CN106546495A - The naked beam Static Load Test Method of Loading Control moment of flexure is determined based on strain - Google Patents
The naked beam Static Load Test Method of Loading Control moment of flexure is determined based on strain Download PDFInfo
- Publication number
- CN106546495A CN106546495A CN201610991876.6A CN201610991876A CN106546495A CN 106546495 A CN106546495 A CN 106546495A CN 201610991876 A CN201610991876 A CN 201610991876A CN 106546495 A CN106546495 A CN 106546495A
- Authority
- CN
- China
- Prior art keywords
- naked
- moment
- loading
- flexure
- strain
- 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.)
- Granted
Links
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/20—Investigating strength properties of solid materials by application of mechanical stress by applying steady bending forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0032—Generation of the force using mechanical means
- G01N2203/0033—Weight
Landscapes
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a kind of naked beam Static Load Test Method that Loading Control moment of flexure is determined based on strain, based on vehicular load and the maximum strain under deck paving synergy are designed under bridge completion state, control moment is determined by naked beam section the moment of inertia backwards calculation according to its maximum strain value.The method has taken into full account naked beam to into bridge construction and loading process, and in being dead load for naked beam in bridge construction process, the dead load of deck paving undertakes deck paving completely by naked beam；During Cheng Qiaohou operation under design vehicle load action, part deck paving and beam body co-ordination, stress entirety, shared design vehicle load are formed.In a word, the present invention is capable of achieving the precision of naked beam static test control moment, controlling test and becomes more meticulous, and is widely used in the naked beam static test field of bridge.
Description
Technical field
The invention belongs to the naked beam Static Load Test Method of bridge, more particularly to a kind of Loading Control moment of flexure is determined based on strain
Naked beam Static Load Test Method.
Background technology
In bridge construction field, before bridge floor is not mated formation or the beam of precast assembly is not carried out before wet joint concrete pours
Referred to as naked beam (including the naked beam of steel, naked two big class of beam of concrete).When occurring construction quality query in bridge construction process, such as naked beam
Beam body concrete strength does not reach design requirement, prestressed stretch-draw and crack of unknown cause etc. occurs less than, beam body, to determine
When existing quality is queried, whether naked beam can meet the requirement of design bearing capacity, need to carry out naked beam static test；Naked beam static test
And identify naked beam can normal operation an important means because by naked beam static load test, the naked beam of test is least
Actual loading situation under sharp load action, it can be determined that the actual bearer ability of single-spar construction.
Before naked beam static test is carried out, it is thus necessary to determine that the Loading Control moment of flexure of static test, current common practice is：
According to the dead load (predominantly deck paving) and design vehicle load inner force effect (moment of flexure) sum that act on before not constructing on naked beam,
As the foundation of naked beam static test Loading Control moment of flexure, such as《Low temperature Building technology》3rd phase in 2012《Prestressed concrete
Cored slab single-beam Static》The way of one text.However, there is many improper parts in the way：The first have ignored bridge
Face is mated formation not the part of still dead load, bridge mat formation complete to form intensity after also coordinate same stress together with naked beam, form new
Section shared design vehicle load, be both not science；Which two is dead load (predominantly deck paving) on naked beam and sets
In meter vehicular load, used as static load control moment, when the bearing capacity of naked beam is effectively less than into bridge, beam body holds stress effect sum
Loading capability, therefore easily cause the excessive strain of naked beam, displacement or even crack occur, cause static test erroneous judgement occur, be both
It is dangerous；Which three is to need more loading loads or less load, causes preloading, jack loading or other load modes
Material, energy waste, be both uneconomical, or the conclusion (of pressure testing) that underload draws do not have convincingness.
The content of the invention
The technical problem to be solved in the present invention is to provide a kind of naked beam static load examination that Loading Control moment of flexure is determined based on strain
Proved recipe method, the method can realize that the precision of naked beam static test Loading Control moment of flexure, controlling test become more meticulous, and extensively can apply
In the naked beam static test field of bridge.
To solve above-mentioned technical problem, the present invention is employed the following technical solutions：
The naked beam Static Load Test Method of Loading Control moment of flexure is determined based on strain, based on vehicular load being designed under bridge completion state
And the maximum strain under deck paving synergy, determined by naked beam section the moment of inertia backwards calculation according to its maximum strain value
Control moment.
Deck paving is that reinforced concrete bridge deck is mated formation or fiber steel reinforcing concrete deck paving.
