • This characteristic of the system embodying the present invention enables the backfilling of the sidewalls to be combined with the construction of the foundation blocks because all or part of the solidified backfill of the sidewalls or the solidified in situ ground directly constitutes the arch foundation blocks. This also enables more efficient construction procedures to be adopted for construction of the walls, which can be made considerably lighter than prior art systems.
  • the present invention also includes a cover-and-cut method of such a system.
  • any type of underground space including, but not limited to, shelters, warehouses, storage spaces, backfilled and overfilled, or only backfilled or built into existing in situ ground
  • any type of underground space including, but not limited to, shelters, warehouses, storage spaces, backfilled and overfilled, or only backfilled or built into existing in situ ground
  • the present invention as defined by the teaching of this disclosure and the claims associated therewith will cover such structures as well.
  • an overfilled bridge arch that includes both precast and cast-in-place layers.
  • the overfilled bridge arch can also be prestressed in an efficient and effective manner, or the ends of the arch arranged in such a way, such that bending moments induced by loading are efficiently and effectively accommodated and sensitivity of the arch to arch footing outward displacement is also reduced.
  • overfilled arch bridge structure embodied in the aspect of Figures 15 to 31 of the present invention can be used in conjunction with the technology disclosed and taught in the aspect of Figures 1 to 14 hereof to thereby realize additional advantages for each technology.
  • the composite overfilled bridge structure embodied in the aspect of Figures 15 to 31 of the present invention thus realizes advantages for both precast and cast-in-place structures as well as reducing, or even eliminating, many disadvantages associated with such precast and cast-in-place arches. Additional advantages are also realized due to the composite nature of the structure of the present invention, including the ability to efficiently waterproof the structure as well as to include efficient joint seals.
  • overfilled bridge and elements thereof embodying Figures 15 to 31 of the present invention make an overfilled bridge efficient to transport, handle and erect, yet will produce a stable and efficiently waterproofed structure.
  • Figures 32 to 51 For forming an arch system such as disclosed in Figures 1 to 14 in which the arch elements are fully precast in a use orientation, then stacked and shipped in a use orientation.
  • the term "fully precast” is used herein to mean that the arch element is fully precast and with the exception of some cast-in-place concrete in the footings and in some cases cast-in-place concrete in the crown joints.
  • the arch elements are placed on the foundation blocks in a manner which distributes forces associated with the arch elements to the foundation blocks, as taught in the disclosure of the aspect of Figures 1 to 14.
  • the form work is very simple and no counter forms are usually required. Furthermore, there is no need to turn the elements in the air while hanging from a crane.
  • the arch elements can be pre-stressed by pre-deformation either during movement from the shipping vehicle to the in place location, or in another manner.
  • the pre-stressing will partly or wholly compensate for the influence of possible outward yield (deformation) of the abutments (foundation blocks).
  • the elements are placed in their pre-deformed shape and come back to their intended and optimal shape when overfilled.
  • arch elements may be limited by the geometric transportation limitations and the weight.
  • the lying down or use orientation has several advantages over the standing way or the side on orientation including the advantages associated with longer elements. For the shallow arches of the present invention, longer elements can be transported (even with footings attached) than with other arch geometries.
  • spans can range from about twelve feet to eighty-four feet or more.
  • the system embodying the present invention instead of one footing (which may be in reinforced concrete) that distributes the horizontal and vertical support forces, the system embodying the present invention includes a small arch footing at the springs of the arch plus a large foundation block on which the arch footing rests.
  • the stresses on the soil (aground) are distributed in two stages, which is more effective and less expensive than prior art systems.
  • the foundation block of the present invention while large in volume, is still relatively inexpensive because the backfill needs to be well compacted anyway, the present invention merely adds stabilizing materials.
  • the present invention can use poor material which otherwise may be unsuitable for backfilling a normal bridge, by making it suitable through adding stabilizing materials, thus creating a foundation block.
  • the arch of the present system contacts the thus-formed foundation blocks via the arch footings, in a manner to transfer all or at least most of the arch support forces to the foundation block. In practice, this reduces or eliminates the forces applied to the sidewall and to the wall footings thereby resulting in concomitant advantages. In most cases, the sidewalls are connected to the foundation blocks and are therefore held in place by the foundation block or blocks.
  • top-arch arched overfilled and/or backfilled structure 10 which also will be referred to as an arch structure, and method of construction embodying the present invention includes an arch span 12, which also will be referred to as an arch element, or simply an arch, which forms the roof of a void 14 within an earth filled space.
  • the arch and retaining walls may or may not be structurally connected.
  • the art and practice of the present invention enables the arch and the walls to be constructed independently, in different construction phases.
  • the purpose and form of the arch, the retaining walls and the means of founding these two key components of the backfilled and/or overfilled structure will be understood from the teaching of the present disclosure.
  • Structure 10 can be located between first selected area 30 which can be the floor of a void or a lower pathway, and which includes a plane 32, and a second selected area 34 which can be a roof of a void or an upper pathway which includes a plane 36.
  • the arch span comprises reinforced or unreinforced concrete, which may be manufactured as precast elements or cast in place or a combination of these means.
  • the arch span is founded via arch footings and foundation blocks 40 and 42 on general earth backfill 20 and/or on in situ soil (the surface of the previously existing (in situ) subsoil having been excavated to that extent).
  • Foundation blocks 40 and 42 are each placed behind corresponding sidewalls 16 and 18 respectively of the overfilled and/or backfilled arch structure during its construction.
  • Arch footings 48 and 50 formed of concrete or reinforced concrete are interposed between springs 44 and 46 which will also be referred to as ends of arch span 12 and the foundation blocks to further distribute forces over a wide area as indicated by arrows 54 thus also reducing the strength and stiffness requirements of the solidified fill material.
  • forces 54 are radially directed forces associated with the springs of the arch span.
  • the contact between the springs of arch span 12 and the foundation blocks is arranged so that forces associated with the springs of the arch are transferred via the arch footings to the foundation blocks. Accordingly, the sidewalls do not support the arch structure in any significant manner, at least not in the horizontal direction.
  • the foundation blocks comprise a solidified material exhibiting sufficient stiffness and strength such that the thrust reactions of the arch can be distributed through the foundation block to the adjacent soil material.
  • the foundation blocks distribute the concentrated arch support forces at the springs of the arch via arch footings onto a sufficiently large earth backfill area such that the bearing pressure on the volume of earth to which the arch loads are applied does not cause unacceptable displacements, especially in the horizontal direction.
  • Materials which may be used for creation of the foundation blocks 40 and 42 include cement stabilized earth (soil cement), lime stabilized earth, hardened flowable fill, lightweight hardened flowable fill, jet grouted earth or other such manufactured or treated material. These materials have a strength and stiffness superior to that of normal earth, but considerably less than that of standard concrete. Thus, foundation blocks 40 and 42 are much more economical to produce than standard concrete.
