CN1239796C - Building structural element - Google PatentsBuilding structural element Download PDF
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- CN1239796C CN1239796C CN 02811253 CN02811253A CN1239796C CN 1239796 C CN1239796 C CN 1239796C CN 02811253 CN02811253 CN 02811253 CN 02811253 A CN02811253 A CN 02811253A CN 1239796 C CN1239796 C CN 1239796C
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- 239000004567 concrete Substances 0.000 claims abstract description 31
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- E—FIXED CONSTRUCTIONS
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
- E—FIXED CONSTRUCTIONS
- 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
- E04B5/17—Floor structures partly formed in situ
- E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
- E04B5/29—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated the prefabricated parts of the beams consisting wholly of metal
- E—FIXED CONSTRUCTIONS
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
- E04C3/26—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members prestressed
The present invention relates to the structural element of a building and the method for making the fabric structure member.Specifically, the present invention relates to be used for the structural element of the intrasystem building of building floor and the method for making such member.
The present invention also can be used for many other building occupancies, for example, and the ceiling lid above highway tunnel, railroad track etc.It can be used for large-scale multispan floor space, particularly the layer with layer between the size height and/or along the large span of one or two direction and/or such as the high floor space of floor load on the floor that is used for retail business, show business or other purposes.It also can be used for bridge floor and large span and/or any other purposes that must the carrying top load between supporting.
Of the present invention one special aspect relates to the floor joist of the construction that is used for the building floor system, and is preferably made by two kinds of unit construction spares, is preferably made by steel and the cementitious material such as concrete.
For the floor system of the building of span, require to have beam usually above 8 to 10 meters.Above-mentioned span generally is that it(?) can not need use beam and extend the upper bound scope or the limit value of floor for structure support.Common 6 to 9 meters at interval of bearing post, wherein common spacing is 8.4 meters.This is a kind of suitable office building module, it holds the width that a post adds three spaces, described space can be used for vehicle parking between two adjacent post, and can be used as the following any layer of parking of office's floor (or retail business floor floor, mechanism's floor floor or other floor) of building.Require Zhuliang between the grid of four posts or between a pair of column jacket of the nuclear core of a building and a tier building or centre portion outward, come bigger yardstick across a rectangle floor.The nuclear core is commonly used to hold enterable other the public space of people on elevator shaft and each aspect.Can and can be many kinds of forms really across the floor system between these beams, it depends on drawing materials on the spot, economy and owner, engineer or builder's preference, or a kind of combination of either party preference among the above-mentioned three parts.
Be about 8 meters floor system along the span of a direction between supporting beam, the form of its various variations has: on traditional template or the concrete slab that forms on the big platform mould, concrete slab on metal bracket, these metal brackets are supported on supporting, the close steel secondary beam at center (2.1 to 3.0 meters) temporarily, and secondary beam is at the plate of unsupported metal bracket template upper support relative thin.Also have some other dedicated system such as various prestressing force slab system, they can cross over 7 to 8 meters distances of not having supporting.
For supporting beam, the upper range that is suitable for the shallow hoop beam of steel concrete is about 10 to 12 meters.For prestressed shallow hoop beam (normally post tensioning), the upper range of applicability is generally 12 to 14 meters.Yet, for the span that surpasses 12 to 14 meters, needing special concern and pay attention to details, common solution is steel floor joist or prestressed concrete floor slab beam.
In steel floor joist system, it is 2.1 to 3.0 meters girder steel that a series of center distance are arranged, and their cross over the bigger distance of rectangle floor level arrangement diagram, and by crossing over more short-range " master " beam support between the bearing post.The specific question that most of engineer or designer faced is in the system that uses floor joist, to require to reduce each beam because the amount of flexibility that static load or mobile load or both combinations cause.The unnecessary large deflection of floor system and vibration can influence the suitability of floor.
