CN102418425B - Prefabrication integral casting building structure system with cast-in-site haunched beams, and construction method for prefabrication integral casting building structure system - Google Patents
Prefabrication integral casting building structure system with cast-in-site haunched beams, and construction method for prefabrication integral casting building structure system Download PDFInfo
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- CN102418425B CN102418425B CN201010297722.XA CN201010297722A CN102418425B CN 102418425 B CN102418425 B CN 102418425B CN 201010297722 A CN201010297722 A CN 201010297722A CN 102418425 B CN102418425 B CN 102418425B
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- 210000003205 muscle Anatomy 0.000 claims description 14
- 230000003014 reinforcing effect Effects 0.000 claims description 12
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- 238000013461 design Methods 0.000 description 1
- 230000008030 elimination Effects 0.000 description 1
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Abstract
The invention discloses a prefabrication integral casting building structure system with cast-in-site haunched beams. The prefabrication integral casting building structure system comprises cast-in-site pillars, the cast-in-site haunched beams, prestress superposed beams, and cast-in-site floor slabs; each prestress superposed beam comprises a prestress prefabrication beam and a cast-in-site part, wherein the prestress prefabrication beam comprises a beam body and a prestress steel stranded wire which is embedded into the beam body and is taken as a main rib; a plurality of form erection holes are formed in the beam body in the longitudinal direction; the cast-in-site haunched beams are connected to an adjacent pillar along one direction; the prestress superposed beams comprise main beams and secondary beams; and the main beams are connected with the adjacent pillar which is vertical to the haunched beams in the other direction, and the secondary beams are connected with the haunched beams. The haunched beams are used as the main beams, so that the middle height of the main beams can be reduced effectively, and pipelines can be arranged on the middle parts of the beams; therefore, the story height of a building can be reduced. Through holes, through which the pipelines can pass, of the middle parts of the main beams can reduce the story height further.
Description
Technical field
The present invention relates to a kind of house structural system, relate in particular to a kind of house structural system being formed by beam, post, plate, and the construction method of building this system.
Background technology
In traditional integral precast structural system, the connected node complex structure of Liang Yuliang, globality is poor, for addressing this problem, girder employing is cast-in-place conventionally, but its working procedure is many, and do not have corresponding construction equipment supporting in construction, and compare with cast-in-place structural, there is no the advantage of duration, cost.In addition, in structure design, the direction that span is large is girder conventionally, and the direction that span is little is secondary beam, and the advantage of prestressing force superposed beam is not in full use, and cast-in-place main depth of beam is larger, makes to build floor height and strengthens.Also have the general floor of traditional integral precast structure to adopt superimposed sheet, syndeton is complicated, and cost is high, and globality is poor.At present, a kind of primary-secondary beam is basic, and with high, girder adopts haunched beam, and the integral precast system that floor employing is propped up module and cast-in-situ without load-bearing have not been reported.
Summary of the invention
Technical problem to be solved by this invention is to overcome the deficiency of above-mentioned prior art, provides that a kind of floor height is little, anti-seismic performance good, speed of application is fast, integral precast house structural system and the construction method thereof of the cast-in-place haunched beam of low cost of manufacture.
According to the integral precast house structural system of a kind of cast-in-place haunched beam provided by the invention, comprise cast-in-place post, cast-in-place haunched beam, prestressing force superposed beam and cast-in-situ floor, described prestressing force superposed beam comprises prestressing force precast beam and cast-in-place part, wherein said prestressing force precast beam comprises that Liang Tihe is embedded in described beam body the prestress wire as main muscle, on described beam body, be vertically arranged with a plurality of nibs, described cast-in-place haunched beam is connected on adjacent described cast-in-place post along a direction, described prestressing force superposed beam is divided into girder and secondary beam, described girder is for connecting the adjacent cast-in-place post in the another one direction perpendicular with described cast-in-place haunched beam, described secondary beam is connected with described cast-in-place haunched beam.
According to the integral precast house structural system of a kind of cast-in-place haunched beam provided by the invention, also there is following attached technical characterictic:
Described cast-in-place post is the reinforcing bar concrete post with connecting elements, and the end of described beam body is provided with shaped steel, and described shaped steel is connected with described connecting elements.
The middle part of described cast-in-place haunched beam is provided with drawing-in wire through hole, and the aperture of described poling through hole is 100mm-400mm.
The span of described prestressing force superposed beam is greater than the span of described cast-in-place haunched beam.
Described steel strand are embedded in the bottom of described beam body, and the top of described beam body is also embedded with prestressed high strength steel wire or the steel strand that adopt pre-tensioning system construction, and the end of described steel strand is enlarged footing.