  • earth material not suitable for bridge backfilling can be used for the foundation blocks since it is treated with cement and or lime or other additions. Additionally, material that would need to be deposited in special dumps, since they are environmentally critical, may be used as backfill because when treated with cement, etc, some such materials are no longer critical or dangerous.
  • Walls 16 and 18 may be constructed independently of, and before, arch 12 and can be designed primarily for the purpose of retaining the backfill soil placed at the outside of the backfilled structure; or as a continuation of the concrete arch span so as to be one-piece and monolithic therewith as indicated by system 10' shown in Figure 3 or system 10" shown in Figure 4.
  • Independently constructed sidewalls may comprise mechanically stabilized earth (MSE) using precast wall panels or any other type of earth retaining wall, including but not limited to sheet piles, bored piles or an excavated cast-in-place (cip), precast or sprayed (shotcrete) concrete wall with or without nails/anchors.
  • MSE mechanically stabilized earth
  • precast wall panels or any other type of earth retaining wall, including but not limited to sheet piles, bored piles or an excavated cast-in-place (cip), precast or sprayed (shotcrete) concrete wall with or without nails/anchors.
  • wall foundations 57 and 58 respectively can be designed to be very small as compared to wall foundations F1 and F2, or omitted completely.
  • foundation blocks of the present system are located behind the sidewalls, they are less at risk when scour problems are present, than the footings of prior art systems.
  • the foundation blocks of the present invention are simpler, cheaper and can be faster to build than prior art footings.
  • An additional advantage is that general earthworks machinery may be used for their construction rather than specialist equipment used for placing concrete.
  • Earth material unsuitable for backfill in prior art systems can be made suitable for the system of the present invention even for the solidified backfill zones (foundation blocks), by using cement, lime or other solidifying materials and/or treatment.
  • the foundation blocks are unreinforced (except by anchors, mostly synthetic anchors in some forms of the invention) and therefore are more durable and long-lasting compared to prior art systems. In the case of cement or lime treatments, the foundation blocks actually become harder over time; they cannot deteriorate.
  • the system of the present invention primarily uses earth material available at the site, the system of the present invention has several -ecological advantages, including less transportation (less air pollution), and less exploitation of valuable gravel resources. There is even the possibility of backfilling the wall with environmentally hazardous materials which in some cases become harmless when mixed with cement, lime or other additive.
  • FIG. 3 One form of the invention is the case where the upper pathway plane 36 (in Figure 2) coincides with the top surface of the arch span 12, thus omitting the earth overfill which is a normal characteristic of the present art.
  • FIGs 3 and 4 two forms of the invention are shown in Figures 3 and 4 as systems 10' and 10" respectively.
  • the flat arch form of the invention may rest on foundation blocks which simultaneously serve to support the sidewalls, or may comprise a continuous frame supported laterally by foundation blocks as shown in Figures 3 and 4.
  • Figure 3 shows system 10' which includes steps 60 in the upper sides of the arch structure 12' as well as elements 62, such as pipes or the like, which are used to grout the contact zone between the structure itself and the foundation block, thereby additionally securing the intimate contact and force transfer from the arch structure 12' of system 10' to foundation blocks 40' and 42'. Forces from arch structure 12' are distributed to the foundation blocks as above described and as identified by arrows 63.
  • Figure 4 shows an embodiment 10" of the flat arch using a continuous one-piece monolithic frame whereby protruding corner 64 is used (instead of the stepped upper side of the arch structure 12' to ensure the force transfer from the structure to the foundation block.
  • a channel 65 can be defined through each protruding corner.
  • Cement or concrete or the like can be placed through channel 65 and/or pipes can be used as in the other embodiments of the invention to improve the intimacy of the contact between protruding corner 64 and foundation blocks 40" and 42".
  • the sidewalls of the system of the present invention can be planar and extend perpendicularly with respect to plane 32 contained in first selected area 30 or can be inclined at an oblique angle ⁇ with respect to plane 32 with angle ⁇ being an acute angle whereby the sidewalls incline toward each other.
  • the sidewalls can be curved in the manner indicated at area 68 with respect to a plane 69 which is upright with respect to plane 32.
  • plane 69 can be perpendicular to plane 32.
  • the curved nature of the sidewall will make that sidewall cylindrical in nature.
  • any or all of the systems of the present invention can include reinforcing elements RE in either or both the arch and/or the sidewalls as indicated in Figures 2 and 4.
  • the foundation block as such is unreinforced with the exception of the mostly synthetic anchors used to tie the MSE (mechanically stabilized earth) walls back into the backfill (for the case where this type of wall is used).
  • a cover-and-cut method embodying the present invention includes forming sidewalls by the use of sheet, soldier, driven or bored piles, diaphragm walls or other similar materials in step 70; constructing foundation blocks from soil in step 72; creating the foundation blocks adjacent to a selected area in step 74; placing an arch element in a position to span adjacent foundation blocks and to rest on the foundation blocks in step 76; covering the arch element with soil in step 78 (if soil cover is required); and removing soil from between the sidewalls in step 80.
  • system 90 The final product of such a method is shown in Figure 6 as system 90.
  • System 90 includes sidewalls 92 and 94 which have been first constructed using sheet, soldier, driven or bored piles, diaphragm walls, etc., subsequently foundation blocks 96 and 98 are constructed by manufacturing soil cement with the excavated material or by shallow soil mixing techniques where possible or by other means of solidification; next, shallow arch span 100 is placed or constructed, and in the final step the arch is covered to natural grade 104 and the soil material 102 located between the sidewalls is removed.
  • the "cover-and-cut" method can be used without first placing the sidewalls if the excavation walls can be secured using shotcrete and/or nails and anchors subsequent to and/or during removal of the material beneath the flat arch.
  • foundation blocks 96 and 98 can be created by excavating and replacing material with soil cement or the like, or by using a solidification process from the top such as "shallow soil mixing" or grouting or other manner to solidify the material.
  • sidewalls 92 and 94 can include sheet piles, or soldier piles, or driven piles or bored piles or diaphragm walls or excavation protected by shotcrete and nails/anchors or any other practical means of creating a retaining wall appropriate for this application.
  • springs 106 and 108 of arch span 100 bear via arch footings on the foundation blocks.
  • the present invention includes a method of forming an arch system which comprises defining a first selected area in step 120; defining a second selected area spaced above the first selected area in step 122; placing two sidewalls (vertical, upright or inclined) between the first and second selected areas in step 124; forming foundation blocks near the sidewalls in step 126; placing an arch span over the sidewalls in step 128; abutting ends of the arch span against the foundation blocks in step 130 (via arch footings); and transferring arch structure support forces from the arch span to the foundation blocks in step 132.
  • the method can further include a step 134 of spacing the arch span apart from the sidewalls.
  • the method can further include a step 136 of providing soil material near the sidewalls and the step of forming foundation blocks includes stabilizing the soil material.
  • the step of stabilizing the soil material can also include solidifying the soil material in step 138.
  • the method can further include inclining the sidewalls toward each other in step 140, and further include spreading the forces between the arch structure and the foundation blocks over an area larger than the ends of the arch span in step 142.