Naked beam is the naked beam of steel or the naked beam of concrete.
The above-mentioned naked beam Static Load Test Method that Loading Control moment of flexure is determined based on strain, according to the following steps operation are carried out：
<1>In naked girder span and a quarter section lower edge is installed displacement meter, strain transducer or pastes foil gauge, and connect
Enter collecting device and computer；
<2>According to stock ground material stock situation, loading method is chosen so that equivalent bending moment M is produced in naked girder spandx；
Equivalent bending moment MdxMake naked beam beam bottom produce with bridge mat formation dead load, produce numerical value equal strain into the effect of bridge design load is lower
Moment：
<3>Strain and shift value are read before loading, after per grade of loading and after unloading, bullet is calculated according to actual measurement strain, displacement
Property strain, elastic displacement value, strain checkout coefficient and displacement checkout coefficient is calculated further according to theoretical calculation strain, displacement, according to
Naked joist support loading capability is judged according to strain checkout coefficient and displacement checkout coefficient.
Step<2>In equivalent bending moment MdxCalculate as follows and determine：
In formula, I be mat formation after the completion of bridge completion state underbeam the moment of inertia；Y for bridge completion state underbeam bottom after the completion of mating formation away from
With a distance from neutral axis；E be mat formation after the completion of bridge completion state underbeam integral, flexible modulus；MhIt is curved under live loading to design
Square；MeqFor the moment of flexure under secondary dead load effect；I ' is the moment of inertia of naked beam before deck paving；E ' is the bullet of naked beam before deck paving
Property modulus；Y ' is distance of the deck paving front-axle beam bottom apart from neutral axis.
Loading method is that jack is loaded or weight preloading.
The load of weight preloading is concrete balancing weight or reinforcing bar, and load is in naked girder span middle section both sides homogeneous reactor
Put, heap loading line density produces equivalent bending moment M in causing naked girder spandx.
Load is uniformly classified preloading, is divided into 3～5 grades.
Determine the not science of naked beam Loading Control moment of flexure, dangerous, uneconomic do to solve current naked beam static test
Method, inventor are established a kind of based on strain determination loading on the basis of analysis and the derivation of equation has been carried out with regard to loading process
The naked beam Static Load Test Method of control moment, designs under vehicular load and deck paving synergy most based under bridge completion state
It is big to strain, control moment is determined by naked beam section the moment of inertia backwards calculation according to its maximum strain value.The method takes into full account
Naked beam to into bridge construction and loading process, deck paving in bridge construction process in being dead load for naked beam, deck paving
Dead load undertake completely by naked beam；During Cheng Qiaohou operation under design vehicle load action, part deck paving and beam
Body co-ordination, formation stress entirety, shared design vehicle load.For this purpose, the present invention is capable of achieving precisely to determine static load control
Moment of flexure processed, it is to avoid the excessive Loading Control moment of flexure of Normal practice, causes resource, the wave of the energy in naked beam destruction and loading procedure
Take；Or the Loading Control moment of flexure for avoiding Normal practice too small, cause static test to load the erroneous judgement for causing conclusion (of pressure testing) not in place.
In a word, the present invention is capable of achieving the precision of naked beam static test control moment, controlling test and becomes more meticulous, and is widely used in bridge
Naked beam static test field.
Compared with prior art, outstanding advantage of the invention is characterized in particular in：
(1) consider bridge mat formation complete to form intensity after coordinate same stress together with naked beam, to form new section common
Undertake design vehicle load, more science, meet actual loading situation；
(2) dead load (predominantly deck paving) on naked beam and design vehicle load inner force effect sum are used as static load control
Moment of flexure, easily causes the moment should bear of the test loading moment of flexure more than naked beam beam body, i.e. loading efficiency coefficient is permitted more than specification
Perhaps it is worth, therefore easily causes the excessive strain of naked beam, displacement or even crack occurs, causes static test failure, dangerous；
(3) dead load on naked beam and design vehicle load inner force effect sum easily cause test as static load control moment
The moment should bear of the loading moment of flexure less than naked beam beam body, i.e. loading efficiency coefficient are less than specification permissible value, therefore easily cause
The erroneous judgement of conclusion (of pressure testing)；
(4) save loading material, reduce loading energy resource consumption.
(5) realize becoming more meticulous for naked beam static test.
Description of the drawings
Fig. 1 is cored slab section force diagram.