The beam end of body of the prestressing force precast beam of described girder is formed with breach in steel strand extending area, and the beam end of body of the prestressing force precast beam of described secondary beam is dentalation.
Described cast-in-situ floor is cast-in-place flat board or in-situ ribbed slab.
Construction method according to the integral precast house structural system of a kind of cast-in-place haunched beam provided by the invention, comprises the steps:
A, the cast-in-place post of construction;
B, build cast-in-place haunched beam support for shuttering and bed die and prestressing force precast beam adjustable prop;
C, the prestressing force precast beam of girder and secondary beam is installed, the end of the prestressing force precast beam of its middle girder and secondary beam is shelved under beam on adjustable prop;
The reinforcing bar of D, the cast-in-place haunched beam of colligation;
E, build cast-in-place haunched beam side template and slab form,
F, bundle muscle water concrete, the main muscle in top of colligation prestressing force superposed beam, lay floor bar, the concrete of connected node, cast-in-place haunched beam and cast-in-situ floor between the cast-in-place part in top, prestressing force precast beam and the cast-in-place post of monobloc cast prestressing force superposed beam, completes overall structure;
G, form removal, concrete reaches after some strength, adjustable prop under stripping and beam.
It further comprises following steps:
In steps A, on cast-in-place post, be provided with connecting elements, in step B, the shaped steel of the prestressing force precast beam end of described girder is connected with the connecting elements of described cast-in-place post.
In step C, in a nib of secondary beam and a nib of girder, connector is set, and on connector, joint steel pipe is longitudinally set, Encased truss is held on joint steel pipe, then on Encased truss, lays wooden grid, on wooden grid, builds slab form.
In step C, described slab form is die mould steel form, in the nib of secondary beam and a nib of girder, connector is set, and longitudinally arranges and shelve bar on connector, then on bar, lay steel plate formwork shelving.
According to the integral precast house structural system of a kind of cast-in-place haunched beam provided by the invention compared with prior art tool have the following advantages:
First, the present invention adopts haunched beam as girder, can effectively reduce the middle part height of girder, and be beneficial to pipeline and arrange at the middle part of beam, thus the floor height in reduction house.The drawing-in wire through hole at girder middle part can further reduce floor height.
Secondly, the present invention adopts prestressing force precast beam in the large direction of span, and because the prefabricated depth of beam of prestressing force is less, steel using amount is economized, thereby has increased the clear height in house.In the little direction of span, adopt cast-in-place haunched beam as girder, the load of bearing is large, but span is little, can effectively reduce the steel using amount of cast-in-place haunched beam, and its beam middle part height is approached with prestressing force precast beam, make to arrange pipeline after clear height increase.
Again, the present invention is provided with nib at Liang Tishang, and a nib can bear concrete deadweight by the cast-in-situ floor mould bases supporting member using beam as the construction stage, has not only saved to land bearing frame, and slab form is removed ahead of time, improves all transfer efficients of template.In addition, prestressing force erection of precast beams under beam on adjustable prop, good stability, construction stage place is spacious, convenient construction.
According to the construction method of the integral precast house structural system of a kind of cast-in-place haunched beam provided by the invention owing to having adopted the hybrid combination of cast-in-place haunched beam, prestressing force precast beam, give full play to complex-shaped in-situ beam casting convenient, and standardization secondary beam simple shape is applicable to prefabricated feature, given full play to cast-in-place and prefabricated advantage, adopt profiled sheet as template in-situ ribbed slab, cost is low, and speed of application is fast.
Accompanying drawing explanation
Fig. 1 is partial perspective view of the present invention, basic composition of the present invention shown in figure.
Fig. 2 is the syndeton schematic diagram of secondary beam of the present invention and cast-in-place haunched beam.
Fig. 3 is the front view of middle girder of the present invention.
Fig. 4 is the stereogram of middle girder of the present invention.
Fig. 5 is the internal construction schematic diagram of middle girder of the present invention.
Fig. 6 is that middle girder of the present invention is looked sectional view on a left side for lead to the hole site.
Fig. 7 is that sectional view is looked on a left side, end for middle girder of the present invention, the structure of the net of pectination shown in figure sheet.
Fig. 8 is the end enlarged drawing of middle girder of the present invention.
Fig. 9 is the inner end portion structure enlarged drawing of middle girder of the present invention.
Figure 10 is the front view of secondary beam in the present invention.
Figure 11 is the stereogram of secondary beam in the present invention.
Figure 12 is the internal construction schematic diagram of secondary beam in the present invention.
Figure 13 is the left view of secondary beam in the present invention.
Figure 14 is the inner end portion structural representation of secondary beam in the present invention, the structure of the net of pectination shown in figure sheet.
Figure 15 is the end partial enlarged drawing in secondary beam in the present invention.
Figure 16 is the inner end portion partial structurtes enlarged drawing in secondary beam in the present invention.
Figure 17 is the front view of the another kind of embodiment of secondary beam in the present invention.
Figure 18 is the front view of cast-in-place post in the present invention.
Figure 19 is the formwork schematic diagram in the present invention.
Figure 20 is the schematic diagram of the another kind of embodiment of cast-in-place haunched beam in the present invention.
The specific embodiment
Referring to Fig. 1, Fig. 2, Fig. 3 and Figure 10, the embodiment of the integral precast house structural system of a kind of cast-in-place haunched beam providing in the present invention, comprise cast-in-place post 200, cast-in-place haunched beam 600, prestressing force superposed beam and cast-in-situ floor 300, described prestressing force superposed beam comprises prestressing force precast beam and cast-in-place part, wherein said prestressing force precast beam comprises beam body 1 and is embedded in described beam body 1 prestress wire 2 as main muscle, on described beam body 1, be vertically arranged with a plurality of nibs 4, described cast-in-place haunched beam 600 is connected on adjacent described cast-in-place post 200 along a direction, described prestressing force superposed beam is divided into girder 101 and secondary beam 102, described girder 101 is for connecting the adjacent cast-in-place post 200 in the another one direction perpendicular with described cast-in-place haunched beam 600, described secondary beam 102 is connected with described cast-in-place haunched beam 600.The present invention adopts cast-in-place haunched beam 600 to mix and take structure with prestressing force superposed beam, utilizes cast-in-place haunched beam as girder, can effectively reduce the middle part height of girder, and be beneficial to pipeline and arrange at the middle part of beam, thus the floor height in reduction house.Meanwhile, utilize again prestress wire as the prestressing force precast beam of main muscle, can reduce the steel using amount of main muscle and the height of beam body, prestressing force precast beam is manufactured in factory by pretensioned prestressing technology, can produce in factory mass, thereby reduce cost.
Prestressing force superposed beam in the present invention can be supported on cast-in-place post 200, can be to be also supported on shear wall, and certainly, cast-in-place post 200 and shear wall also can exist simultaneously.
The so-called steel strand 2 of the present invention adopt many braided steel wires to form, and this kind of steel strand 2 intensity are high, good toughness, and after adopting pre-tensioning system to stretch, the concrete of beam body can produce higher prestressing force.
Alleged superimposed of the present invention comprises that prestressing force pre-erection and cast-in-place portion form in two sub-sections, in order to be beneficial to description, are referred to as prestressing force precast beam by prestressing force pre-erection in the present invention.And in being described below, beam body all refers to the beam body in prestressing force precast beam.Description for girder all refers to the prestressing force precast beam in girder, for the description of secondary beam, all refers to the prestressing force precast beam in secondary beam.The beam body 1 of prestressing force precast beam is provided with stirrup 11, the part of stirrup 11 is stretched out the upper surface of beam body 1, be retained in the stirrup 11 of beam body upper surface for the reinforcing bar of the cast-in-place part of colligation prestressing force superposed beam, this cast-in-place part is built and is integrally formed structure together with cast-in-situ floor.
The prestressing force superposed beam that all and cast-in-place posts or shear wall are connected is in the present invention girder 101, and all prestressing force superposed beams that are arranged on cast-in-place haunched beam are secondary beam 102.Girder and secondary beam can be slightly different on end construction, but its main formation is identical.Fig. 3 to Figure 17 is the structure chart of girder 101 of the present invention and secondary beam 102, and in the following description, girder 101 and secondary beam 102 are consistent for the label of same components, and for the description of same section, no longer indicating is main beam structure or inferior girder construction.
Referring to Fig. 5, Fig. 6 and Fig. 7 and Figure 12, Figure 13 and Figure 14, in the above-described embodiment providing in the present invention, described steel strand 2 adopt pre-tensioning system construction to be embedded in described beam body 1, and the quantity of described steel strand 2 is 3-18 root.Specifically can be chosen as 4,6,8,12,16.The present embodiment middle girder and secondary beam are 4.Adopt pre-tensioning system can economize the techniques such as the accessories such as Decanning, ground tackle and grouting construction, greatly saved cost, construct convenient, be suitable for large-scale production.Steel strand 2 consumptions that adopt pre-tensioning system construction to be embedded in beam body 1 obviously reduce than traditional reinforcing bar steel using amount.Prestress wire is when putting, and beam is known from experience and produced antiarch, thereby can effectively reduce the amount of deflection of prestressing force superposed beam, reduces deck-molding, and prestressing force prestressing force superposed beam is work with cracking not, and beam rigidity is large, good endurance.
