KR100979218B1 - Continuous span structure - Google Patents

Abstract

The method of constructing a continuous span structure comprises the steps of: constructing at least two support girders 12, 14 on a support 18; And positioning and fixing an end of the span girder between the ends of the at least two support girders such that the at least two support girders are located on both sides of the end of the span girder 20. Combined girder for use in continuous span structures includes the at least two support girders 12, 14 and one or more span girders 20. In the combined girder, the at least two support girders are located on both sides of the span girder such that the end region of the span girder is positioned and fixed between the at least two support girders.

Span girders, support girders, supports, combination girders

Description

Continuous span structure {CONTINUOUS SPAN STRUCTURE}

Describes how to build a continuous span structure and how to build a combined girder on this continuous span structure. Continuous span structures may be precast decks that can be used in large span applications such as bridges, or to replace a given simple support span structure with a shallow depth of continuous structure. However, the present invention is not limited thereto. Although the method will be described first, it should be understood that this method is not limited to such an application.

It is known to construct a continuous span structure from a precast element, but this is a composite connection (splicing) of longitudinal reinforcement protruding from each end of the precast element, and then concrete Achieved by casting. This "butt" joint is used to provide a "moment capability" against the moment (either negative or positive, depending on the pattern of the load) occurring at and near this joint. Another method is to use a post-tensioned reinforcement that is "threaded" through a constructed duct that is intended to cross the butt joints of the joined two-sided elements. In either case, however, these methods are difficult and time consuming.

Widely used in Australia, the so-called Super-T Span Girder is a simple support structure used for large span applications such as bridges. Super-T span girders are typically precast to have a trapezoidal box cross-sectional structure, and the main reinforcement is constructed at the bottom (base) of the girder. However, super-T span girders are generally not suitable for use in continuous span applications, because the cross section of the girders must be designed to counter the positive moments that occur when the girders are used in simple supporting bridges. Super-T span girders are not designed to provide tension reinforcement in the upper region of the girder. Nevertheless, it is desirable to take advantage of the wide availability, availability and ease of manufacture of Super-T span girders.

According to a first aspect, there is provided a method of constructing a continuous span structure, the method comprising:

Positioning at least two support girders on the support; And

Positioning and securing an end of the span girder between the ends of the at least two support girders such that the ends of the at least two support girders are located on either side of the end of the span girder.

The continuous span structure comprises two types of connected (usually precast) girders, namely "span" girders designed primarily to counteract the positive moments occurring in the continuous span structure; And " support " girders that are preferentially designed to counter negative moments occurring near the supports.

This method can be easily implemented using, for example, precast girders adapted to be fixed to each other. This method also allows for the construction of continuous multi-span structures, but can also be applied to single span structures, such as bridges with simple two piers. In the latter case, the girders are usually framed (ie tightly connected to the support). Therefore, "continuous" should be interpreted in a broad sense (i.e. it should be interpreted to include a framed structure that is not statically determined but merely statically supported).

While this method enables the construction of continuous span structures, this method can of course also be applied to the construction of other structures, such as the continuously suspended slabs described below.

In order to enable the realization of simplicity, each of the support girders and the span girders each have the same basic structure (eg, cross section). The support girders can then simply be arranged in an inverted structure in the region of the negative moment / on the support adjacent to the region. This allows the main reinforcement in the support girders to be reversed (i.e. close to the top in use), thus allowing the continuous span structure to be preferably located.

To further facilitate the fixing of the girders, each of the span girders and the support girders includes lateral projections (typically paired) at their ends, the side protrusions having an end portion of the span girders. Positioned to align when positioned between the ends of the at least two support girders. At this time, the girder can be easily fixed by inserting a fastener through the aligned protrusions.

In one embodiment, the lateral protrusions are characterized in that each side protrusion from each side of the span girder is adjacent to the girder girder when the end of the span girder is located between the ends of the at least two support girders. It is superimposed on the projection of the side. The fastener then enters and fits approximately vertically through the aligned side projections, where this vertical orientation follows the continuous structure from one set of span girders to one set of support girders while the continuous span structure is in use. It provides an immediate and effective resistance force (typically a force pair) that can deliver bending moments. For example, each fastener may comprise a long bolt (eg, a high tension bolt, such as a "VSL stress bar"), which, as it enters through each aligned hole in the side protrusions, Clamp the aligned side protrusions.

