CN1978803A - Super-length saddle prestressed ring beam seamless construction method - Google Patents
Super-length saddle prestressed ring beam seamless construction method Download PDFInfo
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- CN1978803A CN1978803A CN 200510122874 CN200510122874A CN1978803A CN 1978803 A CN1978803 A CN 1978803A CN 200510122874 CN200510122874 CN 200510122874 CN 200510122874 A CN200510122874 A CN 200510122874A CN 1978803 A CN1978803 A CN 1978803A
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- 238000010276 construction Methods 0.000 title claims abstract description 65
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 20
- 239000010959 steel Substances 0.000 claims abstract description 20
- 239000004567 concrete Substances 0.000 claims abstract description 18
- 238000000034 method Methods 0.000 claims abstract description 8
- 238000005266 casting Methods 0.000 claims abstract description 7
- 239000004568 cement Substances 0.000 claims abstract description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 20
- 230000011218 segmentation Effects 0.000 claims description 17
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 210000002435 tendon Anatomy 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 7
- 238000005336 cracking Methods 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 238000005516 engineering process Methods 0.000 claims description 3
- 238000005086 pumping Methods 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 2
- 238000003908 quality control method Methods 0.000 claims description 2
- 239000000654 additive Substances 0.000 abstract 1
- 230000000996 additive effect Effects 0.000 abstract 1
- 238000009435 building construction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
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Abstract
The invention discloses super long pre-stress ring beam seamless construction method. It adopts section construction and section stretching construction according to the different plan position and space condition of the ring beam position. The ring beam doesn't set deformation joint, adds JM-III(A) high enhancement type crack resistance additive with 7% cement content to increase stretching front concrete crack resistance. The installing of the conjoin part steel casting of the mast top and the ring beam adopts 1:1 simulated test to set out mast top bearing steel plate one by one, finally confirm angle change and installing position. Precision drill one embedded parts anchor plate can ensure pre-stress sinew and bearing steel bar installing position. The method of the invention can make the super long saddle type pre-stress ring beam seamless construction reach the quality demand. And it can be suited for various high space super long saddle type pre-stress ring beam seamless construction.
Description
Technical field
The invention belongs to technical field of building construction, especially belong to the super-length saddle prestressed ring beam seamless construction method field.
Background technology
Super-length saddle prestressed ring beam has more in the architectural design of present large-scale public stadiums, this super-length saddle prestressed ring beam brings many difficult problems to our construction, mainly contain a following difficult problem: A, ring beam deformation joint is not set, how to prevent that the temperature shrinkage crack from being a difficult point; B, ring beam shape are changeable, are the shape of a saddle, and difficulty of construction is big; Arrangement of reinforcement is intensive in C, the ring beam, except that being furnished with the structure stress reinforcing bar, also is furnished with steel hinge line, and the installation in position of ring beam reinforcing bar and steel hinge line is very difficult; The steel-casting position of D, ring beam and capital contact surface is x, y, z three dimensions changes, and the installation in position of steel-casting is very difficult.So the jointless construction of super-length saddle prestressed ring beam also has a series of technical problem to need to solve.
Summary of the invention
At a difficult problem of the prior art, the purpose of this invention is to provide a kind of seamless construction method of super-length saddle prestressed ring beam, it can guarantee the construction quality of super-length saddle prestressed ring beam, guarantees that construction quality reaches designing requirement.
The object of the present invention is achieved like this: the seamless construction method of super-length saddle prestressed ring beam comprises the following aspects:
Section construction, subsection tension job practices are taked in A, super-length prestressed construction, and promptly according to plan-position, the ring beam place characteristics different with steric requirements, equitable subsection construction, presstressed reinforcing steel segmentation are arranged, implement subsection tension; The construction of ring beam must be carried out synchronously with the construction of each floor of agent structure.Concrete scheme following (1), the concrete section construction of ring beam, the segmentation arrangement a of presstressed reinforcing steel, ring beam concrete section construction scheme: ring beam respectively is divided into 5 sections constructions at low, the absolute altitude vary within wide limits of absolute altitude of south, North Area with south, North Area; East, Westbound ring beam absolute altitude height, absolute altitude amplitude of variation are little, respectively are divided into 3 sections constructions.More than four districts be divided into 16 construction sections altogether, water after adding stride four sections be divided into into 20 sections respectively the construction.B, ring beam presstressed reinforcing steel segmental installation constructure scheme: presstressed reinforcing steel in the ring beam is carried out segmentation arrange, promptly bury presstressed reinforcing steel underground 2 periods of 3 periods of north and south district each minutes, thing district each minutes.Water the presstressed reinforcing steel of striding after 4, include 4 sections of adjacent East, West, South, North respectively in and bury layout underground.(2), tensioning construction a, stretching plan: adopt segmentation, beam splitting, carry out the two ends stretching construction by root.B, stretch-draw end are arranged: the indwelling requirement of ring beam 12 bundle tension of prestressed tendon ends is: 4 bundles of right (3) side are in the left side, and 4 bundles an of left side (1) side are stayed the right side.2 bundles of ring beam upper surface are stayed 2 sides, above 2 bundles of soffit are stayed.To be that 4 requirements of restrainting are arranged by same cross section simultaneously.So 12 the bundle presstressed reinforcing steels divide 3 different cross sections to be arranged in 3 different spans, that is: up and down 4 the bundle 1 stride between; In 2 of 2 bundles on right side and left side restrainted between 1 is striden; In addition 2 bundles in right side and left side between 1 is striden in.C, symmetrical stretch-draw: the stretch-draw end is 4 bundles totally 28 steel strand in each cross section.Must adopt left and right symmetry during every bundle tension of prestressed tendon, the method for upper and lower symmetrical stretch-draw is carried out.D, by root stretch-draw.(3) contract value in 2mm in stretching construction key Quality Control a, the control tension of prestressed tendon; The difference of b, control actual stretch value and theoretic elongation is in ± 6%; C, adopt two times tensioning or super stretch-draw to return loose technology to solve the stress relaxation loss as above-mentioned situation occurring.D, guarantee the foundation of working control stress value by " witness stretch-draw ".
B, after template, reinforcement installation acceptance(check), carry out concreting.Sequence of construction is from low to high, promptly construct earlier south, North Area, and thing district again constructs.Adopt the segmentation concreting, adopt the commercial concrete pumping construction.Construct toward other end placement layer by layer from an end of segmentation, ring beam is not provided with deformation joint, in order to improve the cracking resistance of ring beam before prestressed reinforcement stretch-draw, the high enhancement mode cracking resistance of admixture cement consumption 7%JM-III (A) Admixture in concrete.Building finishes in time carries out covering curing;
The mounting method of C, capital and ring beam contact site steel-casting, promptly before the construction, adopt wooden model to make the full size full-page proof of column cap and ring beam junction, to the setting-out one by one of absolute altitude variation portion capital supporting steel plate, the angle of determining its position changes, then ring beam prestressing force and structure stress reinforcing bar need be passed the position of anchor slab, accurately perforate on anchor slab in advance can be passed through when guaranteeing prestressed and structure stress reinforcing bar smoothly.
Description of drawings
Accompanying drawing 1 is that schematic diagram is arranged in the section construction of ring beam concrete, presstressed reinforcing steel segmentation
Accompanying drawing 2 is capital steel-casting anchor slab preformed hole position views
Accompanying drawing acceptance of the bid keep the score state as follows: 1----ring beam concrete is distinguished each minute 5 sections constructions code name for 1. 2. 3. in south (north); 2----ring beam prestressing force is distinguished each minute three sections layouts in south (north), and code name is a, b; Water behind the 3----and stride; 4---ring beam presstressed reinforcing steel is distinguished each minute two sections constructions in east (west), and code name is c; 5---ring beam concrete is in east (west) each minute 3 sections constructions, and code name is for 4. 5.; The 6---pre-embedded steel slab; 7----steel anchor slab; The 8---steel strand; The 9---reinforcing bar.
The specific embodiment
Below in conjunction with accompanying drawing and embodiment the specific embodiment of inventing is described in further detail.Main stadium, the Olympic Sports Center, Nanjing roofing ring beam is along steel structural roof bearing place arranged around, and sectional dimension is 1500 * 1200mm (wide * height), has 52 reinforced concrete posts under the Zhou Changyue 810m, ring beam, constitute that span varies in size 52 stride between.Wherein maximum span reaches 22m.Ring beam end face absolute altitude is not waited to 44.28m by 16.6m.Ring beam always reaches 810m, and at an overlength ring beam concrete construction difficult problem, ring beam respectively is divided into 5 sections constructions at low, the absolute altitude vary within wide limits of absolute altitude of south, North Area with south, North Area; East, Westbound ring beam absolute altitude height, absolute altitude amplitude of variation are little, respectively are divided into 3 sections constructions.More than four districts be divided into 16 construction sections altogether, water after adding stride be divided into into 20 sections respectively the construction.Sequence of construction is from low to high, i.e. construction earlier north and south district, and thing district again constructs.Adopt the pumping commercial concrete to construct toward other end placement layer by layer from an end of segmentation, in order to improve the cracking resistance (east, Westbound concrete section construction length reach 90m) of ring beam before prestressed reinforcement stretch-draw, the high enhancement mode cracking resistance of admixture cement consumption 7%JM-III (A) Admixture in C40 level concrete.Building finishes in time carries out covering curing.At segmentation layout, the subsection tension difficult problem of presstressed reinforcing steel, 12 bundle presstressed reinforcing steels in the ring beam have been carried out rational segmentation arranged.Promptly in south, three periods of North Area each minutes bury presstressed reinforcing steel underground, two periods of east, Westbound each minutes are buried presstressed reinforcing steel underground, the ring beam of total length 812m is divided into into 10 sections and buries presstressed reinforcing steel underground.Designing requirement can not surpass 4 bundles at the prestressed stretch-draw anchor end in same cross section, and promptly every section 12 bundle presstressed reinforcing steel will divide three diverse locations to make the stretch-draw anchor end.The presstressed reinforcing steel that whole ring beam is 10 sections will be arranged 12 bundle presstressed reinforcing steels at 30 diverse locations respectively, and requires all to adopt two ends stretch-draw, so when the ring beam concrete construction, must accurately keep somewhere 60 prestressed stretch-draw end positions.Stretch-draw is taked: segmentation, beam splitting, carry out the two ends stretching construction by root; The stretch-draw end is 4 bundles totally 28 steel strand in each cross section.Must adopt left and right symmetry during every bundle tension of prestressed tendon, the method for upper and lower symmetry is carried out; By root stretch-draw.At a steel-casting difficult problem in place, before the construction, adopt wooden model to make the full size full-page proof of column cap and ring beam junction, to the setting-out one by one of absolute altitude variation portion capital supporting steel plate, the angle of determining its position changes, then ring beam prestressing force and non-prestressing tendon need be passed the position of steel anchor slab, accurately boring on anchor slab in advance can be passed through when guaranteeing prestressed and nonprestressed reinforcement smoothly.
Claims (3)
1, super-length saddle prestressed ring beam seamless construction method is characterized in that: described job practices is divided into the following aspects:
Section construction, subsection tension job practices are taked in A, super-length prestressed construction, and promptly according to plan-position, the ring beam place characteristics different with steric requirements, equitable subsection construction, presstressed reinforcing steel segmentation are arranged, implement subsection tension; The construction of ring beam must be carried out synchronously with the construction of each floor of agent structure.
B, after template, reinforcement installation acceptance(check), carry out concreting.Sequence of construction is from low to high, promptly construct earlier south, North Area, and thing district again constructs.Adopt the segmentation concreting, adopt the commercial concrete pumping construction.Construct toward other end placement layer by layer from an end of segmentation, ring beam is not provided with deformation joint, in order to improve the cracking resistance of ring beam before tension of prestressed tendon admixture cement consumption 7%JM-III (A) enhancement mode cracking resistance Admixture in concrete.Building finishes in time carries out covering curing;
The mounting method of C, capital and ring beam contact site steel-casting, promptly before the construction, adopt wooden model to make the full size full-page proof of column cap and ring beam junction, to the setting-out one by one of absolute altitude variation portion capital supporting steel plate, the angle of determining its position changes, then ring beam prestressing force and structure stress reinforcing bar need be passed the position of anchor slab, accurately perforate on anchor slab in advance can be passed through when guaranteeing prestressed and nonprestressed reinforcement smoothly.
2, method according to claim 1 is characterized in that:
The segmentation arrangement of A, the concrete section construction of ring beam, presstressed reinforcing steel
(1) ring beam concrete section construction scheme: ring beam respectively is divided into 5 sections constructions at low, the absolute altitude vary within wide limits of absolute altitude of south, North Area with south, North Area; East, Westbound ring beam absolute altitude height, absolute altitude amplitude of variation are little, respectively are divided into 3 sections constructions.More than four districts be divided into 16 construction sections altogether, water after adding stride four sections be divided into into 20 sections respectively the construction
(2) ring beam presstressed reinforcing steel segmental installation constructure scheme: presstressed reinforcing steel in the ring beam is carried out segmentation arrange, promptly bury presstressed reinforcing steel underground 2 periods of 3 periods of north and south district each minutes, thing district each minutes.Water the presstressed reinforcing steel of striding after 4, include 4 sections of adjacent East, West, South, North respectively in and bury layout underground.
B, tensioning construction
(1) stretching plan: adopt segmentation, beam splitting, carry out the two ends stretching construction by root.
(2) the stretch-draw end is arranged: the indwelling requirement of every section ring beam 12 bundle tension of prestressed tendon ends is: 4 bundles of right (3) side are in the left side, and 4 bundles an of left side (1) side are stayed the right side.2 bundles of ring beam upper surface are stayed 2 sides, above 2 bundles of bottom surface are stayed.To be that 4 requirements of restrainting are arranged by same cross section simultaneously.So 12 the bundle presstressed reinforcing steels divide 3 different cross sections to be arranged in 3 different spans, that is: up and down 4 the bundle 1 stride between; In 2 of 2 bundles on right side and left side restrainted between 1 is striden; In addition 2 bundles in right side and left side between 1 is striden in.
(3) symmetrical stretch-draw: the stretch-draw end is 4 bundles totally 28 steel strand in each cross section.Must adopt left and right symmetry during every bundle tension of prestressed tendon, the method for upper and lower symmetrical stretch-draw is carried out.
(4) by root stretch-draw.
3, method according to claim 1 and 2 is characterized in that: the stretching construction key Quality Control is
(1) contracts value in 2mm in the control tension of prestressed tendon;
(2) difference of control actual stretch value and theoretic elongation is in ± 6%;
(3) adopt two times tensioning or super stretch-draw to return the loss of loose technology solution stress relaxation as above-mentioned situation occurring;
(4) guarantee the foundation of working control stress value by " witness stretch-draw ".
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200510122874 CN1978803A (en) | 2005-12-06 | 2005-12-06 | Super-length saddle prestressed ring beam seamless construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200510122874 CN1978803A (en) | 2005-12-06 | 2005-12-06 | Super-length saddle prestressed ring beam seamless construction method |
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| CN1978803A true CN1978803A (en) | 2007-06-13 |
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| CN 200510122874 Pending CN1978803A (en) | 2005-12-06 | 2005-12-06 | Super-length saddle prestressed ring beam seamless construction method |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102251674A (en) * | 2011-06-05 | 2011-11-23 | 山东宁建建设集团有限公司 | Bunker-skipping type seamless construction method of ultra-long concrete structure |
| CN102619338A (en) * | 2011-03-09 | 2012-08-01 | 青光绪 | Construction method for pre-stressed tendon of ultra-long ring beam |
| CN107419849A (en) * | 2017-04-18 | 2017-12-01 | 清华大学建筑设计研究院有限公司 | A kind of space prestressed ring beam of the shape of a saddle |
| CN111101533A (en) * | 2020-01-14 | 2020-05-05 | 中国中材国际工程股份有限公司 | Eccentric annular foundation of clinker silo and construction method thereof |
-
2005
- 2005-12-06 CN CN 200510122874 patent/CN1978803A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102619338A (en) * | 2011-03-09 | 2012-08-01 | 青光绪 | Construction method for pre-stressed tendon of ultra-long ring beam |
| CN102619338B (en) * | 2011-03-09 | 2015-07-15 | 青光绪 | Construction method for pre-stressed tendon of ultra-long ring beam |
| CN102251674A (en) * | 2011-06-05 | 2011-11-23 | 山东宁建建设集团有限公司 | Bunker-skipping type seamless construction method of ultra-long concrete structure |
| CN107419849A (en) * | 2017-04-18 | 2017-12-01 | 清华大学建筑设计研究院有限公司 | A kind of space prestressed ring beam of the shape of a saddle |
| CN107419849B (en) * | 2017-04-18 | 2019-06-14 | 清华大学建筑设计研究院有限公司 | A kind of space prestressed ring beam of the shape of a saddle |
| CN111101533A (en) * | 2020-01-14 | 2020-05-05 | 中国中材国际工程股份有限公司 | Eccentric annular foundation of clinker silo and construction method thereof |
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| C06 | Publication | ||
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| ASS | Succession or assignment of patent right |
Owner name: NO.3 BUILDING CO., LTD., CHINA NO.8 BUILDING ENGI Free format text: FORMER OWNER: YANG ZHONGYUAN; APPLICANT Effective date: 20070706 |
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| TA01 | Transfer of patent application right |
Effective date of registration: 20070706 Address after: 210046 No. 100 Yao Jian village, Yao Cheng Gate, Nanjing, Jiangsu Applicant after: China Construction Eighth Engineering Bureau Third Construction Co. Address before: 210046 No. 100 Yao Jian village, Yao Cheng Gate, Nanjing, Jiangsu Applicant before: Yang Zhongyuan Co-applicant before: Quan Youwei |
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| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |