CN201785867U - Novel reinforced-concrete prefabricated and integral-cast building structure system - Google Patents
Novel reinforced-concrete prefabricated and integral-cast building structure system Download PDFInfo
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- CN201785867U CN201785867U CN 201020553599 CN201020553599U CN201785867U CN 201785867 U CN201785867 U CN 201785867U CN 201020553599 CN201020553599 CN 201020553599 CN 201020553599 U CN201020553599 U CN 201020553599U CN 201785867 U CN201785867 U CN 201785867U
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Abstract
A novel reinforced-concrete prefabricated and integral-cast building structure system comprises floor, a superposed beam, a pillar and /or shear wall, wherein the superposed beam includes a main beam and a secondary beam, the pillar consists of a pillar body and a full-length steel pipe, a connecting member is arranged on the side wall of the steel pipe on the joint of the steel pipe and the main beam, the superposed beam comprises a prestressed and prefabricated beam and a cast-in-situ part, the prestressed and prefabricated beam comprises a beam body and prestressed steel stranded wires, section steels are provided on the end of the beam body and partially embedded in the beam body, the other part of the section steels is exposed and arranged on the end of the beam body, the section steels of the prefabricated beam of the main beam are fixed with the connecting member on the pillar, and a plurality of pore shuttering erection apertures is arranged along the longitudinal direction on the beam body of the secondary beam and the prefabricated beam of the main beam parallel to the secondary beam. The utility model, by combining steel pipe concrete and pillar, brings the performance of the steel pipe concrete with pillar core into full play. The utility model is advantageous in that the pillar is high in strength, excellent in applicability and shock resistance, and the section of the pillar can be reduced. The steel pipes can be used as temporary support under construction phase, which facilitates the installation of prefabricated beams. And, multilayer construction at the same time is possible, which accelerates construction process.
Description
Technical field
The utility model relates to a kind of house structural system, relates in particular to a kind of house structural system that is made of beam, post, plate, and the job practices of building this system.
Background technology
The structural system that agent structure in the house building of the prior art generally is made up of post, beam, plate, beam, plate, post can adopt integral precast or cast-in-place two kinds of mode of construction.Full cast-in-place construction technology is along with the significantly rising with labor cost of improving constantly of the prices of raw and semifnished materials, its heaviness, the extensive problem that consumptive material is many, the wooden form consumption is big, the amount of labour used is big become increasingly conspicuous, and the revision of new earthquake resistant code also makes its cost advantage progressively disappear in addition.The component connector complexity of tradition integral precast structure, and steel using amount is very big, and globality is poor.In the prior art for cast-in-place and prefabricatedly effectively combine, the technical scheme of a lot of precast constructions has appearred.And adopt high strength steel strand is the superposed beam of the full prestressing of main muscle, and relevant technical scheme is fewer.The precast beam weight ratio is bigger in traditional precast construction, and transportation is inconvenient, and precast beam more complicated again is installed at the construction field (site).In order to overcome above-mentioned shortcoming, some technical schemes that the beam body is transformed have appearred in the prior art.For example Chinese patent application number is a CN200910060707.0 utility application file, and open day is on July 22nd, 2009, discloses the cast-in-situ construction method of a kind of precast hollow superposed beam and beam and precast plate.The kernel of section of described beam body (2) is provided with through hole (1), and the top of described beam body (2) is provided with the vertical fiber (4) that is connected with beam body (2) inner bay stud (7).A. shelve precast plate (3) relatively in the both sides, last plane of beam body (2), between precast plate (3) and vertical fiber (4), reserve poured joint; B. precast plate (3) the joint fluid concrete on beam body (4), until burying vertical fiber (4), or at the integrated poured concrete in top of beam body (2) and precast plate (3), shake is smash, and is floating, after maintenance is solidified, cast-in-situ beam slab.Alleviate the deadweight of beam body (2), and do not taken the inner space of building structure, be suitable for the building construction of frame construction, also be suitable for highrise building.Such scheme reduces the weight of precast beam by the hollow beam body is set, and makes it can satisfy the needs of house building.Because beam body and floor in the such scheme have all adopted precast construction, plate from great, the cost height, the steel using amount of beam is big, structural integrity is poor.
The utility model content
Technical problem to be solved in the utility model is to overcome the deficiency of above-mentioned prior art, provides that a kind of functional performance is good, anti-seismic performance is good, speed of application is fast, the new reinforcing steel bar concrete integral precast house structural system of low cost of manufacture.