Fig. 2 is T-shaped beam section force diagram.
In figure：1 naked beam, Bridge 2 face is mated formation.
Specific embodiment
1. technical problem：Before deck paving, when naked beam-like state carries out static test and judges naked joist support loading capability, need to determine plus
The control moment of load, participates in stress and causes the structure reactance of naked beam to resist less than the structure after deck paving as the second phase mats formation
Power, when take design live loading under moment MhWith the moment M under secondary dead load effecteqWhen sum is as control moment, naked beam
The strain value at beam bottom is more than the moment M under the lower design live loading of bridge completion statehWith the moment M under secondary dead load effecteqIt
With the strain value for causing, therefore, to design the moment M under live loadinghWith the moment M under secondary dead load effecteqSum conduct
The control moment of naked beam loading test is relatively unsafe, easily causes the waste for loading resource and the destruction for causing beam.
2. mentality of designing and the derivation of equation
The present invention determines the naked beam Static Load Test Method of Loading Control moment of flexure based on strain, based on designing car under bridge completion state
Maximum strain under load and deck paving synergy, is reversely counted by naked beam section the moment of inertia according to its maximum strain value
Calculate and determine control moment.Wherein, deck paving refers to that reinforced concrete bridge deck is mated formation or fiber steel reinforcing concrete deck paving, naked beam
For the naked beam of steel or the naked beam of concrete.
The weight of deck paving (secondary dead load) all has naked joist support load, and the naked beam beam bottom strain that deck paving causes is
εer：
During Cheng Qiaohou operation under design vehicle load action, part face is mated formation and is received with beam body co-ordination, formation
Power entirety, shared design vehicle load, under bridge completion state, the strain at design vehicle load action underbeam bottom is εh：
Maximum under the control load effect of naked beam static test answers εl, εl(formula 1) and (formula 2) two strain sums are should be,
It is both：
εl=εer+εh(formula 3)
When the strain that naked beam beam bottom produces is εlWhen, the control moment of applying needed for can trying to achieve is Mdx：
(formula 4) will be substituted into for (formula 1), (formula 2) and (formula 3), and solve and (formula 5) can be obtained after abbreviation
In formula, equivalent bending moment MdxBe make naked beam beam bottom produce with bridge mat formation dead load, produce into the effect of bridge design load is lower
The moment of numerical value equal strain；I be mat formation after the completion of bridge completion state underbeam the moment of inertia；Y is bridge completion state after the completion of mating formation
Distance of the underbeam bottom apart from neutral axis；E be mat formation after the completion of bridge completion state underbeam integral, flexible modulus；MhMake to design mobile load
Moment of flexure with；MeqFor the moment of flexure under secondary dead load effect；I ' is the moment of inertia of naked beam before deck paving；Before E ' is deck paving
The elastic modelling quantity of naked beam；Y ' is distance of the deck paving front-axle beam bottom apart from neutral axis.
3. operating procedure
<1>In naked girder span and a quarter section lower edge is installed displacement meter, strain transducer or pastes foil gauge, and connect
Enter collecting device and computer；
<2>According to stock ground material stock situation, (general load of choosing is concrete balancing weight or steel to choose load
Muscle, may also be employed jack load mode), the uniform classification preloading in the certain scope in naked girder span middle section both sides, general point
For 3～5 grades, heap loading line density produces equivalent bending moment M in causing naked girder spandx：
<3>Strain and shift value are read before loading, after per grade of loading and after unloading, bullet is calculated according to actual measurement strain, displacement
Property strain, elastic displacement value, strain checkout coefficient and displacement checkout coefficient is calculated further according to theoretical calculation strain, displacement, according to
Naked joist support loading capability is judged according to strain checkout coefficient and displacement checkout coefficient.
To further illustrate how the present invention is implemented, illustrate below by way of application example, application example is with reference to above-mentioned
Step and formula are carried out.
Application example 1
Certain superstructure adopts (3 × 16) m prestressed concrete C50 cored slabs, and after first freely-supported, bridge floor is continuous, laterally by 10
Piece cored slab is constituted, deck-molding 0.80m；Substructure adopts columnar pier, pile foundation；Bridge deck is existing using 10cm thickness C50 bridge floors
Pour layer+AMP waterproof layers+10cm thickness Asphalt Concrete Deck Pavements.Design load grade：Highway-I levels (《Highway bridge and culvert design is logical
Use specification》JTG D60-2004)；Bridge floor beam overall (half range)：13.00m=0.75m (side anti-collision wall)+11.25m (bridge floor clear span)+
0.75m (inner side anti-collision wall)+0.25m (median strip).Intend carrying out static test to its side bar (naked beam) to determine its carrying
Ability, need to determine span centre static load Loading Control moment.
It is computed：After the completion of mating formation, the moment of inertia I of bridge completion state underbeam is 0.139m4；After the completion of mating formation under bridge completion state
Beam bottom apart from neutral axis apart from y be 0.500m；After the completion of mating formation, integral, flexible modulus E of bridge completion state underbeam is 34.5GPa；
The moment M of span centre under design live loadinghFor 432.6kNm；The moment M of the lower span centre of secondary dead load effecteqFor 183.6kN
m；Before deck paving, the moment of inertia I ' of naked beam is 0.133m4；Before deck paving, the elastic modulus E ' of naked beam is 34.5GPa；Bridge
Before face is mated formation, beam bottom apart from neutral axis apart from y ' be 0.415m.
The method according to the invention, calculates according to (formula 5) and determines that static test Loading Control moment of flexure is 682.3kNm, be
Realize that control moment need to be in uniform load weight 292.2kN in the range of the 6m of span centre both sides, preloading line density is 48.7kN/m, point
Level Four is loaded, and test maximal bending moment is that now loading efficiency coefficient is 1.00 to 682.3kNm, meets specification loading efficiency and exists
Requirement between 0.95～1.05.Result of the test is as shown in Table 1 and Table 2.
Conventional method determines that static load Loading Control moment of flexure is design vehicle load and the second stage of live loading moment of flexure sum, is both
616.2kNm, is to realize that control moment need to test maximum curved in uniform load weight 263.8kN in the range of the 6m of span centre both sides
Square is 616.4kNm, and now loading efficiency coefficient is 1.00, meets requirement of the specification loading efficiency between 0.95～1.05.
As conventional method determines the not science of naked beam Loading Control moment of flexure, actual loading underload, load is caused to add
Few, actual loading efficiency coefficient only has 0.903, and the experiment conclusion for drawing does not have convincingness, lacks reliable foundation.
The each testing section measuring point of 1 cored slab of table strains list (unit：με)
The each testing section measuring point amount of deflection list (unit of 2 cored slab of table：mm)
Application example 2
The continuous post-stressed C50 concretes T beams of structure after certain (4 × 30m) elder generation freely-supported, the deck-molding of T beams is 2.00m, web
Wide 0.50m, standard girder spacing 2.15m leave the wet seam of 0.45m between wing plate, beam-ends, quartile and span centre are provided with diaphragm plate
Design load grade：Highway-I levels (《Highway bridge and culvert designs general specification》JTG D60-2004), bridge deck width：26.00m=2
× (0.50m (frontier defense revetment)+11.75m (bridge floor clear span)+0.50m (frontier defense revetment)+0.50m/2 (median strip)), bridge floor
Mat formation for 12cm thickness C50 cast-in-place concretes+10cm thickness bituminous concrete, plan its side bar (naked beam) is carried out static test to determine
Its bearing capacity, need to determine span centre static load Loading Control moment.
It is computed, after the completion of mating formation, the moment of inertia I of bridge completion state underbeam is 54056230cm4；Into bridge like after the completion of mating formation
State underbeam bottom apart from neutral axis apart from y be 148.6cm；After the completion of mating formation, integral, flexible modulus E of bridge completion state underbeam is
34.5GPa；The moment M of span centre under design live loadinghFor 1676.8kNm；The moment M of the lower span centre of secondary dead load effecteqFor
675.9kN·m；Before deck paving, the moment of inertia I ' of naked beam is 43641036cm4；Before deck paving, the elastic modulus E ' of naked beam
For 34.5GPa；Before deck paving, beam bottom apart from neutral axis apart from y ' be 133.2cm.
The method according to the invention, calculates according to (formula 5) and determines that static test Loading Control moment of flexure is 2186.4kNm,
To realize that control moment need to be in uniform load weight 235.2kN in the range of the 4.5m of span centre both sides, testing maximal bending moment is
Now loading efficiency coefficient is 1.03 to 2255.5kNm, meets requirement of the specification loading efficiency between 0.95～1.05.
