CA2493141C - Improvement in load supporting structure - Google Patents
Improvement in load supporting structure Download PDFInfo
- Publication number
- CA2493141C CA2493141C CA002493141A CA2493141A CA2493141C CA 2493141 C CA2493141 C CA 2493141C CA 002493141 A CA002493141 A CA 002493141A CA 2493141 A CA2493141 A CA 2493141A CA 2493141 C CA2493141 C CA 2493141C
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- panel
- tension member
- slab
- beams
- cast
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Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
- E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
- E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Bridges Or Land Bridges (AREA)
- Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)
Abstract
A load supporting structure such as a bridge deck is mounted on two spaced beams and includes a pre-cast concrete panel with a plurality of transverse tension straps attached to the edges of the panel by anchoring studs attached to the tension member and embedded within the panel such the tension straps- prevent spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel. A concrete deck slab is cast over the pre-cast panel and is attached to the tension straps by embedded anchor studs located on the straps outside the panel so as to form a compressive arch within the slab. The compressive arch loading avoids the use of tension reinforcing steel in the concrete which can corrode. The use of a pre-cast panel and cast slab simplifies assembly as no welding to the beams on site is required.
Description
IMPROVEMENT IN LOAD SUPPORTING STRUCTURE
This invention relates to load supporting structures of the type in which concrete deck panels are supported by laterally spaced beams.
BACKGROUND OF THE INVENTION
The support of decks on laterally spaced beams is of course widely used primarily in bridge decks but also in many other constructions wherein a concrete deck is applied over supporting beams such as in a parking lot or other building.
Conventionally the deck is reinforced with steel so that the steel accommodates tensions in the concrete structure. Thus the conventional deck includes a layer or mat of supporting steel adjacent the bottom of the cast deck and a second layer or mat of reinforcing steel adjacent the top surface of the cast deck.
The steel layers are in tension and are required since, as is well known, concrete is very weak under tension. Reinforcing steel has however the significant problem that it can corrode in the presence of chlorides thus reducing the life of the structure and requiring periodic expensive maintenance to repair or replace due to the corrosion.
In U.S. Patent 5,339,475 (Jaeger) there is shown and claimed a technique in which tension members are connected across the beams to prevent expansion or movement of the beams in the transverse direction and the layer of concrete is cast over those tension members. Under load, within the structure of the concrete, is therefore formed a compressive arch so that loads from the upper surface of the concrete deck are transferred downwardly and outwardly to the girders and then to the ends of the tension members attached to the beams. The tension members are attached into the concrete by upstanding studs which are cast into the concrete so that the concrete is prevented by the tension members for moving outwardly at its bottom surface.
The compressive arch thus formed does not require that the deck itself be in any way arched since the compressive arch is formed in the body of the deck by compressing areas of the deck as required to accommodate the loading point relative to the tension points caused by the transverse tension member.
The compressive arch thus formed within the body of the deck thus generates areas of micro tension within the structure since some parts are compressed while other parts are not compressed. It is known therefore that the concrete may be reinforced by short length or staple fibers to transfer the micro tensions across the concrete and reduce cracking. This technique therefore obviates the necessity for the reinforcing steel within the structure of the deck since the loading within the deck is compressive rather than in tension.
The tensioning members are generally steel straps, which are generally welded to the girders, but these are located at or immediately adjacent the bottom surface of the concrete deck so that they are much further from the corrosive chlorides which enter the top surface of the deck. Thus they are much less susceptible to corrosion. In addition it is in some cases possible to expose at least a part of the length of the steel straps underneath the bottom of the concrete deck, particularly in the central area between the two support beams.
This invention relates to load supporting structures of the type in which concrete deck panels are supported by laterally spaced beams.
BACKGROUND OF THE INVENTION
The support of decks on laterally spaced beams is of course widely used primarily in bridge decks but also in many other constructions wherein a concrete deck is applied over supporting beams such as in a parking lot or other building.
Conventionally the deck is reinforced with steel so that the steel accommodates tensions in the concrete structure. Thus the conventional deck includes a layer or mat of supporting steel adjacent the bottom of the cast deck and a second layer or mat of reinforcing steel adjacent the top surface of the cast deck.
The steel layers are in tension and are required since, as is well known, concrete is very weak under tension. Reinforcing steel has however the significant problem that it can corrode in the presence of chlorides thus reducing the life of the structure and requiring periodic expensive maintenance to repair or replace due to the corrosion.
In U.S. Patent 5,339,475 (Jaeger) there is shown and claimed a technique in which tension members are connected across the beams to prevent expansion or movement of the beams in the transverse direction and the layer of concrete is cast over those tension members. Under load, within the structure of the concrete, is therefore formed a compressive arch so that loads from the upper surface of the concrete deck are transferred downwardly and outwardly to the girders and then to the ends of the tension members attached to the beams. The tension members are attached into the concrete by upstanding studs which are cast into the concrete so that the concrete is prevented by the tension members for moving outwardly at its bottom surface.
The compressive arch thus formed does not require that the deck itself be in any way arched since the compressive arch is formed in the body of the deck by compressing areas of the deck as required to accommodate the loading point relative to the tension points caused by the transverse tension member.
The compressive arch thus formed within the body of the deck thus generates areas of micro tension within the structure since some parts are compressed while other parts are not compressed. It is known therefore that the concrete may be reinforced by short length or staple fibers to transfer the micro tensions across the concrete and reduce cracking. This technique therefore obviates the necessity for the reinforcing steel within the structure of the deck since the loading within the deck is compressive rather than in tension.
The tensioning members are generally steel straps, which are generally welded to the girders, but these are located at or immediately adjacent the bottom surface of the concrete deck so that they are much further from the corrosive chlorides which enter the top surface of the deck. Thus they are much less susceptible to corrosion. In addition it is in some cases possible to expose at least a part of the length of the steel straps underneath the bottom of the concrete deck, particularly in the central area between the two support beams.
This technique of forming a compressive arch using transverse tension mernbers has been widely disseminated and is becoming accepted with a number of installations being tried.
The above technique as disclosed in this patent has the disadvantage that all the concrete must be cast in place with the disadvantages of forming and disassembling shuttering which is highly labour intensive and can be difficult when the deck is located in an in-convenient location.
In U.S. Patent 5,850,653 (Mufti) issued December 22, 1998 is disclosed a modification of the above technique in which the entire deck is pre-cast.
In this arrangement therefore the tension straps are embedded in the pre-cast concrete deck panel during the casting process. In order to attach the pre-cast deck panel to the beams, the beams have welded thereon a series of shear transfer studs which can be welded as individual studs or as an array of studs with the pre-cast panel having cooperating recesses in the underside which are filled with grout to receive and retain the deck panel.
This arrangement has the disadvantage that it requires on site welding of the studs and the studs are located in grout rather than in the concrete itself. This technique has not achieved significant success.
SUMMARY OF THE INVENTION
It is one object of the present invention, therefore, to provide an improved load supporting structure, such as a bridge deck, which utilizes the above compressive arch technique to avoid the use of corrosive tensioning elements within the concrete and which has advantages of improved installation.
According to one aspect of the present invention there is provided a load supporting structure comprising:
a plurality of laterally spaced apart beams including two which define a space therebetween;
each beam having a support surface extending along an upper surface of the beam; and a concrete deck mounted on and spanning the space between the beams, the deck comprising:
a pre-cast concrete panel having two opposed outer edge portions supported on the respective support surfaces;
a plurality of tension members at positions spaced apart longitudinally of the panel each extending across the concrete panel at or adjacent a lower surface thereof;
each tension member having adjacent respective ends thereof at least one panel anchoring member attached to the tension member and embedded within the panel at the outer edge portions thereof such the tension members prevent spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and a cast in place concrete deck slab covering the pre-cast panel;
and each tension member having adjacent respective ends thereof at least one slab anchoring member attached to the tension member and embedded within the deck slab at the outer edge portions thereof such the tension members prevent spreading of the slab on the panel so that loads are transferred from an upper surface of the slab to the beams by forming a compressive arch within the slab.
Preferably each of the slab anchoring members and the panel anchoring members comprises an upstanding shear transfer stud with a bottom end fastened to the respective tension member.
Preferably each shear stud has a shaft and an upper head of greater transverse dimension than the shaft.
Preferably the tension member extends to a position beyond an outer edge of the panel and wherein the at least one slab anchoring member is located on the tension member at the position beyond the outer edge of the panel. This avoids on site welding.
Preferably the compressive arch in the panel and in the slab avoids the requirement for transversely extending tension reinforcement in the panel and in the slab. That is the conventional steel reinforcing bar which provides tension reinforcement can be omitted thus avoiding the corrosion problems associated with steel.
Preferably a lower surface of the concrete panel is recessed at a center area between the outer edge portions such that tension member is exterior to the panel at the center area. This reduces the weight of the panel and also removes material which is not associated with forming the compressive arch.
The above technique as disclosed in this patent has the disadvantage that all the concrete must be cast in place with the disadvantages of forming and disassembling shuttering which is highly labour intensive and can be difficult when the deck is located in an in-convenient location.
In U.S. Patent 5,850,653 (Mufti) issued December 22, 1998 is disclosed a modification of the above technique in which the entire deck is pre-cast.
In this arrangement therefore the tension straps are embedded in the pre-cast concrete deck panel during the casting process. In order to attach the pre-cast deck panel to the beams, the beams have welded thereon a series of shear transfer studs which can be welded as individual studs or as an array of studs with the pre-cast panel having cooperating recesses in the underside which are filled with grout to receive and retain the deck panel.
This arrangement has the disadvantage that it requires on site welding of the studs and the studs are located in grout rather than in the concrete itself. This technique has not achieved significant success.
SUMMARY OF THE INVENTION
It is one object of the present invention, therefore, to provide an improved load supporting structure, such as a bridge deck, which utilizes the above compressive arch technique to avoid the use of corrosive tensioning elements within the concrete and which has advantages of improved installation.
According to one aspect of the present invention there is provided a load supporting structure comprising:
a plurality of laterally spaced apart beams including two which define a space therebetween;
each beam having a support surface extending along an upper surface of the beam; and a concrete deck mounted on and spanning the space between the beams, the deck comprising:
a pre-cast concrete panel having two opposed outer edge portions supported on the respective support surfaces;
a plurality of tension members at positions spaced apart longitudinally of the panel each extending across the concrete panel at or adjacent a lower surface thereof;
each tension member having adjacent respective ends thereof at least one panel anchoring member attached to the tension member and embedded within the panel at the outer edge portions thereof such the tension members prevent spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and a cast in place concrete deck slab covering the pre-cast panel;
and each tension member having adjacent respective ends thereof at least one slab anchoring member attached to the tension member and embedded within the deck slab at the outer edge portions thereof such the tension members prevent spreading of the slab on the panel so that loads are transferred from an upper surface of the slab to the beams by forming a compressive arch within the slab.
Preferably each of the slab anchoring members and the panel anchoring members comprises an upstanding shear transfer stud with a bottom end fastened to the respective tension member.
Preferably each shear stud has a shaft and an upper head of greater transverse dimension than the shaft.
Preferably the tension member extends to a position beyond an outer edge of the panel and wherein the at least one slab anchoring member is located on the tension member at the position beyond the outer edge of the panel. This avoids on site welding.
Preferably the compressive arch in the panel and in the slab avoids the requirement for transversely extending tension reinforcement in the panel and in the slab. That is the conventional steel reinforcing bar which provides tension reinforcement can be omitted thus avoiding the corrosion problems associated with steel.
Preferably a lower surface of the concrete panel is recessed at a center area between the outer edge portions such that tension member is exterior to the panel at the center area. This reduces the weight of the panel and also removes material which is not associated with forming the compressive arch.
Preferably each of the beams has on its support surface a support pad, which may be formed of an elastomeric material, extending longitudinally along the beam and defining the support surface.
Preferably the tension member is free from fixed connection directly to the beam. This is no longer necessary since the cast slab may be fastened to the beams, or the slab may be continuous across a series of beams such as in the deck of a parking lot.
Preferably the beam has slab anchoring members thereon for connection of the slab to the beam for communication of forces from the compressive arch in the slab to the beam.
The concrete of the slab and the panel may contain staple fibers for micro-crack reinforcement due to the tensions in the concrete caused by the formation of the compressed arch in part of the concrete while other parts remain uncompressed. Alternatively the concrete may contain non-corrosive rebar material.
According to a second aspect of the invention there is provided a method of forming a load supporting structure comprising:
providing a plurality of laterally spaced apart beams including two which define a space therebetween;
each beam having a support surface extending along an upper surface of the beam; and providing a pre-cast concrete panel having a body of concrete with a center area and two opposed outer edge portions shaped and arranged such that a transverse width spans the beams and such that a longitudinal length extends along the beams;
providing in the pre-cast panel a plurality of tension members at positions spaced apart longitudinally of the panel each extending across the concrete panel at or adjacent a lower surface thereof;
each tension member having adjacent respective ends thereof at least one panel anchoring member attached to the tension member and embedded within the panel at the outer edge portions thereof;
applying the pre-cast panel so as to span the beams with the edge portions resting on the support surface of the beam such the tension members prevent spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and each tension member having adjacent respective ends thereof at least one slab anchoring member attached to the tension member and exposed from the panel;
cast in place onto the panel a concrete deck slab so as to cover the pre-cast panel;
and embedding the slab anchoring members within the deck slab at outer edge portions thereof such the tension members prevent spreading of the slab on the panel so that loads are transferred from an upper surface of the slab to the beams by forming a compressive arch within the slab.
According to a third aspect of the invention there is provided a pre-cast concrete panel for mounting on laterally spaced apart beams defining a space therebetween comprising:
a body of concrete with a center area and two opposed outer edge portions shaped and arranged such that a transverse width spans the beams and such that a longitudinal length extends along the beams;
a plurality of tension members in the pre-cast panel at positions spaced apart longitudinally of the panel each extending across the concrete panel at or adjacent a lower surface thereof;
each tension member having adjacent respective ends thereof at least one upstanding shear transfer stud with a bottom end attached to the tension member and embedded within the panel at the outer edge portions thereof such that the tension members prevent spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and each tension member having adjacent respective ends thereof at least one further upstanding shear transfer stud with a bottom end attached to the tension member;
wherein said at least one further upstanding shear transfer stud is exposed from the panel.
BRIEF DESCRIPTION OF THE DRAWINGS
In the accompanying drawings, which illustrate exemplary embodiments of the present invention:
Preferably the tension member is free from fixed connection directly to the beam. This is no longer necessary since the cast slab may be fastened to the beams, or the slab may be continuous across a series of beams such as in the deck of a parking lot.
Preferably the beam has slab anchoring members thereon for connection of the slab to the beam for communication of forces from the compressive arch in the slab to the beam.
The concrete of the slab and the panel may contain staple fibers for micro-crack reinforcement due to the tensions in the concrete caused by the formation of the compressed arch in part of the concrete while other parts remain uncompressed. Alternatively the concrete may contain non-corrosive rebar material.
According to a second aspect of the invention there is provided a method of forming a load supporting structure comprising:
providing a plurality of laterally spaced apart beams including two which define a space therebetween;
each beam having a support surface extending along an upper surface of the beam; and providing a pre-cast concrete panel having a body of concrete with a center area and two opposed outer edge portions shaped and arranged such that a transverse width spans the beams and such that a longitudinal length extends along the beams;
providing in the pre-cast panel a plurality of tension members at positions spaced apart longitudinally of the panel each extending across the concrete panel at or adjacent a lower surface thereof;
each tension member having adjacent respective ends thereof at least one panel anchoring member attached to the tension member and embedded within the panel at the outer edge portions thereof;
applying the pre-cast panel so as to span the beams with the edge portions resting on the support surface of the beam such the tension members prevent spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and each tension member having adjacent respective ends thereof at least one slab anchoring member attached to the tension member and exposed from the panel;
cast in place onto the panel a concrete deck slab so as to cover the pre-cast panel;
and embedding the slab anchoring members within the deck slab at outer edge portions thereof such the tension members prevent spreading of the slab on the panel so that loads are transferred from an upper surface of the slab to the beams by forming a compressive arch within the slab.
According to a third aspect of the invention there is provided a pre-cast concrete panel for mounting on laterally spaced apart beams defining a space therebetween comprising:
a body of concrete with a center area and two opposed outer edge portions shaped and arranged such that a transverse width spans the beams and such that a longitudinal length extends along the beams;
a plurality of tension members in the pre-cast panel at positions spaced apart longitudinally of the panel each extending across the concrete panel at or adjacent a lower surface thereof;
each tension member having adjacent respective ends thereof at least one upstanding shear transfer stud with a bottom end attached to the tension member and embedded within the panel at the outer edge portions thereof such that the tension members prevent spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and each tension member having adjacent respective ends thereof at least one further upstanding shear transfer stud with a bottom end attached to the tension member;
wherein said at least one further upstanding shear transfer stud is exposed from the panel.
BRIEF DESCRIPTION OF THE DRAWINGS
In the accompanying drawings, which illustrate exemplary embodiments of the present invention:
Figure 1 is a transverse cross section of a load supporting structure according to the present invention including a pre-cast concrete panel and a cast deck slab.
Figure 2 is a plan view of one embodiment of the pre-cast concrete panei of Figure 1.
Figure 3 is a transverse cross section of one end of the pre-cast concrete panel of Figure 1 when laid on the beams.
Figure 4 is a top plan view of the structure of Figure 1.
Figure 5 is a transverse cross section of a second embodiment of the structure.
DETAILED DESCRIPTION
In Figure 1 is shown a load supporting structure according to the present invention which includes a first beam 10, a second beam 11 and a deck 12.
The beams 10 and 11 are shown as steel beams having a horizontal upper support surface 13 but the beam is maybe formed of other materials including concrete. The beams are generally of a conventional nature.