A kind of new reinforcing steel bar concrete integral precast house structural system that provides according to the utility model, comprise floor, support the superposed beam of described floor, and post and/or shear wall, described superposed beam is divided into girder and secondary beam, described girder is used to connect described post and/or shear wall, described secondary beam is connected on the described girder, described post comprises cylinder and the elongated steel pipe that is embedded in the described cylinder, on the steel pipe sidewall of the junction of described steel pipe and described girder, connecting elements is set, described superposed beam comprises prestressing force precast beam and cast-in-place part, wherein the prestressing force precast beam comprises that Liang Tihe is embedded in the described beam body prestress wire as main muscle, the end of described beam body is provided with shaped steel, the part of described shaped steel is embedded in the described beam body, remainder is placed on the end of described beam body, connecting elements on the shaped steel of the precast beam of wherein said girder and the described post is fixed together, and is vertically arranged with a plurality of nibs on the beam body of the precast beam of the beam body of the precast beam of described secondary beam and the girder that parallels with described secondary beam.
A kind of new reinforcing steel bar concrete integral precast house structural system that provides according to the utility model also has following attached technical characterictic:
Described post also comprises the main muscle that is embedded in the cylinder, and described elongated steel pipe is assembled by more piece, and the two ends of every joint steel pipe are provided with flange, and each saves steel pipe and is connected by described flange.
The beam body belly of precast beam that is used to connect the described girder of secondary beam is provided with a plurality of through holes, and the end of described secondary beam links together by described through hole and described girder.
The external shaped steel of beam that is placed on the precast beam of described girder is provided with bolt hole, and described shaped steel links together by bolt hole and described connecting elements.
The through hole of the precast beam of described girder is a rectangular through-hole, protrude to the center at the middle part of described rectangular through-hole, form the bellmouth orifice that extend to the end at the rectangular through-hole middle part, the side, below of described fixing hole is provided with shear resisting board, the beam body top of the precast beam of described secondary beam is fixed with shelves shaped steel, described part of shelving shaped steel is stretched out the beam end of body of the precast beam of described secondary beam, the described shaped steel of shelving is put in the Liang Tishang of the precast beam of described girder, the shear resisting board of the precast beam of described girder stretches into the beam end of body below of the precast beam of described secondary beam, and the steel strand of the precast beam of described secondary beam penetrate in the through hole of precast beam of described girder.
The end of the precast beam of described girder is formed with small gap in the steel strand extending area, the degree of depth of described small gap is 50mm-150mm, the end of the precast beam of described secondary beam is formed with big breach in the steel strand extending area, and the degree of depth of described big breach is 200mm-400mm.
Described floor is flat board or ribbed slab floor.
The precast beam that is connected slit, described secondary beam between the precast beam of described girder and the described post and the precast beam of described girder be connected the slit and described floor adopts integral cast-in-situ to build, thereby form an overall structure.
The root of the described breach of the Liang Tishang of precast beam is embedded with pectination net sheet in described girder and the secondary beam, and described net sheet is converted into shape by the single steel bar Curved Continuous, and inserts in the space between the described steel strand.
The described steel strand of precast beam are embedded in the bottom of described beam body in described girder and the secondary beam, the top of described beam body also is embedded with the prestress wire that adopts the pre-tensioning system construction, the end of the described beam body of precast beam is buried sleeve pipe underground in described girder and the secondary beam, and part bottom steel strand pass described sleeve pipe.
A kind of new reinforcing steel bar concrete integral precast house structural system that provides according to the utility model compared with prior art has following advantage:
1, the utility model adopts the steel pipe concrete coupled column to give full play to the performance of post center steel pipe concrete, the intensity height of post, applicability is good, anti-seismic performance is good, column section can reduce, and the construction stage is utilized steel pipe and concrete filled steel tubular column double as prop, makes things convenient for precast beam to install, can realize that also multilayer constructs simultaneously, speed of application is fast.
2, the utility model is provided with shaped steel in the end of precast beam, this shaped steel double as be the old and new's concrete in conjunction with shear key, again as shelving member, thereby be beneficial to the installation of precast beam with the installation of post or beam.
3, the utility model is provided with nib at Liang Tishang, and a nib can bear the concrete deadweight as the floor mould bases supporting member of construction stage with precast beam, has not only saved to land bearing frame, and slab form is removed ahead of time, improves all transfer efficients of template.
4, the girder in the precast beam in the utility model is provided with through hole, and the steel strand of secondary beam directly penetrate in the through hole, thereby steel strand are anchored in the rear pouring concrete of through hole, has improved the globality of precast beam and precast beam connected node.
5, the cast-in-place post in the utility model is provided with connecting elements, precast beam can be installed on the connecting elements, make the easier for installation of precast beam, simultaneously, because cast-in-place post adopts the coupled column with bushing pipe, coupled column has improved the ductility and the anti-seismic performance of connected node with after precast beam is connected.Such structure is convenient to the precast beam installation in position, and the diameter of described bushing pipe is also less, does not hinder the in place of beam steel substantially.