For further simplicity, each of the side protrusions may be a lug integrated (eg integrally cast with precast) with one side of its respective support girder and span girder. In a conventional form, the first lug is located adjacent to the end of the girder on each side and the second lug can be inserted from the end of the girder on each side. Therefore, when the end of the span girder is between the ends of the at least two support girders, the two lugs on each side of the span girder can align with two respective lugs from the side of the adjoining support girder. have.

To facilitate construction of the continuous span structure, each of the support girders and span girders may be precast prior to placing on the support. For example, each of the support girders and span girders may be a precast Super-T girder. Existing super-T casting molds (or shapes) can therefore be modified and easily applied to construct support girders and span girders for the continuous span structure.

In one application, each of the span girders consists of an upright super-T, and each support girder consists of an inverted super-T. Therefore, in cross-sectional view of the continuous span structure, the inverse super-Ts are located on opposite sides of the continuous span structure, and the N upright super-Ts are between the opposite inverse super-Ts on the outer side. N-1 reverse super-Ts are alternately located between the upright super-Ts. In other words, the number of span girders is N, and the number of support girders is N + 1.

The method therefore comprises positioning n + 1 support girders on the support, where n span girders are respectively positioned in respective spaces formed between the ends of two respective adjacent support girders. It has ends to fix the girders.

In one variant, the inverse super-Ts located opposite the structure have a truncated Super-T profile at the end to form a flat outer surface. This makes the resulting span structure more neat and more compact. However, the use of other exterior girders requires additional engineering design due to the high tensions that can occur on these outer support girders.

An alternative arrangement effectively uses the conventional position of the reinforcement in the super-T (i.e. the reinforcement formed in the base of the girder. In this regard, the supporting super-T girders use this reinforcement in the upper girder area (i.e. super). -T inverted) and span super-T girders place this stiffener in the lower girder area of the resulting continuous span structure, which is the negative moment at the support (pier) and the positive of the continuous span structure. Counter the moment

Also, when the end of each span girder is located between the ends of two respective adjacent support girders, one or more of the side flanges of the span girders of the super-T are spans of adjacent super-Ts. A road or sidewalk may be constructed on an upper deck structure (eg, over the upper deck structure), projecting from its longitudinal side to abut or in close contact with a side flap that protrudes from the longitudinal side of the girder. Is formed.

In the method, the support is a pier and the continuous span structure includes one or more pier. In addition, the at least two support girders are configured as part of corbels installed in respective piers.

The method is used to construct a continuous span bridge, the continuous span bridge comprising one or more piers, each of which is located with at least two support girders. The method further includes placing a deck over the continuous span structure, the deck forming part of a road or sidewalk.

According to a second aspect, there is provided a method of strengthening an existing span structure in which at least two existing girders are located side by side on a support, wherein the method comprises:

(Iii) exposing and removing a portion of the at least two existing girders from the support;

(Ii) placing a new girder between the at least two existing girders in each of the removed portions;

(Iii) securing the new girder and the at least two existing girders such that the new girder extends to both sides of the support.

This method can be used to construct continuous deck structures utilizing existing (eg, sub-standard strength) girder decks.

In the method of the second aspect, each existing girder comprises a super-T girder. Therefore, exposing and removing a portion of the at least two existing girders includes cutting at least a portion of adjacent side flanges of the existing super-T girders.

Further, the new girder may be a super-T girder, and the step of placing the new girder may include the new super-T girder before placing the new super-T girder between the adjacent existing super-T girders. -T Invert the girder. Thus a given existing super-T girder may have a new super-T girder positioned on each side of the support.

According to a third aspect, there is provided a combined girder for use in a continuous span structure, wherein the combined girder comprises at least two support girders and one or more for positioning on a support in the continuous span structure. And a span girder, wherein the at least two support girders are positioned on both sides of the span girder such that an end region of the span girder is positioned between the two support girders and secured. As in the method of the first aspect, the combination girder comprises n the span girders and n + 1 the support girders, the end region of each of the span girders being between two adjacent support girders. It is positioned in each space formed so as to be secured to two adjacent said support girders.

The support girder, the span girder and the continuous span structure can be constructed differently from the first point of view. In this regard, when the support is a piers, the at least two support girders are arranged to protrude from the piers, and then the one or more span girders are positioned between the at least two support girders so that at least two By being secured to the support girders, the combination girders are constructed as part of the continuous span structure.

Notwithstanding any other embodiment incorporating some or all of the features outlined in the abstract, embodiments of a particular set of construction methods, girders, and decks will be described by way of example only with reference to the accompanying drawings.

According to the invention, the super-T span girder does not provide tension reinforcement in the upper region of the girder. Nevertheless, by using a wide range of super-T span girders, it is possible to easily construct a continuous span structure.

Prior to describing the drawings in detail, the Applicant, in various embodiments of the method of the present invention, does not perform known joining of the protruding longitudinal reinforcement of the girder, but rather complementary side outriggers (brackets). Note that span continuity can be achieved by clamping the entire overlapping girders using a vertical bolt inserted through.

In addition, in many known span systems, girders are placed side by side without any gaps between the girders. However, in the overlap of girders in the present invention, it is possible to take advantage of the spaces that are often present between the stems of the precast girders provided in the bridge deck. Therefore, this method is widely applicable to deck structures that typically include T-shaped girders.

Applicants have also observed that two groups of girders (span girders and support girders) can be constructed from the same precast mold. However, it should be understood that this method is not limited to the use of precast girders.

1 and 2, a description will be given of a portion of a continuous span structure constructed in accordance with the method of the present invention, and a structure comprising one embodiment of a combined girder constructed in such a continuous span structure. do.

In this embodiment, the continuous span structure comprises a continuous precast deck comprising three support girders (12, 14, 16) in the form of inverted super-T girder structures located on a support in the form of a pier (18). 10). In this embodiment, the continuous precast deck further comprises two span girders 20, 22 in the form of upright super-T girders.

The inverse super-T girder structures 12 and 16 are different in appearance from the inner girder (s) and are adapted to provide such a precast deck 10 with a generally flat side (outer) surface, FIG. 1C. 1D, and 2C are most clearly seen. Nevertheless, special inner super-T girders 12 and 16 may be secured to adjacent upright super-T girders 20 and 22, respectively, at the side sides facing inwardly thereof, as described below.

It can also be seen that each of the inverse super-T girder structures 12-16 has a bearing 24 positioned below it to facilitate positioning above the piers 18.

In FIGS. 1A, 1B, 1D, and 2A, it can be seen that the inverse super-T girder structure protrudes from the diaphragm 26. This diaphragm 26 is constructed by bolting the side outriggers (cast with the girder) against each other. The outriggers and diaphragms are then pressed by stressbars, as shown in FIG. 2A. The section shown in FIG. 1D (“ AT PIER ”) shows two vertical lines between girders, which are butt joints of the diaphragm and outrigger. These are two different diaphragms applied to both sides of the diaphragm 26 (i.e., next to the splice zone with the span girders). The diaphragms are inherently structural in that they correct the torsion that may occur during use under non-uniform loads occurring in girders, in particular in the outer support girders.

It should be understood that inverse super-T girders are typically cast with the outriggers and then the outriggers are connected to the diaphragm 26 by a stress bar.

The structure includes in-fill plates 27, 28 (as shown in detail in FIGS. 1D and 2B) to provide continuity of the top surface of the pre-cast deck. do. This allows upper deck barriers 30 (see FIGS. 1C, 1D, 1E) to be constructed and placed in the precast deck. The top deck barriers can alternately precast, but the top deck barriers are typically with a topping slab as shown, ie a slab located between the two top lines shown in the section. Cast in place

Referring specifically to FIG. 1D (ie, at the piers), the side flanges 32 and 33 of the reverse super-T girder structure 12 and 16 are the side flanges 34 of the central reverse super-T girder structure 14. And 35), respectively. However, such contact is not a necessary functional requirement. This contact makes it possible to install a box section structure over the piers (as can be seen in FIGS. 1b and 2b) in preparation for the charging plates 27 and 28 to be installed. This ensures the continuity of the bridge deck on the bridge.

In addition, since the main reinforcing of the reverse super-T girder structure 12, 14, 16 is located on top of the precast deck, the reverse super-T girder structure is loaded over its span area (s). It can counter the negative moment that typically occurs above the inner piers in a continuous span structure.

Referring to FIG. 1E, in the span regions of the deck 10, the side flanges 36 and 37 of the upright super-T girders 20, 22 are in contact (as known in the certified simple supporting bridge deck). It can be seen that.

However, with regard to the joining of the upright girder and the inverted girder of FIG. Located in the space of. Therefore, the method of the present invention and such combination girders have the advantage of using this space, whereby in the joining, the span girders 20, 22 are supported girders 12, 14, or 14, 16. Supported by each side.

In order to achieve continuity of the precast deck (ie to enable the construction of continuous span structures), each girder has a pair of formations projecting laterally from angled side walls ( a pair of formation, the protrusions being integrated lug pairs 38, 39, 40, 41 and upright super-T girders 20, respectively, for reverse super-T support girders 12, 14, 16. 22, in the form of integrated lug pairs 42, 43, 44, 45, respectively. As appropriately shown in FIGS. 1C and 2C, lug pair 42 spans over lug pair 38, lug pair 43 spans over lug pair 39, and lug pair 44 spans lug pair. Over 40, lug pair 45 over lug pair 41.

Each lug is also preformed with a bore that vertically penetrates during use. Whereby each pair of reinforcing bolts 46, 47, 48, 49 is inserted and tightened through the mating lug pairs to secure the lug pairs, thereby allowing each adjacent upright super-T girder structure and reverse super. -T secure the girder structure along the surface of the side. Typically the girders overlap along their length by about 2-2.5 m in a precast deck having a width of up to about 50-60 m.

Since each of the girder structures can be precast, including the precast of integrated lug pairs, the structure of the precast deck can be constructed relatively simply in practice in practice. In this case, the diaphragm and outrigger 26, and the reverse super-T girder structure are initially supported (by scaffolding) at a given pier, and then the upright super-T girder is transferred to the crane. The reinforcing bolt pair is then tightened to adjacent lug pairs of adjacent girders, thereby establishing continuity. An upper deck (barrier and upper deck) 30 can then be built.

Although it is preferable to cast the lugs together with the girders, each lug can be provided as a separate cast blister, which is bolted to the main body of a given girder.

1A and 1B also show the left side of the deck structure, denoted by the same reference numerals, including ', such as 12', which is the right mirror of the deck structure.

As shown in FIGS. 1A and 2A, at the junction of the upright super-T girder 20, 22 and the inverted super-T girder structure 12-16, the upright super-T girder 20, 22 is formed. The side flanges are formed to have an inwardly curved (concave) configuration that forms the supports 50, 51, 52, 53 (see FIG. 2A). This configuration facilitates the engagement of the super-T girder structures 12, 14, 16 with the upright super-T girder 20, 22 (ie, the upright super-T girders are the "bases" of these girder structures. , Now the "top" of the structure, nested between adjacent supports and in the recesses formed in the supports)

3-6 show various continuous span structures constructed in accordance with the method as described in FIGS. 1 and 2.

Referring to FIG. 3, an overpass is shown, which is in the form of a combined girder extending between two upright supports (single span). More specifically, the overpass shown includes a single span of an upright super-T girder 62 that can be "laid down" (by crane) to a backing support girder secured to a support.

The overpass support structure includes two inverted (inverted) super-T support girders 64 and 65 that are respectively installed in respective substructures 66 and 66 'extending upwards from ground G. This substructure is optionally a tower for supporting and lifting lifts, and pedestrian stairs (not shown).

The super-T span girder 62 is fitted in a similar manner to the super-T girder 20, 22 of FIGS. 1 and 2, inverting super (including integrated lugs) using integrated lugs and reinforcing bolts. Is connected to the T support girders 64 and 65. Therefore, the use of a pair of upright super-T span girders and inverse super-T support girders in each substructure can provide a simple and rapid means of constructing a single span viaduct.