The deck 12 is formed of a pre-cast panel 14 and a cast deck 15 whidh is cast over the pre-cast panel 14 in situ. The pre-cast panel is shown in Figures 2 and 3 and comprises a rectangular panel having ends 14A and 14B defining a length extending along the beams over a predetermined distance. The panels in general are arranged end to end along the beams so as to complete a span along the length of the beams. The panels may have end components and structures, commonly -1o-used in such pre-cast members as is well known to one skilled in the art. The panel has side edges 14C and 14D defining a width of the panel sufficient to span the space between the beams. The width of the panel is less than the spacing between the center lines of the beams so that the edge 14D just sits on one edge 13A
of the support surface 13 as best shown in Figure 3.
At the bottom of the cast panel 14 is cast in place a transverse tension member 16 in the form of a steel strap extending across the full width of the panel with end portions 16A and 16B projecting outwardly beyond the side edges 14D
and 14C. As shown in Figure 3 the end portion 16A extend outwardly to an end edge 16C which is located on the surface 13.
The strap 16 carries one or more steel transfer studs 17 at a position on the strap which is within the pre-cast panel 14. The studs 17 are of a conventional nature and include a shaft 17A and a head 17B with a bottom end of the shaft welded to the strap. Thus the stud projects vertically upwardly from the horizontal strap with the head located within the body of the panel and the stud having a sufficient length such that it provides an effective anchor within the panel to transfer loading from the panel to the strap. In the arrangement shown in Figures 2 and 3, there are two such studs and in the arrangement shown in Figure 1 there are three such studs and it will be appreciated that the number will be at least 1 and can be significantly great in number. However the number is selected so as to provide them effective anchoring action so as to prevent the panel from spreading outwardly under loading to the top surface due to the tension within the strap.
Such studs are well known and the head at the top of the stud which is of greater transverse dimension than the shaft prevents any possibility of the panel lifting away from the strap under loading.
The first of the studs 17 closest the edge 14C or 14D is located above the edge of the surface 13 and just spaced from the edge over the top of the surface 13. The remaining stud or studs are located between the span of the beam so as to be located over the space between the beams.
The portions 16A of the tension strap carries two further shear transfer studs 18 which are located beyond the edges 14C and 14D respectively. These studs are of the same construction as the studs 17 but have a height greater than the studs 17 so they project above the top surface 14F of the panel 14.
In the arrangement shown in Figures 2 and 3 there is one such stud 18 and in the arrangement shown in Figure 1 there are two such studs 18 arranged at spaced positions along the length of the portion 16A of the strap 16. Again the number of studs will vary depending upon the loadings involved as will be well known to one skilled in the art.
In the finished construction of the deck, the cast in place concrete deck slab 15 is cast over the panel 14 using the panel 14 as a support for the casting without the necessity for additional shuttering. Thus the deck slab 15 is formed from cast concrete poured onto the panel 14 and poured onto the top surface 13 of the beams. The cast concrete deck 15 has a top surface 15A and has a surface 15B
on top of the surface 14F of the panel. The cast concrete of the deck or slab 15 enters the area beyond the ends 14C and 14D of the panel onto the top surface 13 of the beams so as to encounter and engage the studs 18 on the straps 16. Thus the slab 15 is itself anchored to the tension members or straps 16.
The concrete forming the panel 14 and forming the slab 15 are both free from corrosive reinforcing tensioning members such as steel. The concrete may include staple fibers of a length and thickness and material as is well known to one skilled in the art sufficient to reinforce the concrete to prevent or reduce micro-cracking.
Some additional reinforcement may be provided of a non-corrosive nature such as a mesh or grid of a plastics material which simply assists in reducing cracking without providing any significant tensioning effects.
In the installation of the system, the beams are firstly installed and located at the required positions. The beams may be interconnected by suitable structural elements so as to ensure that they are located at the required spacing and are prevented from movement side to side beyond predetermined acceptable amounts.
With the beams in place, the pre-cast panel carrying the concrete material and the transverse tension straps is carefully placed onto the beams at the required position so that the side edges 14C and 14D are properly and accurately located just extending onto the surface 13. In this position the pre-cast panel 14 is itself sufficiently strong to accommodate loads using the compressive arch loading principal so that it can act to support the concrete to be cast in place including the necessary equipment to place that concrete. Thus with the panels in place, there is no necessity for any further structure elements or shuttering to receive the casting of the concrete. Thus with the panels in place, the structure is closed and can accommodate loading from the engineers and other operators passing over the panels.
With the panels in place, the concrete is simply poured to form the slab 15. The slab 15 can be terminated at the outside edges of the beams as shown in Figures 4 and 5 to form side edges 15C and 15D of the slab or the slab may be continuous as shown in Figure 1 and extends beyond the beams onto further beams which are themselves spanned by additional panels 14.
In some cases it is desirable to provide additional studs 19 attached to the top surface of 13 of the beams. These studs are arranged either in clusters or in spaced array along the length of the beam and act to anchor the slab 15 to the beams. Thus if the anchors 19 are used, there is a connection between the slab and the beams. As the slab is connected to the panel by the anchors 18 and 17, this locates the whole structure onto the beam.
Whether or not the anchors 19 are used, there is no necessity to attach the tension strap 16 to the beam so that these are loosely placed on top of the surface 13 and there is no welding required for permanent attachment or for transfer of the loads. To provide a better support of the panel 14 on the surface 13, a resilient or elastomeric strip 20 can be provided which is relatively narrow in comparison with the surface 13 and is located under the edge of the panel along the length of the beam and along the length of the panel. A suitable material is neoprene, but other similar materials may be used.
As shown in Figure 1, the side edges 14C and 14D are inclined downwardly and inwardly relative to the panel so that the width of the panel at the bottom surface is less than the width of the panel at the top surface. This provides a key between the panel and the slab tending to reduce the possibility of lifting of the slab relative to the panel.
As shown in Figure 5, there is provided a modification in which the bottom surface 14G of the panel 14 is recessed upwardly above the strap 16 so that portions of the strap 16 between points 16F and 16G are fully exposed to allow maintenance to reduce corrosion. In addition the material removed in the center location has no structural importance since it is below the compressive arch which is formed within the panel 14 and the compressive arch formed in the deck defined by the cast slab and the panel.
