CN107167289A - A kind of great cantilever precast assembly bent cap load test method - Google Patents
A kind of great cantilever precast assembly bent cap load test method Download PDFInfo
- Publication number
- CN107167289A CN107167289A CN201710348808.2A CN201710348808A CN107167289A CN 107167289 A CN107167289 A CN 107167289A CN 201710348808 A CN201710348808 A CN 201710348808A CN 107167289 A CN107167289 A CN 107167289A
- Authority
- CN
- China
- Prior art keywords
- bent cap
- ground
- anchor pole
- test method
- loading device
- 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.)
- Pending
Links
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
- G01M5/0008—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings of bridges
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
- G01M5/0041—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings by determining deflection or stress
- G01M5/005—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings by determining deflection or stress by means of external apparatus, e.g. test benches or portable test systems
Landscapes
- Engineering & Computer Science (AREA)
- Aviation & Aerospace Engineering (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of great cantilever precast assembly bent cap load test method, comprise the following steps：(1) experiment bent cap is prepared；(2) fixed loading device；(3) presstressed reinforcing steel joint test bent cap and contiguous block are used；(4) anchor block is moved on in loading device, and be fixedly connected with the ground by ground anchor pole；(5) the experiment bent cap and contiguous block that are fixed together are moved on in loading device, anchor block and contiguous block is fixedly connected with horizontal anchor pole；(6) land used anchor pole fixes contiguous block on the ground；(7) loading device carries out adaptive allocation to experiment bent cap.The present invention can apply overhung load by loading device to experiment bent cap, can fully simulate operating mode of the practical structures under stress, the reasonable stress of loading device, loading efficiency is high, the method for realizing cantilever loading.
Description
Technical field
The invention belongs to building field, more particularly to a kind of great cantilever precast assembly bent cap load test method.
Background technology
With the surge of China's volume of traffic, the construction demand that result in overhead expressway is big.Due to building overhead expressway
Easily limited by traffic, overhead bridge pier can be only positioned at the central greenbelt on existing road surface, see Fig. 1, such situation can only be used
Great cantilever bent cap scheme.
Cast-in-place construction needs formwork erection, support, sees Fig. 2, and quantities is big, and precast assembly can solve this problem.
The connected mode of great cantilever precast assembly bent cap has：First, small shear connector+presstressed reinforcing steel；2nd, big shear connector+in advance should
Power muscle；3rd, bracket+presstressed reinforcing steel；4th, the mode such as steel shear connector+presstressed reinforcing steel.These connected modes need to carry out vast scale
Chi is tested to verify the reliability of these constructions.
Technological difficulties one：For cantilever loading device, when vertical force is very big, according to stress balance, device needs to bear
Identical pulling force, and experimental rig single hole design pulling force only has 500KN, although there are 12 holes, but each hole position adds in cantilever
Unbalance stress during load, if design is unreasonable, the single hole for easily causing stress big is first destroyed, and causes test failure, or even loading
Failure of apparatus.
Technological difficulties two：Downwarp occurs for test specimen in cantilever beam loading, sees Fig. 3, according to geometric properties, and test specimen is loaded in downwarp
Point can occurred level change, this requires to load this feature for needing to adapt to test piece deformation, and loading jack should can be with loading
Adaptive displacement occurs for point, otherwise can produce redundancy power, causes loading not meet reality, or even loading attachment means failure.
Limited by load capability, existing cantilever load test haves the shortcomings that scaling factor is big, it is small to load tonnage, tests
Result and engineering physical presence serious distortion, result of the test can not reflect that engineering is actual.Bent cap is deposited when bridge opening is different simultaneously
In eccentric force, therefore need to propose new testing program to solve this problem.
The content of the invention
The purpose of the present invention is exactly a kind of big outstanding in order to what is overcome defect that above-mentioned traditional load mode is present and propose
Arm precast assembly bent cap load test method.
The technical solution adopted by the present invention is：
A kind of great cantilever precast assembly bent cap load test method, comprises the following steps：
(1) experiment bent cap is prepared；
(2) fixed loading device；
(3) presstressed reinforcing steel joint test bent cap and contiguous block are used；
(4) anchor block is moved on in loading device, and be fixedly connected with the ground by ground anchor pole；
(5) the experiment bent cap and contiguous block that are fixed together are moved on in loading device, anchor is fixedly connected with horizontal anchor pole
Gu block and contiguous block；
(6) land used anchor pole fixes contiguous block on the ground；
(7) loading device carries out adaptive allocation to experiment bent cap.
As a kind of improvement of great cantilever precast assembly bent cap load test method of the present invention, step (1) includes：In examination
Test in the casting process of bent cap and loading built-in fitting is set.
As a kind of improvement of great cantilever precast assembly bent cap load test method of the present invention, step (2) includes：By machine
Frame is fixed on the ground, and vertical jack is suspended in frame, and vertical jack is connected with housing slide；Step (7) includes：Will
Vertical jack is arranged on loading built-in fitting.
As a kind of improvement of great cantilever precast assembly bent cap load test method of the present invention, step (4) includes：Will pressure
Force snesor is arranged between ground anchor pole and anchor block.
As a kind of improvement of great cantilever precast assembly bent cap load test method of the present invention, pressure sensor is arranged on
Between the farthest ground anchor pole of separating test bent cap and anchor block.
As a kind of improvement of great cantilever precast assembly bent cap load test method of the present invention, step (5) includes：Will pressure
Force snesor is arranged between horizontal anchor pole and anchor block or contiguous block.
As a kind of improvement of great cantilever precast assembly bent cap load test method of the present invention, presstressed reinforcing steel is prestressing force
Steel strand wires.
Compared with prior art, the beneficial effects of the present invention are：
First, the restrictive condition of this loading is that individually Soil Anchor Design pulling force is 500KN, and traditional jack is usually fixed adds
The jack of position is carried, and the vertical jack of the present invention adaptive level with dynamic, can be realized with load(ing) point in loading surface
Variation.The automatic of vertical jack follows, it is ensured that in loading procedure vertical jack and load(ing) point on same vertical curve,
Meet the stress in real process.
2nd, experiment bent cap can be further applied load by loading device, can fully simulates practical structures under stress
Operating mode, test the reasonable stress of bent cap, loading efficiency is high, the method for realizing cantilever loading；The pressure sensor energy of installation
The pulling force of ground anchor pole and horizontal anchor pole is monitored in real time, and security performance is high, and anchor block may be reused, saving material.
Certainly, any product for implementing the present invention it is not absolutely required to while reaching all the above advantage.
Brief description of the drawings
Fig. 1 is great cantilever bent cap road center layout drawing；
Fig. 2 is great cantilever bent cap road center construction schematic diagram；
Fig. 3 is the load test sketch of the experiment bent cap of one embodiment of the invention；
Fig. 4 is the elevation of the experiment bent cap of one embodiment of the invention；
Fig. 5 is the plan of the experiment bent cap of one embodiment of the invention；
Fig. 6 is the side view of the experiment bent cap of one embodiment of the invention；
Fig. 7 is the load test scheme of installation of the experiment bent cap of one embodiment of the invention, wherein (a) figure is anchor block
Schematic diagram；(b) figure is the schematic diagram of contiguous block；(c) figure is the schematic diagram of great cantilever precast assembly bent cap；(d) figure is contiguous block
With the schematic diagram of great cantilever precast assembly bent cap；(e) figure is to test bent cap to complete the schematic diagram that assembling carries out load test；
Fig. 8 is a kind of possibility damaged location schematic diagram of great cantilever precast assembly bent cap of one embodiment of the invention.
In figure, 1- anchor blocks；2- contiguous blocks；3- tests bent cap；4- ground anchor pole；5- transverse direction anchor poles；6- ground anchor pole；7- in advance should
Power muscle；8- loads built-in fitting；9- pressure sensors；10- pressure sensors；11- frames；The vertical jack of 12-.
Embodiment
To make the object, technical solutions and advantages of the present invention clearer, below in conjunction with each reality of the accompanying drawing to the present invention
The mode of applying is explained in detail.
Please comprehensive reference Fig. 1 to Fig. 8, a kind of great cantilever precast assembly bent cap load test method comprises the following steps：
(1) experiment bent cap 3 is prepared；
(2) fixed loading device；
(3) the joint test bent cap 3 (Fig. 7 (c)) of presstressed reinforcing steel 7 and contiguous block 2 (Fig. 7 (b)) are used, Fig. 7 (d) is obtained；
(4) anchor block 1 (Fig. 7 (a)) is moved on in loading device, and be fixedly connected with the ground by 12 ground anchor poles 4；
(5) the experiment bent cap 3 being fixed together and contiguous block 2 are moved on in loading device, are fixedly connected with horizontal anchor pole 5
Anchor block 1 and contiguous block 2；
(6) contiguous block 2 is fixed on the ground with 2 ground anchor poles 6, as Figure 4-Figure 6；
(7) loading device carries out adaptive allocation to experiment bent cap 3, sees Fig. 7 (e).
Step (1) includes：Loading built-in fitting 8 is set in the casting process of experiment bent cap 3.
Step (2) includes：Frame 11 is fixed on the ground, vertical jack 12 is suspended in frame 11, it is vertical very heavy
Top 12 is slidably connected with frame 11；Step (7) includes：Vertical jack 12 is arranged on loading built-in fitting 8.This experiment is loaded
Device uses nation's prestige 10000KN loading systems, sees Fig. 7 (e), the restrictive condition of this loading system is：Individually Soil Anchor Design
Pulling force is 500KN.Traditional jack is usually fixed loading position, and the vertical jack 12 of 1000t of nation's prestige system can be with
Adaptive level realizes the variation with load(ing) point with dynamic in loading surface.Vertical jack 12 is followed automatically, it is ensured that loaded
Vertical jack 12 is always positioned on same vertical curve with load(ing) point in journey, meets the stress of real process.
Step (4) includes：Pressure sensor 9 is arranged between ground anchor pole 4 and anchor block 1.Pressure sensor 9 is used to survey
The pulling force that amount ground anchor pole 4 is subject to.Pressure sensor 9 is selectively mounted to the farthest ground anchor pole 4 and anchor block 1 of distance test (DT) bent cap 3
Between.The pulling force that ground anchor pole 4 herein is born is maximum.
Step (5) includes：Pressure sensor 10 is arranged between horizontal anchor pole 5 and anchor block 1 or contiguous block 2.Herein
The pulling force of generation is it is also possible that horizontal anchor pole 5 is destroyed, so needing monitoring in real time.
In the present embodiment, presstressed reinforcing steel 7 is prestress wire.
In the present embodiment, anchor block 1 and contiguous block 2 may be reused, and save material.
In the present embodiment, the maximum pressure of load test is up to 1000t, and the form that experiment bent cap 3 may be destroyed has：First,
Prestress wire is pulled off, and sees part A in Fig. 8；2nd, horizontal anchor pole 5 is pulled off, and sees part B in Fig. 8；3rd, the and of anchor block 1
Failure by shear occurs for the top coupling part of contiguous block 2, sees C portion in Fig. 8；4th, the ground anchor pole 4 of anchor block 1 is pulled off, and sees figure
D parts in 8；5th, the ground anchor pole 4 of anchor block 1 is drawn out ground, sees E parts in Fig. 8.
In the present embodiment, prestress wire be pulled off be most rationality result of the test, experiment bent cap 3 devise 26 it is pre-
Prestress steel strand, is calculated by XTRACT：Maximal bending moment 4372KNm at splicing seams, loading force only needs F1=M/L1=
4372KN/1.78m=246t.Horizontal anchor pole 5 needs the maximum pressure born to be F2=F1(L1+L3+L4)/L2=2456KN ×
(1.78m+0.183m+1.202m)/1.324m=587t, because the pulling force suffered by ground anchor pole 4 is different, only considers the ground of farthest two row
Anchor pole 4, the maximum pull F of old place anchor pole 43=F1×(L1+L3)/l5=2456KN × (1.78m+0.183m)/3.684m=130t.
In the present embodiment, what horizontal anchor pole 5 was selected is a diameter of 80mm HPB300 reinforcing bar, and every can bear most
Big pulling force is 150t, so in the design, the quantity of required horizontal anchor pole 5 is 587/150=3.9 roots, it is considered to unbalance stress
It is even, 5 horizontal anchor poles 5 are taken in the design；Farthest the maximum pull of anchor pole 4 be 130t, individually anchor pole 4 design maximum draw
Power is every 50t, so the quantity of anchor pole 4 needed to farthest is 130/50=2.6 roots, 3 are taken in the design.Although according to
Strength co-mputation only needs to 3, but ensures that anchor block 1 determines not to be subjected to displacement from rigidity angle, so being provided with the design
12 ground anchor poles 4.
The foregoing is only a preferred embodiment of the present invention, but protection scope of the present invention be not limited thereto,
Any one skilled in the art the invention discloses technical scope in, the change or replacement that can be readily occurred in,
It should all be included within the scope of the present invention.Therefore, protection scope of the present invention should be with scope of the claims
It is defined.
Claims (7)
1. a kind of great cantilever precast assembly bent cap load test method, it is characterised in that comprise the following steps：
(1) experiment bent cap is prepared；
(2) fixed loading device；
(3) presstressed reinforcing steel joint test bent cap and contiguous block are used；
(4) anchor block is moved on in loading device, and be fixedly connected with the ground by ground anchor pole；
(5) the experiment bent cap and contiguous block that are fixed together are moved on in loading device, anchor block is fixedly connected with horizontal anchor pole
And contiguous block；
(6) land used anchor pole fixes contiguous block on the ground；
(7) loading device carries out adaptive allocation to experiment bent cap.
2. a kind of great cantilever precast assembly bent cap load test method as claimed in claim 1, it is characterised in that step (1)
Including：Loading built-in fitting is set in the casting process of experiment bent cap.
3. a kind of great cantilever precast assembly bent cap load test method as claimed in claim 2, it is characterised in that step (2)
Including：Frame is fixed on the ground, vertical jack is suspended in frame, vertical jack is connected with housing slide；Step
(7) include：Vertical jack is arranged on loading built-in fitting.
4. a kind of great cantilever precast assembly bent cap load test method as claimed in claim 1, it is characterised in that step (4)
Including：Pressure sensor is arranged between ground anchor pole and anchor block.
5. a kind of great cantilever precast assembly bent cap load test method as claimed in claim 4, it is characterised in that pressure sensing
Device is arranged between the farthest ground anchor pole of separating test bent cap and anchor block.
6. a kind of great cantilever precast assembly bent cap load test method as claimed in claim 1, it is characterised in that step (5)
Including：Pressure sensor is arranged between horizontal anchor pole and anchor block or contiguous block.
7. a kind of great cantilever precast assembly bent cap load test method as claimed in claim 1, it is characterised in that presstressed reinforcing steel
For prestress wire.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710348808.2A CN107167289A (en) | 2017-05-17 | 2017-05-17 | A kind of great cantilever precast assembly bent cap load test method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710348808.2A CN107167289A (en) | 2017-05-17 | 2017-05-17 | A kind of great cantilever precast assembly bent cap load test method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107167289A true CN107167289A (en) | 2017-09-15 |
Family
ID=59815413
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710348808.2A Pending CN107167289A (en) | 2017-05-17 | 2017-05-17 | A kind of great cantilever precast assembly bent cap load test method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107167289A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110426284A (en) * | 2019-09-02 | 2019-11-08 | 西南交通大学 | A kind of large-tonnage cantilevered self-balancing plate test loading system and its implementation method |
| CN114062151A (en) * | 2021-11-18 | 2022-02-18 | 中冶建筑研究总院有限公司 | Method for measuring secondary bending moment of prestressed concrete frame beam in plastic stage |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4375766A (en) * | 1979-12-19 | 1983-03-08 | Messier-Hispano-Bugatti | Device for testing rims of wheels |
| EP0371631A2 (en) * | 1988-11-30 | 1990-06-06 | GP TAURIO, INC. a wholly-owned subsidiary of GENERAL PHYSICS CORPORATION | Method and apparatus for monitoring structural members subject to transient loads |
| CN101231208A (en) * | 2008-02-27 | 2008-07-30 | 中铁十三局集团有限公司 | Method of testing hanging-filling beam suspension basket and bracket equivalent load |
| CN201128884Y (en) * | 2007-11-15 | 2008-10-08 | 中交第一公路工程局有限公司 | Loading prepressing device for suspended bracket |
| CN201402221Y (en) * | 2009-02-17 | 2010-02-10 | 中铁大桥局集团武汉桥梁科学研究院有限公司 | Movable multi-point synchronous structure model static test loading device |
| CN202787099U (en) * | 2012-07-12 | 2013-03-13 | 江祥林 | Reinforced concrete cap beam external prestressing structure |
| CN205152817U (en) * | 2015-11-06 | 2016-04-13 | 沈阳建筑大学 | External prestressed reinforcement structure of bent cap |
| CN106498847A (en) * | 2016-12-19 | 2017-03-15 | 上海应用技术大学 | A kind of prefabricated bent cap and attachment structure and the method for attachment of prefabricated stand column |
-
2017
- 2017-05-17 CN CN201710348808.2A patent/CN107167289A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4375766A (en) * | 1979-12-19 | 1983-03-08 | Messier-Hispano-Bugatti | Device for testing rims of wheels |
| EP0371631A2 (en) * | 1988-11-30 | 1990-06-06 | GP TAURIO, INC. a wholly-owned subsidiary of GENERAL PHYSICS CORPORATION | Method and apparatus for monitoring structural members subject to transient loads |
| CN201128884Y (en) * | 2007-11-15 | 2008-10-08 | 中交第一公路工程局有限公司 | Loading prepressing device for suspended bracket |
| CN101231208A (en) * | 2008-02-27 | 2008-07-30 | 中铁十三局集团有限公司 | Method of testing hanging-filling beam suspension basket and bracket equivalent load |
| CN201402221Y (en) * | 2009-02-17 | 2010-02-10 | 中铁大桥局集团武汉桥梁科学研究院有限公司 | Movable multi-point synchronous structure model static test loading device |
| CN202787099U (en) * | 2012-07-12 | 2013-03-13 | 江祥林 | Reinforced concrete cap beam external prestressing structure |
| CN205152817U (en) * | 2015-11-06 | 2016-04-13 | 沈阳建筑大学 | External prestressed reinforcement structure of bent cap |
| CN106498847A (en) * | 2016-12-19 | 2017-03-15 | 上海应用技术大学 | A kind of prefabricated bent cap and attachment structure and the method for attachment of prefabricated stand column |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110426284A (en) * | 2019-09-02 | 2019-11-08 | 西南交通大学 | A kind of large-tonnage cantilevered self-balancing plate test loading system and its implementation method |
| CN110426284B (en) * | 2019-09-02 | 2024-04-12 | 西南交通大学 | Large-tonnage cantilever type self-balancing test loading system and implementation method thereof |
| CN114062151A (en) * | 2021-11-18 | 2022-02-18 | 中冶建筑研究总院有限公司 | Method for measuring secondary bending moment of prestressed concrete frame beam in plastic stage |
| CN114062151B (en) * | 2021-11-18 | 2023-07-04 | 中冶建筑研究总院有限公司 | Method for measuring secondary bending moment of prestressed concrete frame beam in plastic stage |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106501014A (en) | Vertical load testing machine for domain tunnel structure | |
| CN109778721A (en) | Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation | |
| CN106284079A (en) | A kind of bridge break post replace classification synchronize integral jacking construction method | |
| CN105839536A (en) | Construction method of cable-stayed bridge pylon | |
| CN103835324A (en) | Seismic response control test device of frame anchor rod slope anchoring structure and construction method | |
| CN110230328A (en) | Pile foundation underpinning System information construction electronic monitoring method | |
| CN209686444U (en) | A kind of structure for protecting electric power pipe culvert using top suspention plus lower support dual in situ | |
| CN103556749A (en) | Hanging flexible connection of precast concrete infill wall | |
| CN204849607U (en) | A continuous beam string basket pre -compaction device for bridge construction | |
| CN105887703A (en) | Replacing device for concrete tied arch bridge flexible suspension rod and using method thereof | |
| CN110318556A (en) | It is a kind of novel without support displacement shear wall concrete apparatus and method | |
| CN107190627A (en) | Part earth anchored suspension bridge and its construction method | |
| CN109403654B (en) | Underpinning and reinforcing method for existing building structure | |
| CN107167289A (en) | A kind of great cantilever precast assembly bent cap load test method | |
| CN207751805U (en) | A kind of large section tunnel arch experimental rig | |
| CN102704414B (en) | Construction method for jacking arched bridges | |
| CN104831639A (en) | Consolidation and release construction method for 0# blocks of ultra-wide non-uniform continuous beam | |
| CN104314013B (en) | Two Cantilever Construction Methods of a kind of pole asymmetrical array beam | |
| CN104499608A (en) | Method for designing and constructing prestressed section steel reinforced shear wall | |
| CN113863166B (en) | Reverse order construction method for swivel-first and mounting support | |
| CN113789712A (en) | Longitudinal beam and arch rib forming control method of steel arch bridge | |
| CN102279017B (en) | Method and system for monitoring stability of midboard of highway multi-arch tunnel and construction method | |
| CN103105308B (en) | Cross-fault leveling buried pipeline in-situ test method | |
| CN102877657B (en) | Large-span H-shaped plane composite structure beam string upper-air cable replacement construction method | |
| CN108316317A (en) | A kind of concrete filled steel tube arch perfusion simulator |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20170915 |