CN201794161U - Prefabricated integrally cast building structure system with cast-in-place haunched beam - Google Patents

Prefabricated integrally cast building structure system with cast-in-place haunched beam Download PDF

Info

Publication number
CN201794161U
CN201794161U CN 201020553598 CN201020553598U CN201794161U CN 201794161 U CN201794161 U CN 201794161U CN 201020553598 CN201020553598 CN 201020553598 CN 201020553598 U CN201020553598 U CN 201020553598U CN 201794161 U CN201794161 U CN 201794161U
Authority
CN
China
Prior art keywords
cast
haunched
place
precast
steel
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
Application number
CN 201020553598
Other languages
Chinese (zh)
Inventor
杨峰
Original Assignee
HUAHUI ENGINEERING DESIGN GROUP Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by HUAHUI ENGINEERING DESIGN GROUP Co Ltd filed Critical HUAHUI ENGINEERING DESIGN GROUP Co Ltd
Priority to CN 201020553598 priority Critical patent/CN201794161U/en
Application granted granted Critical
Publication of CN201794161U publication Critical patent/CN201794161U/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Abstract

The utility model discloses a prefabricated integrally cast building structure system with a cast-in-place haunched beam. The system comprises a cast-in-place column, the cast-in-place haunched beam and a cast-in-place floor, wherein a pre-stressed superposed beam comprises a pre-stressed prefabricated beam and a cast-in-place part; the pre-stressed prefabricated beam comprises a beam body and a pre-stressed steel strand which is buried in the beam body to serve as a main rib; a plurality of die supporting holes are longitudinally formed on the upper edge of the beam body; the cast-in-place haunched beam is connected with an adjacent column along one direction; the pre-stressed superposed beam is divided into a main beam and a secondary beam; the main beam is connected with an adjacent column in another direction which is perpendicular to the haunched beam; and the secondary beam is connected with the haunched beam. In the system, the haunched beam is used as the main beam, so the middle height of the main beam can be effectively reduced, which is beneficial to arranging a pipeline on the middle part of the beam, and the story height of a building can be reduced. A pipeline penetration through hole on the middle part of the main beam can further reduce the story height.

Description

The integral precast house structural system of cast-in-place haunched beam
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
In traditional integral precast structural system, the connected node complex structure of Liang Yuliang, globality is poor, for addressing this problem, the girder employing is cast-in-place usually, but its working procedure is many, and do not have corresponding construction equipment supporting in the construction, and compare with cast-in-place structural, there is not the advantage of duration, cost.In addition, in the structure design, the direction that span is big is a girder usually, and the direction that span is little is a secondary beam, and the advantage of prestressing force superposed beam is not in full use, and the height of cast-in-place girder is bigger, and the building floor height is strengthened.Also have the general floor of traditional integral precast structure to adopt superimposed sheet, the syndeton complexity, the cost height, globality is poor.At present, a kind of primary and secondary beam is basic, and girder adopts haunched beam with high, and the integral precast system that floor adopts no load-bearing to prop up module and cast-in-situ yet there are no report.
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 floor height is little, anti-seismic performance good, speed of application is fast, the integral precast house structural system and the job practices thereof of the cast-in-place haunched beam of low cost of manufacture.
The integral precast house structural system of a kind of cast-in-place haunched beam that provides according to the utility model, 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 the described beam body prestress wire as main muscle, be vertically arranged with a plurality of nibs on the described beam body, described cast-in-place haunched beam is connected on the adjacent described post along a direction, described prestressing force superposed beam is divided into girder and secondary beam, described girder be used to connect with the perpendicular another one direction of described haunched beam on adjacent post, described secondary beam is connected with described haunched beam.
The integral precast house structural system of a kind of cast-in-place haunched beam that provides according to the utility model also has following attached technical characterictic:
Described post is the reinforcing bar concrete post that has 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 haunched beam is provided with the drawing-in wire through hole, and the aperture of described poling through hole is 100mm-400mm.
The span of described superposed beam is greater than the span of described haunched beam.
Described steel strand are embedded in the bottom of described beam body, and the top of described beam body also is embedded with prestressed high strength steel wire or the steel strand that adopt the pre-tensioning system construction, and the end of described steel strand is an enlarged footing.
The beam end of body of the precast beam of described girder is formed with breach in the steel strand extending area, and the beam end of body of the precast beam of described secondary beam is a dentalation.
Described floor is cast-in-place flat board or in-situ ribbed slab.
The end of the beam body of the precast beam of described girder and secondary beam is buried sleeve pipe underground, and the described bottom of part steel strand pass described sleeve pipe.
The beam end of body of the root of the breach of the Liang Tishang of the precast beam of described girder and the precast beam of described secondary beam is embedded with pectination net sheet, 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.
Described post is the reinforcing bar concrete post that has connecting elements, and the reinforcing bar in the described reinforcing bar concrete post adopts steel pipe or H steel.
The integral precast house structural system of a kind of cast-in-place haunched beam that provides according to the utility model compared with prior art has following advantage:
At first, the utility model 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 utility model adopts the prestressing force precast beam in the big direction of span, because prefabricated depth of beam is less, steel using amount is economized, thereby has increased the clear height in house.Adopt cast-in-place haunched beam as girder on the little direction of span, the load of bearing is big, but span is little, can effectively reduce the steel using amount of haunched beam, and makes its beam middle part height approaching with precast beam, and clear height increases behind the feasible layout pipeline.
Once more, 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 beam, has not only saved to land bearing frame, and slab form is removed ahead of time, improves all transfer efficients of template.In addition, precast beam is set up under the beam on the adjustable prop, good stability, construction stage place spaciousness, convenient construction.
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 secondary beam of the present utility model and haunched beam.
Fig. 3 is the front view of the utility model middle girder.
Fig. 4 is the stereogram of the utility model middle girder.
Fig. 5 is the internal construction schematic diagram of the utility model middle girder.
Fig. 6 is that the utility model middle girder is looked sectional view on the left side of lead to the hole site.
Fig. 7 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.
Fig. 8 is the end enlarged drawing of the utility model middle girder.
Fig. 9 is the inner end portion structure enlarged drawing of the utility model middle girder.
Figure 10 is the front view of secondary beam in the utility model.
Figure 11 is the stereogram of secondary beam in the utility model.
Figure 12 is the internal construction schematic diagram of secondary beam in the utility model.
Figure 13 is the left view of secondary beam in the utility model.
Figure 14 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 15 is the end partial enlarged drawing in the secondary beam in the utility model.
Figure 16 is the inner end portion partial structurtes enlarged drawing in the secondary beam in the utility model.
Figure 17 is the front view of the another kind of embodiment of secondary beam in the utility model.
Figure 18 is the front view of the utility model center pillar.
Figure 19 is the schematic diagram of the another kind of embodiment of haunched beam in the utility model.
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 that provides at the utility model, 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 the described beam body 1 prestress wire 2 as main muscle, be vertically arranged with a plurality of nibs 4 on the described beam body 1, described cast-in-place haunched beam 600 is connected on the adjacent described post 200 along a direction, described prestressing force superposed beam is divided into girder 101 and secondary beam 102, described girder 101 be used to connect with the perpendicular another one direction of described haunched beam 600 on adjacent post 200, described secondary beam 102 is connected with described haunched beam 600.The utility model adopts haunched beam 600 to mix with superposed beam and takes structure, utilizes 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.Simultaneously, utilize the prestressing force precast beam of prestress wire as main muscle again, can reduce the steel using amount of main muscle and the height of beam body, precast beam is made in factory with the pretensioned prestressing technology, can be in factory mass production, thus reduce cost.
Superposed beam 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 haunched beam are secondary beam 102.Girder can be slightly different on end construction with secondary beam, but its main formation is identical.Fig. 3 to Figure 17 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. 5, Fig. 6 and Fig. 7 and Figure 12, Figure 13 and Figure 14, 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 middle girder and secondary beam are 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.The prestress wire precast beam is when putting, and beam is known from experience and produced antiarch, thereby can effectively reduce the amount of deflection of superposed beam, reduces deck-molding, and the prestressing force superposed beam is not with crack work, and beam rigidity is big, good endurance.
Referring to Fig. 3 to Fig. 6 and Figure 10 to Figure 12, 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. 6, Fig. 7 and Fig. 9 and Figure 12, Figure 13 and Figure 16, 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 reduce the destruction of 21 pairs of concrete parts of upper steel twisted wire.Certainly, described upper steel twisted wire 21 also can be high-tensile steel wires.
Referring to Fig. 1, in the foregoing description that the utility model provides, the middle part of described haunched beam 600 is provided with drawing-in wire through hole 601, and the aperture of described poling through hole 601 is 100mm-400mm.Present embodiment is 200mm.The utility model is provided with through hole 601 and is used to arrange the pipeline that passes haunched beam on haunched beam 600, make pipeline can press close to soffit, makes full use of structure space and arranges pipeline.
Referring to Fig. 1, in the foregoing description that the utility model provides, the span of described superposed beam is greater than the span of described haunched beam 600, be that the utility model adopts the prestressing force precast beam in the big direction of span, because prefabricated depth of beam is less, steel using amount is economized, thereby has increased the clear height in house.Adopt cast-in-place haunched beam as girder on the little direction of span, the load of bearing is big, but span is little, and beam width is big, can effectively reduce the steel using amount of haunched beam, and makes its middle part height approaching with precast beam, and clear height increases behind the feasible layout pipeline.
Referring to Fig. 3 and Figure 10, in the foregoing description that the utility model provides, the utility model is provided with a nib 4 on the beam body 1 of girder 101 and secondary beam 102, described nib 4 is used to install the supporting member of slab form, slab form and bracing frame are installed on the supporting member, make 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 Fig. 3, Figure 10 and Figure 12, in the foregoing description that the utility model provides, on the described beam body 1 all nibs 4 are positioned on the same horizon, described nib 4 is through hole, 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 planeness 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 15, 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 10 and Figure 15, 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 the flexural strength of construction stage beam body 1.
Referring to Fig. 3 and Fig. 4, in the foregoing description that the utility model provides, the end of the beam body 1 of the precast beam in the described girder 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 external member are collided.For this reason, the utility model is provided with breach 12 in steel strand 2 extending areas of girder, and steel strand 2 appropriateness in breach 12 is crooked, thereby makes 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.Present embodiment is 100mm, also can be chosen as 150mm, 200mm, 300mm and 400mm.This breach can satisfy the crooked needed space of steel strand.
Referring to Figure 10, Figure 11 and Figure 15, in the foregoing description that the utility model provides, the end of the beam body 1 of the precast beam in the described secondary beam is a dentalation, dentalation is arranged in the end of beam body 1, the end and the haunched beam that can guarantee beam body 1 water when 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 foregoing description that the utility model provides, the root of the described breach 12 of the Liang Tishang in the described girder is embedded with pectination net sheet 13, 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 2.The end of Liang Tishang in the described secondary beam also is embedded with pectination net sheet 13, and this structure is identical with girder.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. 5, Fig. 6, Fig. 7 and Figure 12, Figure 13 and Figure 14, 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 the 2 pairs of stress that concrete caused stacks of bottom steel strand and the local stress of eliminating two ends of beam body are excessive.Make precast beam of the present utility model to use, enlarged the scope of application in the earthquake zone.
Referring to Fig. 5, Fig. 6, Fig. 7 and Figure 12, Figure 13 and Figure 14, 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. 6 and Figure 13, 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. 5 and Fig. 9 and Figure 12 and Figure 16, 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 therefore, 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%.
Referring to Fig. 1 and Figure 18, in the foregoing description that the utility model provides, described post 200 is for having the reinforcing bar concrete post of connecting elements, and the reinforcing bar in the described reinforcing bar concrete post adopts steel pipe or H steel.This kind post 200 comprises cylinder 201 and the main muscle 202 that is embedded in the 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.The utility model makes and can be placed on the post 200 when girder 101 is installed in the early stage, installation rate is accelerated greatly.When girder 101 and post 200 are cast in a time-out, this shaped steel 3 has improved the shear strength in this cross section, place greatly again as the shear key of the old and new's concrete bonding surface.
Referring to Fig. 3, Fig. 8 and Fig. 9, in the foregoing description that the utility model provides, 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 that shaped steel is put in order 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 post simultaneously.The described shaped steel 3 that is embedded in the beam body 1 is step, under the prerequisite that does not influence bonding strength, the consumption of shaped steel is reduced.Shaped steel 3 of the present utility model can be channel-section steel, steel plate, angle steel or i iron.Being placed on described beam body 1 outer described shaped steel 3 is provided with bolt hole 31 and/or is suitable for the perforation 32 that the outside column stirrup is walked.Described bolt hole 31 can be used for being connected with outside connected node, 32 is used for the prick post stirrup and bore a hole, and is beneficial to laying of tie muscle.After finishing whole watering,, make shaped steel become the shear key of the old and new's concrete bonding surface because shaped steel is connected with external member.
Referring to Figure 17, the end of the beam body of the precast beam of the secondary beam in the utility model also can be provided with described shaped steel 3, when the beam end of body and the haunched beam of the precast beam of secondary beam is cast in a time-out, this shaped steel 3 has improved the shear strength in this cross section, place greatly as the shear key of the old and new's concrete bonding surface.
Referring to Fig. 1, in the foregoing description that the utility model provides, described floor 300 is cast-in-place flat board or in-situ ribbed slab.The utility model employing in-situ ribbed slab can effectively reduce the deadweight of floor, reduces the steel using amount of floor, and seismic load reduces.The cast-in-place part of connected node between described haunched beam 600, described floor 300, described precast beam and the described post 200 and superposed beam adopts integral cast-in-situ, thereby forms an overall structure.Make that globality of the present utility model is better, anti-seismic performance is good.
Referring to Figure 19, another embodiment of the haunched beam that provides at the utility model, the haunch structure of this haunched beam does not tilt, but the right angle.Other structures are same as the previously described embodiments.

Claims (10)

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 the described beam body prestress wire as main muscle, be vertically arranged with a plurality of nibs on the described beam body, described cast-in-place haunched beam is connected on the adjacent described post along a direction, described prestressing force superposed beam is divided into girder and secondary beam, described girder be used to connect with the perpendicular another one direction of described haunched beam on adjacent post, described secondary beam is connected with described haunched beam.
2. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 1, it is characterized in that: described post is the reinforcing bar concrete post that has 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, it is characterized in that: the middle part of described haunched beam is provided with the drawing-in wire through hole, and the aperture of described poling through hole is 100mm-400mm.
4. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 1, it is characterized in that: the span of described superposed beam is greater than the span of described 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 precast beam are embedded in the bottom of described beam body, the top of described beam body also is embedded with prestressed high strength steel wire or the steel strand that adopt the pre-tensioning system construction, and the end of described steel strand is an enlarged footing.
6. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 1, it is characterized in that: the beam end of body of the precast beam of described girder is formed with breach in the steel strand extending area, and the beam end of body of the precast beam of described secondary beam is a dentalation.
7. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 1, it is characterized in that: described floor is cast-in-place flat board or in-situ ribbed slab.
8. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 5, it is characterized in that: the end of the beam body of the precast beam of described girder and secondary beam is buried sleeve pipe underground, and the described bottom of part steel strand pass described sleeve pipe.
9. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 6, it is characterized in that: the beam end of body of the root of the breach of the Liang Tishang of the precast beam of described girder and the precast beam of described secondary beam is embedded with pectination net sheet, 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. the integral precast house structural system of cast-in-place haunched beam as claimed in claim 1, it is characterized in that: described post is the reinforcing bar concrete post that has connecting elements, the reinforcing bar in the described reinforcing bar concrete post adopts steel pipe or H steel.
CN 201020553598 2010-09-28 2010-09-28 Prefabricated integrally cast building structure system with cast-in-place haunched beam Expired - Lifetime CN201794161U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN 201020553598 CN201794161U (en) 2010-09-28 2010-09-28 Prefabricated integrally cast building structure system with cast-in-place haunched beam

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN 201020553598 CN201794161U (en) 2010-09-28 2010-09-28 Prefabricated integrally cast building structure system with cast-in-place haunched beam

Publications (1)

Publication Number Publication Date
CN201794161U true CN201794161U (en) 2011-04-13

Family

ID=43849083

Family Applications (1)

Application Number Title Priority Date Filing Date
CN 201020553598 Expired - Lifetime CN201794161U (en) 2010-09-28 2010-09-28 Prefabricated integrally cast building structure system with cast-in-place haunched beam

Country Status (1)

Country Link
CN (1) CN201794161U (en)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102373770A (en) * 2011-11-21 2012-03-14 华汇工程设计集团股份有限公司 Anchoring structure for end part of steel strand and anchoring method thereof
CN102418425A (en) * 2010-09-28 2012-04-18 杨峰 Prefabrication integral casting building structure system with cast-in-site haunched beams, and construction method for prefabrication integral casting building structure system
CN102720303A (en) * 2012-06-15 2012-10-10 吴方伯 Concrete composite beam
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
CN103711201A (en) * 2013-09-13 2014-04-09 柳忠林 Large-span prestressed concrete beam board frame structural system

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102418425A (en) * 2010-09-28 2012-04-18 杨峰 Prefabrication integral casting building structure system with cast-in-site haunched beams, and construction method for prefabrication integral casting building structure system
CN102373770A (en) * 2011-11-21 2012-03-14 华汇工程设计集团股份有限公司 Anchoring structure for end part of steel strand and anchoring method thereof
CN102720303A (en) * 2012-06-15 2012-10-10 吴方伯 Concrete composite beam
CN102720303B (en) * 2012-06-15 2014-12-10 吴方伯 Concrete composite beam
CN103711201A (en) * 2013-09-13 2014-04-09 柳忠林 Large-span prestressed concrete beam board frame structural system
CN103711201B (en) * 2013-09-13 2019-02-19 柳承志 A kind of large-span prestressed concrete beam slab frame structure system
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

Similar Documents

Publication Publication Date Title
CN102418401B (en) Pretensioning prestressed reinforced concrete precast beam
CN102418386B (en) Reinforced concrete prefabricated integrally-cast building structure system and construction method thereof
CN201794217U (en) Pretensioned prestressing reinforced concrete precast beam
CN102418385B (en) Novel reinforced concrete prefabricated whole-poured building structure system and construction method thereof
CN201794161U (en) Prefabricated integrally cast building structure system with cast-in-place haunched beam
CN201785865U (en) Structure and system for house combining external prestress post tensioning method steel beam and pretensioning method prestress composite beam
CN201785940U (en) Reinforced concrete prefabricated beam
CN104213717B (en) Multi-storey building integration transformation method of construction
CN102418425B (en) Prefabrication integral casting building structure system with cast-in-site haunched beams, and construction method for prefabrication integral casting building structure system
CN103243804A (en) Pre-stressed combined frame of thin wall section steels and concrete, and construction method thereof
CN102251667B (en) Construction method for reinforced concrete arched roof of grain store
CN201794214U (en) Prefabricated beam with cavity
CN102979221A (en) Shear wall structure configured with crossed slant internal prestress and construction method of shear wall structure
CN204983662U (en) To drawing screw rod and steel pipe framed bent combination unilateral formwork device
CN104947603A (en) Reinforced concrete girder bridge girder reinforcing structure and method
CN102418381B (en) Building structure system combined with steel beam and pre-tensioned prestressing superposed beam and construction method for building structure system
CN201785867U (en) Novel reinforced-concrete prefabricated and integral-cast building structure system
CN102418387B (en) Post-tensioning external prestressed steel beam and pre-tensioning prestressed superposed beam combined building structure system and construction technology thereof
CN201794353U (en) Masonry structure capable of enhancing anti-collapse capacity and integrity under strong shock
CN201786045U (en) House structure with combined steel beam and pretensioning method prestress laminated beam
CN102418400B (en) Pretensioning prestressed reinforced concrete precast beam
CN206769200U (en) First wear formula post stretching vertical prestressing cast-in-place concrete rod structure
CN105019645A (en) Template system for building concrete structure at earth-taking opening in top-down construction method, and construction method
CN201843257U (en) Pre-tensioning pre-stressed reinforced concrete precast beam
CN102418402B (en) Pre-tensioned prestressed reinforced concrete precast beam

Legal Events

Date Code Title Description
GR01 Patent grant
C14 Grant of patent or utility model
TR01 Transfer of patent right

Effective date of registration: 20170213

Address after: East Backstreet Haishu District 315000 Zhejiang province Ningbo City No. 8 Room 201

Patentee after: Yang Feng

Address before: 312000 Zhejiang Province, Shaoxing Zhongxing Road No. 339 building Huahui Changan

Patentee before: Yang Feng

Patentee before: Huahui Engineering Design Group Co., Ltd.

Effective date of registration: 20170213

Address after: East Backstreet Haishu District 315000 Zhejiang province Ningbo City No. 8 Room 201

Patentee after: Yang Feng

Address before: 312000 Zhejiang Province, Shaoxing Zhongxing Road No. 339 building Huahui Changan

Patentee before: Yang Feng

Patentee before: Huahui Engineering Design Group Co., Ltd.

C41 Transfer of patent application or patent right or utility model
CX01 Expiry of patent term

Granted publication date: 20110413

CX01 Expiry of patent term