Referring to FIG. 4, a three span overpass 70 is shown that includes three upright super-T span girders 72, 72 ′, 72 ″ with opposing ends, wherein the three upright super-T span girders are shown. Some of these are laid down in position between each pair of reverse super-T support girders 74, 75 or 74 ', 75' The reverse super-T support girders are in turn mounted on the undercarriage 76, 76 '. Overpass 70 further includes end support structures 78 and 78 'on which the ends of the "outer" super-T span girders are mounted, again with respect to mounting the span girders and support girders. The same effect (simpleness and quickness) described in FIG. 2 and outlined in FIG. 3 is obtained.

Referring to FIG. 5, there is shown a support undercarriage 80 for a three span road flyover. Each span region of the support undercarriage therefore comprises four upright super-T span girders 81-84 (or 81'-84 'or 81 "-84") arranged in a wide range. Span girders are laid down between each pair of support girders, and there are five reverse Super-T support girders 86A through 86E (or 86A 'through 86E') in each of the substructures 87 and 87 '. The outer ends of span girders 81-84 and 81 "-84" are mounted to end support structures 88 and 88 ', respectively (as shown in Figure 5B).

Again, with the support substructure 80, the mounting method and such a combination girder are as outlined in FIGS. 1 and 2. The support undercarriage 80 can be used to support the deck in the form of a road, such as a bridge that crosses a canyon or valley, a rocky crevice, a river, or a river.

Referring to FIG. 6, there is shown a support undercarriage 90 for three span flyovers, with the same reference numerals as in FIG. 5 but with the reference numeral 8 replaced by the reference numeral 9. In order to achieve a haunch with each span, each of the five inverse Super-T support girders has a side profile that deepens as it moves away from its opposing ends, so that it is mounted on the undercarriage 97. Achieve the maximum depth of the supported support girders. Such quenching can be achieved even with large spans. Otherwise, the support undercarriage 90 is as shown in FIG. 5.

7 and 8, a conventional single span viaduct using a single PSC Super-T girder (FIG. 7) is shown and relatively redesigned as shown in viaduct 100 of FIG. .

In the existing overpass of FIG. 7, a PSC Super-T girder is mounted to protrude from the RC cobel at its ends, each cobel in turn comprising a staircase, a lift shaft, and also having a significant foundation, It is mounted on the underlying substructure.

In the viaduct 100 of FIG. 8, the cobell is rebuilt to include a pair of inverse Super-T support girders 101, 102. The super-T span girder 104, which is smaller in dimension (ie, shallower in depth), is then laid down between the opposing pairs of support girders 101, 102 and 101 ', 102'. At each end, the super-T span girder is secured to the support girders by reinforcing bolts 105, 106, which reinforcement bolts are supported as shown in FIG. 8C (described in FIGS. 1 and 2). In a manner similar to that and arrangement) through each overlapping lug of the girders. Support girders 101, 102 and 101 ′, 102 ′ are mounted on support substructures 108, 108 ′, respectively.

Therefore, the method of the present invention, which is applied to redesign the viaduct, such as the viaduct 100 of FIG. Is reduced). However, also by the method of the present invention, the size of the supporting undercarriages 108, 108 'applied to each end of the viaduct is considerably simplified, resulting in reduced costs.

Hereinafter, the "microstran" graph of FIGS. 9 to 11 will be described with reference to Example 2. FIG.

Restrictive examples are described, including methods for constructing continuous precast structures, calculation of bending moments in simple continuous structures constructed in accordance with the method of the present invention, and reinforcement of existing structures.

Example 1-Construction of Continuous Precast Structures

Two sets of simple girders (eg standard super-T girders) were constructed with specially designed modules.

Take first positive moment regions of a continuous deck moment envelope using a first set-span girders.

Treat negative moment areas preferentially with a second set-support girders.

The distance between the support girders is about 2.5m. The alignment of the girders in each group is offset by half of the space so that the ends of the span girders are disposed between the ends of the support girders. The girders overlap by about 2 to 2.5 meters.

Continuity is achieved by aligning pairs of outrigger brackets that are spaced about 2 m vertically at the ends of each girder. The support girders have outriggers at the bottom half of their depth, while being arranged to coincide with the outriggers of the span girders located at their upper half of their depth.

When the number of span girders in the deck span is "n", the number of support girders is "n + 1".

During construction, support girders are temporarily leaned or tied to the piers. This temporary work ends once the span girders are installed and the girders of both groups are connected via outriggers, thus establishing continuity.

There is no butt joint in such a structure. Note that the existing problem with joining longitudinal reinforcements is solved by overlapping the entire precast element, not by individual reinforcement bars, and by taking advantage of the space between the girders.

The moment due to the load pattern that normally appears in the butt joint was instead taken by the vertical reinforcement (eg vertical stress bars) in the matching outriggers connecting the precast elements.

Therefore, the method of the present invention can be applied to construct a continuous bridge deck of precast girders.

Example 1-Observation

Simple support decks used in most bridges have precast girders designed to resist positive bending moments (one sign flexure) and simple girders with the main reinforcement at the bottom are suitable for this task. Simple span bridges are limited in terms of span length because only about 35 m of standard cross sections can be stretched. A way to lengthen the span with girders of a given depth or to place shallower girders on a given span is to make the deck continuous.

Note that the continuous structure has a positive moment in the span and a negative moment in the support zone so that in the method of the invention the main stiffener is at the bottom of the girder at the span and on the girder above the support. Construction of these bridges using standard precast girders requires two types of girders, one for a simple span-like positive moment and the other for a support zone with its reinforcement on top. These two types of girders are then somehow joined, for example by joining stiffeners formed to protrude from the ends of the girders.

In the method of the invention the support girders are essentially the same as the span girders, but the positions above and below are reversed so as to be above the top of the girder which needs to be in the support zone. Rather than overlapping the reinforcement protruding from the ends of the girders, the problem of joining is solved by overlapping the entire girders (side by side) and connecting the entire girders by matching outriggers bound by vertical bolts / reinforcements. The continuity of the deck can be achieved by a vertical joint bolt inserted through the outriggers.

Example 2-calculation of bending moment

9-11, three graphs show the bending moments calculated using the "Microstran" structural analysis software.

The graph of FIG. 9 is an isometric view of two span 72m long viaducts in which the bending moment diagram occurs due to the load located above span 1 (left span in FIG. 9).

10 is a detailed view of the girder junction zone of FIG. 9.

The graph of FIG. 11 is a side view 2D of the model of FIG. 9.

Also shown in FIG. 11 is the shape of the moment diagram for the two standard span continuous beams in dotted lines. It can be seen that the moment in the support girders is half the value for the standard two span continuous beams. In this example, this is because there are two support girders.

Example 3-Strengthening Existing Multispan Structures

In 2004, the Australian standard for bridge design (Austroads 92 Bridge Design Code) was replaced by the new standard AS 5100. 2004. According to the new standard, the calculated live load effect (ie internal forces in bridge structures) is significantly greater than before. This is presumed to be judged by road agencies in Australia and elsewhere that need to strengthen some existing bridges to satisfy the new design code.

By adopting the method disclosed in the present invention which constructs a continuous bridge deck structure using a simple standard bridge girder (super-Ts), it is possible to build a continuous deck structure by using the powerful deck girder of the existing substandard. This will strengthen existing bridge decks that are currently incapable.

12-15, the reinforcement of the existing multi-span simple support deck (FIG. 12) is shown and the reinforcement methodology is designed as follows.

• Extend the pier's headstock on both sides of the bridge to support external reverse girders.

• Provide a temporary crutch to the existing deck at approximately quarter point (FIG. 13).

Cut the slots of the bridge deck above the piers—remove the top slab flanges of the girders and remove the diaphragms if necessary (FIG. 13).

Shorten the recess in the existing girder webs relative to the top of the bottom flange containing the pre-stressed reinforcement (FIG. 13).

• Install the reverse girder in the slot (FIG. 14).

• Form, reinforce and cast the aligned diaphragm in place with the bracket protruding sideways from the reverse girder. This diaphragm will include a bolt in the sleeve that connects the old girder to the reverse girder (FIGS. 14 and 15).

The upper slab is formed and cast over the joint area of the old girder, the new girder and the reverse girder (FIG. 15).

In such continuous decks, the positive moment will be drastically reduced and existing girders will be strong enough to cover them. Negative moments on piers of continuous structures will be accommodated by new inverted girders sliding between existing girders on piers (FIGS. 14 and 15).

Single span bridges can also be reinforced using this method, but reverse girders need to be stored behind abutments using rock or soil anchors.

Note that after the support girders are in place (as disclosed in the previous embodiments of FIGS. 1-6 and 8), the reverse girders cannot be interconnected by bolted precast diaphragms. These diaphragms are particularly important for correcting torsion that may occur in the outer girders. Casting ferrules to reverse girders for connection with diaphragms in place has been proposed as a method for connection across reverse girders (see FIG. 15).

While embodiments of a series of methods and combination girders have been described, it will be appreciated that the methods and girders can be implemented in many different forms.

In addition, the disclosed embodiments are typically applied to large span applications, but are not limited to the general configuration. For example, as shown in FIGS. 12-15, the method may be adapted for other construction applications (eg, compensation of existing structures).

1A and 1B are side views, respectively, taken along line A-A of FIG. 1A in plan view of a portion of a continuous span structure according to the first embodiment.

FIG. 1C shows an overapping connection between a support girder and a span (super-T type) girder as part of a continuous span structure cut along line B-B of FIG. 1A.

1D and 1E show a cross section through a continuous span structure, respectively, and a cross section through a support girder (over a pier) and through span girders.

FIG. 2A is an enlarged partial view of the continuous span structure of FIG. 1A. FIG.

2B and 2C are longitudinal cross-sectional views cut along the line A-A and a cross-sectional view cut along the line B-B, respectively, through the junction of the partial plane of FIG. 2A.

3A and 3B show top and side views, respectively, of a viaduct structure framed by a single two piers.

4A and 4B are plan and side views, respectively, of a four-pier, three-span overpass structure.

5A and 5B are top and side views, respectively, of a two-pier, three-span roadway flyover structure.

6A and 6B are plan and side views, respectively, of a two-pier, three-span haunched flyover structure.

7A-7C are side, top, and cross-sectional views, respectively, of known construction schemes and single span pedestrian bridges recently constructed by Applicants.

8A-8C are side, top, and cross-sectional views, respectively, of the two-pier framed viaduct of FIG. 7, redesigned according to the method of the present invention and applying a combined girder.

9, 10, and 11 are graphs showing bending moments using “microstran” structural analysis software, respectively, wherein the graph of FIG. 9 is a two span, 72 m long, two span overpass model and a left span. Is an isometric view of a bending moment diagram followed by a load located above 1, the graph of FIG. 10 is a detailed observation of the girder bond zone of the graph of FIG. 9, and the graph of FIG. 11 is a side view (2D) of the graph of FIG. Indicates.

12A, 12B-14A and 14B are plan and side views, respectively, illustrating a continuous stage upon reinforcement of an existing multi-span simple support deck.

FIG. 15 is a cross-sectional view through the reinforced deck of FIG. 14.

Claims (27)

In the method of constructing a continuous span structure, Positioning at least two support girders on the support; And Positioning and securing the end of the span girder between the ends of the at least two support girders such that the ends of the at least two support girders are located on both sides of the end of the span girder. Containing, construction method of a continuous span structure. The method of claim 1, Each of the at least two support girders includes a girder having the same basic structure as the span girder, but the at least two support girders are positioned in an inverted configuration over the support relative to the span girder. Construction method of the structure. The method of claim 1, Each of the span girder and the support girder includes lateral projections at its ends, the lateral projections being positioned to align when the end of the span girder is positioned between the ends of the at least two support girders. Construction method of continuous span structure to be done. The method of claim 3, And said securing step is performed by inserting a fastener through said aligned side projections. The method of claim 4, wherein The side protrusions are characterized in that each side protrusion from each side of the span girder is over a protrusion of an adjacent side of the support girder when the end of the span girder is located between the ends of the at least two support girders. Laid over, and then the fastener is inserted and inserted approximately vertically through the aligned side projections. The method of claim 4, wherein Wherein each said fastener is an elongate bolt that enters through each aligned hole formed through said aligned side projections. The method of claim 3, Each said side projection is a lug integrated with one side of its respective support girder and span girder, The lug has a first lug on each side adjacent to the end of the girder and two lugs on each side of the span girder when the end of the span girder is between the ends of the at least two support girders. And a second lug inserted from the end of the girder at each side to align with two respective lugs from the side of the adjoining support girder. The method of claim 1, Wherein each of the support girders and span girders is precast prior to being placed on the support. The method of claim 1, Wherein each of the support girders and span girders is a precast Super-T girder. 10. The method of claim 9, In use, the span girder consists of an upright super-T, and each support girder consists of an inverted super-T, in cross-sectional view of the continuous span structure. And the inverted super-Ts are located on opposite outer sides of the continuous span structure, N upright super-Ts are located between the opposite inverse super-Ts on the outer side, and between the upright super-Ts. In which N-1 inverse super-Ts are alternately located. The method of claim 10, The inverse super-Ts located on opposite sides of the structure have, at the end, a truncated Super-T profile, forming a flat outer surface, the method of construction of a continuous span structure. . The method of claim 1, Positioning n + 1 support girders on the support, wherein n span girders are respectively positioned in respective spaces formed between the ends of two respective adjacent support girders to secure the support girders. A method of constructing a continuous span structure having ends. The method of claim 10, Positioning n + 1 support girders on the support, wherein n span girders are respectively positioned in respective spaces formed between the ends of two respective adjacent support girders to secure the support girders. Have ends, When the end of each span girder is located between the ends of two respective adjacent support girders, one or more of the side flanges of the span girders of the super-T are connected to the span girders of the adjacent super-T. A method of constructing a continuous span structure, configured to protrude from its longitudinal side to abut or intimately oppose a side flange protruding from the longitudinal side to form an upper deck structure. The method of claim 1, Wherein the support is a pier and the continuous span structure comprises one or more piers. The method of claim 14, Wherein said at least two support girders are configured as part of a corbel installed in each piers. The method of claim 1, 12. A method of constructing a continuous span structure, wherein the continuous span bridge comprises one or more piers, each of which includes at least two support girders. The method of claim 16, The method of construction of a continuous span structure further comprising the step of positioning the deck on the continuous span structure. The method of claim 17, And the deck forms part of a road or sidewalk. In a method of strengthening an existing span structure in which at least two existing girders are located side by side on a support, (Iii) exposing and removing a portion of the at least two existing girders from the support; (Ii) placing a new girder between the at least two existing girders in each of the removed portions; (Iii) securing the new girder and the at least two existing girders so that the new girder extends to both sides of the support; Method of strengthening the existing span structure comprising a. The method of claim 19, Each existing girder is a super-T girder, and exposing and removing a portion of the at least two existing girders includes cutting at least a portion of adjacent side flanges of the existing super-T girders. How to strengthen the existing span structure. 21. The method of claim 20, The new girder is a super-T girder, and the step of placing the new girder (ii) involves placing the new super-T girder before placing the new super-T girder between the adjacent existing super-T girders. A method of strengthening an existing span structure, comprising the step of inverting. In combined girder for use in continuous span structures, At least two support girders and one or more span girders for positioning in a support in the continuous span structure, And the at least two support girders are arranged on both sides of the span girder such that an end region of the span girder is positioned between the two support girders and secured. The method of claim 22, n said span girders and n + 1 said support girders, wherein an end region of each said span girder is located in each space formed between two adjacent said support girders and two adjacent said support girders Combination girder adapted to be fixed to the field. The method of claim 22, Combination girder, wherein the support girder, the span girder and the continuous span structure are formed as claimed in claim 2. The method of claim 22, The support is a pier, the at least two support girders are arranged to protrude from the pier, and then the one or more span girders are positioned between the at least two support girders and secured to the at least two support girders. Combination girder, wherein the combination girder is constructed as part of the continuous span structure. The method of claim 24, The support is a pier, the at least two support girders are arranged to protrude from the pier, and then the one or more span girders are positioned between the at least two support girders and secured to the at least two support girders. Combination girder, wherein the combination girder is constructed as part of the continuous span structure. 24. The method of claim 23, Combination girder, wherein the support girder, the span girder and the continuous span structure are formed as claimed in claim 2.

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