6, the in-situ ribbed slab in the utility model can effectively reduce the deadweight of floor, reduces the steel using amount of floor, and seismic load reduces.
Description of drawings
Fig. 1 is a partial perspective view of the present utility model, basic composition of the present utility model shown in the figure.
Fig. 2 is the syndeton schematic diagram of post of the present utility model and girder.
Fig. 3 is the syndeton schematic diagram of secondary beam of the present utility model and girder.
Fig. 4 is the structural representation after secondary beam of the present utility model and girder are built.
Fig. 5 is the front view of the utility model middle girder.
Fig. 6 is the stereogram of the utility model middle girder.
Fig. 7 is the internal construction schematic diagram of the utility model middle girder.
Fig. 8 is that the utility model middle girder is looked sectional view on the left side of lead to the hole site.
Fig. 9 is that sectional view is looked on the left side, end of the utility model middle girder, the structure of the net of pectination shown in figure sheet.
Figure 10 is the end enlarged drawing of the utility model middle girder.
Figure 11 is the inner end portion structure enlarged drawing of the utility model middle girder.
Figure 12 is the front view of the another kind of embodiment of the utility model middle girder.
Figure 13 is the front view of secondary beam in the utility model.
Figure 14 is the stereogram of secondary beam in the utility model.
Figure 15 is the internal construction schematic diagram of secondary beam in the utility model.
Figure 16 is the left view of secondary beam in the utility model.
Figure 17 is the inner end portion structural representation of secondary beam in the utility model, the structure of the net of pectination shown in figure sheet.
Figure 18 is the end partial enlarged drawing in the secondary beam in the utility model.
Figure 19 is the inner end portion partial structurtes enlarged drawing in the secondary beam in the utility model.
Figure 20 is the front view of the utility model center pillar.
The specific embodiment
Referring to Fig. 1 to Fig. 4, the embodiment of a kind of new reinforcing steel bar concrete integral precast house structural system that provides at the utility model, comprise floor 300, support the superposed beam 100 of described floor 300 and the post 200 of the described superposed beam 100 of support, described superposed beam 100 is divided into girder 101 and secondary beam 102, described girder 101 is used to connect described post 200, described secondary beam 102 is connected on the described girder 101, described post 200 comprises cylinder 201 and the elongated steel pipe 202 that is embedded in the described cylinder 201, on the sidewall of described steel pipe 202 and the junction of described girder 101, connecting elements 203 is set, described superposed beam 100 is for comprising prestressing force precast beam and cast-in-place part, wherein the prestressing force precast beam comprises beam body 1 and is embedded in the described beam body 1 prestress wire 2 as main muscle, two ends of described beam body 1 are provided with shaped steel 3, the part of described shaped steel 3 is embedded in the described beam body 1, remainder is placed on the end of described beam body 1, the shaped steel 3 of its middle girder 101 is fixed together with described connecting elements 203, is vertically arranged with a plurality of nibs 4 on the beam body of the precast beam of the beam body 1 of the precast beam of described secondary beam 102 and the girder that parallels with described secondary beam.
Referring to Figure 20, described post 200 also comprises the main muscle 204 that is embedded in the cylinder 201, and described elongated steel pipe 202 is assembled by more piece, and the two ends of every joint steel pipe are provided with flange 2021, and each saves steel pipe and is connected by described flange 2021.The alleged elongated steel pipe 202 that is meant of the utility model runs through in the whole post, and post promptly of the present utility model is built as skeleton with elongated steel pipe 202.The construction of multi-story, after elongated steel pipe 202 is installed, can be carried out simultaneously by the determining positions of each floor central sill in the permanent position of described connecting elements 203 therefore, has improved construction speed.
Superposed beam 100 in the utility model can be supported on the post 200, also can be to be supported on the shear wall, and certainly, post 200 and shear wall also can exist simultaneously.
The so-called steel strand 2 of the utility model adopt many braided steel wires to form, this kind steel strand 2 intensity height, and good toughness, after adopting pre-tensioning system to stretch, the concrete of beam body can produce higher prestressing force.
Alleged superimposed prestressing force pre-erection and the cast-in-place portion of comprising of the utility model constitutes in two sub-sections, in order to be beneficial to description, in the utility model the prestressing force pre-erection is referred to as the prestressing force precast beam.And in being described below, the beam body all refers to the beam body in the prestressing force precast beam.All be meant precast beam in the girder for the description of girder, all be meant precast beam in the secondary beam for the description of secondary beam.The beam body 1 of precast beam is provided with stirrup 11, and the part of stirrup 11 is stretched out the upper surface of beam body 1, and the stirrup 11 that is retained in beam body upper surface is used for the reinforcing bar of the cast-in-place part of colligation superposed beam, and this cast-in-place part is built the formation integrative-structure with floor.
All superposed beams that are connected with post or shear wall are girder 101 in the utility model, and all superposed beams that are installed on the girder 101 are secondary beam 102.Girder can be slightly different on end construction with secondary beam, but its main formation is identical.Name for girder and secondary beam mainly is to decide with the residing when mounted position of superposed beam.Fig. 5 to Figure 19 is the structure chart of girder 101 of the present utility model and secondary beam 102, and in describing hereinafter, girder 101 and secondary beam 102 are consistent for the label of same components, and no longer indicating for the description of same section is main beam structure or inferior girder construction.
Referring to Fig. 8 and Fig. 9 and Figure 16 and Figure 17, in the foregoing description that the utility model provides, described steel strand 2 adopt the pre-tensioning system construction to be embedded in the described beam body 1, and the quantity of described steel strand 2 is the 3-18 root.Specifically can be chosen as 4,6,8,12,16.Present embodiment is 4.Adopt pre-tensioning system can economize technologies such as accessory such as Decanning, ground tackle and grouting construction, saved cost greatly, it is convenient to construct, and is suitable for large-scale production.Steel strand 2 consumptions that adopt the pre-tensioning system construction to be embedded in the beam body 1 obviously reduce than traditional reinforcing bar steel using amount.
Referring to Fig. 5 to Fig. 8, Figure 13 to Figure 15, in the foregoing description that the utility model provides, the end of described steel strand 2 has enlarged footing 23, and described enlarged footing 23 is anchored in the concrete of connected node, can improve the anchoring property of steel strand greatly, thereby improve the overall performance of structure.
Referring to Fig. 8, Fig. 9 and Figure 11 and Figure 15, Figure 16 and Figure 19, in the foregoing description that the utility model provides, 4 described steel strand 2 in girder and the secondary beam are embedded in the bottom of described beam body 1, and the top of described beam body 1 also is embedded with 2 prestress wires 21 that adopt the pre-tensioning system construction.4 steel strand are used to make precast beam to produce prestressing force in the utility model middle and lower part, and 2 steel strand 21 in top are used for the recurvation square of putting a generation of balance bottom steel strand 2, make beam body 1 upper surface avoid producing the crack when bottom steel strand 2 are put.For reduce upper steel twisted wire 21 when putting to the concrete local failure, can spiral hoop 22 be set in the position that upper steel twisted wire 21 stretches out beam body 1 end.Described spiral hoop 22 strengthens the local strength of its position, thereby can eliminate the destruction of 21 pairs of concrete parts of upper steel twisted wire, has improved safety.Certainly, described upper steel twisted wire 21 also can be high-tensile steel wires.
Referring to Figure 13 and Figure 14, in the foregoing description that the utility model provides, the utility model is provided with a nib 4 on the beam body 1 of secondary beam 102, simultaneously, referring to Fig. 1 and Figure 12, with girder that secondary beam 102 parallels on also be provided with a nib 4, but a nib is not set being used to install on the girder of secondary beam.Described nib 4 is used to install the supporting member of slab form, and slab form and bracing frame are installed on the supporting member, makes the cast-in-situ floor template need not to be provided with to land bearing frame, accelerating construction progress.In addition, because of the deadweight of upper strata floor and working load can not be delivered to lower floor by landing bearing frame, therefore, lower floor's slab form can be removed after concrete reaches certain intensity in advance.Thereby improve all transfer efficients of template greatly, reduce form cost and use.Owing to need not to be provided with the intensive bearing frame such as scaffold that lands, make the flooring spaciousness to be beneficial to carrying out synchronously and the construction equipment operation of other operations, improved the construction speed in house.
Referring to Figure 12, Figure 13 and Figure 15, in the foregoing description that the utility model provides, the nib 4 of all on the described beam body 1 is positioned on the same horizon, and described nib 4 is through hole, thereby forms a nib on the two side of beam body 1.All nibs 4 are arranged on the same horizon, can guarantee that the template that is installed in nib 4 place is in same plane, thereby guarantee the planarization of whole floor.Described nib 4 is through hole, and the support member of template can directly pass, and shelves bar in the setting of the both sides of beam body, shelves bar and is used for mounting template or formwork-support.Certainly this nib 4 also can be arranged to blind hole, and is provided with respectively in the both sides of beam body, and this blind hole also can be used for mounting template.But being set, through hole is optimum scheme, easy to process, use also simpler.
Referring to Figure 18, in the foregoing description that the utility model provides, be provided with hollow pipe fitting 41 in described the nib 4, described pipe fitting 41 is beneficial to the shaping of described nib 4.When making precast beam, hollow pipe fitting 41 is pre-set, the two ends shutoff of pipe fitting 41.Build finish after, form described nib 4.Described pipe fitting 41 together bury underground with beam body 1 in.Described pipe fitting 41 not only is beneficial to the shaping of a nib 4, reduces the pore-forming cost of a nib 4.And played protective effect in use to beam body 1, prevent of the wearing and tearing of support shuttering spare for beam body 1 concrete.
Referring to Figure 13 and Figure 18, in the foregoing description that the utility model provides, the diameter a of described nib 4 is 2cm-8cm, can elect 2cm, 4cm, 5cm, 6cm, 8cm as.The setting of described nib 4 can not be too big, if too big then be unfavorable for the installation of template assembly.Spacing c between adjacent described the nib 4 is 80cm-120cm, can elect 80cm, 90cm, 100cm, 110cm, 120cm as, and the selection of this spacing can guarantee the intensity that whole template supports.The distance b of the end face of the center of described nib 4 and described beam body 1 is 8cm-20cm.Can elect 8cm, 10cm, 13cm, 15cm, 17cm, 20cm as.Described nib 4 can not be too near from the end face of beam body 1, if too near then can influence flexural strength at construction stage beam body 1.
Referring to Fig. 5 and Fig. 6 and Figure 13 and Figure 15, in the foregoing description that the utility model provides, the end of the beam body 1 of the precast beam in described girder and the secondary beam is formed with breach 12 in described steel strand 2 extending areas.Steel strand 2 of the present utility model are positioned at the bottom of described beam body 1, thereby make the beam body have prestressing force.Because the end of beam body and the gap of external member are very little, can't make precast beam accurately in place after steel strand and outside reinforcing bar are collided.For this reason, the utility model is provided with breach 12 in steel strand 2 extending areas, and steel strand 2 trace in breach 12 is crooked, thereby makes steel strand when colliding with outside reinforcing bar, and it can bending avoid outside reinforcing bar.Referring to Fig. 5 and Fig. 6, the degree of depth of described breach 12 is 50mm-150mm.Present embodiment is 100mm, and this breach is a small gap, and this small gap can satisfy an amount of crooked needed space of steel strand.This small gap scheme mainly is arranged on the end of girder 101.Referring to Figure 13 and Figure 15, and at the installation relation of secondary beam 102 with girder 101, the steel strand of secondary beam 102 need a bigger curved space, could guarantee that the steel strand of secondary beam 101 stretch in the through hole 6 of girder 102, realize that the steel strand of secondary beam 101 are anchored in the girder 102.Therefore, the degree of depth of the breach of secondary beam 102 is 200mm-400mm, and present embodiment is 300mm, is called big breach again.
Referring to Fig. 7 and Figure 11 and Figure 15 and Figure 19, in the foregoing description that the utility model provides, the root of the described breach 12 of the Liang Tishang in described girder and the secondary beam is embedded with pectination net sheet 13, described net sheet is converted into shape by the single steel bar Curved Continuous, and inserts in the space between the described steel strand 2.In the foregoing description that the utility model provides, because bottom steel strand 2 produce local failure to beam body concrete when putting, described net sheet 13 can prevent that this position concrete from producing the crack.This net sheet is at least two, satisfies requirement of strength with this.The net sheet is bent into pectination, and in the space between the insertion steel strand 2.This structure can make steel strand 2 need not to pass this net sheet, is making Liang Tishi, can be earlier with steel strand tension, and then lay net sheet, convenient construction.
Referring to Fig. 7 and Figure 11 and Figure 15 and Figure 19, the utility model is buried sleeve pipe 5 underground in the end of the described beam body 1 of girder and secondary beam, makes part bottom steel strand 2 pass sleeve pipe 5.Sleeve pipe 5 is set, and can to effectively reduce the local prestressing force of beam end of body when the production phase excessive, eliminates this place and produce the crack, owing to can reduce the recurvation square of beam end of body, makes the pre-tensile stress of end upper surface of beam body reduce, thereby prevent to produce the crack.And,, can prevent that beam end of body bottom concrete is destroyed less than the compressive strength of concrete after the compressive stress stack that negative moment of backing plate feasible and beam produces because the compressive pre-stress that the bottom, end of beam body produces is discharged by sleeve portion in operational phase.
Two ends at beam body 1 in the present embodiment all are provided with sleeve pipe 5, thereby eliminate 2 pairs of destructions that concrete caused of bottom steel strand of two ends of beam body.Make precast beam of the present utility model to use, enlarged the scope of application in the earthquake zone.
Referring to Fig. 7 and Figure 11 and Figure 15 and Figure 19, in the foregoing description that the utility model provides, described sleeve pipe 5 is a plastic bushing, perhaps the sleeve structure that is wrapped to form by outsourcing material.The quantity that is with the bottom steel strand 2 of described sleeve pipe 5 is less than sum, and promptly not all bottom steel strand 2 all are with sleeve pipe.In order to satisfy requirement of the present utility model, the quantity of sleeve pipe 5 can be the 1/3-2/3 of steel strand quantity, and present embodiment then 2 two ends in four bottom steel strand 2 is provided with sleeve pipe 5.
Referring to Fig. 8 and Figure 16, in the foregoing description that the utility model provides, the described bottom steel strand 2 that are with sleeve pipe 5 on the width of described beam body 1 with the center line symmetric arrangement.Above-mentioned setting can guarantee the left and right sides stress balance of beam body 1, can not produce beam body 1 unbalance stress.
Referring to Fig. 7 and Figure 11 and Figure 15 and Figure 19, in the foregoing description that the utility model provides, the total length of described sleeve pipe 5 is the 5%-15% of the total length of described beam body 1.The length of described sleeve pipe 5 is excessive, then can influence the prestressing force that beam body 1 is had, and the 5%-15% that sleeve pipe 5 total lengths at two ends is limited to the total length of beam body 1 can be good at addressing the above problem.Present embodiment is 7%.
Above-mentioned sleeve pipe 5 can adopt and be coated with oil reservoir and substitute in the utility model, and the two ends coating oil at the partial prestressing steel strand of bottom forms oil reservoir, and oil reservoir also can meet the demands.
Referring to Fig. 5 and Fig. 6, in the foregoing description that the utility model provides, beam body 1 belly that is used to connect the described girder 101 of secondary beam is provided with a plurality of through holes 6, and the end of described secondary beam 102 links together with described girder 101 by described through hole 6.The quantity of described through hole 6 is a plurality of, determines according to secondary beam quantity is installed.Owing to be provided with described through hole 6, make the steel strand of secondary beam can stretch in the described through hole 6, then together with the end of secondary beam and through hole 6 monobloc casts.Girder and secondary beam are whole to be connected thereby make.
Referring to Fig. 3, Fig. 5 and Fig. 8, in the foregoing description that the utility model provides, the through hole 6 on the described girder 101 is a rectangular through-hole, and protrude to the center at the middle part 61 of described rectangular through-hole, forms the bellmouth orifice that extends to end 62 from rectangular through-hole middle part 61.Described through hole 6 is arranged to horn mouth can better be beneficial to being connected of secondary beam 102 and girder 101, and described horn mouth shaping template is conveniently stripped.The utility model is owing to be provided with the through hole 6 of double horn degree of lip-rounding formula, and the horn mouth that the place can be passed in the end of the steel strand of secondary beam 102 arrives the horn mouth of an other side, and enlarged footing 23 is anchored at the horn mouth place of an other side.The good integrity that the concrete of building in the through hole 6 of this double horn degree of lip-rounding formula combines with the beam body after being shaped.
Referring to Fig. 8 and Fig. 9, in the foregoing description that the utility model provides, the beam body 1 of described girder 101 is embedded with pre-buried fixture 7 below through hole 6, described pre-buried fixture 7 comprises fixed head 71 that is positioned at described beam body 1 both sides and the junction plate 72 that is connected described fixed head 71.Be welded with shear resisting board 73 on the described fixture 7.Described junction plate 72 is vertical the setting, the described shear resisting board 73 of welding on the fixed head 71.Described shear resisting board 73 is cast in secondary beam 102 end concretes, and shear resisting board 73 has strengthened the shear behavior of connected node.
Referring to Figure 10, in the foregoing description that the utility model provides, the width d of the through hole 6 of described girder 101 is 200mm-400mm, and concrete numerical value can be elected 200mm, 250mm, 300mm, 350mm or 400mm as.Height h is 200mm-400mm, and concrete numerical value can be elected 200mm, 250mm, 300mm, 350mm or 400mm as.Described through hole 6 can satisfy the installation needs of secondary beam for above-mentioned size.Certainly, when selecting size, be provided with according to the overall dimensions of precast beam.
Referring to Fig. 5, Figure 10 and Figure 11, in the foregoing description that the utility model provides, be placed on described beam body 1 outer described shaped steel 3 and be provided with bolt hole 31 and perforation 32, described shaped steel 3 links together with the described otic placode 203 that is connected, and the stirrup in the described cylinder 201 passes described perforation 32.The utility model is provided with shaped steel 3 in the end of girder 101, and the support member when this shaped steel 3 is installed as girder 101 makes can be placed on the post 200 when girder 101 is installed in the early stage.When precast beam and post 200 are cast in a time-out, this shaped steel 3 has improved the shear strength on mating face again as both combination members.Shaped steel 3 of the present utility model can be channel-section steel, steel plate, angle steel or i iron.
Referring to Fig. 5, Figure 10 and Figure 11, in the foregoing description that the utility model provides, at the shaped steel 3 of 101 kinds of uses of girder, its part that is placed on described beam body 1 accounts for the 1/3-2/3 of whole length, and present embodiment is 1/3.This scope setting can guarantee the bonding strength of shaped steel 3 and beam body 1, guarantees the bonding strength with external member simultaneously.Make both can reach reasonable balance.
Referring to Fig. 3, Fig. 4 and Figure 13, Figure 14, in the foregoing description that the utility model provides, the top of described secondary beam 102 is fixed with shelves shaped steel 3 ', described part of shelving shaped steel 3 ' is stretched out the end of described secondary beam 102, the described shaped steel 3 ' of shelving is put on described girder 101, support member when this shelves shaped steel 3 ' as secondary beam 102 installations makes can be placed on the girder 101 when secondary beam 102 is installed in the early stage.When secondary beam and girder, floor are cast in a time-out, this shelves the shaped steel 3 ' combination member of conduct again, has improved the shear strength of junction precast beam.The shaped steel 3 ' of shelving of the present utility model is steel rod elements, thereby makes things convenient for secondary beam to carry out installation in position.
Referring to Fig. 4, in the foregoing description that the utility model provides, secondary beam 102 is provided with haunch structure 103 with the end that is connected of girder 101.Adopt haunch structure 103 both to strengthen the sectional dimension of girder and secondary beam junction, the setting of convenient vertical shear resisting board can improve the shear strength of secondary beam 102 ends again, and improves the globality of secondary beam 102 and girder 101.
Referring to Fig. 2 and Figure 20, in the foregoing description that the utility model provides, described floor 300 is flat board or ribbed slab floor.Connected node between described superposed beam 100 and the described post 200, described secondary beam 102 and described girder 101 be connected the slit and described floor 300 adopts integral cast-in-situs to build, thereby form an overall structure.Adopt prefabricated superposed beam and cast-in-place post, the cast-in-place structure that hardens and close, not only effectively utilized the advantage that prefabricated superposed beam had, and make the intensity of triplicity improve greatly, have better anti.
Claims (10)
1. new reinforcing steel bar concrete integral precast house structural system, comprise floor, support the superposed beam of described floor, and post and/or shear wall, described superposed beam is divided into girder and secondary beam, described girder is used to connect described post and/or shear wall, described secondary beam is connected on the described girder, it is characterized in that: described post comprises cylinder and the elongated steel pipe that is embedded in the described cylinder, on the steel pipe sidewall of the junction of described steel pipe and described girder, connecting elements is set, described superposed beam comprises prestressing force precast beam and cast-in-place part, wherein the prestressing force precast beam comprises that Liang Tihe is embedded in the described beam body prestress wire as main muscle, the end of described beam body is provided with shaped steel, the part of described shaped steel is embedded in the described beam body, remainder is placed on the end of described beam body, connecting elements on the shaped steel of the precast beam of wherein said girder and the described post is fixed together, and is vertically arranged with a plurality of nibs on the beam body of the precast beam of the beam body of the precast beam of described secondary beam and the girder that parallels with described secondary beam.
2. a kind of new reinforcing steel bar concrete integral precast house structural system as claimed in claim 1, it is characterized in that: described post also comprises the main muscle that is embedded in the cylinder, described elongated steel pipe is assembled by more piece, and the two ends of every joint steel pipe are provided with flange, and each saves steel pipe and is connected by described flange.
3. a kind of new reinforcing steel bar concrete integral precast house structural system as claimed in claim 1, it is characterized in that: the beam body belly of precast beam that is used to connect the described girder of secondary beam is provided with a plurality of through holes, and the end of described secondary beam links together by described through hole and described girder.
4. a kind of new reinforcing steel bar concrete integral precast house structural system as claimed in claim 3, it is characterized in that: the external shaped steel of beam that is placed on the precast beam of described girder is provided with bolt hole, and described shaped steel links together by bolt hole and described connecting elements.
5. a kind of new reinforcing steel bar concrete integral precast house structural system as claimed in claim 3, it is characterized in that: the through hole of the precast beam of described girder is a rectangular through-hole, protrude to the center at the middle part of described rectangular through-hole, form the bellmouth orifice that extend to the end at the rectangular through-hole middle part, the side, below of described fixing hole is provided with shear resisting board, the beam body top of the precast beam of described secondary beam is fixed with shelves shaped steel, described part of shelving shaped steel is stretched out the beam end of body of the precast beam of described secondary beam, the described shaped steel of shelving is put in the Liang Tishang of the precast beam of described girder, the shear resisting board of the precast beam of described girder stretches into the beam end of body below of the precast beam of described secondary beam, and the steel strand of the precast beam of described secondary beam penetrate in the through hole of precast beam of described girder.
6. a kind of new reinforcing steel bar concrete integral precast house structural system as claimed in claim 5, it is characterized in that: the end of the precast beam of described girder is formed with small gap in the steel strand extending area, the degree of depth of described small gap is 50mm-150mm, the end of the precast beam of described secondary beam is formed with big breach in the steel strand extending area, and the degree of depth of described big breach is 200mm-400mm.
7. a kind of new reinforcing steel bar concrete integral precast house structural system as claimed in claim 1, it is characterized in that: described floor is flat board or ribbed slab floor.
8. a kind of new reinforcing steel bar concrete integral precast house structural system as claimed in claim 1, it is characterized in that: the precast beam that is connected slit, described secondary beam between the precast beam of described girder and the described post and the precast beam of described girder be connected the slit and described floor adopts integral cast-in-situ to build, thereby form an overall structure.
9. a kind of new reinforcing steel bar concrete integral precast house structural system as claimed in claim 6, it is characterized in that: the root of the described breach of the Liang Tishang of precast beam is embedded with pectination net sheet in described girder and the secondary beam, described net sheet is converted into shape by the single steel bar Curved Continuous, and inserts in the space between the described steel strand.
10. a kind of new reinforcing steel bar concrete integral precast house structural system as claimed in claim 1, it is characterized in that: the described steel strand of precast beam are embedded in the bottom of described beam body in described girder and the secondary beam, the top of described beam body also is embedded with the prestress wire that adopts the pre-tensioning system construction, the end of the described beam body of precast beam is buried sleeve pipe underground in described girder and the secondary beam, and part bottom steel strand pass described sleeve pipe.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201020553599 CN201785867U (en) | 2010-09-28 | 2010-09-28 | Novel reinforced-concrete prefabricated and integral-cast building structure system |
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201020553599 CN201785867U (en) | 2010-09-28 | 2010-09-28 | Novel reinforced-concrete prefabricated and integral-cast building structure system |
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| CN201785867U true CN201785867U (en) | 2011-04-06 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102418385A (en) * | 2010-09-28 | 2012-04-18 | 杨峰 | Novel reinforced concrete prefabricated whole-poured building structure system and construction method thereof |
| CN103184765A (en) * | 2011-12-28 | 2013-07-03 | 贵州大学 | Pre-stress constraint concrete structure and manufacture method thereof |
| CN103388357A (en) * | 2013-08-16 | 2013-11-13 | 威海建设集团股份有限公司 | Shock-proof prefabricated steel tube shear wall mixed structural building |
| CN105421632A (en) * | 2015-12-23 | 2016-03-23 | 上海欧本钢结构有限公司 | Quick and saving floor system and construction method thereof |
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2010
- 2010-09-28 CN CN 201020553599 patent/CN201785867U/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102418385A (en) * | 2010-09-28 | 2012-04-18 | 杨峰 | Novel reinforced concrete prefabricated whole-poured building structure system and construction method thereof |
| CN102418385B (en) * | 2010-09-28 | 2014-08-13 | 杨峰 | Novel reinforced concrete prefabricated whole-poured building structure system and construction method thereof |
| CN103184765A (en) * | 2011-12-28 | 2013-07-03 | 贵州大学 | Pre-stress constraint concrete structure and manufacture method thereof |
| CN103184765B (en) * | 2011-12-28 | 2016-08-31 | 贵州大学 | A kind of prestressing force confined concrete structure and preparation method thereof |
| CN103388357A (en) * | 2013-08-16 | 2013-11-13 | 威海建设集团股份有限公司 | Shock-proof prefabricated steel tube shear wall mixed structural building |
| CN103388357B (en) * | 2013-08-16 | 2015-08-19 | 威海建设集团股份有限公司 | Shatter-proof, prefabricated steel tube shear Temperature Variation In Buildings of Mixed Structures thing |
| CN105421632A (en) * | 2015-12-23 | 2016-03-23 | 上海欧本钢结构有限公司 | Quick and saving floor system and construction method thereof |
| CN105421632B (en) * | 2015-12-23 | 2018-02-06 | 上海欧本钢结构有限公司 | Prompt about floor system and its construction method |
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