Adopt the steel floor joist system that uses at present, disadvantageously, each beam needs firm connection in its supporting place.Beam and junction require usually to apply protectiveness coating so that its can prevent fires.Although can make the floor combinations of this steel floor joist and the relative thin that supports with the shearing short column, because concrete and shear the creep at short column interface place exists a component little, that constantly develop of static deflection.The amount of deflection great majority of the girder steel that is caused by static load take place once doing the time spent in load, and can allow the pre-arch camber of beam to offset.Yet,,, little because the ratio of rigidity of combined girder steel is used for the rigidity of the reinforced concrete beam of identical span or prestressed concrete beam especially for beam than large span because amount of deflection that the mobile load of transient state causes and vibration remain an intrinsic problem.
At present the floor joist system of general other type of using have post tensioning, prestressed concrete floor slab girder system system.They comprise the concrete beam with dark depth-width ratio, in other words, the size of concrete beam be its height greater than its width, and surpass 10 meters beam for span, these concrete beam are generally prestressed.The plate that support concrete beam and they is cast-in-place.Then, realize prestressing force by the post tensioned steel bundle (tendon) of stress application when concrete is being poured into a mould the intensity that has reached enough in 3 to 6 days usually.Concrete beam and adjacent plate form on big platform template usually, and these platform template rise to another floor by crane from a floor.Usually adopt two group platforms, keep the circulation of the floor in preferable about week, in half floor zone cast, provide the work continuity of other various operations.Except the cage of reinforcement (it can comprise or not comprise prestressed reinforcement) of beam, the possibility of prefabricated component is arranged seldom.Any prefabricated cage of reinforcement needs to support the jail well and be placed on the support, so that can be hung in the template of beam by crane.In general, when concrete is connected to beam on the bearing post, the connection that does not have difficulties in supporting place of beam.When a cast-in-place concrete beam is bearing in the concrete nuclear core of " having skipped formation " before the main building plate, this connection can be a simple rebate in the wall of concrete nuclear core, is screwed in the hoop that is anchored at concrete nuclear in-core at the top of beam and the reinforcing bar of bottom.Perhaps, beam may be seated in the depression of staying in the concrete heart wall.
The rigidity that the ratio of rigidity of prestressed concrete floor slab system is crossed over the required steel floor joist system of same distance is big, therefore, is difficult for taking place because of caused vibration of floor of transient load and deflection.Yet, when creep takes place in concrete under the sustained load effect, deflection that floor system takes place increase after floor is occupied, its reason not only is the partition of mobile load and lightweight, and is the significant amount of deflection share that caused by static load because of creep component.The most amount of deflection that but the prestressing force balance is a static load to be caused.Yet, because axial prestress gives beam permanent axial force,, can cause prestressed forfeiture because of the shortening that forms in time, this will cause the further deflection of beam to increase.
Summary of the invention
An object of the present invention is to provide the structural element of a building, it overcomes above-mentioned one or more shortcomings basically.Specifically, the invention provides the structural element of a building, it has minimum amount of deflection, and keeps axial prestressing force wherein basically, and reduces because as this prestressed forfeiture that causes of the axial creep that makes the beam shortening of system in the prior art.
According to a first aspect of the invention, provide the structural element of a building, it comprises:
A pair of beam, each beam in described paired beam have one first edge of a wing part, one second edge of a wing part and a web part of extending between described first edge of a wing part and described second edge of a wing part;
One plate, it is suitable for engaging with part in described first edge of a wing part of each beam or described second edge of a wing part, like this, formation one volume inside in each beam in described paired beam and the described plate;
Wherein, material occupies the main volume of described inner space like the cement, and forming the fabric structure member of a non-integral, and after applying the prestressing force of post tensioning, under action of static load, the structural element of described building has remaining amount of deflection or do not have amount of deflection.
The structural element of building also can comprise one or more reinforcing bar that extends along the length of inner space, and described space is formed on each beam and can is between the described plate of metal bracket form soffit.Each one or more reinforcing bar can apply prestressing force, with provide one offset a part of static load upward to power.After each end was fixing, first edge of a wing part of each beam can support the part of floor span at structural element.Normally, structural element can extend between the nuclear core of a post and a building.Structural element can stop in one short distance of freestone core with from post one short distance, perhaps go out to stop in of the short distance of each end from a post, and in its end, also can also temporarily be bearing on the scaffold at the span centre place.
Each beam preferably is made of the metal such as steel, and cementitious material is preferably concrete.
According to a second aspect of the invention, provide the structural element of a building, it comprises:
The web part that a pair of beam, each beam in described paired beam have the edge of a wing, top part, bottom edge of a wing part and extend between described top edge of a wing part and the edge of a wing, described bottom part;
One plate, its be suitable for described paired beam in the corresponding edge of a wing, the bottom part of each beam engage, like this, form a volume inside in each beam in described paired beam and the described plate;
Wherein, cementitious material occupies the main volume of described inner space, and to form the fabric structure member of a non-integral, after applying the prestressing force of post tensioning, under action of static load, the structural element of described building has remaining amount of deflection or do not have amount of deflection.
Plate can be a metal bracket form soffit, or other suitable horizontal soffit surface.
According to a third aspect of the invention we, provide the structural element of a building, it comprises:
One slot device that roughly takes the shape of the letter U, it has a pair of relative sidewall and another part that connects each sidewall;
Wherein, described paired relative sidewall and another part form an inner space; And
Wherein, cementitious material occupies the main volume of described inner space, to form the fabric structure member of a non-integral in this slot device, after applying the prestressing force of post tensioning, under action of static load, the structural element of described building has remaining amount of deflection or does not have amount of deflection.
According to a forth aspect of the invention, provide a method of making the fabric structure member, it comprises following all steps:
Construct a pair of beam, each beam in described paired beam comprises one first edge of a wing part, one second edge of a wing part and a web part of extending between described first edge of a wing part and described second edge of a wing part;
Form and assemble a plate so that in described first edge of a wing part of plate and each beam or described second edge of a wing part one partly engage, like this, form a volume inside by described paired beam and plate; And
Cementitious material is poured into described inner space, to form the fabric structure member of a non-integral, like this, and after described cementitious material sclerosis and applying the prestressing force of post tensioning, under action of static load, the essentially no amount of deflection of the structural element of described building.
The step of cast can be carried out individually, or as a part of pouring into a mould the adjacent floor span that structural element supported.Structural element can utilize possible extra supporting along span, and originally its end is bearing on the temporary transient supporting construction of permanent overhang bracket of contiguous beam.
Description of drawings
In the mode of example preferred embodiment of the present invention is described below with reference to accompanying drawings, in all accompanying drawings:
Fig. 1 is the plan view of the part of the building floor system of extending between an edge of the nuclear core wall of a building and building;
Fig. 2 resolves into Fig. 2 A and 2B, is the side cross-sectional, view along the line A-A intercepting of Fig. 1;
Fig. 3 be along the line B-B of Fig. 2 intercepting, in use the sectional view of structural element according to an embodiment of the invention;
Fig. 4 is the sectional view along line C-C structural element intercepting, in use of Fig. 2;
Fig. 5 is similar to Fig. 3 and according to the sectional view of the structural element in use of another embodiment;
Fig. 5 (a) to 5 (d) be the lateral view of structural element among Fig. 5, the independent various situations of structural element are shown;
Fig. 6 is the sectional view that is similar to another embodiment of Fig. 4 structural element in use;
Fig. 7 illustrates the side cross-sectional, view that is applied to a tunnel structure of cover plate member;
Fig. 8 is the lateral view of the prefabricated structural element of a prior art; And
Fig. 9 illustrates the plan view and the lateral view of the structural element that traverses a floor span that has time supporting beam.