Conventional method determines static load Loading Control moment of flexure for design vehicle load and the second stage of live loading moment of flexure sum, i.e.,
2352.7kNm, is to realize that control moment need to be tested in the common 244.6kN of uniform load weight in the range of the 4.5m of span centre both sides
Loading maximal bending moment is 2345.7kNm, and now loading efficiency coefficient is 0.997, meet specification loading efficiency 0.95～
Requirement between 1.05.
As conventional method determines the not science of naked beam Loading Control moment of flexure, cause actual loading loading excessive, be both lotus
Load is increased, and actual loading efficiency coefficient is 1.073, and loading efficiency is easily caused naked beyond the scope of specification 0.95～1.05
Beam cracking, the excessive equivalent damage of amount of deflection, and load material, energy waste.
Claims (8)
1. it is a kind of based on the naked beam Static Load Test Method for straining determination Loading Control moment of flexure, it is characterised in that based under bridge completion state
Maximum strain under design vehicle load and deck paving synergy, according to its maximum strain value by naked beam section the moment of inertia
Backwards calculation determines control moment.
2. according to claim 1 based on the naked beam Static Load Test Method for straining determination Loading Control moment of flexure, its feature exists
In：The deck paving is that reinforced concrete bridge deck is mated formation or fiber steel reinforcing concrete deck paving.
3. according to claim 1 based on the naked beam Static Load Test Method for straining determination Loading Control moment of flexure, its feature exists
In：The naked beam is the naked beam of steel or the naked beam of concrete.
4. according to claim 1 based on the naked beam Static Load Test Method for straining determination Loading Control moment of flexure, its feature exists
Carry out in operation according to the following steps：
<1>In naked girder span and a quarter section lower edge install displacement meter, strain transducer or paste foil gauge, and access adopt
Collection equipment and computer；
<2>According to stock ground material stock situation, loading method is chosen so that equivalent bending moment M is produced in naked girder spandx；It is described
Equivalent bending moment MdxMake naked beam beam bottom produce with bridge mat formation dead load, produce numerical value equal strain into the effect of bridge design load is lower
Moment：
<3>Strain and shift value are read before loading, after per grade of loading and after unloading, according to actual measurement strain, displacement calculates elasticity should
Change, elastic displacement value, calculate strain checkout coefficient and displacement checkout coefficient further according to theoretical calculation strain, displacement, and foundation should
Become checkout coefficient and displacement checkout coefficient judges naked joist support loading capability.
5. according to claim 4 based on the naked beam Static Load Test Method for straining determination Loading Control moment of flexure, its feature exists
In step<2>In equivalent bending moment MdxCalculate as follows and determine：
In formula, I be mat formation after the completion of bridge completion state underbeam the moment of inertia；Y is in bridge completion state underbeam bottom distance after the completion of mating formation
The distance of property axle；E be mat formation after the completion of bridge completion state underbeam integral, flexible modulus；MbTo design the moment of flexure under live loading；
MeqFor the moment of flexure under secondary dead load effect；I ' is the moment of inertia of naked beam before deck paving；E ' is the elasticity of naked beam before deck paving
Modulus；Y ' is distance of the deck paving front-axle beam bottom apart from neutral axis.
6. according to claim 4 based on the naked beam Static Load Test Method for straining determination Loading Control moment of flexure, its feature exists
In：The loading method is that jack is loaded or weight preloading.
7. according to claim 6 based on the naked beam Static Load Test Method for straining determination Loading Control moment of flexure, its feature exists
In：The load of the weight preloading is concrete balancing weight or reinforcing bar, and load is uniformly stacked in naked girder span middle section both sides,
Heap loading line density produces equivalent bending moment M in causing naked girder spandx.