  • the step of placing two sidewalls can include casting the sidewalls in place, or as shown as step 146, the step of placing an arch span can include casting the arch span in place.
  • the step of placing two sidewalls can include precasting the sidewalls in step 148, and the step of placing an arch span can include precasting the arch span in step 150.
  • the method defined can further include reinforcing the arch span in step 152, and can further include reinforcing the sidewalls in step 154.
  • a system 10' includes a dome 160 which corresponds to arch 12 and which spans a void area therebeneath.
  • An arcuate sidewall which can be circular or elliptical in plan view (cylindrical) or the like identified as sidewall 161 is located beneath dome 160.
  • a dome footing and foundation block 162 are located to abuttingly engage the spring 164 of dome 160 in the manner described above. Since the only difference between system 10" and system 10 is the dome shape of system 10"', no further discussion of system 10'" will be presented.
  • arcuate shape of the present invention can also be other arcuate shapes as well, including elliptical or other such arcuate shape. Such arcuate shapes are intended to be included in the scope of the present disclosure as well.
  • the dome embodiment of the present invention has an advantage that the solidified backfill (foundation block) avoids the need for circumferential tie rods (at the spring level of the dome) because of the rigidity of the foundation block.
  • scope of the present disclosure also includes not solely bridges with pathways on top and under it, but also any kind of underground space, with one or several openings for access, exit, etc.
  • system embodying the present invention can be used in connection with other forms of bridges as well, such as a multi-arch structure 200 shown in Figure 9, a skewed arch structure 300 shown in Figure 10 and disclosed in US Patent application Serial Number 09/520,636 , filed on 03/07/2000 by the same inventor and titled "Overfilled, Precast Skewed Arch Bridge,” published as US-B-6 434 892 , or an arch structure 400 shown in Figure 11 with battered ends whereby the ends of the arch structure are sloped to match the gradient of the sides of the overfill embankment through with the arch structure passes.
  • a multi-arch structure 200 shown in Figure 9 a skewed arch structure 300 shown in Figure 10 and disclosed in US Patent application Serial Number 09/520,636 , filed on 03/07/2000 by the same inventor and titled “Overfilled, Precast Skewed Arch Bridge,” published as US-B-6 434 892
  • systems 200, 300 and 400 all have arches, such as arches 202, 302 and 402 which abuttingly engage foundation blocks 204, 304 and 404 respectively in the manner discussed above.
  • foundation blocks can replace the sidewalls that would otherwise be interposed between adjacent arch sections, such as indicated by foundation blocks 206.
  • Foundation blocks 304 and 404 may be extended beyond the length of the arch elements 302 and 402.
  • skewed bridge 300 has a skew angle ⁇ , with angle ⁇ 90°.
  • the methods of the present invention can be modified to include the above-mentioned arch system forms. These modifications are indicated in Figure 7 as defining a skewed arch system in step 700 and defining an arch system with battered ends in step 800. Reference is made to the incorporated disclosure for such steps.
  • the present invention contemplates prestressing the arch by pressing (jacking) the arch on one side and thus producing the opposite of what would happen if there were an outward displacement.
  • This prestressing is indicated in Figure 12 by arrow 12A".
  • the susceptibility to outward displacement, by this token, is considerably reduced.
  • the method of the present invention can further include a step 900 of prestressing the arch structure.
  • arch section 12D can be circular (of constant radius of curvature).
  • arch section 12D can be circular (of constant radius of curvature).
  • Such an alternative has several advantages, including the ability to be precast in which case a single mould can be used both to form large span arches, and by blocking off part of the mould, to form smaller arch spans as indicated in Figure 13 at areas 12B; or cast in place, in which case formwork 12F can be extended as indicated at 12FE with a circular arch shape as indicated in Figure 14 by extension 12FE on basic formwork 12F.
  • the method embodying the present invention can be modified to include this step as well and is indicated in Figure 7 by step 950 of using a common mould to create more than one form of the arch structure.
  • the overfilled arch bridge structure and the elements thereof embodying the present invention can be independently used or used in conjunction with the overfilled bridge disclosed in Figures 1 to 14. While the present aspect will be disclosed in combination with that structure, it should be understood that the present aspect can be used independently of such structure and no limitation is intended by the disclosure of this invention in combination with the invention disclosed in the aspect of Figures 1 to 14.
  • the basic structure disclosed in the first aspect is shown in Figure 15 as structure 10.
  • earth overfilled arched structure 10 includes a shallow arch 12, which is concrete in Figures 1 to 14, spanning a clear space 14.
  • the overfilled bridge structure embodying the present invention combines precast and cast-in-place advantages and also stabilizes the arch structure.
  • an overfilled bridge structure 28 comprising an arch 30 which has a lower layer 32 which is precast and an upper layer 34 which is cast-in-place.
  • the arch layers contact footings, such as footing 18, at arch ends, such as arch end 20, when used in conjunction with the structure disclosed Figures 1 to 14.
  • Precast elements form the initial arch shape and cast-in-place concrete is poured over the precast elements to complete an overfilled arch of a shape and thickness that is similar to the shape and thickness of prior structures.
  • layers 32 and 34 can be reinforced concrete with longitudinal rebars, such as rebar 36, and arch rebars, such as rebar 38, therein.
  • Joint seals such as joint seal 40
  • a waterproofing such as waterproofing 42
  • Shrinkage crack inducers such as shrinkage crack inducer 46
  • shrinkage crack inducer 46 can also be included in cast-in-place layer 34 to induce shrinkage cracks, such as shrinkage crack 44, within the cast-in-place concrete, adjacent to the gaps between precast elements.
  • the thickness of the cast-in-place layer 34 may be locally increased adjacent to the gaps between precast elements, in order to increase the depth of the concrete section at this location. This has the inherent advantage of increasing the longitudinal moment carrying capacity of these locations, thereby maintaining the longitudinal load-sharing advantage of the cast-in-place previous art.
  • the precast layer of the arch forms the complete arc of the arch span, but is thinner, and therefore lighter to transport and handle than prior art precast arches.
  • the precast arch elements are sized to be able to support their own self-weight during transportation and placement, as well as to be sufficiently strong to enable casting layer 34 of cast-in-place concrete over the precast layer 32.
  • Those skilled in the art will understand how to size and form precast layer 32 based on the teaching of this disclosure.
  • the composite section of precast and cast-in-place concrete thus formed has the thickness and strength of previous structures which are exclusively precast or exclusively cast-in-place arches.
  • the main advantages of the composite arch system embodying the present aspect of Figures 15 to 31 include: the weight of the transported elements is lower, and can be lower by half, than prior precast elements (or alternatively the elements can be made wider such that fewer elements need to be transported); and the cast-in-place layer 34 facilitates load sharing longitudinally along the arch to distribute concentrated loads. Furthermore, placement of waterproofing between precast elements is better facilitated than in prior structures.
  • the composite system embodying the second aspect hereof has advantages over either a fully precast arch. No formwork or formwork support structure is required to form the arch embodying the second aspect of Figures 15 to 31.
  • the overfilled bridge structure of the present invention includes means for reducing the bending moments within the overfilled arches, as well as reduces the arch's sensitivity to any outward displacement of the arch footings. Reducing the bending moments also reduces the structural depth and steel reinforcement required with the advantages concomitant to such reduction.
  • the means include either customized arch end geometry or prestressed arches, with the prestressing occurring either prior to or during loading.
  • a basic arch footing 50 of a concrete arch CA is shown as including a cast-in-place arch footing 52 located between arch CA and wall 16 and foundation block 18.
  • a bearing 54 is interposed between the arch spring and the arch footing.
  • Overfill 24 is positioned above the arch CA.
  • the structure embodying the second aspect of the present invention improves over the basic arch footing shown in Figures 19 and 20.
  • the structure of the Figures 15 to 31 of the present invention includes two main means by which the bending moments and thus the structural depth and steel reinforcement are reduced.
  • the means embodying Figures 15 to 31 of the present invention include a customized arch end geometry ( Figures 23, 24 and 25) and prestressing the arch prior to or during loading ( Figures 26, and 27-31).
  • FIG. 21 a prior art arch support PS is shown in conjunction with an arch C having a centerline CL.
  • arch support PS is located to provide arch support reaction at centerline CL.
  • the resulting moment distribution is indicated in Figure 22 by dotted line IM and in which negative bending moments NM are defined adjacent to the shoulders of the arch and a positive (sagging) bending moment BM1 is defined at the crown of the arch.
  • FIG. 23 The means embodying the aspect of Figures 15 to 31 of the present invention is illustrated in Figure 23 includes an eccentric arch support 60.
  • eccentric arch support 60 is located to create arch support reaction 62 spaced apart from centerline CL of arch C, with the eccentricity being indicated in Figure 23 by reference number 64.
  • the moment induced by support reaction eccentricity is indicated in dotted line HM shown in Figure 24.
  • the reaction due to the reaction eccentricity induces a constant negative "hogging" moment BM2 in the arch.
  • Prestressing can also be used to reduce the bending moments within an earth overfilled arch. Prestressing is illustrated in Figures 26-31. As shown in Figure 27, loading L on an arch will induce a bending moment IM' which, as discussed in relation to Figure 22, includes negative bending moments NM' at the shoulders and a positive (sagging) bending moment BM1' at the crown. Figure 27 is similar to Figure 22, but is included here to better explain the prestressing embodiment of the aspect of Figures 15 to 31 of the present invention.
  • FIG 26 prestressing loads PL are applied to an arch to displace the arch by a distance DPL prior to or during loading of the arch.
  • Figure 28 illustrates the moment IMS induced in the arch as a result of prestressing load PL.
  • induced bending moment IMS is a variable negative "hogging" moment which has a negative portion BM2' near the crown of the arch.
  • a (hogging) moment is induced and then is locked into the arch. This moment is opposite to the peak (sagging) moment in the crown of a conventionally supported arch.
  • Figure 29 illustrates the arch bending moment RMM which results by adding bending moment IMS associated with prestressing to bending moment IM' associated with the arch support.
  • bending moment RMM includes a negative bending moment NBM at the shoulders of the arch which is greater than the negative moments NM' at the shoulders but a reduced positive (sagging) bending moment SM' at the crown of the arch.
  • NBM negative bending moment
  • SM' reduced positive (sagging) bending moment
  • the total of (BM1' + BM2') is less than BM1'. Prestressing the arch also reduces the sensitivity of the arch to outward displacement of the arch footings.
  • Figure 30 illustrates one means for prestressing the arch.
  • an element 80 is interposed between the arch footing and the arch.
  • Element 80 prestresses the arch as discussed above.
  • One form of element 80 includes an inflatable element, such as a hose or other means. Such hose may be inflated and pressurized with a setting substance such that compression is induced and locked into the arch.
  • bearing 82 is an arch spring to arch footing interface and has a low friction interface 86 between the arch and bearing 82.
  • the arch can be the arch as discussed in the aspect of Figures 1 to 14 hereof or the composite arch disclosed in the aspect of Figures 15 to 31 hereof.
  • the arch end arrangement shown in Figure 23 could be applied to both arch ends such that the arch can be prestress from both ends.
  • Figure 31 illustrates another means of prestressing the arch whereby a tie (or ties) is attached to each end of the arch, and tensioned in order to compress the arch (analogous to the string on a bow used for launching arrows in archery).
  • FIG. 32 shows an arch support system such as disclosed Figures 1 to 14.
  • FIG. 32 shows a system 10 which includes an arch span 12, which also will be referred to as an arch element, or simply an arch, which forms the roof of a void or open space 14 within an earth filled space.
  • Beneath arch span 12 walls 16 and 18, which will also be referred to as side walls or retaining walls, retain backfilled earth 20 or excavation edges 22 and 24 of previously existing (in situ) ground material on either side of void or open space 14 above arch space 12, overfill (earth) material OV is placed to create the plane 36.
  • the arch and retaining walls may or may not be structurally connected.
  • the art and practice of the present invention enables the arch and the walls to be constructed independently, in different construction phases. The purpose and form of the arch, the retaining walls and the means of founding these two key components of the backfilled and/or overfilled structure will be understood from the teaching of Figures 1 to 14.
  • Structure 10 can be located between first selected area 30 which can be the floor of a void or a lower pathway, and which includes a plane 32, and a second selected area 34 which can be a roof of a void or an upper pathway which includes a plane 36.
  • Arch span 12 and overfill (earth) material OV is placed to create the plane 36.
  • the arch span is founded via arch footings 48 and 50 and foundation blocks 40 and 42 on general earth backfill 20 and/or on in situ soil (the surface of the previously existing (in situ) subsoil having been excavated to that extent).
  • Foundation blocks 40 and 42 are each placed behind corresponding sidewalls 18 and 16 respectively of the overfilled and/or backfilled arch structure during its construction.
  • Arch footings 48 and 50, formed of concrete and/or reinforced concrete are interposed between springs 44 and 46 which will also be referred to as ends of arch span 12 and the foundation blocks to distribute forces over a wide area thus also reducing the strength and stiffness requirements of the solidified fill material of the foundation blocks.
  • the foundation blocks distribute the concentrated arch support forces at the springs of the arch via arch footings onto a sufficiently large earth backfill area such that the bearing pressure on the volume of (in situ or backfill) earth to which the arch loads are applied does not cause unacceptable displacements, especially in the horizontal direction.
  • a roadway K can be located above the system and can include pavement P with pavement P' located beneath the system.
  • Figures 33a-33c are examples of the type of systems that can be formed using the teaching of the present disclosure.
  • the system can include skew elements SB.
  • the system can include a round bridge RB having a plurality of trapezoidal arch elements 127 or an angled system AB with one trapezoidal element 127'.
  • Plan views of different arch structures are shown in Figures 34a, 34b and 34c as curved elements CB, skew elements SE and straight elements STE.
  • a formwork 60 is shown in Figure 35 in plan view and can be used to form the straight elements STE, and/or the skew elements SE and/or the trapezoidal elements TE.
  • the skew elements can include an angle ⁇
  • Formwork 60 can include walls, such as 62, to define the desired shapes as well as outer perimeter walls 64.
  • the formwork is very simple and no counter forms are usually required.
  • the formwork can be lifted up or down on one side of the form as indicated by double-headed arrow 66 in Figure 36 to help in placing and vibrating the concrete in the formwork, and to prevent the flow of vibrated concrete by changing the gradient/slope.
  • the lifting can be performed using a suitable jack.
  • the formwork, itself, can be vibrated, and when using the lifting system with suitable jacks, the vibration of the formwork can be done in halves or thirds of the arch element.
  • an element 12 x is attached to a crane (not shown) by a harness 68 which includes two cables 70 and 72 attached to a first surface 74 of element 12 x .