Typical panels may have a width of 1.5 to 3.0 meters. The thickness of the panel may be of the order of 75 to 100 mm and the thickness of the completed deck including the cast slab and the panel will be of the order of 200 to 300mm. The weight of the typical panel will such that it is simple to handle and can be readily positioned at the required location.
While specific embodiments of the invention have been described in the foregoing, it is to be understood that these embodiments are only exemplary.
Other embodiments of the invention are possible and are intended to be included within the invention. Thus, while the exemplary embodiments use steel straps in the tension members, the straps may be formed of any suitable tension-sustaining material. Where reference is made to non-metallic, reinforcing fibres, these may be any suitable material, for example aramid, polypropylene or glass. The invention is thus to be considered limited solely by the scope of the appended claims.
Figure 2 is a plan view of one embodiment of the pre-cast concrete panei of Figure 1.
Figure 3 is a transverse cross section of one end of the pre-cast concrete panel of Figure 1 when laid on the beams.
Figure 4 is a top plan view of the structure of Figure 1.
Figure 5 is a transverse cross section of a second embodiment of the structure.
DETAILED DESCRIPTION
In Figure 1 is shown a load supporting structure according to the present invention which includes a first beam 10, a second beam 11 and a deck 12.
The beams 10 and 11 are shown as steel beams having a horizontal upper support surface 13 but the beam is maybe formed of other materials including concrete. The beams are generally of a conventional nature.
The deck 12 is formed of a pre-cast panel 14 and a cast deck 15 whidh is cast over the pre-cast panel 14 in situ. The pre-cast panel is shown in Figures 2 and 3 and comprises a rectangular panel having ends 14A and 14B defining a length extending along the beams over a predetermined distance. The panels in general are arranged end to end along the beams so as to complete a span along the length of the beams. The panels may have end components and structures, commonly -1o-used in such pre-cast members as is well known to one skilled in the art. The panel has side edges 14C and 14D defining a width of the panel sufficient to span the space between the beams. The width of the panel is less than the spacing between the center lines of the beams so that the edge 14D just sits on one edge 13A
of the support surface 13 as best shown in Figure 3.
At the bottom of the cast panel 14 is cast in place a transverse tension member 16 in the form of a steel strap extending across the full width of the panel with end portions 16A and 16B projecting outwardly beyond the side edges 14D
and 14C. As shown in Figure 3 the end portion 16A extend outwardly to an end edge 16C which is located on the surface 13.
The strap 16 carries one or more steel transfer studs 17 at a position on the strap which is within the pre-cast panel 14. The studs 17 are of a conventional nature and include a shaft 17A and a head 17B with a bottom end of the shaft welded to the strap. Thus the stud projects vertically upwardly from the horizontal strap with the head located within the body of the panel and the stud having a sufficient length such that it provides an effective anchor within the panel to transfer loading from the panel to the strap. In the arrangement shown in Figures 2 and 3, there are two such studs and in the arrangement shown in Figure 1 there are three such studs and it will be appreciated that the number will be at least 1 and can be significantly great in number. However the number is selected so as to provide them effective anchoring action so as to prevent the panel from spreading outwardly under loading to the top surface due to the tension within the strap.
Such studs are well known and the head at the top of the stud which is of greater transverse dimension than the shaft prevents any possibility of the panel lifting away from the strap under loading.
The first of the studs 17 closest the edge 14C or 14D is located above the edge of the surface 13 and just spaced from the edge over the top of the surface 13. The remaining stud or studs are located between the span of the beam so as to be located over the space between the beams.
The portions 16A of the tension strap carries two further shear transfer studs 18 which are located beyond the edges 14C and 14D respectively. These studs are of the same construction as the studs 17 but have a height greater than the studs 17 so they project above the top surface 14F of the panel 14.
In the arrangement shown in Figures 2 and 3 there is one such stud 18 and in the arrangement shown in Figure 1 there are two such studs 18 arranged at spaced positions along the length of the portion 16A of the strap 16. Again the number of studs will vary depending upon the loadings involved as will be well known to one skilled in the art.
In the finished construction of the deck, the cast in place concrete deck slab 15 is cast over the panel 14 using the panel 14 as a support for the casting without the necessity for additional shuttering. Thus the deck slab 15 is formed from cast concrete poured onto the panel 14 and poured onto the top surface 13 of the beams. The cast concrete deck 15 has a top surface 15A and has a surface 15B
on top of the surface 14F of the panel. The cast concrete of the deck or slab 15 enters the area beyond the ends 14C and 14D of the panel onto the top surface 13 of the beams so as to encounter and engage the studs 18 on the straps 16. Thus the slab 15 is itself anchored to the tension members or straps 16.
The concrete forming the panel 14 and forming the slab 15 are both free from corrosive reinforcing tensioning members such as steel. The concrete may include staple fibers of a length and thickness and material as is well known to one skilled in the art sufficient to reinforce the concrete to prevent or reduce micro-cracking.
Some additional reinforcement may be provided of a non-corrosive nature such as a mesh or grid of a plastics material which simply assists in reducing cracking without providing any significant tensioning effects.
In the installation of the system, the beams are firstly installed and located at the required positions. The beams may be interconnected by suitable structural elements so as to ensure that they are located at the required spacing and are prevented from movement side to side beyond predetermined acceptable amounts.
With the beams in place, the pre-cast panel carrying the concrete material and the transverse tension straps is carefully placed onto the beams at the required position so that the side edges 14C and 14D are properly and accurately located just extending onto the surface 13. In this position the pre-cast panel 14 is itself sufficiently strong to accommodate loads using the compressive arch loading principal so that it can act to support the concrete to be cast in place including the necessary equipment to place that concrete. Thus with the panels in place, there is no necessity for any further structure elements or shuttering to receive the casting of the concrete. Thus with the panels in place, the structure is closed and can accommodate loading from the engineers and other operators passing over the panels.
With the panels in place, the concrete is simply poured to form the slab 15. The slab 15 can be terminated at the outside edges of the beams as shown in Figures 4 and 5 to form side edges 15C and 15D of the slab or the slab may be continuous as shown in Figure 1 and extends beyond the beams onto further beams which are themselves spanned by additional panels 14.