The specific embodiment
Shown in Figure 1 is the plan view of a pair of structural element 1, and each structural element extends to nuclear core wall 3 in the building core from the side column 2 on building one outward flange.The length that the span of each structural element is extended is 18 meters and above 18 meters, and the spacing between each member 1 depends on the distance between each side column, as discussed previously, this spacing is equivalent to adapt to the space that is used for vehicle in three parking tiers below office's floor, and this spacing can be arbitrary distance in 6 to 9 meters usually.Between side column 2, extend a side bar 16, and floor 4 extends between two adjacent members 1.Side bar 16 can comprise the girder steel of an inside, and it just terminates on the side less than side column 2, and like this, not needing has being connected of any essence with post 2, and is bearing on the same external support frame 19 of this supporting main structural member 1.The steel of side bar 16 part overarches in advance bearing static load, so that along the amount of deflection minimum at the edge of building, this amount of deflection can influence the glass assembling of any facade.Should be noted that in Fig. 1,, can use supporting one to specify the needed any amount of beam in floor zone although two beams only are shown.
With reference to Fig. 3 and 4, member 1 is made of a shell basically, and shell is made by steel usually, and it comprises first and second (side shell) beam 5, and it is I-beam shape, has a web part 30, and there are first and second edge of a wing parts 31 and 32 in 30 two ends in the web part.What extend in the bottom of member 1 is a plate 13 (or forming the Bracket Type soffit), and it is made of metal usually, specifically, make by steel, thus, it extends between each bottom or second edge of a wing part 32 of side shell beam 5, and adheres to or otherwise engage with edge of a wing part 32.Be used to obtain and be poured into the mass action of the cement material in the inner space 57 of the shell that forms by each beam 5 and plate 13 from the web part 30 extended shearing short columns 12 of side shell beam 5.The lashings 23 of the form that roughly takes the shape of the letter U extends downwardly in the inner space 57 in floor 4, and the rib that rises of the height by plate 13.This also can be used as the extra supporting to the cementitious material that is poured into shell inside.In addition, reinforcing bar 24 also is arranged in the member 1.One closure member or distance piece 15 also are positioned in the floor 4, with the colligation of cage structure to side shell beam 5.Prestressing tendon member 10 quantitatively has some, will be introduced with reference to Fig. 2 below.
Should be noted that, paired beam 5 and be used for carrying out in the production line environment of the control that the various reinforcing bars of beam can be outer at the scene prefabricated, and with its reinforcing bar 24 and lashings 23, prestressing tendon member 6,8 and 10 and support 15 that all steel tendon members are remained on the certain position be transported to the scene.Tendon member 6 is the dead end anchorings that are used for one of tendon 10, and tendon member 8 is the pressurized metal forms that comprise movable end anchoring depression.Be used to carry two steel side shell beams 5 that are connected with the support 25 that transmits, the whole assembly of 18 meters the beam that is about 4.5 tons usually is provided on the building site, and with a simple method for improving, its two ends are in place on default scaffold, scaffold is represented with label 18 and 19, and is provided with scaffold 20 at span centre.
With reference to Fig. 2, nuclear core wall 3 places at building, member 1 can be received the rebate 22 that becomes to be adjacent in the wall 3, and single reinforcing bar 14 and 17 is screwed in the hoop 21, hoop 21 is for top and bottom arrangement of reinforcement connecting portion have been embedded in the nuclear core wall 3 of the form of jumping out (jump form), so that difference connecting reinforcement 14 and 17.At the other end of beam, desired with being connected of column jacket 2 is that the reinforcing bar 14 of connection and 17 extend throughs are by the length of the surface requirements of post 2.These reinforcing bars 14 and 17 are only reinforcing bars that need fixed in place of member 1 together with the beam lashings of locating in the end of member 1 11.
Can comprise little (diameter the reaches 150mm) through hole that is used for fire-fighting spraying pipe, soil pipe etc. although pass the web of member 1, but each end of each beam can be become step-like, only need raise the edge of a wing, the bottom part 32 of each steel side shell beam 5, can hold any main common conduit net, and can not strike the height of ceiling.This can clearly show that in Fig. 2, and wherein, step shown in the figure 7 causes space 9 between step and nuclear core wall 3 or the post 2 that a space that is used for such common conduit net (if necessary) is provided.This step also allows to hold activity or the stretch-draw end that is used for one or more prestressing tendons 10.Described tendon 10 is being to carry out post tensioning at the scene, and can comprise any quantity on request, in the inner space between each steel side shell beam 5.A prestressing tendon that is shown among Fig. 2 extends in the edge of a wing, the bottom part 32 between step 7, shown other prestressing tendon 10 extends on the total length of beam, and have one and dangle, in other words, apply prestressing force in recessed mode, the purpose of doing like this provides a power of upwards carrying or a component, its offsets 50% to 100% power of total static load, usually approximately 50-60% is enough for these beams, remaining static load that is provided by the box hat and the cementitious material of precast beam and the ability of transient load.Static load is considered to comprise the weight of floor itself, beam, and the load of the permanent stack such as ceiling surface and floor topping.Two steel side shell beam 5 usually pre-arch cambers like this, in case remove interim support, have then been contained all amounts of deflection that caused by static load.In fact, steel side shell beam 5, prestressing tendon and be filled into concrete core in the inner space of paired beam 5 interact together and bear full payload.Yet, beam 5 and prestressing tendon prevent to join the load that the tendon member bears any important share basically, and in beam deflection before the level, because prestressing tendon adds that the steel side shell beam 5 that arches upward in advance can bear total static load therebetween, so, can not allow concrete generation creep resolutely.
In use, as mentioned above, before construction steel side shell beam 5, shear outer at the scene making of reinforcing bar of short column and prestressing tendon 10 and most of beam, reinforcing bar 14,17 and the lashings 11 that is connected to the end are then made at the scene.Then, member 1 is placed in its interim supporting, just less than nuclear core rebate 22 within the walls, at other end place then just less than post.Then reinforcing bar 14 and 17 is placed in the hoop separately, and after this lashings 11 together with place at the scene, carries out the cast of floor, so that cementitious material or general concrete are poured into floor slab structure, allow to be filled in the main volume of the inner space 57 in the steel side shell beam 5.By with concrete pouring between the girder steel and on the girder steel, also act at first integratedly by the combination of 12, two steel sides of shearing short column shell beam 5 on the inboard of each web 30 that is welded to beam 5 in the factory and hydraulicity (concrete) material.
Therefore, two steel side shell beams 5 increase the content of the axial steel of compound beam significantly, and under the effect of prestressing force load, compound beam rises makes a compression piece, and like this, any loss of prestress that causes owing to the axial creep that beam is shortened will be minimum.Then, this hybrid beam structure also can not have the combined deflection that is caused by static load, and perhaps, before transient load, it can be provided with the remnants that make progress slightly and arch upward.Can assist other two ingredients as all the other firm concrete beam of cracking part not, and its amount of deflection increases owing to mobile load and any other transient load.
Because originally column jacket does not support any floor 4 and member 1, so floor 4 and member 1 and post 2 can be in cast on the same day.Post 2 can be poured into a mould, and the arrangement of reinforcement of the floor 4 between slab form and the hybrid component 1 is installed simultaneously.Can imagine to possess well-organized good labour, by pouring into a mould the floor of half in first day, poured into a mould second half in second day, the 3rd day preparation post and promote the baffle plate etc. of circumference, even big floor zone, three days or even less than the floor circulation can realize with following the prescribed order.
The concrete of member 1 is partly shared, and the fire prevention of taking to simplify in Australia designs, and the load-bearing state is 0.4 times that 1.1 of static load extraordinarily goes up mobile load, adopts similarly numeral in other country.Therefore, if in fact this can provide a solution, then need not carry out fire-resistant protection or complicated anti-firer's journey analysis.The combination ability of steel and prestressed concrete beam more is enough to carry service load, in Australia, service load normally static load 1.25 extraordinarily go up 1.5 times of mobile load, adopt similarly numeral in other country.
The amount of deflection limit value that most of standard is set the corresponding amount of deflection that increases is made as 1/500 of span, and the amount of deflection of this increase refers to because any creep component of static load adds because mobile load adds the amount of deflection that the weight of partition causes.Therefore, for 18 meters spans, this limit value is 36 millimeters.For having any building that is parallel to and is adjacent to the big inside span on the building limit, this contiguous floor (wherein amount of deflection is zero) and obviously too big near the amount of deflection phase residual quantity between the amount of deflection of the span centre at built in beam place (can be close to 2.5 meters) for girder steel floor system built in beam at the post on the building limit.The amount of deflection standard severeer than standard is necessary.The present invention can realize that by the steel and the concrete beam of its mixing for 18 meters span, the maximum amount of deflection that increases progressively is about below 20 millimeters.
With reference to Fig. 5 and 6, another embodiment of the present invention is shown, wherein, structural element 1 is made by a single overall structure or an integrated structure.Specifically, replace as first embodiment by a pair of relative beam of plate connection, the present embodiment in all accompanying drawings has a capable groove of U roughly, its by pair of sidewalls 33 with 34 and the bottom 35 that is connected each sidewall 33 and 34 form.Preferably, this structure is made by steel.Sidewall 33 and 34 top have edge of a wing part 36 and 37 respectively, are used for the floor 4 of supporting part.
With reference to Fig. 5 (a) and (b), (c) and (d), structural element can be made by the steel plate of single-piece, for example, utilizes four knuckles (not adopting welding) at 38,39,40 and 41 places shown in Fig. 5 (a).Perhaps, shown in Fig. 5 (b), provide two plated constructions, this structure can be welded at point 42 places, and keeps four knuckles of 38 to 41.In Fig. 5 (c), a structure that changes of structural element is shown, keep knuckle 38 and 41, but weld at point 43 and 44 places, one or three plated constructions are provided.At last, in Fig. 5 (d), can use five steel plates, not have knuckle, at point 45,46,47 and 48 places four weld seams be arranged as shown in the figure.
Adopt more shallow side shell girder steel, utilize or do not utilize prestressing tendon, and have or do not have recess at the place, bottom of the end of beam and hold Your Majesty's grid altogether, the present invention also can be used for short span.
For the shallow like this beam that does not have common conduit step (two stress anchor point), adopt in the situation of prestressed tendon, then can be after tendon apply prestressing force and grouting, anchoring can apply prestressing force in the rebate cave in the top of the floor of pouring into a mould thereafter.
With reference to Fig. 7, as mentioned above, adopt " cutting and covering " method, the present invention is applicable to highway tunnel.This relates to each structural element and promotes the problem that puts in place, and these structural element have been provided with reinforcing bar and prefabricated component on certain position, and adopts the crane of the ability of low relatively load.This forms contrast with the extremely heavy prestressed concrete beam 49 of precoating that is used for prior art systems, and it is shown among Fig. 8.Precoat prestressed girder 49 of heavy type needs to use extremely big crane promote such member.With reference to Fig. 8, beam 49 has the edge of a wing 50 and the top board 51 of the relative thin that is used for this application.Usually need waterproofing course or adopt the film 52 of waterproof on the gamut plate, it requires the plate 53 of protection wearing and tearing again.Adopt the present invention, can use the integrated poured of watertight, then save all these.Back with reference to Fig. 7, this relates to the employing fluid blocking device, and specifically, equipped sealing sheet 58 and local waterproofing course 54 (or film of employing waterproof) are to guarantee the watertightness of tunnel ceiling.The span of the floor between structural element 1 can be sufficiently thick, and with the suitable dimensions step pouring, if necessary, apply prestressing force between control joint 56.Sealing sheet 53 and local waterproofing course or film 54 are fitted into each control joint 56.
With reference to Fig. 9, as mentioned above, the present invention is also applicable to large-scale multispan floor space, especially high floor and floor yardstick and/or along the large span of one or two direction and/or such as the situation of the high floor load on the floor that is used for retail business, show business or other purposes.Building member 1 can be used to across between the post 59 of secondary beam 60 bolts, with the floor between the supporting construction member 14.
In building course, only need be bearing between the post mobile load when this structural element just can be made the deadweight of crossing over floor slab structure and adds construction simply.
Then, structural element forms steel concrete or prestressed concrete member, and it is Multispans continuous for need by the load that floor supports.
Priority Applications (5)
|Application Number||Priority Date||Filing Date||Title|
|AUPR5481A AUPR548101A0 (en)||2001-06-05||2001-06-05||Building structural element|
|AU11941/02A AU754130B1 (en)||2001-06-05||2002-01-18||Building structural element|
|Publication Number||Publication Date|
|CN1524149A CN1524149A (en)||2004-08-25|
|CN1239796C true CN1239796C (en)||2006-02-01|
Family Applications (1)
|Application Number||Title||Priority Date||Filing Date|
|CN 02811253 CN1239796C (en)||2001-06-05||2002-06-04||Building structural element|
Country Status (7)
|US (1)||US20040182027A1 (en)|
|CN (1)||CN1239796C (en)|
|AU (1)||AU754130B1 (en)|
|BR (1)||BR0210182A (en)|
|CA (1)||CA2448629A1 (en)|
|NZ (1)||NZ529942A (en)|
|WO (1)||WO2002099215A1 (en)|
Families Citing this family (11)
|Publication number||Priority date||Publication date||Assignee||Title|
|AU2002951787A0 (en) *||2002-10-02||2002-10-17||University Of Western Sydney||A composite beam|
|KR20060024850A (en) *||2004-09-15||2006-03-20||삼성물산 주식회사||Steel-concrete sandwitch type hybrid beam and high strength hybrid structure system using the same|
|US20070028541A1 (en) *||2005-08-02||2007-02-08||Mark Joseph Pasek||Prefabricated shell concrete structural components|
|US20100242403A1 (en) *||2007-10-24||2010-09-30||Western Forms, Inc.||Multiple dimension beam, deck and column system|
|FR2925088B1 (en) *||2007-12-18||2014-12-26||Soc Civ D Brevets Matiere||METHOD FOR PRODUCING AN ARMED CONCRETE BUILDING ELEMENT AND CONSTRUCTION ELEMENT THUS PRODUCED|
|CN101899877B (en) *||2009-05-19||2014-07-16||柳忠林||Small simulate framework structure of long-span prestress concrete girder slab|
|CN201962792U (en) *||2010-03-03||2011-09-07||柳忠林||Longspan prestressed concrete beam slab simulation framework structure|
|FI20145669A (en) *||2014-07-11||2016-01-12||Peikko Group Oy||steel beam|
|KR101567741B1 (en) *||2015-02-16||2015-11-09||권용근||Composite beam having truss reinforcement embedded in concrete|
|DE202015104628U1 (en) *||2015-09-01||2016-12-05||Pfeifer Holding Gmbh & Co. Kg||Support beam for ceiling systems and ceiling system|
|US10337196B2 (en) *||2017-04-04||2019-07-02||Reigstad & Associates, Inc.||Load-carrying concrete floor structure and method for building the load-carrying concrete floor structure|
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|GB1398562A (en) *||1972-08-09||1975-06-25||Taylor R||Composite and reinforced concrete structures|
|DE3483413D1 (en) *||1983-11-07||1990-11-22||Harumoto Iron Works||METHOD FOR PRODUCING A COMPOSED COMPONENT.|
|US4580380A (en) *||1983-11-07||1986-04-08||Ballard Derryl R||Composite filled interior structural box beams|
|US5425152A (en) *||1992-08-14||1995-06-20||Teron International Building Technologies Ltd.||Bridge construction|
- 2002-01-18 AU AU11941/02A patent/AU754130B1/en not_active Ceased
- 2002-06-04 CA CA 2448629 patent/CA2448629A1/en not_active Abandoned
- 2002-06-04 US US10/479,575 patent/US20040182027A1/en not_active Abandoned
- 2002-06-04 CN CN 02811253 patent/CN1239796C/en not_active IP Right Cessation
- 2002-06-04 NZ NZ52994202A patent/NZ529942A/en unknown
- 2002-06-04 BR BR0210182-3A patent/BR0210182A/en not_active IP Right Cessation
- 2002-06-04 WO PCT/AU2002/000716 patent/WO2002099215A1/en not_active Application Discontinuation
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|CF01||Termination of patent right due to non-payment of annual fee|
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