  • a harness 68 which includes two cables 70 and 72 attached to a first surface 74 of element 12 x .
  • element 12 x is lifted from the formwork, it will flex under its own weight from an unflexed configuration 12 x1 as shown in solid line in Figure 37a to a flexed configuration 12 x2 shown in dotted lines in Figure 37a.
  • This flexing can be used to obtain the desired pre-deformation to prestress the arch to partly or wholly compensate the influence of a possible outward yield (deformation) of the foundation blocks when the arch is subjected in its final position to loading.
  • the arch elements are placed in their pre-deformed shape (indicated in dotted line in Figure 37a) and return to their original shape (indicated in solid line in Figure 37b) when overfilled.
  • the foundation blocks will hardly move under the dead weight of the arches only.
  • the overfill is placed which then has a total weight greater than that of the elements alone. This loading condition, the overfill plus the arch dead weight, produces a considerable horizontal thrust are on the foundation blocks.
  • the foundation block, or blocks, is/are not as stiff as desirable, this loading may push the foundation blocks out by a small amount. Even small movements result in the activation of the earth resistance to a considerable degree preventing further movement of the foundation block.
  • the foundation block will move out about as much as the ends of the arch elements have been drawn together by the pre-deformation before installation. If this is the case, the moments introduced by the drawing together of the ends and the opposite moments caused by the outward deformations of the foundation blocks will largely cancel each other out so that the elements - before traffic loads are applied - are in a state of very little moments. This helps to overcome disadvantages created by a certain amount of yielding of the foundation blocks.
  • the prestressing or pre-deformation is not harmful because it is done only to a degree which is within the allowable limits of the arch design. Furthermore, the moments generated by prestressing are opposite in direction to the majority of moments generated by traffic and are therefore not detrimental to the load carrying capacity of the arch.
  • Prestressing of the arch element can also be effected by structural elements, such as tie rod 80 shown for arch element 12 x2 .
  • Tie rod 80 can include a turnbuckle 82 or the like to set the desired amount of camber, or pre-deformation on the arch element.
  • differential displacement can occur between adjacent arch elements in a system having a plurality of arch elements.
  • This differential deformation can be prevented, or at least minimized, by connecting adjacent arch elements together once they have been put in place.
  • the connection can transfer shear forces between elements and thereby reduce the relative displacements to zero or almost zero. Additionally, the load carrying capacity is increased since two or more adjacent elements Carry the imposed loads in unison.
  • the method embodying the aspect of Figures 32 to 51 of the present invention includes connecting adjacent elements in one of several different ways.
  • the first connection is via post-tensioning one or several of the tie elements. This can be effected by introducing tension braces to the tie elements.
  • the post-tensioning force creates friction between the adjacent elements which in turn provides shear resistance.
  • the shear resistance prevents and counteracts differential deformation between adjacent arch elements.
  • a second form of connection is by bolting. Bolting is indicated in Figures 39 through 44. Holes, such as hole 90 are provided through each arch element. The holes can be defined by placing pipes in the formwork during formation of the arch element. The holes can have a counterbore 92 on each end thereof. The holes in each arch element are located so that the holes in one arch element will be aligned with the holes in an adjacent arch element as shown in Figure 41 for adjacent arch elements 12 xa1 and 12 xa2 .
  • a relatively thick steel rod or dowel bar 94 (reinforcement bar) is positioned in the aligned holes such that it extends through the holes in at least two adjacent arch elements. To ensure centricity of the rod, support elements 96 can be located in the arch elements inside the holes.
  • the rod has a sheath 98 surrounding it which can be a thin but tough plastic sheathing.
  • the sheath is filled with grout (cement plus the sand (or filler) plus water) under pressure.
  • the grout fills the interspace between the rod and the arch element adjacent to the holes.
  • the grout prevents play between the rod and the arch element.
  • the rod or dowel bar becomes, after hardening of the grout, an integral part of the arch element.
  • a space 99 exists between the sheath and the arch element adjacent to the hole and is filled when the sheath expands after insertion of grout under pressure.
  • ring joints such as ring joint RJ (see Figures 34a to 34c)
  • the bar or rod continues between elements.
  • the sheath extends for the entire length of the rod or dowel bar, the grout will not leak out of the sheath before setting. The sheath will expand to snugly fit the hole (or holes). At the joints between the elements, such as joint 102, the sheath prevents the grout from leaking out. Additionally, as shown in Figure 13, caulking 104 can be applied at the joints to make the structure watertight.
  • the precast arch bridge of Figures 32 to 51 performs almost as well, deformation and resistancewise, as if the joint (the ring joint) didn't exist as would be the case with a cast-in-place structure.
  • the whole bridge acts as a homogeneous vault and not a number of individual arch elements, one next to the other.
  • the rods or dowel bars are an effective means to overcome the drawbacks of precast structures which are separated by joints instead of being homogeneous structures like cast-in-place structures.
  • Still further means can be used to connect adjacent arch elements.
  • Such a further means is indicated in Figure 45 and includes a cam 110 in one arch element and a corresponding depression 112 in an adjacent arch element.
  • Each arch element contains both cams and depressions.
  • a cam on one elements is accommodated in an associated depression on an adjacent element to connect the two adjacent elements together.
  • Adhesive can also be applied to the cam and/or to the depression to provide a permanent connection free of play.
  • the foundation of the precast arch element ( Figures 32 to 51) is, in principal, the same as the foundation disclosed in the figures 1 to 14.
  • the foundation will include the foundation block.
  • the arch elements can include an arch footing such as indicated in Figure 32 as arch footings 48 and 50.
  • the arch footings can be precast together with the arch element as indicated for arch footing 50 p in Figure 49 which rests directly on the foundation block.
  • Another form of the arch footing is shown in Figure 50 as arch footing 50 p1 which is cast in place and connected to the arch element which does not contain precast footings.
  • Yet another form of the arch footing is shown in Figure 51 as arch footing 50p 2 .
  • Arch footing 50p 2 includes a small footing 50 p2' that is precast with the arch element and a layer of cast-in-place concrete 50 p2" between the precast footing and the foundation block.
  • This procedure allows the precast footing to be designed quite small (thus adding only little weight to the precast element) while the concrete (preferably unreinforced) which is cast-in-place between the precast element and the foundation block spreads the footing forces sufficiently to be borne by the solidified earth material of the foundation block.
  • This cast-in-place concrete would be poured after the precast elements are installed in their final position, the latter being provisionally supported on locally protruding parts of the arch element LPP in Figures 34a to 34c or element 124 of Figure 47. This ensures that the final support will be between the larger part of the arch element and the foundation block via the cast-in-place concrete.
  • prestressing refers to the condition of an arch element such as shown in Figures 37a and 38 prior to placement of the arch element in the system; and the term “post-tensioning” refers to a condition of an arch element after it has been placed.
  • the elements shown in Figures 37a and 38 are prestressed; whereas, adjacent arch elements 12 can be post-tensioned by the action of the dowel rods or by the action of friction of one arch element on an adjacent arch element or by the interlocking action of the elements shown in Figure 45.

Landscapes

  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Environmental & Geological Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Claims (19)

  1. Ein Bogentragwerks-System umfassend:
    A) Eine erste gewählte Fläche (32) mit seitlichen Rändern;
    B) Eine zweite gewählte Fläche (34), welche über der erwähnten ersten gewählten Fläche liegt und welche sich bis ausserhalb der senkrechten Projektion der seitlichen Ränder der erwähnten ersten gewählten Fläche erstreckt;
    C) Ein Bogentragwerk, welches zwischen der ersten gewählten Fläche und der zweiten gewählten Fläche liegt;
    D) wobei das erwähnte Bogentragwerk je eine seitliche Wand (16, 18) anschliessend an beide seitlichen Ränder der erwähnten ersten gewählten Fläche, und ein Bogenelement, welches die erste gewählte Fläche überspannt, enthält, und wobei das erwähnte Bogenelement unterhalb der erwähnten zweiten ausgewählten Fläche liegt;
    E) wobei jede seitliche Wand des erwähnten Bogentragwerkes ein unteres Ende anschliessend an die erste gewählte Fläche und ein oberes Ende (55) über der erwähnten ersten gewählten Fläche besitzt;
    und
    F) wobei das Bogenelement (12) des erwähnten Bogentragwerks ein Ende aufweist, das anschliessend an das erwähnte obere Ende jeder Seitenwand des erwähnten Bogentragwerks liegt, gekennzeichnet
    durch
    G) einen Gründungsblock (40, 42), der in unmittelbarer Nähe und hinter jeder Seitenwand des erwähnten Bogentragwerks liegt, wobei jeder Gründungsblock eines der Enden des Bogenelements des erwähnten Bogentragwerks stützt und wobei jeder Gründungsblock aus Bodenmaterial besteht (Bodenmaterial enthält).
  2. Ein Bogentragwerks-System gemäss Anspruch 1, in welchem das Bodenmaterial (a) mit Zement stabilisiert ist; (b) mit Kalk stabilisiert ist; (c) durch Verwendung von erhärtendem Flüssigfüllmaterial (flowable fill) stabilisiert ist, (d) durch erhärtendes Leicht-Flüssigfüllmaterial stabilisiert ist; oder (e) durch Hochdruckinjektion (Jetting) vermörtelt ist.
  3. Das Bogentragwerks-System definiert in Anspruch 1, welches ein Merkmal enthält, das aus folgenden Möglichkeiten ausgewählt wird:
    (i) die Enden des Bogenelements liegen in einem Abstand von den oberen Enden (55) der seitlichen Wände;
    (ii) ein Gründungselement (48, 50; 52), welches jedes der Enden des Bogenelements mit je einem der oberen Enden der seitlichen Wände verbindet;
    (iii) die Gründungsblöcke (40, 42), eingeschlossen die stabilisierten BodenmaterialZonen, wobei vorzugsweise die stabilisierten Bodenmaterialzonen erhärtete Bodenzonen einschliessen;
    (iv) die erste gewählte Fläche (32), welche eine Ebene enthält, wobei die seitlichen Wände in einer - zu dieser Ebene in der ersten gewählten Fläche senkrecht stehenden - Ebene gekrümmt sind;
    (v) Betongründungen (48, 50; 52), welche auf mindestens einem der erwähnten Gründungsblöcke aufliegen und welche die Bogenstützkräfte auf diese erwähnten Gründungsblöcke übertragen und verteilen;
    (vi) das Bogenelement besteht aus Stahlbeton;
    (vii) stabilisierende Bauteile in unmittelbarer Nähe des erwähnten Bogentragwerks;
    (viii) die erwähnten Gründungsblöcke (40 / 42) enthalten mit Kalk stabilisierte Erde;
    (ix) die erwähnten Gründungsblöcke (40 / 42) enthalten mit Zement stabilisierte Erde;
    (x) die erwähnten Gründungsblöcke (40 / 42) enthalten erhärtetes Flüssigfüllmaterial;
    (xi) die erwähnten Gründungsblöcke (40 / 42) enthalten Erde, die durch oberflächennahes Vermischen des Bodens verbessert wurde;
    (xii) die erwähnten Gründungsblöcke (40 / 42) berühren die Seitenwände zur Kraftübertragung aus den Seitenwänden;
    (xiii) jeder Gründungsblock (40, 42) stützt die angrenzende Seitenwand;
    (xiv) die erwähnte erste gewählte Fläche, eingeschlossen ein unterer Weg, und die erwähnte zweite gewählte Fläche, eingeschlossen ein oberer Weg;
    (xv) Bogengründungen (48, 50) an diesem Bogenelement;
    (xvi) die erwähnten seitlichen Wände (16, 18) bestehen aus Stahlbeton.
  4. Das Bogentragwerks-System gemäss Anspruch 1, dadurch gekennzeichnet, dass die Enden des Bogenelements (12'; 12") und die oberen Enden der seitlichen Wände miteinander integral verbunden sind; und dass das erwähnte Bogentragwerk, vorzugsweise, mit den erwähnten seitlichen Wänden kombiniert ist, wobei vorzugsweise die erwähnte Bogenstruktur und die seitlichen Wände ein einziges monolithisches Bauteil bilden.
  5. Das Bogentragwerks-System gemäss Anspruch 1, dadurch gekennzeichnet, dass die seitlichen Wände in einer Ebene liegen; und vorzugsweise, dass die erwähnte erste gewählte Fläche eine Ebene enthält und dass die seitlichen Wände einen schiefen Winkel mit der - in der erwähnten ersten gewählten Fläche enthaltenen - Ebene bilden.
  6. Bogentragwerks-System gemäss Anspruch 1, dadurch gekennzeichnet, dass das erwähnte Bogentragwerk monolithisch ist; und dass es vorzugsweise ein Charakteristikum enthält
    (i) aus einer Bauweise in Ortbeton des erwähnten Bogentragwerks
    (ii) aus einer Fertigteile enthaltenen Bauweise des erwähnten Bogentragwerks.
  7. Bogentragwerks-System gemäss Anspruch 1, welches enthält:
    A) Bodenmaterial; und
    B) einen Hohlraum (14) im erwähnten Bodenmaterial:
    wobei die zwei seitlichen Wände (16, 18) an den erwähnten Hohlraum anliegen,
    wobei das Bogenelement (12) den erwähnten Hohlraum überspannt; und
    wobei ein Ende des erwähnten Bogenelements an beiden Gründungsblöcke so anliegt, dass es die Kräfte aus den Enden des erwähnten Bogentragwerks auf die Gründungsblöcke überträgt.
  8. Bogentragwerks-System gemäss Anspruch 1, dadurch gekennzeichnet, dass es einen Hohlraum (14) im erwähnten Bodenmaterial aufweist, in welchem das Bogenelement ein Domtragwerk enthält, welches den erwähnten Hohlraum überbrückt und eine um den Hohlraum umlaufende Begrenzung besitzt;
    und in welchem der äussere / untere Rand des erwähnten Domtragwerks auf dem erwähnten Gründungsblock (96, 98) aufliegt, sodass die Stützkräfte des Doms auf den Gründungsblock übertragen werden.
  9. Methode zur Herstellung eines Bogentragwerks-Systems, welche folgende Bauphasen enthält:
    A) Verlegen von Elementen in den Boden und Herstellung von seitlichen Wänden (16, 18), dadurch gekennzeichnet, dass
    B) Erstellung von Gründungsblöcken (40 / 42) aus Bodenmaterial;
    C) Erstellung der Gründungsblöcke anschliessend an eine gewählte Fläche,
    D) Ausführen eines Bogenelements (12) derart, dass es den Abstand zwischen zwei benachbarten Gründungsblöcken überspannt und auf den Gründungsblöcken aufliegt,
    E) Aushub des Bodenmaterials zwischen den seitlichen Wänden.
  10. Methode gemäss Anspruch 9, dadurch gekennzeichnet, dass der Aushub des Bodenmaterials zwischen den seitlichen Wänden vor dem Einbau des Bogenelements zur Überbrückung des Abstandes zwischen den zwei benachbarten Gründungsblöcken erfolgt.
  11. Bogentragwerks-System gemäss Anspruch 1 oder Anspruch 7, dadurch gekennzeichnet, dass das erwähnte Bogenelement und die erwähnten seitlichen Wände ein schiefes Bogenbrücken-System (300) bilden.
  12. Bogentragwerks-System gemäss Anspruch 1, dadurch gekennzeichnet, dass es Bestandteile enthält aus:
    (i) dem erwähnten Bogentragwerk mit einer Oberfläche, mit der zweiten gewählten Fläche, die eine Ebene enthält, die mit der Oberfläche des Bogentragwerks übereinstimmt
    (ii) Bodenmaterial zwischen der erwähnten zweiten gewählten Fläche und ausserhalb des Raumes zwischen dem genannten Bogenelement, der erwähnten ersten gewählten Fläche und den erwähnten seitlichen Wänden, und wobei der erwähnte Gründungsblock (40, 42) das erwähnte Füllmaterial anliegend an das erwähnte Bogentragwerk berührt, sodass eine Kraftübertragung vom abgestützten Bogenelement (12) auf das Bodenmaterial anschliessend an das erwähnte Bogentragwerk erfolgt, und
    (iii) gewachsenem Boden unterhalb der erwähnten zweiten gewählten Fläche und ausserhalb des Raumes zwischen dem erwähnten Bogenelement, der erwähnten ersten gewählten Fläche und den erwähnten seitlichen Wänden, und wobei der erwähnte Gründungsblock den erwähnten gewachsenen Boden anschliessend an das erwähnte Bogentragwerk in einer Art und Weise berührt, bei welcher die Kräfte vom Bogenelement auf den gewachsenen Boden anschliessend an das erwähnte Bogentragwerk übertragen werden.
  13. Methode gemäss Anspruch 9, dadurch gekennzeichnet, dass eine weitere Bauphase erfolgt, in welcher das Bogenelement überschüttet wird.
  14. Bogentragwerks-System gemäss Anspruch 1, in welchem das Bogenelement ein Fertigteil umfasst.
  15. Bogentragwerks-System gemäss Anspruch 14, dadurch gekennzeichnet, dass es eine Bogengründung enthält, welche monolithischer Bestandteil des erwähnten Bogen-Fertigteils ist.
  16. Bogentragwerk gemäss Anspruch 1, dadurch gekennzeichnet, dass das Bogenelement ein Mehrfachbogenbauwerk (200) mit mehreren aneinander gereihten Bogenelementen (202) zwischen den seitlichen Wänden enthält.
  17. Bogentragwerks-System gemäss Anspruch 1, dadurch gekennzeichnet, dass das Bogenelement eine erste Lage (32) eines Betonfertigteils und eine zweite Lage (34) von Ortbeton enthält.
  18. Bogentragwerk gemäss Anspruch 17, dadurch gekennzeichnet, dass es ein Bestandteil enthält aus
    (i) Bewehrungsstäben in der erwähnten ersten Lage und in der erwähnten zweiten Lage; und
    (ii) Fugen in der erwähnten ersten Lage.
  19. Bogentragwerk gemäss Anspruch 1 dadurch gekennzeichnet, dass es eine Aufschüttung (24) über dem Bogenelement aufweist.
EP03744844A 2002-03-22 2003-03-20 Bogensysteme Expired - Lifetime EP1495191B1 (de)

Applications Claiming Priority (7)

Application Number Priority Date Filing Date Title
US102921 1993-08-06
US131526 1993-10-01
US10/102,921 US6719492B1 (en) 2002-03-22 2002-03-22 Top arch overfilled system
US10/131,526 US7305798B1 (en) 2002-04-25 2002-04-25 Composite overfilled arch system
US338906 2003-01-09
US10/338,906 US6988337B1 (en) 2002-03-22 2003-01-09 Means and method for constructing a fully precast top arch overfilled system
PCT/EP2003/003025 WO2003080942A1 (en) 2002-03-22 2003-03-20 Arch systems

Publications (2)

Publication Number Publication Date
EP1495191A1 EP1495191A1 (de) 2005-01-12
EP1495191B1 true EP1495191B1 (de) 2007-11-28

Family

ID=28457678

Family Applications (1)

Application Number Title Priority Date Filing Date
EP03744844A Expired - Lifetime EP1495191B1 (de) 2002-03-22 2003-03-20 Bogensysteme

Country Status (5)

Country Link
EP (1) EP1495191B1 (de)
AU (1) AU2003226697A1 (de)
CA (1) CA2423228C (de)
DE (1) DE60317779T2 (de)
WO (1) WO2003080942A1 (de)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2016127264A1 (en) 2015-02-13 2016-08-18 Bebo Arch International Ag Tunnel
CN109853399A (zh) * 2019-04-09 2019-06-07 招商局重庆交通科研设计院有限公司 用于拱桥的大截面倾斜隧道式拱座结构及其施工方法

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2012122654A1 (en) 2011-03-15 2012-09-20 James Joseph Drew A formwork for use in the construction of arched structures and a method of constructing arched structures
CN102322028B (zh) * 2011-07-20 2013-05-01 中铁四局集团第一工程有限公司 一种半自动拱涵施工模板
JP6239306B2 (ja) 2013-07-31 2017-11-29 イビデン株式会社 ハニカムフィルタ
CN107012887B (zh) * 2017-04-18 2023-01-24 中交武汉港湾工程设计研究院有限公司 弧顶综合管廊分块预制拼装式节点
CN107842032B (zh) * 2017-12-20 2023-06-23 广西大学 一种大跨径拱桥基础
CN110080294A (zh) * 2019-04-23 2019-08-02 中铁第四勘察设计院集团有限公司 一种装配式拱顶大跨无柱地下结构的盖挖半逆作施工方法
CN113586079B (zh) * 2021-08-24 2024-02-13 中国电建集团中南勘测设计研究院有限公司 一种隧道十字交叉口结构及其施工方法
CN114411686B (zh) * 2022-03-01 2022-09-27 山东大学 一种基于地下暗拱结构的不良地基加固体系及其加固方法

Family Cites Families (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CH479781A (de) 1966-08-18 1969-10-15 Heierli Walter Dipl Ing Uberschüttetes Bauwerk
US3999394A (en) * 1976-03-29 1976-12-28 Eberhardt William H Precast ribbed arch subway structure and method
US4458457A (en) 1980-12-08 1984-07-10 Werner Heierli Overfilled arch out of prefab reinforced concrete shells
AT397981B (de) * 1986-06-18 1994-08-25 Alpine Bau Gmbh Verfahren zum herstellen von tunnelröhren
AT395894B (de) * 1987-06-11 1993-03-25 Mayreder Kraus & Co Ing Verfahren zum herstellen von oberflaechennahen tunnels
JPH07107359B2 (ja) * 1988-06-15 1995-11-15 株式会社小松製作所 地下空洞施工法及びトンネル掘削機
JPH073826A (ja) * 1992-04-02 1995-01-06 Tokyo Gas Co Ltd 地下タンクにおけるドーム式屋根の構築方法
NL192744C (nl) * 1993-03-26 1998-01-06 Beton Son Bv Civiele constructie, aangebracht in een verzonken put.

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
None *

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2016127264A1 (en) 2015-02-13 2016-08-18 Bebo Arch International Ag Tunnel
CN109853399A (zh) * 2019-04-09 2019-06-07 招商局重庆交通科研设计院有限公司 用于拱桥的大截面倾斜隧道式拱座结构及其施工方法

Also Published As

Publication number Publication date
DE60317779T2 (de) 2008-04-10
CA2423228C (en) 2009-08-25
DE60317779D1 (de) 2008-01-10
WO2003080942A1 (en) 2003-10-02
AU2003226697A1 (en) 2003-10-08
EP1495191A1 (de) 2005-01-12
CA2423228A1 (en) 2003-09-22

Similar Documents

Publication Publication Date Title
US6719492B1 (en) Top arch overfilled system
US6988337B1 (en) Means and method for constructing a fully precast top arch overfilled system
EP0861355B1 (de) Unterirdisches bauwerk, insbesondere für die herstellung von tunnels, unterführungen, tiefgaragen, etc. und sein herstellungsverfahren
US7305798B1 (en) Composite overfilled arch system
RU2244778C2 (ru) Арочная конструкция из листового металла с композиционными элементами жесткости из бетона в металлической оболочке
US20160340855A1 (en) Modular construction mold apparatus and method for constructing concrete buildings and structures
KR100983861B1 (ko) 무교대, 무받침 및 무신축이음의 일체식 복합슬래브교량 및이의 시공방법
US2948995A (en) Connections between reinforced, precast concrete structures and method of making same
KR100969586B1 (ko) 기초 및 벽체의 크기가 최소화된 라멘교 및 그 시공방법
EP1495191B1 (de) Bogensysteme
WO2003058003A2 (en) Multiple synthetic deformed bars and retaining walls
JPH09158212A (ja) 構造物群の基礎補強構造
JP2002242186A (ja) 盛土構造物の施工方法
KR20030096697A (ko) 곡면 파형강판을 이용한 터널라이닝 구조체 및 그 시공방법
US20030143038A1 (en) Multiple synthetic deformed bars and retaining walls
KR100555046B1 (ko) 아치형 세그멘트를 가지는 터널구조체 및 이의 시공방법
KR100629980B1 (ko) 파형강판 지중구조물의 방수시설
RU2167242C1 (ru) Способ сооружения подпорной стены
JP3988612B2 (ja) 立体交差道路の施工方法および立体交差道路
KR200351467Y1 (ko) 아치형 세그멘트를 가지는 터널구조체
KR102119365B1 (ko) 교대 측방유동을 방지하기 위해 교대 배면측 무성토 구간에 축조되는 아치 구조
JP3714475B2 (ja) 道路拡張工法と道路拡張構造
JP2024521265A (ja) 建築の基礎構造
JP2615344B2 (ja) 発泡ポリスチレンを利用した基礎およびその施工方法
CA3220888A1 (en) A foundation structure for constructions

Legal Events

Date Code Title Description
PUAI Public reference made under article 153(3) epc to a published international application that has entered the european phase

Free format text: ORIGINAL CODE: 0009012

17P Request for examination filed

Effective date: 20041019

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HU IE IT LI LU MC NL PT RO SE SI SK TR

AX Request for extension of the european patent

Extension state: AL LT LV MK

17Q First examination report despatched

Effective date: 20050616

17Q First examination report despatched

Effective date: 20050616

GRAP Despatch of communication of intention to grant a patent

Free format text: ORIGINAL CODE: EPIDOSNIGR1

GRAS Grant fee paid

Free format text: ORIGINAL CODE: EPIDOSNIGR3

GRAA (expected) grant

Free format text: ORIGINAL CODE: 0009210

AK Designated contracting states

Kind code of ref document: B1

Designated state(s): AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HU IE IT LI LU MC NL PT RO SE SI SK TR

REG Reference to a national code

Ref country code: GB

Ref legal event code: FG4D

REG Reference to a national code

Ref country code: IE

Ref legal event code: FG4D

REG Reference to a national code

Ref country code: CH

Ref legal event code: EP

REF Corresponds to:

Ref document number: 60317779

Country of ref document: DE

Date of ref document: 20080110

Kind code of ref document: P

REG Reference to a national code

Ref country code: CH

Ref legal event code: NV

Representative=s name: KIRKER & CIE S.A.

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: SE

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20080228

Ref country code: NL

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

Ref country code: ES

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20080311

NLV1 Nl: lapsed or annulled due to failure to fulfill the requirements of art. 29p and 29m of the patents act
PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: BG

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20080228

Ref country code: FI

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

Ref country code: SI

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: AT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: CZ

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

Ref country code: DK

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: RO

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

Ref country code: SK

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

Ref country code: BE

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

EN Fr: translation not filed
PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: PT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20080428

PLBE No opposition filed within time limit

Free format text: ORIGINAL CODE: 0009261

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: NO OPPOSITION FILED WITHIN TIME LIMIT

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: FR

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20080912

Ref country code: MC

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20080331

26N No opposition filed

Effective date: 20080829

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: EE

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

Ref country code: GR

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20080229

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: CY

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: HU

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20080529

Ref country code: LU

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20080320

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: TR

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20071128

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: IT

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20080331

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: CH

Payment date: 20110328

Year of fee payment: 9

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: DE

Payment date: 20110813

Year of fee payment: 9

REG Reference to a national code

Ref country code: CH

Ref legal event code: PL

REG Reference to a national code

Ref country code: DE

Ref legal event code: R119

Ref document number: 60317779

Country of ref document: DE

Effective date: 20121002

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: CH

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20120331

Ref country code: LI

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20120331

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: DE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20121002

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: GB

Payment date: 20190318

Year of fee payment: 17

Ref country code: IE

Payment date: 20190326

Year of fee payment: 17

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: IE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20200320

GBPC Gb: european patent ceased through non-payment of renewal fee

Effective date: 20200320

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: GB

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20200320