Referring to Fig. 3 to Fig. 6 and Figure 10 to Figure 12, in the above-described embodiment providing in the present invention, 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 greatly improve the anchoring property of steel strand, thereby improve the overall performance of structure.
Referring to Fig. 6, Fig. 7 and Fig. 9 and Figure 12, Figure 13 and Figure 16, in the above-described embodiment providing in the present invention, 4 described steel strand 2 in girder and secondary beam are embedded in the bottom of described beam body 1, and the top of described beam body 1 is also embedded with 2 prestress wires 21 that adopt pre-tensioning system construction.4 of bottoms steel strand are used for making prestressing force precast beam to produce prestressing force in the present invention, and 2, top steel strand 21 are for the recurvation square of putting a generation of balance bottom steel strand 2, make beam body 1 upper surface avoid producing crack when bottom steel strand 2 are put.For reduce upper steel twisted wire 21 when putting to concrete local failure, the position that can stretch out beam body 1 end at upper steel twisted wire 21 arranges spiral hoop 22.Described spiral hoop 22 strengthens the local strength of its position, thereby can reduce the destruction of 21 pairs of concrete parts of upper steel twisted wire.Certainly, described upper steel twisted wire 21 can be also high-tensile steel wires.
Referring to Fig. 1, in the above-described embodiment providing in the present invention, the middle part of described cast-in-place haunched beam 600 is provided with drawing-in wire through hole 601, and the aperture of described poling through hole 601 is 100mm-400mm.The present embodiment is 200mm.The present invention arranges through hole 601 for arranging the pipeline through cast-in-place haunched beam on cast-in-place haunched beam 600, makes pipeline can press close to cast-in-situ floor bottom surface, makes full use of structure space and arranges pipeline.
Referring to Fig. 1, in the above-described embodiment providing in the present invention, the span of described prestressing force superposed beam is greater than the span of described cast-in-place haunched beam 600, be that the present invention adopts prestressing force precast beam in the large direction of span, because the prefabricated depth of beam of prestressing force is less, steel using amount is economized, thereby has increased the clear height in house.In the little direction of span, adopt cast-in-place haunched beam as girder, the load of bearing is large, but span is little, beam width is large, can effectively reduce the steel using amount of cast-in-place haunched beam, and its middle part height and prestressing force precast beam are approached, make to arrange pipeline after clear height increase.
Referring to Fig. 3 and Figure 10, in the above-described embodiment providing in the present invention, the present invention is provided with a nib 4 on the beam body 1 of girder 101 and secondary beam 102, described nib 4 is for installing the supporting member of slab form, slab form and bracing frame are arranged on supporting member, make cast-in-situ floor template without setting, land bearing frame, accelerating construction progress.In addition, because the deadweight of upper strata cast-in-situ floor and working load can not be delivered to lower floor by landing bearing frame, therefore, lower floor's slab form can be removed in advance after concrete reaches some strength.Thereby greatly improve all transfer efficients of template, reduce formwork cost.Due to without the intensive bearing frames such as scaffold that land are set, make flooring spacious, be beneficial to synchronously carrying out and construction equipment operation of other operations, improved the construction speed in house.
Referring to Fig. 3, Figure 10 and Figure 12, in the above-described embodiment providing in the present invention, all nibs 4 on described beam body 1 are positioned on same level line, described nib 4 is through hole, all nibs 4 are arranged in the same horizontal line, can guarantee that the template that is arranged on nib 4 place is in same plane, thereby guarantee the planeness of whole cast-in-situ floor.Described nib 4 is through hole, and the support member of template can directly pass, and arranges and shelve bar in the both sides of beam body, shelves bar for installation form or formwork-support.Certainly this nib 4 also can be arranged to blind hole, and arranges respectively in the both sides of beam body, and this blind hole also can be for installation form.But being set, through hole is optimum scheme, easy to process, use also simpler.
Referring to Figure 15, in the above-described embodiment providing in the present invention, in described nib 4, be provided with hollow pipe fitting 41, described pipe fitting 41 is beneficial to the shaping of a described nib 4.When manufacturing prestressing force precast beam, hollow pipe fitting 41 is pre-set, by the two ends shutoff of pipe fitting 41.After having built, form a described nib 4.Described pipe fitting 41 together bury underground with beam body 1 in.Described pipe fitting 41 is not only beneficial to the shaping of a nib 4, reduces the pore-forming cost of a nib 4.And played in use the protective effect to beam body 1, prevent that supporting die plate is for the wearing and tearing of beam body 1 concrete.
