CN102653968A - Inner tensioning pre-stressed concrete single-layer I-shaped framework box-type structure - Google Patents

Inner tensioning pre-stressed concrete single-layer I-shaped framework box-type structure Download PDF

Info

Publication number
CN102653968A
CN102653968A CN2012100680561A CN201210068056A CN102653968A CN 102653968 A CN102653968 A CN 102653968A CN 2012100680561 A CN2012100680561 A CN 2012100680561A CN 201210068056 A CN201210068056 A CN 201210068056A CN 102653968 A CN102653968 A CN 102653968A
Authority
CN
China
Prior art keywords
stretch
draw
groove
individual layer
box
Prior art date
Application number
CN2012100680561A
Other languages
Chinese (zh)
Inventor
聂永明
刘明保
齐虎
胡程鹤
宫剑飞
乐贵平
冯大斌
于滨
徐凌
朱胜利
吴林林
任正录
Original Assignee
中国建筑科学研究院
北京市轨道交通建设管理有限公司
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 中国建筑科学研究院, 北京市轨道交通建设管理有限公司 filed Critical 中国建筑科学研究院
Priority to CN2012100680561A priority Critical patent/CN102653968A/en
Publication of CN102653968A publication Critical patent/CN102653968A/en

Links

Abstract

The invention relates to an inner tensioning pre-stressed concrete single-layer I-shaped framework box-type structure of a building. A framework structure is arranged in the section direction to form a box-type section. The sections of framework beams are I-shaped, and the span range of the peripheral framework beams is 7 to 36 meters. Prestressed ribs are arranged in the framework, and tensioning grooves are reserved on the lateral surfaces of web plates of the framework beams in the structure; and when concrete reaches the specified strength, the segments of the same prestressed rib bundle are sequentially connected end to end through middle anchors at the tensioning grooves and tensioned, and then the tensioning grooves are plugged. The structure is characterized in that the tensioning grooves are reserved on the sections of the framework beam web plates which have low stress and facilitate construction in the structure, and the prestressed ribs are connected through the middle anchors and tensioned in the tensioning grooves. The structure has the advantages that when the ends of the structural member do not have tensioning and anchoring conditions, connection and tensioning of the prestressed ribs can be realized, high comfort degree, using performance and structural performance can be provided, and the structure is particularly suitable to be used as an underground heavy-duty and large-span single-layer framework box-type structure.

Description

Inner stretch-draw prestressing force concrete individual layer I type framework box structure
Affiliated technical field
The present invention relates to a kind of post-tensioned prestressed concrete individual layer I type framework box structure of building; Especially when not possessing tension of prestressed tendon, anchoring condition, at the post-tensioned prestressed concrete individual layer I type framework box structure of the connection of the framework web side of inside configuration, tensioned prestressing bar in frame ends.
Background technology
At present, known post-tensioned prestressed concrete individual layer I type framework box structure is sleeve pipe, distributing bar and the part of settling post-tensioned prestressing muscle pore-forming earlier, mounting template and concreting then.Presstressed reinforcing steel can also can be worn later on by first threading.After reaching intensity Deng concrete, with jack with tension of prestressed tendon to the stress that requires and anchor in the two ends of beam, compressive pre-stress is passed to concrete members through the two ends ground tackle.In order to protect presstressed reinforcing steel not corroded and to recover the adhesion stress between presstressed reinforcing steel and the concrete, the space between presstressed reinforcing steel and the sleeve pipe must irritate real with cement paste.Cement paste also helps recovering the adhesion stress between presstressed reinforcing steel and the concrete except that playing antisepsis.Construction for ease, the no bonded post tensioning prestressing force that also can be employed in presstressed reinforcing steel external coating anti-corrosion material sometimes and wrap up with plastic bushing or oilpaper.But, at the two ends of underground structure member, need reserve the stretch-draw groove because of stretch-draw prestressing force usually, cause increasing construction costs, prolong the construction period, concerning some engineerings, it is unacceptable prolonging the construction period.Disclosed on the 11st page of " Guangdong building and building " o. 11th of publishing in November, 2,002 one undergroundly stride greatly, heavy structure; This article compares prestressing force and two kinds of schemes of ordinary concrete structure; And point out: prestressed structure can further reduce the steel concrete consumption of subway station; Reduce beam/plate height, so that the station buried depth is less; Station top board span centre maximum distortion is less, and crack resistance is also better; But consider the employing prestressed Construction Technology, construction technology is comparatively complicated, and difficulty of construction is bigger, therefore Ying Shenyong in the construction of underground station at present.The ordinary concrete structural concept has finally been selected in this design for use.Compare with prestressed structure, this ordinary concrete malformation is big, cracking resistance is relatively poor, endurance quality is bad, economy is general, limited stride greatly, the further application of heavy structure.
Summary of the invention
In order to overcome existing post-tensioned prestressed concrete individual layer I type framework box structure requires to reserve stretch-draw, anchoring condition in its end deficiency; The present invention provides a kind of inner stretch-draw prestressing force concrete individual layer I type framework box structure; This individual layer I type framework box structure no longer requires must reserve the stretch-draw anchor condition in its end; But can reserve the stretch-draw groove at the frame facet of inside configuration; Through connection, the stretch-draw of middle ground tackle completion presstressed reinforcing steel, this individual layer I type framework box-shaped construction pre-stress stretching technology is comparatively simple, structural performance is better, difficulty of construction is less, the duration is relatively short, cost is constant basically in the stretch-draw groove.
Technical scheme of the present invention is:
A kind of inner stretch-draw prestressing force concrete individual layer I type framework box structure of building is provided with frame construction in parallel its section direction, forms box section; Vierendeel girder is I type cross section, and Vierendeel girder span-depth radio scope is provided with presstressed reinforcing steel at 7~36 meters in framework; The stretch-draw groove is reserved in the web side of stressed less, the easy construction Vierendeel girder of inside configuration; When placing of concrete and after reaching prescribed strength, be linked in sequence through each section head and the tail of middle ground tackle at stretch-draw groove place same presstressed reinforcing steel bundle, carry out stretch-draw in the web both sides through middle ground tackle then; After stretch-draw finishes on request shutoff stretch-draw groove get final product; It is characterized in that: the stretch-draw groove is reserved in the web side of the Vierendeel girder of stressed less, the easy construction of inside configuration, in Vierendeel girder I type cross section, connects and tensioned prestressing bar through middle ground tackle.
Characteristic of the present invention also is: the structure cross section is the individual layer box-formed shape, and the Vierendeel girder span L is not less than 7 meters usually, and Vierendeel girder is I type cross section, and frame spacing is not more than L/3.
Characteristic of the present invention also is: presstressed reinforcing steel is similar with traditional prestressed frame beam arrangement of reinforcement in the Vierendeel girder; Be positive and negative parabolic distribution; The inflection point position is 0.08L~0.12L; The presstressed reinforcing steel that is arranged in side wall and the Vierendeel girder forms a loop curve, and the prestressing tendon profile is consistent with bending moment diagram as far as possible, arranges near the tight side edge as far as possible.
Characteristic of the present invention also is: the bundle shape of presstressed reinforcing steel can be a closed curve, also can be non-closed curve; If closed curve, no anchored end; If be non-closed curve, its end is an anchored end.
Characteristic of the present invention also is: in same Pin prestressed frame, and the radical of every bundle presstressed reinforcing steel and prestressing tendon number, according to the design demand setting, presstressed reinforcing steel is arranged about the vertical axis of symmetry symmetry of framework.
Characteristic of the present invention also is: the stretch-draw groove is reserved near the natural axis of Vierendeel girder three branches; The spacing of same prestressing tendon preformed groove and middle ground tackle, according to the design demand setting, its scope is 15~50 meters.
Characteristic of the present invention also is: if possess the stretch-draw space, carry out stretch-draw at middle ground tackle near an inside configuration or an outside end.
Characteristic of the present invention also is: if possess the stretch-draw anchor condition, the stretch-draw groove is reserved in the end of inside configuration member or the end of external member.
The invention has the beneficial effects as follows, when individual layer I type framework box structure end does not possess the stretch-draw anchor condition, can realize prestressed stretch-draw, anchoring; Be specially adapted to underground heavy duty, stride concrete individual layer I type framework box structure greatly, comfort level and functional performance preferably can be provided, can reduce floor space; The prestressing force drawing process is comparatively simple, and structural performance is better, and difficulty of construction is less; Duration is shorter relatively, and cost is constant basically.
Description of drawings
Below in conjunction with accompanying drawing and embodiment the present invention is further specified.
Fig. 1 is a structural plan of the present invention arrangement diagram.
Fig. 2 is of the present invention 1 #, 2 #Loop curve prestressing tendon section arrangement diagram.
Fig. 3 is of the present invention 3 #, 4 #Loop curve prestressing tendon section arrangement diagram.
Fig. 4 is the 1-1 sectional drawing of Fig. 2.
Fig. 5 is the 1-1 sectional drawing of Fig. 3.
Among the figure 1.1 #The loop curve prestressing tendon, 2.2 #The loop curve prestressing tendon, 3.3 #The loop curve prestressing tendon, 4.4 #The loop curve prestressing tendon, 5.1 #, 3 #The reservation stretch-draw groove of loop curve prestressing tendon, 6.2 #, 4 #The reservation stretch-draw groove of loop curve prestressing tendon, 7. inside configuration space, 8. structural outer; 9. framework back timber/bottom girder, 10. in the middle of the ground tackle end that deviates from inside configuration, the inner end of ground tackle direction structures in the middle of 11.; 12. middle ground tackle (title encircles anchor again, anchor moves about), 13. frame columns.
The specific embodiment
In Fig. 1,2,4,1 #Loop curve prestressing tendon (1) is a plane closed curve, is made up of lay 18 prestress wires #Loop curve prestressing tendon (1) is with 1 #The stretch-draw groove (5) of loop curve prestressing tendon (1) is reserved in a near side of the web of framework back timber/bottom girder (9) three branch natural axiss, when placing of concrete and after reaching prescribed strength, passes through middle ground tackle (12) with 1 at web side stretch-draw groove place (5) #Each section head and the tail of loop curve prestressing tendon (1) are linked in sequence, and the arbitrary stretch-draw end (10,11) at middle ground tackle carries out stretch-draw then, after stretch-draw finishes on request shutoff stretch-draw groove (5) get final product.2 #The embodiment of loop curve prestressing tendon (2) is with 1 #Loop curve prestressing tendon (1).
In Fig. 1,3,5,3 #Loop curve prestressing tendon (3) is a plane closed curve, is made up of lay 38 prestress wires #Loop curve prestressing tendon (3) is with 3 #The stretch-draw groove (6) of loop curve prestressing tendon (3) is reserved in a near side of the web of framework back timber/bottom girder (9) three branch natural axiss, 1 #, 3 #The stretch-draw groove (5) and 2 of loop curve prestressing tendon #, 4 #The stretch-draw groove (6) of loop curve prestressing tendon is arranged about the vertical plane of symmetry antisymmetry of framework, when placing of concrete and after reaching prescribed strength, passes through middle ground tackle (12) with 3 at stretch-draw groove place (6) #Each section head and the tail of loop curve prestressing tendon (3) are linked in sequence, and the arbitrary stretch-draw end (10,11) at middle ground tackle carries out stretch-draw then, after stretch-draw finishes on request shutoff stretch-draw groove (6) get final product 3 #Loop curve prestressing tendon (3) is a plane closed curve.4 #The embodiment of loop curve prestressing tendon (4) is with 3 #Loop curve prestressing tendon (3).

Claims (9)

1. the inner stretch-draw prestressing force concrete individual layer I type framework box structure of a building is provided with frame construction in parallel its section direction, forms box section; Vierendeel girder is I type cross section, and Vierendeel girder span-depth radio scope is provided with presstressed reinforcing steel at 7~36 meters in framework; The stretch-draw groove is reserved in the web side of stressed less, the easy construction Vierendeel girder of inside configuration; When placing of concrete and after reaching prescribed strength, be linked in sequence through each section head and the tail of middle ground tackle at stretch-draw groove place same presstressed reinforcing steel bundle, carry out stretch-draw in the web both sides through middle ground tackle then; After stretch-draw finishes on request shutoff stretch-draw groove get final product; It is characterized in that: the stretch-draw groove is reserved in the web side of the Vierendeel girder of stressed less, the easy construction of inside configuration, in Vierendeel girder I type cross section, connects and tensioned prestressing bar through middle ground tackle.
2. inner stretch-draw prestressing force concrete individual layer I type framework box structure according to claim 1, it is characterized in that: the structure cross section is the individual layer box-formed shape, and the Vierendeel girder span L is not less than 7 meters usually, and Vierendeel girder is I type cross section, and frame spacing is not more than L/3.
3. inner stretch-draw prestressing force concrete individual layer I type framework box structure according to claim 1; It is characterized in that: presstressed reinforcing steel is similar with traditional prestressed frame beam arrangement of reinforcement in the Vierendeel girder; Be positive and negative parabolic distribution, the inflection point position is 0.08L~0.12L, and the presstressed reinforcing steel that is arranged in side wall and the Vierendeel girder forms a loop curve; The prestressing tendon profile is consistent with bending moment diagram as far as possible, arranges near the tight side edge as far as possible.
4. inner stretch-draw prestressing force concrete individual layer I type framework box structure according to claim 1, it is characterized in that: the bundle shape of presstressed reinforcing steel can be a closed curve, also can be non-closed curve; If closed curve, no anchored end; If be non-closed curve, its end is an anchored end.
5. inner stretch-draw prestressing force concrete individual layer I type framework box structure according to claim 1; It is characterized in that: in same Pin prestressed frame; The radical of every bundle presstressed reinforcing steel and prestressing tendon number, according to the design demand setting, presstressed reinforcing steel is arranged about the vertical axis of symmetry symmetry of framework.
6. inner stretch-draw prestressing force concrete individual layer I type framework box structure according to claim 1, it is characterized in that: the stretch-draw groove is reserved near the natural axis of Vierendeel girder three branches; The spacing of same prestressing tendon preformed groove and middle ground tackle, according to the design demand setting, its scope is 15~50 meters.
7. inner stretch-draw prestressing force concrete individual layer I type framework box structure according to claim 1 is characterized in that: if possess the stretch-draw space, carry out stretch-draw at middle ground tackle near an inside configuration or an outside end.
8. inner stretch-draw prestressing force concrete individual layer I type framework box structure according to claim 1, it is characterized in that: if possess the stretch-draw anchor condition, the stretch-draw groove is reserved in the end of inside configuration member or the end of external member.
9. the job practices of inner stretch-draw prestressing force concrete individual layer I type framework box structure according to claim 1, its step is:
A) each prestressing tendon of lay (1,2,3,4);
B) the stretch-draw groove (5 or 6) of each prestressing tendon being reserved in structural inner frame back timber/bottom girder (9) stretch-draw groove is reserved near the natural axis of Vierendeel girder three branches;
C) when placing of concrete and after reaching prescribed strength, the stretch-draw groove (5 or 6) in I type framework cross section is located, and is linked in sequence through each section head and the tail of middle ground tackle (12) with same presstressed reinforcing steel bundle;
D) the arbitrary stretch-draw end (10,11) at middle ground tackle carries out stretch-draw, after stretch-draw finishes on request shutoff stretch-draw groove (5,6) get final product;
E) when the multi beam presstressed reinforcing steel is set in concrete structure, each Shu Zhangla groove is usually about the structure section symmetric arrangement, all the other steps are same a), b), c), d).
CN2012100680561A 2012-03-15 2012-03-15 Inner tensioning pre-stressed concrete single-layer I-shaped framework box-type structure CN102653968A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN2012100680561A CN102653968A (en) 2012-03-15 2012-03-15 Inner tensioning pre-stressed concrete single-layer I-shaped framework box-type structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN2012100680561A CN102653968A (en) 2012-03-15 2012-03-15 Inner tensioning pre-stressed concrete single-layer I-shaped framework box-type structure

Publications (1)

Publication Number Publication Date
CN102653968A true CN102653968A (en) 2012-09-05

Family

ID=46729687

Family Applications (1)

Application Number Title Priority Date Filing Date
CN2012100680561A CN102653968A (en) 2012-03-15 2012-03-15 Inner tensioning pre-stressed concrete single-layer I-shaped framework box-type structure

Country Status (1)

Country Link
CN (1) CN102653968A (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105631190A (en) * 2015-12-17 2016-06-01 中电投工程研究检测评定中心 Reinforcement method of concrete deep beam

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1158772A (en) * 1965-03-26 1969-07-16 Abraham Lipski Process of manufacture of a Core Beam made of Reinforced Concrete and/or Pre-Stressed Concrete
CN1918342A (en) * 2004-01-05 2007-02-21 三现P.F株式会社 Method of applying prestress and connecting means used therein and prestressed concrete beam therefrom
CN102061770A (en) * 2010-03-03 2011-05-18 柳忠林 Construction method for imitated frame structure of long-span prestressed concrete beam slab
KR101051475B1 (en) * 2010-09-15 2011-07-22 브릿지테크놀러지(주) Prestressed concrete beam with cross section area of bottom flange changing continuously
CN202850200U (en) * 2012-03-15 2013-04-03 中国建筑科学研究院 Inner tensioning prestressed concrete single-layer I-shaped framework box-shaped structure

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1158772A (en) * 1965-03-26 1969-07-16 Abraham Lipski Process of manufacture of a Core Beam made of Reinforced Concrete and/or Pre-Stressed Concrete
CN1918342A (en) * 2004-01-05 2007-02-21 三现P.F株式会社 Method of applying prestress and connecting means used therein and prestressed concrete beam therefrom
CN102061770A (en) * 2010-03-03 2011-05-18 柳忠林 Construction method for imitated frame structure of long-span prestressed concrete beam slab
KR101051475B1 (en) * 2010-09-15 2011-07-22 브릿지테크놀러지(주) Prestressed concrete beam with cross section area of bottom flange changing continuously
CN202850200U (en) * 2012-03-15 2013-04-03 中国建筑科学研究院 Inner tensioning prestressed concrete single-layer I-shaped framework box-shaped structure

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105631190A (en) * 2015-12-17 2016-06-01 中电投工程研究检测评定中心 Reinforcement method of concrete deep beam

Similar Documents

Publication Publication Date Title
CN104831617B (en) Steel-ultra-high performance concrete combination beam based on fin-plate type bridge floor and construction method
CN103321430B (en) Pre-stressed carbon fiber sheet material is reinforced greatly across the construction method of concrete structure
KR100540374B1 (en) Bridge construction method using precast prestressed concrete beam manufacturing method for straight and curved bridge
CN102587554B (en) Laminated concrete slab connected by bending reinforcing steel bars by 180 degrees within span and connection method
JP2004520511A (en) Prestressed synthetic truss girder and method of manufacturing the same
CN105525679B (en) A kind of local prestressing force assembled energy-dissipation beam column node
KR100935096B1 (en) Prestressed-precast-segmental stone arch bridge and its constructing method
CN203320725U (en) Self-resetting energy consumption support
CN204530991U (en) A kind of large-span prestressed arch truss and rope film combining structure
CN203320978U (en) Tensioning and anchoring device for prestressed carbon fiber sheet reinforced long-span concrete structure
KR101533576B1 (en) Composite beam having truss reinforcement embedded in a concrete
CN104234192A (en) Prestress concrete groove type plate with bent steel bars at upper part and framework structure system
CN104847017B (en) A kind of prestressing force industry stock ground canopy structure and construction method
CN105863145B (en) Beam-string structure, beam string and building
CN102713071A (en) Method for constructing a suspension bridge using temporary cables under tensionless stay cable conditions, and temporary cable for same
CN103061243B (en) Prestressed steel tube concrete combination trussed beam and construction method thereof
KR20120023907A (en) Partially and fully earth-anchored cable-stayed bridge using main span prestressing appratus and construction method for the same
CN1936206A (en) Steel-continuous-fiber composite-rib reinforced concrete earthquake-resisting structure
CN106677339A (en) Assembly integral type concrete frame structure of dry-wet mixed connection of nodes and construction method
CN202718022U (en) Fabricated type prestressed concrete pavement
CN103388408B (en) A kind of building structure external prestressing muscle reinforces steering block
CN101736691A (en) Fiber reinforce plastic (FRP) ribbing folded plate-concrete combined bridge deck
US8020235B2 (en) Concrete bridge
CN105835226B (en) A kind of pre-tensioning system precast beam pedestal
CN101245668A (en) Construction method for two-side reinforcing engineering structure

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
TA01 Transfer of patent application right

Effective date of registration: 20130522

Address after: 100013 building structural research institute, No. 30 Third Ring Road East, Beijing

Applicant after: China Academy of Building Research

Applicant after: Beijing MTR Construction Administration Corporation

Applicant after: CABR Technology Co., Ltd.

Address before: 100013 building structural research institute, No. 30 Third Ring Road East, Beijing

Applicant before: China Academy of Building Research

Applicant before: Beijing MTR Construction Administration Corporation

ASS Succession or assignment of patent right

Owner name: BEIJING SHIJI JINGYE NOISE + VIBRATION CONTROL CO.

Free format text: FORMER OWNER: BEIJING SHIJI JINGYE NOISE + VIBRATION CONTROL CO., LTD.

Effective date: 20130522

C41 Transfer of patent application or patent right or utility model
WD01 Invention patent application deemed withdrawn after publication

Application publication date: 20120905

C02 Deemed withdrawal of patent application after publication (patent law 2001)