In some cases it is desirable to provide additional studs 19 attached to the top surface of 13 of the beams. These studs are arranged either in clusters or in spaced array along the length of the beam and act to anchor the slab 15 to the beams. Thus if the anchors 19 are used, there is a connection between the slab and the beams. As the slab is connected to the panel by the anchors 18 and 17, this locates the whole structure onto the beam.
Whether or not the anchors 19 are used, there is no necessity to attach the tension strap 16 to the beam so that these are loosely placed on top of the surface 13 and there is no welding required for permanent attachment or for transfer of the loads. To provide a better support of the panel 14 on the surface 13, a resilient or elastomeric strip 20 can be provided which is relatively narrow in comparison with the surface 13 and is located under the edge of the panel along the length of the beam and along the length of the panel. A suitable material is neoprene, but other similar materials may be used.
As shown in Figure 1, the side edges 14C and 14D are inclined downwardly and inwardly relative to the panel so that the width of the panel at the bottom surface is less than the width of the panel at the top surface. This provides a key between the panel and the slab tending to reduce the possibility of lifting of the slab relative to the panel.
As shown in Figure 5, there is provided a modification in which the bottom surface 14G of the panel 14 is recessed upwardly above the strap 16 so that portions of the strap 16 between points 16F and 16G are fully exposed to allow maintenance to reduce corrosion. In addition the material removed in the center location has no structural importance since it is below the compressive arch which is formed within the panel 14 and the compressive arch formed in the deck defined by the cast slab and the panel.
Typical panels may have a width of 1.5 to 3.0 meters. The thickness of the panel may be of the order of 75 to 100 mm and the thickness of the completed deck including the cast slab and the panel will be of the order of 200 to 300mm. The weight of the typical panel will such that it is simple to handle and can be readily positioned at the required location.
While specific embodiments of the invention have been described in the foregoing, it is to be understood that these embodiments are only exemplary.
Other embodiments of the invention are possible and are intended to be included within the invention. Thus, while the exemplary embodiments use steel straps in the tension members, the straps may be formed of any suitable tension-sustaining material. Where reference is made to non-metallic, reinforcing fibres, these may be any suitable material, for example aramid, polypropylene or glass. The invention is thus to be considered limited solely by the scope of the appended claims.
Claims (27)
1. A load supporting structure comprising:
a plurality of laterally spaced apart beams extending in a longitudinal direction including two which define a space therebetween;
each beam having a support surface extending longitudinally along an upper surface of the beam; and a concrete deck mounted on and spanning the space between the two beams, the deck comprising:
a pre-cast concrete panel having first and second outer edge portions each supported on the support surface of a respective one of the two beams;
a plurality of tension members at positions spaced apart in the longitudinal direction, each tension member extending across the concrete panel at or adjacent a lower surface of the panel so as to define a first end of each tension member at one of the two beams and a second end of each tension member at the other of the two beams;
each tension member having adjacent the first end at least one first panel anchoring member attached to the tension member and embedded within the panel at the first outer edge portion;
each tension member having adjacent the second end at least one second panel anchoring member attached to the tension member and embedded within the panel at the second outer edge portion;
said first and second panel anchoring members being shaped and arranged relative to the panel member such that the tension member prevents spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and a cast in place concrete deck slab covering the pre-cast panel, the cast in place deck slab having first and second outer edge portions each supported on the support surface of a respective one of the two beams;
and each tension member having adjacent the first end at least one first slab anchoring member attached to the tension member and embedded within the deck slab at the first outer edge portion;
and each tension member having adjacent the second end at least one second slab anchoring member attached to the tension member and embedded within the deck slab at the second outer edge portion;
said first and second slab anchoring members being shaped and arranged relative to the cast in place concrete deck slab such that the tension member prevents spreading of the cast in place concrete deck slab on the panel so that loads are transferred from an upper surface of the cast in place concrete deck slab to the beams by forming a compressive arch within the cast in place concrete deck slab.
a plurality of laterally spaced apart beams extending in a longitudinal direction including two which define a space therebetween;
each beam having a support surface extending longitudinally along an upper surface of the beam; and a concrete deck mounted on and spanning the space between the two beams, the deck comprising:
a pre-cast concrete panel having first and second outer edge portions each supported on the support surface of a respective one of the two beams;
a plurality of tension members at positions spaced apart in the longitudinal direction, each tension member extending across the concrete panel at or adjacent a lower surface of the panel so as to define a first end of each tension member at one of the two beams and a second end of each tension member at the other of the two beams;
each tension member having adjacent the first end at least one first panel anchoring member attached to the tension member and embedded within the panel at the first outer edge portion;
each tension member having adjacent the second end at least one second panel anchoring member attached to the tension member and embedded within the panel at the second outer edge portion;
said first and second panel anchoring members being shaped and arranged relative to the panel member such that the tension member prevents spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and a cast in place concrete deck slab covering the pre-cast panel, the cast in place deck slab having first and second outer edge portions each supported on the support surface of a respective one of the two beams;
and each tension member having adjacent the first end at least one first slab anchoring member attached to the tension member and embedded within the deck slab at the first outer edge portion;
and each tension member having adjacent the second end at least one second slab anchoring member attached to the tension member and embedded within the deck slab at the second outer edge portion;
said first and second slab anchoring members being shaped and arranged relative to the cast in place concrete deck slab such that the tension member prevents spreading of the cast in place concrete deck slab on the panel so that loads are transferred from an upper surface of the cast in place concrete deck slab to the beams by forming a compressive arch within the cast in place concrete deck slab.
2. A load supporting structure according to Claim 1 wherein each of the slab anchoring members and the panel anchoring members comprises an upstanding shear transfer stud with a bottom end fastened to the respective tension member.
3. A load supporting structure according to Claim 2 wherein each shear stud has a shaft and an upper head of greater transverse dimension than the shaft,
4. A load supporting structure according to any one of Claims 1 to 3 wherein the tension member extends to a position beyond an outer edge of the panel and wherein the at least one slab anchoring member is located on the tension member at the position beyond the outer edge of the panel.
5. A load supporting structure according to any one of Claims 1 to 4 wherein the compressive arch in the panel and in the slab avoids the requirement for transversely extending tension reinforcement in the panel and in the slab.
6. A load supporting structure according to any one of Claims 1 to wherein a lower surface of the concrete panel is recessed at a center area between the outer edge portions such that tension member is exterior to the panel at the center area.
7. A load supporting structure according to any one of Claims 1 to 6 wherein each of the beams has on its support surface a support pad extending longitudinally along the beam and defining the support surface.
8. A load supporting structure according to Claim 7 wherein each pad is formed from an elastomeric material.
9. A load supporting structure according to any one of Claims 1 to 8 wherein the tension member is free from fixed connection directly to the beam.
10. A load supporting structure according to any one of Claims 1 to 9 wherein the beam has slab anchoring members thereon for connection of the slab to the beam for communication of forces from the compressive arch in the slab to the beam.
11. A load supporting structure according to any one of Claims 1 to wherein the concrete of the slab and the panel contains staple fibers for micro-crack reinforcement.
12. A method of forming a load supporting structure comprising:
providing a plurality of laterally spaced apart beams extending in a longitudinal direction including two which define a space therebetween;
each beam having a support surface extending longitudinally along an upper surface of the beam; and providing a pre-cast concrete panel having a body of concrete with a center area and two opposed outer edge portions shaped and arranged such that a transverse width spans the two beams and such that a longitudinal length extends along the beams;
providing in the pre-cast panel a plurality of tension members at positions spaced apart longitudinally of the panel each extending across the concrete panel at or adjacent a lower surface of the panel so as to define a first end of each tension member at one of the two beams and a second end of each tension member at the other of the two beams;
each tension member having adjacent the first end at least one first panel anchoring member attached to the tension member and embedded within the panel at the first outer edge portion;
each tension member having adjacent the second end at least one second panel anchoring member attached to the tension member and embedded within the panel at the second outer edge portion;
spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
applying the pre-cast panel so as to span the beams with the edge portions resting on the support surface of the beam;
said first and second panel anchoring members being shaped and arranged relative to the panel member such that the tension member prevents spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and each tension member having adjacent at least one first slab anchoring member attached to the tension member and embedded within the deck slab at the first outer edge portion;
and each tension member having adjacent the first end at least one first slab anchoring member attached to the tension member and exposed from the panel;
and each tension member having adjacent the second end at least one second slab anchoring member attached to the tension member and exposed from the panel;
casting in place onto the panel a concrete deck slab so as to cover the pre-cast panel and such that first and second outer edge portions are each supported on the support surface of a respective one of the two beams;
and embedding the first and second slab anchoring members within the deck slab at outer edge portions thereof such the tension member prevents spreading of the cast in place concrete deck slab on the panel so that loads are transferred from an upper surface of the cast in place concrete deck slab to the beams by forming a compressive arch within the cast in place concrete deck slab.
providing a plurality of laterally spaced apart beams extending in a longitudinal direction including two which define a space therebetween;
each beam having a support surface extending longitudinally along an upper surface of the beam; and providing a pre-cast concrete panel having a body of concrete with a center area and two opposed outer edge portions shaped and arranged such that a transverse width spans the two beams and such that a longitudinal length extends along the beams;
providing in the pre-cast panel a plurality of tension members at positions spaced apart longitudinally of the panel each extending across the concrete panel at or adjacent a lower surface of the panel so as to define a first end of each tension member at one of the two beams and a second end of each tension member at the other of the two beams;
each tension member having adjacent the first end at least one first panel anchoring member attached to the tension member and embedded within the panel at the first outer edge portion;
each tension member having adjacent the second end at least one second panel anchoring member attached to the tension member and embedded within the panel at the second outer edge portion;
spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
applying the pre-cast panel so as to span the beams with the edge portions resting on the support surface of the beam;
said first and second panel anchoring members being shaped and arranged relative to the panel member such that the tension member prevents spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and each tension member having adjacent at least one first slab anchoring member attached to the tension member and embedded within the deck slab at the first outer edge portion;
and each tension member having adjacent the first end at least one first slab anchoring member attached to the tension member and exposed from the panel;
and each tension member having adjacent the second end at least one second slab anchoring member attached to the tension member and exposed from the panel;
casting in place onto the panel a concrete deck slab so as to cover the pre-cast panel and such that first and second outer edge portions are each supported on the support surface of a respective one of the two beams;
and embedding the first and second slab anchoring members within the deck slab at outer edge portions thereof such the tension member prevents spreading of the cast in place concrete deck slab on the panel so that loads are transferred from an upper surface of the cast in place concrete deck slab to the beams by forming a compressive arch within the cast in place concrete deck slab.
13. The method according to Claim 12 wherein each of the slab anchoring members and the panel anchoring members comprises an upstanding shear transfer stud with a bottom end fastened to the respective tension member.
14. The method according to Claim 13 wherein each shear stud has a shaft and an upper head of greater transverse dimension than the shaft.
15. The method according to any one of Claims 12 to 14 wherein the tension member extends to a position beyond an outer edge of the panel and wherein the at least one slab anchoring member is located on the tension member at the position beyond the outer edge of the panel.
16. The method according to any one of Claims 12 to 15 wherein the compressive arch in the panel and in the slab avoids the requirement for transversely extending tension reinforcement in the panel and in the slab.
17. The method according to any one of Claims 12 to 16 wherein a lower surface of the concrete panel is recessed at a center area between the outer edge portions such that tension member is exterior to the panel at the center area.
18. The method according to any one of Claims 12 to 17 wherein each of the beams has on its support surface a support pad extending longitudinally along the beam and defining the support surface.
19. The method according to any one of Claims 12 to 18 wherein each pad is formed from an elastomeric material.
20. The method according to any one of Claims 12 to 19 wherein the tension member is free from fixed connection directly to the beam.
21. The method according to any one of Claims 12 to 20 wherein the beam has slab anchoring members thereon for connection of the slab to the beam for communication of forces from the compressive arch in the slab to the beam.
22. The method according to any one of Claims 12 to 21 wherein the concrete of the slab and the panel contains staple fibers for micro-crack reinforcement.
23. A pre-cast concrete panel for mounting on laterally spaced apart beams defining a space therebetween comprising:
a body of concrete with a center area and two opposed outer edge portions shaped and arranged such that a transverse width spans the beams and such that a longitudinal length extends along the beams;
a plurality of tension members in the pre-cast panel at positions spaced apart longitudinally of the panel each extending across the concrete panel at or adjacent a lower surface thereof;
each tension member having adjacent respective ends thereof at least one upstanding shear transfer stud with a bottom end attached to the tension member and embedded within the panel at the outer edge portions thereof such that the tension members prevent spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and each tension member having adjacent respective ends thereof at least one further upstanding shear transfer stud with a bottom end attached to the tension member;
wherein said at least one further upstanding shear transfer stud is exposed from the panel.
a body of concrete with a center area and two opposed outer edge portions shaped and arranged such that a transverse width spans the beams and such that a longitudinal length extends along the beams;
a plurality of tension members in the pre-cast panel at positions spaced apart longitudinally of the panel each extending across the concrete panel at or adjacent a lower surface thereof;
each tension member having adjacent respective ends thereof at least one upstanding shear transfer stud with a bottom end attached to the tension member and embedded within the panel at the outer edge portions thereof such that the tension members prevent spreading of the panel so that loads are transferred from an upper surface of the panel to the beams by forming a compressive arch within the panel;
and each tension member having adjacent respective ends thereof at least one further upstanding shear transfer stud with a bottom end attached to the tension member;
wherein said at least one further upstanding shear transfer stud is exposed from the panel.
24. The panel according to Claim 23 wherein each shear transfer stud has a shaft and an upper head of greater transverse dimension than the shaft.
25. The panel according to Claim 23 or 24 wherein the tension member extends to a position beyond an outer edge of the panel and wherein said at least one further upstanding shear transfer stud is located on the tension member at the position beyond the outer edge of the panel.
26. The panel according to any one of Claims 23 to 25 wherein a lower surface of the concrete panel is recessed at a center area between the outer edge portions such that tension member is exterior to the panel at the center area.
27. The panel according to any one of Claims 23 to 26 wherein the concrete of the panel contains staple fibers for micro-crack reinforcement.
Priority Applications (4)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CA002460643A CA2460643A1 (en) | 2004-02-27 | 2004-02-27 | Improvement in load supporting structure |
| CA002493141A CA2493141C (en) | 2004-02-27 | 2005-01-19 | Improvement in load supporting structure |
| US11/040,094 US20050210793A1 (en) | 2004-02-27 | 2005-01-24 | Load supporting structure |
| PCT/CA2005/000307 WO2005083181A1 (en) | 2004-02-27 | 2005-02-28 | Pre-cast stay-in-place deck form panel utilizing a pressure arch |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CA002460643A CA2460643A1 (en) | 2004-02-27 | 2004-02-27 | Improvement in load supporting structure |
| CA2,460,643 | 2004-02-27 | ||
| CA002493141A CA2493141C (en) | 2004-02-27 | 2005-01-19 | Improvement in load supporting structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CA2493141A1 CA2493141A1 (en) | 2005-08-27 |
| CA2493141C true CA2493141C (en) | 2009-06-09 |
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ID=34888098
Family Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CA002460643A Abandoned CA2460643A1 (en) | 2004-02-27 | 2004-02-27 | Improvement in load supporting structure |
| CA002493141A Expired - Fee Related CA2493141C (en) | 2004-02-27 | 2005-01-19 | Improvement in load supporting structure |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CA002460643A Abandoned CA2460643A1 (en) | 2004-02-27 | 2004-02-27 | Improvement in load supporting structure |
Country Status (3)
| Country | Link |
|---|---|
| US (1) | US20050210793A1 (en) |
| CA (2) | CA2460643A1 (en) |
| WO (1) | WO2005083181A1 (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20070056226A1 (en) * | 2005-09-15 | 2007-03-15 | Art Angelo | Modular buttress foundation |
| CN101177933B (en) * | 2007-11-28 | 2010-06-16 | 贵州省桥梁工程总公司 | Bridge rib hoisting and supporting rack integral construction method and device |
| DE102011010672B4 (en) * | 2011-02-08 | 2014-10-30 | Ssf Ingenieure Ag | Tensile structure with composite panels |
| CN105648898B (en) * | 2016-02-01 | 2018-09-25 | 湖南大学 | Prefabricated ultra-high performance concrete half-through beam element, bridge structure and construction method |
| CN106223185B (en) * | 2016-07-21 | 2018-04-17 | 中铁大桥勘测设计院集团有限公司 | Multi-layer concrete plate combination beam and WELDING STUDS design method with WELDING STUDS group |
| CN106894327B (en) * | 2017-04-21 | 2019-05-28 | 广西君威建设工程有限公司 | A kind of bridge with wind deflector mechanism |
| CN113529569B (en) * | 2021-06-30 | 2022-07-08 | 中国建筑第五工程局有限公司 | Double-deck slab structure and construction method thereof |
| CN113802828A (en) * | 2021-10-13 | 2021-12-17 | 北京怡泰盛达技术发展有限责任公司 | Anti-deformation system for reinforcing steel belt additionally arranged on special building template |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5850653A (en) * | 1997-02-26 | 1998-12-22 | Mufti; Aftab A. | Pre-cast concrete decking for load supporting structures |
| CA2306295A1 (en) * | 2000-04-20 | 2001-10-20 | Bot Construction Limited | Bridge structure with concrete deck having pre-cast slab |
-
2004
- 2004-02-27 CA CA002460643A patent/CA2460643A1/en not_active Abandoned
-
2005
- 2005-01-19 CA CA002493141A patent/CA2493141C/en not_active Expired - Fee Related
- 2005-01-24 US US11/040,094 patent/US20050210793A1/en not_active Abandoned
- 2005-02-28 WO PCT/CA2005/000307 patent/WO2005083181A1/en active Application Filing
Also Published As
| Publication number | Publication date |
|---|---|
| US20050210793A1 (en) | 2005-09-29 |
| WO2005083181A1 (en) | 2005-09-09 |
| CA2460643A1 (en) | 2005-08-27 |
| CA2493141A1 (en) | 2005-08-27 |
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