CN201794217U - Pretensioned prestressing reinforced concrete precast beam - Google Patents
Pretensioned prestressing reinforced concrete precast beam Download PDFInfo
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- CN201794217U CN201794217U CN 201020553626 CN201020553626U CN201794217U CN 201794217 U CN201794217 U CN 201794217U CN 201020553626 CN201020553626 CN 201020553626 CN 201020553626 U CN201020553626 U CN 201020553626U CN 201794217 U CN201794217 U CN 201794217U
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Abstract
The utility model relates to a pretensioned prestressing reinforced concrete precast beam comprising a beam body and a prestressing steel stranded wire which is embedded in the beam body and is used as a main reinforcement, wherein the beam body is provided with a hoop reinforcement, part of the hoop reinforcement extends out of the upper surface of the beam body, at least one end part of the beam body is provided with section steel which is suitable for being connected with an external structure, part of the section steel is embedded in the beam body, the rest part of the section steel is exposed at the end part of the beam body, and a through hole which is suitable for being connected with the end part of the beam body at the outside is arranged on the side wall of the beam body. The through hole is arranged on the precast beam in the utility model, the end parts of other precast beams can be directly installed at the position of the through hole, and the steel stranded wire is directly threaded into the through hole. Because of the arrangement of the through hole, the position can be later poured, so that an integrally poured whole can be formed between precast beams, and the joint strength is enhanced.
Description
Technical field
The utility model relates to a kind of precast beam, relates in particular to a kind of steel bar concrete precast beam that is used for the employing pretensioned prestressing of building.
Background technology
Prefabricated compound beam of the prior art mainly includes steel-concrete compound beam and steel bar concrete superposed beam, and precast beam can be produced on a large scale, can effectively reduce cost, improves efficiency of construction.But the most of teeth groove structure of end that adopts of existing precast beam connects and nonprestressed reinforcement, and the binding ability of the old and new's concrete is relatively poor, and the normal section shear strength is low.Aspect installation, reinforcing bar is difficult to bending in this precast beam, can't install in many occasions.And anchoring property is poor, has limited the popularization and the utilization of integral precast system.In addition, the connected node globality between the precast beam, between precast beam and the post is poor, and anti-seismic performance is also poor, uses in the earthquake-prone region restriction.So batch production so far building is failed large-area applications, this also causes precast beam to fail to be adopted in a large number in reality is built.In order to solve design and the construction problem of precast beam in building course, occurred some in the prior art and be intended to solve the scheme of local problem.For example Chinese patent application number is CN200810030491.9, open day is on July 9th, 2008, a kind of compound beam is disclosed, form by reinforced concrete prefabricated beam, shaped steel joint, be connected with shaped steel on described reinforced concrete prefabricated beam two end bars, shaped steel joint one end is embedded in the wall column concrete, and is connected with reinforcing bar in the wall column, the other end is stayed outside the wall column concrete, and precast beam two ends shaped steel and shaped steel joint are connected to form the combination precast beam.But main muscle adopts plain bars in this scheme, the welding job amount, and connected node complex structure, and be non-superposed beam, the beam overall height is big, the manufacturing cost height, working procedure is many, and progress is slow, and it is fast to be difficult to embody the construction speed that batch production builds, the advantage that cost is low.Such scheme has also only provided the solution that beam column connects, and do not provide the connectivity scenario between the Liang Yuliang, and being connected between precast beam and the precast beam is absolutely necessary in the total system at all, and extremely important.But prior art does not also have a kind of good integrity, connected mode easy for installation.
The utility model content
Technical problem to be solved in the utility model is to overcome the deficiency of above-mentioned prior art, provides a kind of precast beam that makes things convenient for to install, be beneficial to the pretensioned prestressing steel bar concrete precast beam that the later stage floor is built construction and cost is low, be beneficial to large-scale production.
A kind of pretensioned prestressing steel bar concrete precast beam that provides according to the utility model, a kind of pretensioned prestressing steel bar concrete precast beam, comprise that Liang Tihe is embedded in the described beam body prestress wire as main muscle, described beam body is provided with stirrup, the part of described stirrup is stretched out the upper surface of described beam body, at least one end of described beam body is provided with and is suitable for the shaped steel that is connected with external structure, the part of described shaped steel is embedded in the described beam body, remainder is placed on the end of described beam body, and the sidewall of described beam body is provided with and is suitable for the through hole that is connected with the external beam end of body.
A kind of pretensioned prestressing steel bar concrete precast beam that provides according to the utility model also has following attached technical characterictic:
Described through hole is a rectangular through-hole, and protrude to the center at the middle part of described rectangular through-hole, forms the bellmouth orifice that extends to the end from the rectangular through-hole middle part.
Described beam body is embedded with pre-buried fixture below through hole, described pre-buried fixture comprises the fixed head and the junction plate that is connected described fixed head that is positioned at described beam body both sides.
Be welded with shear resisting board on the described fixture.
The end of described steel strand has enlarged footing.
Being placed on the external described shaped steel of described beam is provided with bolt hole and/or is suitable for the perforation that the outside column stirrup is walked.
The end of described beam body is formed with breach in described steel strand extending area, and the degree of depth of described breach is 50mm-150mm.
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, are with sleeve pipe to the described bottom of small part steel strand, and described sleeve pipe is embedded in the end of described beam body.
The end of described beam body is embedded with pectination net sheet at described bottom steel strand extension, and the bending of described net sheet is shaped, and inserts in the space between the described steel strand.
Longitudinally be provided with on the sidewall of described beam body and be in a plurality of nibs on the same horizon.
A kind of pretensioned prestressing steel bar concrete precast beam that provides according to the utility model compared with prior art has following advantage: at first, the utility model is a kind of precast beam that adopts the pretensioned prestressing steel strand as main muscle, this precast beam can be as the pre-erection of superposed beam, adopt prestress wire can guarantee to have under the situation of same intensity, reduce the steel using amount of main muscle, steel strand are elastic buckling more freely, make things convenient for the installation of beam greatly, precast beam is made in factory with the pretensioned prestressing technology, can be in factory mass production, thus cost reduced with scale effect.Precast beam in the utility model is provided with through hole simultaneously, and the steel strand of other precast beam directly penetrate in the through hole, thereby steel strand are anchored in the rear pouring concrete of through hole, have improved the globality of precast beam and precast beam connected node; Secondly, the utility model is provided with pre-buried fixture in the through hole, and pre-buried fixture is used for welding at the construction field (site) shear resisting board, thereby improves the shear strength of the connected node of precast beam and precast beam; Once more, the utility model is provided with shaped steel in the end of precast beam, is beneficial to the installation of precast beam, and this shaped steel double as is that the old and new's concrete is in conjunction with shear key, again as shelving member with the installation of post or beam.
Description of drawings
Fig. 1 is a front view of the present utility model.
Fig. 2 is a stereogram of the present utility model.
Fig. 3 is an internal construction schematic diagram of the present utility model.
Fig. 4 is that the utility model is looked sectional view on the left side of lead to the hole site.
Fig. 5 is that sectional view is looked on a left side, end of the present utility model, the structure of the net of pectination shown in figure sheet.
Fig. 6 is an end of the present utility model enlarged drawing.
Fig. 7 is an inner end portion structure enlarged drawing of the present utility model.
Fig. 8 is the front view of another embodiment of the present utility model.
Fig. 9 is the end enlarged drawing of Fig. 8.
The specific embodiment
Referring to Fig. 1 to Fig. 3, the embodiment of a kind of pretensioned prestressing steel bar concrete precast beam that provides at the utility model, comprise beam body 1 and be embedded in the described beam body 1 prestress wire 2 as main muscle, described beam body 1 is provided with stirrup 11, and the part of described stirrup 11 is stretched out the upper surface of described beam body 1, at least one end of described beam body 1 is provided with and is suitable for the shaped steel 3 that is connected with external structure, 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, is provided with on the sidewall of described beam body 1 to be suitable for the through hole 6 that is connected with the external beam end of body.
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.Beam body 1 of the present utility model is provided with stirrup 11, described stirrup 11 and steel strand 2 colligations together, the stirrup 11 that is retained in beam body upper surface is used for the construction of colligation beam top master's muscle and cast-in-situ floor, thereby makes beam body and floor formation overall structure.This kind is divided into the also superimposed beam of beam of twice construction, and beam is divided into girder and secondary beam, and its middle girder mainly is installed on the post, and secondary beam then is installed on the girder.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 precast beam.Precast beam of the present utility model mainly is the precast beam that is used for installing other thereon, therefore, is referred to as girder at this.
Referring to Fig. 2, Fig. 4 and Fig. 5, 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.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. 1 to Fig. 3, 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. 3, Fig. 4 and Fig. 7, in the foregoing description that the utility model provides, 4 described steel strand 2 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.Certainly, described upper steel twisted wire 21 also can be high-tensile steel wires.
Referring to Fig. 1, Fig. 6 and Fig. 7, in the foregoing description that the utility model provides, the utility model is provided with shaped steel 3 in two ends of beam body 1, the connector when this shaped steel 3 is installed as beam body 1, make to be connected with the outside when beam body 1 is installed in the early stage, installation rate is accelerated greatly.When precast beam and external member are cast in a time-out, this shaped steel 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.Shaped steel 3 of the present utility model can be channel-section steel, steel plate, angle steel or i iron.
Referring to Fig. 1, Fig. 6 and Fig. 7, 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/or be 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 Fig. 1, Fig. 6 and Fig. 7, in the foregoing description that the utility model provides, the part that described shaped steel 3 is placed on described beam body 1 accounts for the 1/3-1/2 of the whole length of shaped steel, 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.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.
Referring to Fig. 1 to Fig. 3, in the foregoing description that the utility model provides, described beam body 1 is provided with and is suitable for the through hole 6 that is connected with external beam body (mainly being secondary beam) end, and described through hole 6 is to install and use for secondary beam.The quantity of described through hole 6 can be determined according to secondary beam quantity is installed for a plurality of.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. 4, in the foregoing description that the utility model provides, described through hole 6 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 and girder, 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 arrives the horn mouth of an other side, and enlarged footing 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. 4 and Fig. 6, in the foregoing description that the utility model provides, described beam body 1 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 welds up at the construction field (site), and precast beam is adding man-hour, and this shear resisting board 73 can't weld in advance in order to transport with easy for installation.Described shear resisting board 73 is cast in inferior beam end, and shear resisting board 73 has strengthened the shear behavior of connected node.
Referring to Fig. 6, in the foregoing description that the utility model provides, the width d of described through hole 6 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.
Referring to Fig. 1, Fig. 2, Fig. 3 and Fig. 6, in the foregoing description that the utility model provides, the end of described beam body 1 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.The degree of depth L1 of described breach 12 is 50mm-150mm.Present embodiment is 100mm.This breach is a small gap, and this small gap can satisfy the crooked needed space of steel strand trace.
Referring to Fig. 3, Fig. 5 and Fig. 7, in the foregoing description that the utility model provides, the root of described breach 12 is embedded with pectination net sheet 13, and described net sheet 13 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 13 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. 3, Fig. 5 and Fig. 7, the utility model is buried sleeve pipe 5 underground in the end of described beam body 1, 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, avoids this place to 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. 3, Fig. 5 and Fig. 7, 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. 5, 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. 3, 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. 8 and Fig. 9, in another embodiment that the utility model provides, the utility model increases on two sides of the beam body 1 of previous embodiment and is provided with nib 4, described nib 4 is used for the mounting support member, slab form and bracing frame or outside other members can be installed on the supporting member, make the cast-in-situ floor template need not to be provided with to land bearing frame, 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 intensive landing leg in bearing frames such as framves, 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. 8 and Fig. 9, 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 makes the both sides of beam body 1 all have a nib.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 Fig. 9, 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 when using to beam body 1 in the later stage, prevent of the wearing and tearing of support shuttering spare for beam body 1 concrete.
Referring to Fig. 8 and Fig. 9, 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-200cm, can elect 80cm, 90cm, 100cm, 110cm, 120cm, 160cm, 180cm, 200cm 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.
Claims (10)
1. pretensioned prestressing steel bar concrete precast beam, comprise that Liang Tihe is embedded in the described beam body prestress wire as main muscle, described beam body is provided with stirrup, the part of described stirrup is stretched out the upper surface of described beam body, it is characterized in that: at least one end of described beam body is provided with and is suitable for the shaped steel that is connected with external structure, the part of described shaped steel is embedded in the described beam body, remainder is placed on the end of described beam body, and the sidewall of described beam body is provided with and is suitable for the through hole that is connected with the external beam end of body.
2. a kind of pretensioned prestressing steel bar concrete precast beam as claimed in claim 1, it is characterized in that: described through hole is a rectangular through-hole, and protrude to the center at the middle part of described rectangular through-hole, forms the bellmouth orifice that extends to the end from the rectangular through-hole middle part.
3. a kind of pretensioned prestressing steel bar concrete precast beam as claimed in claim 1, it is characterized in that: described beam body is embedded with pre-buried fixture below through hole, and described pre-buried fixture comprises the fixed head and the junction plate that is connected described fixed head that is positioned at described beam body both sides.
4. a kind of pretensioned prestressing steel bar concrete precast beam as claimed in claim 3 is characterized in that: be welded with shear resisting board on the described fixture.
5. a kind of pretensioned prestressing steel bar concrete precast beam as claimed in claim 1 is characterized in that: be placed on the external described shaped steel of described beam and be provided with bolt hole and/or be suitable for the perforation that the outside column stirrup is walked.
6. a kind of pretensioned prestressing steel bar concrete precast beam as claimed in claim 1, it is characterized in that: the end of described beam body is formed with breach in described steel strand extending area, and the degree of depth of described breach is 50mm-150mm.
7. a kind of pretensioned prestressing steel bar concrete precast beam as claimed in claim 1, it is characterized in that: described steel strand 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, be with sleeve pipe to the described bottom of small part steel strand, described sleeve pipe is embedded in the end of described beam body.
8. a kind of pretensioned prestressing steel bar concrete precast beam as claimed in claim 1, it is characterized in that: the end of described steel strand has enlarged footing.
9. a kind of pretensioned prestressing steel bar concrete precast beam as claimed in claim 1 is characterized in that: the end of described beam body is embedded with pectination net sheet at described bottom steel strand extension, and the bending of described net sheet is shaped, and inserts in the space between the described steel strand.
10. a kind of pretensioned prestressing steel bar concrete precast beam as claimed in claim 1 is characterized in that: longitudinally be provided with on the sidewall of described beam body and be in a plurality of nibs on the same horizon.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201020553626 CN201794217U (en) | 2010-09-28 | 2010-09-28 | Pretensioned prestressing reinforced concrete precast beam |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201020553626 CN201794217U (en) | 2010-09-28 | 2010-09-28 | Pretensioned prestressing reinforced concrete precast beam |
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| CN201794217U true CN201794217U (en) | 2011-04-13 |
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| CN 201020553626 Expired - Lifetime CN201794217U (en) | 2010-09-28 | 2010-09-28 | Pretensioned prestressing reinforced concrete precast beam |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102418401A (en) * | 2010-09-28 | 2012-04-18 | 杨峰 | Pretensioning prestressed reinforced concrete precast beam |
| CN102733544A (en) * | 2012-06-28 | 2012-10-17 | 华汇工程设计集团股份有限公司 | Pretension prestress composite beam prefabricated component having gaps and corbels |
| CN104047367A (en) * | 2014-06-26 | 2014-09-17 | 清华大学 | Novel connecting structure capable of achieving replacement of steel coupling beams |
| CN104499568A (en) * | 2014-12-19 | 2015-04-08 | 东南大学 | Square steel pipe fabricated column-prefabricated superposed beam integrally-fabricated frame and construction method |
| CN105696703A (en) * | 2016-04-14 | 2016-06-22 | 中国能源建设集团山西省电力勘测设计院有限公司 | Anti-earthquake thermal power plant main plant house reinforced concrete frame bent and construction method thereof |
| CN105804241A (en) * | 2016-03-22 | 2016-07-27 | 哈尔滨工业大学 | Single-layer prefabricated assembly type reinforced concrete beam-column joint |
| CN109537802A (en) * | 2018-12-27 | 2019-03-29 | 浙江大经住工科技有限公司 | A kind of overlapping girder construction |
-
2010
- 2010-09-28 CN CN 201020553626 patent/CN201794217U/en not_active Expired - Lifetime
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102418401A (en) * | 2010-09-28 | 2012-04-18 | 杨峰 | Pretensioning prestressed reinforced concrete precast beam |
| CN102418401B (en) * | 2010-09-28 | 2014-04-09 | 华汇工程设计集团股份有限公司 | Pretensioning prestressed reinforced concrete precast beam |
| CN102733544A (en) * | 2012-06-28 | 2012-10-17 | 华汇工程设计集团股份有限公司 | Pretension prestress composite beam prefabricated component having gaps and corbels |
| CN102733544B (en) * | 2012-06-28 | 2014-12-10 | 华汇工程设计集团股份有限公司 | Pretension prestress composite beam prefabricated component having gaps and corbels |
| CN104047367A (en) * | 2014-06-26 | 2014-09-17 | 清华大学 | Novel connecting structure capable of achieving replacement of steel coupling beams |
| CN104499568A (en) * | 2014-12-19 | 2015-04-08 | 东南大学 | Square steel pipe fabricated column-prefabricated superposed beam integrally-fabricated frame and construction method |
| CN105804241A (en) * | 2016-03-22 | 2016-07-27 | 哈尔滨工业大学 | Single-layer prefabricated assembly type reinforced concrete beam-column joint |
| CN105696703A (en) * | 2016-04-14 | 2016-06-22 | 中国能源建设集团山西省电力勘测设计院有限公司 | Anti-earthquake thermal power plant main plant house reinforced concrete frame bent and construction method thereof |
| CN109537802A (en) * | 2018-12-27 | 2019-03-29 | 浙江大经住工科技有限公司 | A kind of overlapping girder construction |
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