Referring to Figure 10 and Figure 15, in the above-described embodiment providing at the utility model, 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 large, if too large, is unfavorable for the installation of template assembly.Spacing c between an adjacent described nib 4 is 80cm-120cm, can elect 80cm, 90cm, 100cm, 110cm, 120cm as, and the selection of this spacing can guarantee the intensity of whole shuttering supporting.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 from the end face of beam body 1 too close to, if too near, can affect the flexural strength of construction stage beam body 1.
Referring to Fig. 3 and Fig. 4, in the above-described embodiment providing in the present invention, the end of the beam body 1 of the prestressing force precast beam in described girder is formed with breach 12 in described steel strand 2 extending areas.Steel strand 2 of the present invention are positioned at the bottom of described beam body 1, thereby make beam body have prestressing force.Due to the end of beam body and the gap of external member very little, steel strand and external member cannot make prestressing force precast beam accurately in place after colliding.For this reason, the present invention is provided with breach 12 in steel strand 2 extending areas of girder, and steel strand 2 are crooked in the interior appropriateness of breach 12, thereby make steel strand when colliding with external member, and it can bending avoid outside reinforcing bar.Referring to Fig. 3 and Fig. 4, the degree of depth of described breach 12 is 50mm-400mm.The present embodiment is 100mm, also can be chosen as 150mm, 200mm, 300mm and 400mm.This breach can meet the crooked needed space of steel strand.
Referring to Figure 10, Figure 11 and Figure 15, in the above-described embodiment providing in the present invention, the end of the beam body 1 of the prestressing force precast beam in described secondary beam is dentalation, dentalation is arranged to in the end of beam body 1, end and the cast-in-place haunched beam that can guarantee beam body 1 water while building up integral body, and the old and new's concrete binding ability improves.
Referring to Fig. 5 and Fig. 7 and Figure 12 and Figure 14, in the above-described embodiment providing in the present invention, the root of the described breach 12 of the Liang Tishang in described girder is embedded with pectination net sheet 13, and described net sheet is converted into shape by single steel bar Curved Continuous, and inserts in the space between described steel strand 2.The end of Liang Tishang in described secondary beam is also embedded with pectination net sheet 13, and this structure is identical with girder.In above-described embodiment that the present invention 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 crack.This net sheet is at least two, with this, meets requirement of strength.Net sheet is bent into pectination, and inserts in the space between steel strand 2.This structure can make steel strand 2 without through this net sheet, is manufacturing Liang Tishi, can be first by steel strand tension, and then lay net sheet, convenient construction.
Referring to Fig. 5, Fig. 6, Fig. 7 and Figure 12, Figure 13 and Figure 14, the present invention buries sleeve pipe 5 underground in the end of the described beam body 1 of girder and secondary beam, makes part bottom steel strand 2 through sleeve pipe 5.Sleeve pipe 5 is set, and when the production phase, can to effectively reduce the local prestressing force of beam end of body excessive, eliminates this place and produce crack, owing to can reducing the recurvation square of beam end of body, the pre-tensile stress of the end upper surface of beam body reduced, thereby prevent crack.And in operational phase, the compressive pre-stress sleeve producing due to the bottom, end of beam body partly discharges, after the compressive stress stack that the negative moment of backing plate with beam is produced, can be less than the compressive strength of concrete, prevent that beam end of body bottom concrete is destroyed.
Two ends at beam body 1 in the present embodiment all arrange sleeve pipe 5, thereby stress stack and local stress that 2 pairs of concretes of bottom steel strand of elimination two ends of beam body cause are excessive.Prestressing force precast beam of the present invention can be used in earthquake zone, expanded the scope of application.
Referring to Fig. 5, Fig. 6, Fig. 7 and Figure 12, Figure 13 and Figure 14, in the above-described embodiment providing in the present invention, described sleeve pipe 5 is plastic bushing, or the sleeve structure being wrapped to form by outsourcing material.Cover has the quantity of the bottom steel strand 2 of described sleeve pipe 5 to be less than sum, and not all bottom steel strand 2 all overlap and have sleeve pipe.In order to meet requirement of the present invention, the quantity of sleeve pipe 5 can be the 1/3-2/3 of steel strand quantity, and the present embodiment two ends of 2 in four bottom steel strand 2 is provided with sleeve pipe 5.
Referring to Fig. 6 and Figure 13, in the above-described embodiment providing in the present invention, cover has the described bottom steel strand 2 of sleeve pipe 5 with center line, to be arranged symmetrically with on the width of described beam body 1.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. 5 and Fig. 9 and Figure 12 and Figure 16, in the above-described embodiment providing in the present invention, 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, can affect the prestressing force that beam body 1 has, and therefore, the 5%-15% that the sleeve pipe at two ends 5 total lengths is limited to the total length of beam body 1 can be good at addressing the above problem.The present embodiment is 7%.
Referring to Fig. 1 and Figure 18, in the above-described embodiment providing in the present invention, described cast-in-place post 200 is the reinforcing bar concrete post with connecting elements, and the reinforcing bar in described reinforcing bar concrete post adopts steel pipe or H steel.This kind of cast-in-place post 200 comprises cylinder 201 and is embedded in the main muscle 202 in described cylinder 201, the junction with described girder 101 of described cylinder 201 is provided with connecting elements 203, beam body 1 end of described girder 101 is provided with shaped steel 3, and described shaped steel 3 links together with described connecting elements 203.While the invention enables girder 101 to install in the early stage, can be placed on cast-in-place post 200, installation rate is accelerated greatly.In the time of together with girder 101 is cast in cast-in-place post 200, this shaped steel 3, again as the shear key of the old and new's concrete bonding surface, has improved the shear strength in this cross section, place greatly.
Referring to Fig. 3, Fig. 8 and Fig. 9, in the above-described embodiment providing in the present invention, the part that the shaped steel 3 of described girder 101 is placed on described beam body 1 accounts for the 1/3-1/2 of the whole length of shaped steel, and the 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 cast-in-place post simultaneously.The described shaped steel 3 being embedded in beam body 1 is step, is not affecting under the prerequisite of bonding strength, and the consumption of shaped steel is reduced.Shaped steel 3 of the present invention can be channel-section steel, steel plate, angle steel or i iron.Be placed on and on the described shaped steel 3 outside described beam body 1, be provided with bolt hole 31 and/or be suitable for the perforation 32 that outside cast-in-place column tie-bar is walked.Described bolt hole 31 can be for being connected with outside connected node, and bore a hole 32 for wearing cast-in-place column tie-bar, is beneficial to laying of cast-in-place column tie-bar.After completing whole watering, because shaped steel is connected with external member, make shaped steel become the shear key of the old and new's concrete bonding surface.
Referring to Figure 17, the end of the beam body of the prestressing force precast beam of the secondary beam in the present invention also can arrange described shaped steel 3, in the time of together with the beam end of body of the prestressing force precast beam of secondary beam is cast in cast-in-place haunched beam, this shaped steel 3, as the shear key of the old and new's concrete bonding surface, has improved the shear strength in this cross section, place greatly.
Referring to Fig. 1, in the above-described embodiment providing in the present invention, described cast-in-situ floor 300 is cast-in-place flat board or in-situ ribbed slab.The present invention adopts in-situ ribbed slab can effectively reduce the deadweight of cast-in-situ floor, reduces the steel using amount of cast-in-situ floor, and seismic load reduces.The cast-in-place part of the connected node between described cast-in-place haunched beam 600, described cast-in-situ floor 300, described prestressing force precast beam and described cast-in-place post 200 and prestressing force superposed beam adopts integral cast-in-situ, thereby forms an overall structure.Make globality of the present invention better, anti-seismic performance is good.
Referring to Figure 20, another embodiment of the cast-in-place haunched beam providing in the present invention, the haunch structure of this cast-in-place haunched beam does not tilt, but right angle.Other structure is same as the previously described embodiments.
The construction method of the integral precast house structural system of the cast-in-place haunched beam providing in the present invention, comprises the steps:
A, the cast-in-place post of construction; Described cast-in-place post adopts cast-in-place processing technology to build, colligation post muscle first, and installation form, waters concrete, is finally built into rod structure.Cast-in-place post in the present embodiment is with connecting elements, pre-buried connecting elements when building.This cast-in-place post can be also the cast-in-place post without connecting elements.
B, build cast-in-place haunched beam support for shuttering and bed die and prestressing force precast beam adjustable prop; Described adjustable prop is used for supporting prestressing force precast beam, for the installation of prestressing force precast beam provides support part.Meanwhile, in this step, when building cast-in-place haunched beam support for shuttering, the bed die of cast-in-place haunched beam is built together.Cast-in-place haunched beam support for shuttering and bed die are built between two little cast-in-place posts of span.
C, the prestressing force precast beam of girder and secondary beam is installed, the end of the prestressing force precast beam of its middle girder and secondary beam is shelved under beam on adjustable prop 506; Between the cast-in-place post and cast-in-place post of the another one direction that prestressing force precast beam is lifted on and cast-in-place haunched beam is perpendicular of girder, the span between this cast-in-place post and cast-in-place post is large.
The reinforcing bar of D, the cast-in-place haunched beam of colligation; According to the shape of cast-in-place haunched beam, carry out colligation as the reinforcing bar of main muscle.
E, build cast-in-place haunched beam side template and slab form, build whole template.
F, bundle muscle water concrete, the main muscle in top of colligation prestressing force superposed beam, lay floor bar, the concrete of connected node, cast-in-place haunched beam and cast-in-situ floor between the cast-in-place part in top, prestressing force precast beam and the cast-in-place post of monobloc cast prestressing force superposed beam, completes overall structure;
G, form removal, concrete reaches after some strength, adjustable prop under stripping and beam.
In step B, the shaped steel 3 of prestressing force precast beam end of described girder 101 and the connecting elements 203 of described cast-in-place post are connected.The present invention arranges connecting elements 203 at the top of cast-in-place post, makes girder 101 when mounted, can be fixed on cast-in-place post 200, is beneficial to the installation of girder 101.
Referring to Figure 19, in step C, in a nib 4 of secondary beam 102 and girder 101, connector is set, connector of the present invention is to be located in to cross steel pipe 505 in nib, joint steel pipe 501 is longitudinally set crossing on steel pipe 505, Encased truss 502 is held on joint steel pipe 501, then on Encased truss 502, lays wooden grid 503, on wooden grid 503, builds slab form.
The present invention can also adopt other scheme in step C, in a nib 4 of secondary beam 102 and girder 101, connector is set, this connector is the steel pipe that crosses being arranged in nib, and longitudinally arranges and shelve bar crossing on steel pipe, then is shelving the steel plate formwork of laying floor on bar.The present embodiment adopts die mould steel form, and this die mould steel form is across on prestressing force precast beam, and its bottom is without arranging support scaffolding, and therefore, this slab form construction is simple, and the die mould steel form number of turnover is many, and cost is low.
Claims (9)
1. the integral precast house structural system of cast-in-place haunched beam, it is characterized in that: comprise cast-in-place post, cast-in-place haunched beam, prestressing force superposed beam and cast-in-situ floor, described prestressing force superposed beam comprises prestressing force precast beam and cast-in-place part, wherein said prestressing force precast beam comprises that Liang Tihe is embedded in described beam body the prestress wire as main muscle, on described beam body, be vertically arranged with a plurality of nibs, described cast-in-place haunched beam is connected on adjacent described cast-in-place post along a direction, described prestressing force superposed beam is divided into girder and secondary beam, described girder is for connecting the adjacent cast-in-place post in the another one direction perpendicular with described cast-in-place haunched beam, described secondary beam is connected with described cast-in-place haunched beam, the beam end of body of the prestressing force precast beam of described girder is formed with breach in steel strand extending area, the beam end of body of the prestressing force precast beam of described secondary beam is dentalation, described cast-in-situ floor is cast-in-place flat board or in-situ ribbed slab.
2. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 1, is characterized in that: described cast-in-place post is the reinforcing bar concrete post with connecting elements, and the end of described beam body is provided with shaped steel, and described shaped steel is connected with described connecting elements.
3. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 1, is characterized in that: the middle part of described cast-in-place haunched beam is provided with drawing-in wire through hole, and the aperture of described drawing-in wire through hole is 100mm-400mm.
4. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 1, is characterized in that: the span of described prestressing force superposed beam is greater than the span of described cast-in-place haunched beam.
5. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 1, it is characterized in that: the steel strand of described prestressing force precast beam are embedded in the bottom of described beam body, the top of described beam body is also embedded with the prestress wire that adopts pre-tensioning system construction, and the end of described steel strand is enlarged footing.
6. the construction method of the integral precast house structural system of cast-in-place haunched beam, comprises the steps:
A, the cast-in-place post of construction;
B, build adjustable prop under cast-in-place haunched beam support for shuttering and bed die and prestressing force Prefabricated bar;
The prestressing force precast beam of C, installation girder and secondary beam, is shelved on the end of the prestressing force precast beam of its middle girder and secondary beam on adjustable prop;
The reinforcing bar of D, the cast-in-place haunched beam of colligation;
E, build cast-in-place haunched beam side template and slab form,
F, bundle muscle water concrete, the main muscle in top of colligation prestressing force superposed beam, lay floor bar, the concrete of connected node, cast-in-place haunched beam and cast-in-situ floor between the cast-in-place part in top, prestressing force precast beam and the cast-in-place post of monobloc cast prestressing force superposed beam, completes overall structure;
G, form removal, concrete reaches after some strength, adjustable prop under stripping and beam.
7. the construction method of the integral precast house structural system of a kind of cast-in-place haunched beam as claimed in claim 6, it is characterized in that: in steps A, on cast-in-place post, be provided with connecting elements, in step B, the shaped steel of the prestressing force precast beam end of described girder is connected with the connecting elements of described cast-in-place post.
8. the construction method of the integral precast house structural system of a kind of cast-in-place haunched beam as claimed in claim 6, it is characterized in that: in step C, in a nib of secondary beam and a nib of girder, connector is set, and joint steel pipe is longitudinally set on connector, Encased truss is held on joint steel pipe, on Encased truss, lay again wooden grid, on wooden grid, build slab form.
9. the construction method of the integral precast house structural system of a kind of cast-in-place haunched beam as claimed in claim 6, it is characterized in that: in step C, described slab form is die mould steel form, in a nib of secondary beam and a nib of girder, connector is set, and longitudinally arrange and shelve bar, then on bar, lay steel plate formwork shelving on connector.
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| CN201010297722.XA CN102418425B (en) | 2010-09-28 | 2010-09-28 | Prefabrication integral casting building structure system with cast-in-site haunched beams, and construction method for prefabrication integral casting building structure system |
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| CN201010297722.XA CN102418425B (en) | 2010-09-28 | 2010-09-28 | Prefabrication integral casting building structure system with cast-in-site haunched beams, and construction method for prefabrication integral casting building structure system |
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| CN103046645B (en) * | 2012-08-16 | 2016-08-24 | 杨众 | A kind of whole casting structure and construction method of Large-span Precast |
| CN103590487A (en) * | 2013-11-14 | 2014-02-19 | 苏州工业园区设计研究院股份有限公司 | Cast-in-place reinforced concrete haunched beam structure |
| CN107542197A (en) * | 2016-06-26 | 2018-01-05 | 李乔林 | Trapezoidal roof, the building scheme on the bucket-shaped roof of gable roof and side and the form erecting technology of on-plane surface top plate of plate-girder composite integrated |
| CN106760110B (en) * | 2016-12-30 | 2018-11-27 | 新蒲建设集团有限公司 | Based on BIM profiled sheet-armored concrete hollow sandwich floor construction engineering method |
| CN107152078B (en) * | 2017-06-29 | 2023-04-07 | 中国建筑第二工程局有限公司 | Hinge device and construction method for releasing welding internal stress of steel gallery by using hinge device |
| CN107700648A (en) * | 2017-10-23 | 2018-02-16 | 浙江展诚建设集团股份有限公司 | Prefabricated component and cast-in-place post assembled integral concrete frame structure construction |
| CN110080461A (en) * | 2019-06-06 | 2019-08-02 | 广东工业大学 | A kind of prestressing force regeneration concrete empty stomach composite beam |
| CN113482212A (en) * | 2021-06-21 | 2021-10-08 | 五冶集团上海有限公司 | Construction method for improving structural slab surface flatness of prestressed precast beam |
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| JPH035173A (en) * | 1989-06-01 | 1991-01-10 | Canon Inc | Motor controller |
| JPH09105173A (en) * | 1995-10-09 | 1997-04-22 | Ando Corp | Connecting section structure of precast prestressed reinforced-concrete frame |
| JP2001123534A (en) * | 1999-10-25 | 2001-05-08 | Dai Nippon Construction | Construction of composite precast beam |
| TW422230U (en) * | 2000-02-19 | 2001-02-11 | Chen Jen Chang | Anti-quake and fire-proof combination structure of beam, column, slab and wall |
| CN101294419A (en) * | 2007-04-27 | 2008-10-29 | 丁公权 | Novel method for quickly assembling low-cost energy-saving house with prefabricated pole, beam, plate |
| CN201087480Y (en) * | 2007-08-16 | 2008-07-16 | 同济大学 | Prestressed concrete composite beam |
| CN101787796B (en) * | 2010-01-25 | 2012-04-18 | 郑蓉军 | Suspended formwork bracing system for steel structure concrete floor slab construction |
| CN101806095B (en) * | 2010-03-15 | 2012-01-11 | 中山市快而居房屋预制件有限公司 | Full-fabricated assembly overall reinforced concrete house and building method thereof |
| CN201794161U (en) * | 2010-09-28 | 2011-04-13 | 杨峰 | Prefabricated integrally cast building structure system with cast-in-place haunched beam |
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