8. according to claim 7 based on the naked beam Static Load Test Method for straining determination Loading Control moment of flexure, its feature exists
In：The load is uniformly classified preloading, is divided into 3～5 grades.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610991876.6A CN106546495B (en) | 2016-11-09 | 2016-11-09 | The naked beam Static Load Test Method of load control moment is determined based on strain |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610991876.6A CN106546495B (en) | 2016-11-09 | 2016-11-09 | The naked beam Static Load Test Method of load control moment is determined based on strain |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106546495A true CN106546495A (en) | 2017-03-29 |
| CN106546495B CN106546495B (en) | 2019-01-29 |
Family
ID=58395733
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610991876.6A Active CN106546495B (en) | 2016-11-09 | 2016-11-09 | The naked beam Static Load Test Method of load control moment is determined based on strain |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106546495B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107798175A (en) * | 2017-10-10 | 2018-03-13 | 武汉理工大学 | A kind of method for assessing bituminous paving concept phase bearing capacity deposit |
| CN107884771A (en) * | 2018-01-15 | 2018-04-06 | 湖南科技大学 | A kind of new method of ground-based radar inverting load carrying capacity of bridge |
| CN111767598A (en) * | 2020-06-19 | 2020-10-13 | 中国十七冶集团有限公司 | Refined old pile recycling method |
| CN111896363A (en) * | 2020-08-06 | 2020-11-06 | 江西省长大桥隧研究设计院有限公司 | Method for carrying out single-beam destructive load test by using original bridge span structure |
| CN112607053A (en) * | 2020-12-29 | 2021-04-06 | 中国航空工业集团公司西安飞机设计研究所 | Method for determining accuracy of strain measurement value in airplane structural strength test |
| CN113239441A (en) * | 2021-06-01 | 2021-08-10 | 山东省交通科学研究院 | Method for determining thickness of integrated layer of deck pavement with prestressed hollow plate structure and application |
| CN114492104A (en) * | 2021-12-22 | 2022-05-13 | 四川省兴冶岩土工程检测有限责任公司 | Bridge structure precast beam static load test calculation method, system and storage medium thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103048102A (en) * | 2012-11-30 | 2013-04-17 | 江苏省交通科学研究院股份有限公司 | Beam bridge state evaluation method |
| RU152733U1 (en) * | 2014-11-06 | 2015-06-20 | Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Томский государственный архитектурно-строительный университет" (ТГАСУ) | STAND FOR TESTING REINFORCED CONCRETE ELEMENTS FOR BENDING WITH STATIC LOADING |
| CN104933285A (en) * | 2015-03-05 | 2015-09-23 | 西南交通大学 | Bridge field static load test evaluation method |
| CN105651474A (en) * | 2015-12-31 | 2016-06-08 | 中铁二局集团有限公司 | On-beam beam transporting simulation loading test method for prestressed concrete full-hole prefabricated box beam |
| CN105865819A (en) * | 2016-04-18 | 2016-08-17 | 湖南联智桥隧技术有限公司 | Method for load test of single beam |
-
2016
- 2016-11-09 CN CN201610991876.6A patent/CN106546495B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103048102A (en) * | 2012-11-30 | 2013-04-17 | 江苏省交通科学研究院股份有限公司 | Beam bridge state evaluation method |
| RU152733U1 (en) * | 2014-11-06 | 2015-06-20 | Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Томский государственный архитектурно-строительный университет" (ТГАСУ) | STAND FOR TESTING REINFORCED CONCRETE ELEMENTS FOR BENDING WITH STATIC LOADING |
| CN104933285A (en) * | 2015-03-05 | 2015-09-23 | 西南交通大学 | Bridge field static load test evaluation method |
| CN105651474A (en) * | 2015-12-31 | 2016-06-08 | 中铁二局集团有限公司 | On-beam beam transporting simulation loading test method for prestressed concrete full-hole prefabricated box beam |
| CN105865819A (en) * | 2016-04-18 | 2016-08-17 | 湖南联智桥隧技术有限公司 | Method for load test of single beam |
Non-Patent Citations (3)
| Title |
|---|
| JIAMEI ZHAO 等: ""Static Test Analysis of a Bridge Structure in Civil Engineering"", 《SYSTEMS ENGINEERING PROCEDIA》 * |
| 顾洪江: ""富锦K125+596大桥裸梁的静力学试验"", 《北方交通》 * |
| 马云峰 等: ""桥梁单梁静载试验"", 《中外公路》 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107798175A (en) * | 2017-10-10 | 2018-03-13 | 武汉理工大学 | A kind of method for assessing bituminous paving concept phase bearing capacity deposit |
| CN107798175B (en) * | 2017-10-10 | 2020-10-13 | 武汉理工大学 | Method for evaluating bearing capacity reserve of asphalt pavement in initial design stage |
| CN107884771A (en) * | 2018-01-15 | 2018-04-06 | 湖南科技大学 | A kind of new method of ground-based radar inverting load carrying capacity of bridge |
| CN111767598A (en) * | 2020-06-19 | 2020-10-13 | 中国十七冶集团有限公司 | Refined old pile recycling method |
| CN111767598B (en) * | 2020-06-19 | 2024-02-02 | 中国十七冶集团有限公司 | Method for recycling refined old piles |
| CN111896363A (en) * | 2020-08-06 | 2020-11-06 | 江西省长大桥隧研究设计院有限公司 | Method for carrying out single-beam destructive load test by using original bridge span structure |
| CN112607053A (en) * | 2020-12-29 | 2021-04-06 | 中国航空工业集团公司西安飞机设计研究所 | Method for determining accuracy of strain measurement value in airplane structural strength test |
| CN112607053B (en) * | 2020-12-29 | 2022-10-11 | 中国航空工业集团公司西安飞机设计研究所 | Method for determining accuracy of strain measurement value in airplane structural strength test |
| CN113239441A (en) * | 2021-06-01 | 2021-08-10 | 山东省交通科学研究院 | Method for determining thickness of integrated layer of deck pavement with prestressed hollow plate structure and application |
| CN113239441B (en) * | 2021-06-01 | 2023-03-24 | 山东省交通科学研究院 | Method for determining thickness of integrated layer of deck pavement with prestressed hollow plate structure and application |
| CN114492104A (en) * | 2021-12-22 | 2022-05-13 | 四川省兴冶岩土工程检测有限责任公司 | Bridge structure precast beam static load test calculation method, system and storage medium thereof |
| CN114492104B (en) * | 2021-12-22 | 2023-02-10 | 四川省兴冶岩土工程检测有限责任公司 | Bridge structure precast beam static load test calculation method, system and storage medium thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106546495B (en) | 2019-01-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106546495B (en) | The naked beam Static Load Test Method of load control moment is determined based on strain | |
| Cairns et al. | Structural performance of corrosion-damaged concrete beams | |
| Thamrin et al. | Shear strength of reinforced concrete T-beams without stirrups | |
| CN111289382B (en) | Single-beam damage identification method based on vertical displacement of static load test | |
| Shim et al. | The behaviour of shear connections in a composite beam with a full-depth precast slab | |
| He et al. | Experimental study on inelastic mechanical behaviour of composite girders under hogging moment | |
| Yang et al. | Influence of section depth on the structural behaviour of reinforced concrete continuous deep beams | |
| Rehman et al. | Testing of composite beam with demountable shear connectors | |
| Han et al. | Evaluation of punching shear strength of voided transfer slabs | |
| Pantelides et al. | Lightweight Concrete Precast Bridge Deck Panels Reinforced with Glass Fiber-Reinforced Polymer Bars. | |
| Gordon et al. | Development of in situ joints for pre-cast bridge deck units | |
| Ricker et al. | Punching of edge column–slab connections–comparison of tests and codes | |
| Venkateshwaran et al. | Moment redistribution in continuous steel-fibre-reinforced concrete slabs | |
| Choi et al. | Experimental study on the performance of tensile lap-spliced GFRP rebars in concrete beam | |
| Au et al. | Behaviour of partially prestressed beams with external tendons | |
| CN104452569B (en) | A kind of Long span prestressed concrete beam bridge cloth Shu Fangfa | |
| Mun et al. | Flexural behaviour of externally post-tensioned two-span lightweight concrete beams | |
| Häggström et al. | Testing Bridges to Failure: Experiences | |
| Zeng et al. | Experimental study of fatigue properties of orthotropic steel deck with U-shaped stiffeners | |
| Valerio et al. | Shear assessment of prestressed concrete bridges | |
| Haber et al. | Strengthening of Steel Through-Girder Bridges Using UHPC and Post-Tensioning | |
| Chen et al. | Fatigue evaluation of steel-concrete composite deck in steel truss bridge—A case study | |
| Moradi et al. | Behaviour of precast concrete deck slabs with transverse confining systems | |
| Oktavianus et al. | Use of non-destructive methods: Case studies of marine port and bridges structures in Surabaya | |
| Al-Bayati et al. | Edge punching shear of waffle slabs subjected to moment parallel to the slab's free edge |
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 | ||
| CB02 | Change of applicant information | ||
| CB02 | Change of applicant information |
Address after: 530007 Guangxi Traffic Science Research Institute, 6 hi tech two road, Nanning, the Guangxi Zhuang Autonomous Region Applicant after: Guangxi Traffic Science Research Institute Co Ltd Address before: 530007 Guangxi Traffic Science Research Institute, 6 hi tech two road, Nanning, the Guangxi Zhuang Autonomous Region Applicant before: Guangxi Transportation Research Institute |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant |