CN110082206A - A kind of steel truss overpass static test evaluation method for considering pin hole gap and influencing - Google Patents
A kind of steel truss overpass static test evaluation method for considering pin hole gap and influencing Download PDFInfo
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- CN110082206A CN110082206A CN201910359985.XA CN201910359985A CN110082206A CN 110082206 A CN110082206 A CN 110082206A CN 201910359985 A CN201910359985 A CN 201910359985A CN 110082206 A CN110082206 A CN 110082206A
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- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- 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
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- G—PHYSICS
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- 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
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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- G01N2203/0208—Specific programs of loading, e.g. incremental loading or pre-loading
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- 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
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Abstract
The present invention provides a kind of steel truss overpass static test evaluation method that consideration pin hole gap influences, and belongs to load carrying capacity of bridge experimental technique field.This method are as follows: steel trestle inelastic deformation is first eliminated with part loading capacity, is found out further according to change in displacement value during testing after the starting point of elastic stage, then to unload the checkout coefficient η that elastic stage loading capacity causes bridge effect change valueChanging valueSteel truss overpass bearing capacity is evaluated, bridge effect change value includes strain variation value and change in displacement value.The method fully considers the design feature of steel truss overpass, more efficient it can objectively evaluate steel truss overpass bearing capacity, reduce erroneous judgement, it can be carried out after carrying out appropriate precompressed using test load vehicle when test, the wasting of resources can be reduced, the safety for improving test, can be widely applied to steel truss overpass by static test and evaluates its bearing capacity field.
Description
[technical field]
The present invention relates to belong to load carrying capacity of bridge experimental technique field, and in particular to a kind of to consider what pin hole gap influenced
Steel truss overpass static test evaluation method.
[background technique]
In Urban Bridge Construction field, conflict when intersecting in order to avoid wagon flow and stream of people's plane ensures people's safety
Pass through, improve speed, reduce traffic accident, usually in the location that vehicle flowrate is big, pedestrian is dense, or with one voice, square and railway
Overpass is built above.Wherein overpass includes prestressed concrete overpass, steel box-girder overpass and steel truss
The structure types such as frame overpass.No matter the overpass of which kind of structure type, generally require after the completion of its erection by quiet
Carry whether test with the bearing capacity for evaluating overpass meets design requirement, present invention is generally directed to steel truss overpass,
The method for finding energy effective evaluation steel truss overpass static test.
Steel truss overpass static test evaluates current common practice: (1) theoretical calculation: being asked according to design load
Then Bridge control force on cross-section out is classified as the foundation of static test load control by vehicular load or other loads
It is loaded onto bridge internal force and meets code requirement, and then find out theoretical loaded value；(2) data acquire: when static test starts, adding
Before load, the stress value ε of controlling sections is read0With shift value H0；When the first order loads, the stress value ε of controlling sections is read1The position and
Shifting value H1；When i-stage loads, the stress value ε of controlling sections is readiWith shift value Hi；When final N grades of loads, reads control and cut
The stress value ε in faceNWith shift value HN；After unloading, the stress value ε of controlling sections is readN-0With shift value HN-0.(3) data processing: logical
It crosses measured value in (2) to find out: strain elasticity number εElasticity number=εN-εn-0；It is displaced elasticity number HElasticity number=HN-Hn-0；Strain residual value εResidual value
=εN-0-ε0；It is displaced residual value HResidual value=HN-0-H0；And then find out strain checkout coefficient ηStrain=εElasticity number/εCalculated value, displacement verification system
Number ηDisplacement=HElasticity number/HCalculated value(wherein εCalculated valueAnd HCalculated valueThe calculating of testing section strain and displacement under respectively corresponding loading condition
Value), relative residual strain SStrain=(εN-0-ε0)/(εN-ε0), relative residual be displaced SDisplacement=(HN-0-H0)/(HN-H0).(4) static load
Test evaluation: by straining checkout coefficient ηStrain, displacement checkout coefficient ηDisplacement, relative residual strain SStrainS is displaced with relative residualDisplacement
To evaluate static test.However, then there are many improper places in evaluation steel truss overpass bearing capacity in the way:
One has ignored the design feature of steel truss overpass, i.e. the connecting elements of steel truss overpass is mainly Bailey beam,
Finished size and design lead to often the presence of different degrees of gap between component, and component generally passes through there may be difference
, also there is gap between pin and pin hole in pin connection.It is above various to cause steel truss overpass structure itself there is larger
Inelastic deformation, lead to survey effect (strain, displacement) commonly greater than because vehicular load or other loads are in bridge structure
The effect directly generated, is especially displaced, and due to containing a big chunk pin hole gap value, and then causes checkout coefficient η inclined
Greatly, it be easy to cause erroneous judgement.Secondly its structure feature itself causes strain after unloading, displacement residual value larger, so that relatively
Overstrain SStrainS is displaced with relative residualDisplacementIt is bigger than normal, so that its value is unsatisfactory for code requirement.The third is in order to eliminate knot
The pin hole gap of structure itself and bridge structure load effciency coefficient is made to meet code requirement, needed more or heavier vehicle
Load, causes substance, energy waste, both uneconomical, also dangerous.
[summary of the invention]
Goal of the invention of the invention is: in view of the above problems, providing a kind of steel that consideration pin hole gap influences
Truss overpass static test evaluation method, the method fully consider the design feature of steel truss overpass, can be more efficient
Steel trestle bearing capacity is objectively evaluated, erroneous judgement is reduced, steel truss overpass is can be widely applied to and is evaluated by static test
Its bearing capacity field.
To achieve the goals above, The technical solution adopted by the invention is as follows:
A kind of steel truss overpass static test evaluation method for considering pin hole gap and influencing, this method are as follows: first with portion
Divide loading capacity to eliminate steel trestle inelastic deformation, found out further according to change in displacement value during testing after the starting point of elastic stage,
Again to unload the checkout coefficient η that elastic stage loading capacity causes bridge effect change valueChanging valueIt is held to evaluate steel truss overpass
Loading capability, bridge effect change value include strain variation value and change in displacement value.
In the present invention, further, the method is sequentially included the following steps:
(1) steel trestle finite element numerical model is established according to the related data of steel truss overpass to be tried, formulate static load examination
Proved recipe case；
(2) by static test scheme, in steel truss overpass key position, i.e. main span span centre maximum sagging moment section, master
Sensor is buried at across position of the fulcrum maximum hogging moment section, live hierarchical loading reads bridge effect under every grade of loading condition
It is worth, i.e. strain variation value and change in displacement value, and finds out the starting point of elastic stage during test according to change in displacement value；
Etc. (3) after full load conditions bridge structure is stablized, unload in two times, unload elastic stage loading capacity for the first time, second
All remaining loads are unloaded, the strain variation value and change in displacement value of bridge under every grade of Unloading Condition are read；
(4) finishing analysis data cause bridge effect change value to unload elastic stage loading capacity, i.e., strain variation value and
The checkout coefficient η of change in displacement valueChanging valueTo evaluate steel truss overpass bearing capacity.
In the present invention, further, scene load is according to finder charge total amount and load increment point in the step (2)
Grade carries out, and classification number is not lower than 5 grades；When i-stage loads, the strain value ε of controlling sections is readiWith shift value Hi；I+1 grade
When load, the strain value ε of controlling sections is readi+1With shift value Hi+1；Assuming that theoretical calculation change in displacement under this grade of loading condition
Value is Δ HTheoretical valueIf there is Δ HMeasured value=Hi+1-Hi≤ΔHTheoretical value, then it is assumed that i-stage is that the structural elasticity deforms starting point.
In the present invention, further, scene unloading point two-stage is carried out in the step (3), and the first order is offloaded to elastic rank
Duan Qidian, the second level have unloaded all remaining loads, have read the strain variation value and change in displacement of bridge under every grade of Unloading Condition
Value.
In the present invention, further, unloading elastic stage loading capacity causes the verification of strain variation value in step (3)
Coefficient ηStrain variation valueWith the checkout coefficient η of change in displacement valueChange in displacement value, it calculates determine as follows:
ηStrain variation value=Δ εChanging value/ΔεTheoretical value
ηChange in displacement value=Δ HChanging value/ΔHTheoretical value
In formula, Δ εChanging value=ε-1-ε+n, Δ HChanging value=H-1-H+n；
ε-1、H-1Respectively under first order Unloading Condition, the strain variation value and change in displacement of the bridge effect of testing section
Value；ε+n、H+nTo be under final loading condition under fully loaded situation, the strain variation value of the bridge effect of testing section and displacement become
Change value；ΔεTheoretical value、ΔHTheoretical valueThe reason of strain and change in displacement caused by unloading elastic stage loading capacity respectively during test
By calculated value.
In the present invention, further, the related data of steel trestle to be tried includes but is not limited to design drawing in the step (1)
The money of all previous detection test of paper, as-built drawing, construction note, supervision diary, completion information, the existing data of maintenance, bridge
Material, the data for reinforcing maintenance and the apparent situation, the ambient conditions that are arrived to steel trestle site inspection.
To solve the not scientific, dangerous, uneconomic of the existing existing evaluation method of steel truss overpass static test
Way, inventor establishes the steel truss overpass static test evaluation method for considering that pin hole gap influences, according to its effect
The checkout coefficient of (stress, displacement) changing value evaluates the static test of steel truss overpass.The method has fully considered steel truss
The design feature of frame overpass, the i.e. connecting elements of steel truss overpass are mainly Bailey beam, finished size and design
There may be difference, lead to often the presence of different degrees of gap between component, and component generally by pin connect, pin with
Also there is gap between pin hole, only behind the pin hole gap for eliminating structure, structure just can enter the elastic force balance stage, could be more preferable
Evaluate its static test in ground.
In conclusion by adopting the above-described technical solution, the beneficial effects of the present invention are:
(1) method of the invention has fully considered the design feature of steel trestle, it may be assumed that the connecting elements of steel truss overpass
Predominantly Bailey beam, finished size and design lead to often the presence of different degrees of gap between component there may be difference,
And component is generally connected by pin, also there is gap between pin and pin hole, it is above various to cause steel truss overpass structure
Itself leads to survey effect (strain, displacement) commonly greater than because of vehicular load or other lotuses there is biggish inelastic deformation
It is loaded in the effect directly generated in bridge structure, is especially displaced, due to containing a big chunk pin hole gap value, and then is led
It causes checkout coefficient η bigger than normal, be easy to cause erroneous judgement.Method of the invention eliminates steel trestle inelastic deformation by part loading capacity,
It is found out further according to change in displacement value during testing after the starting point of elastic stage, then cause bridge to unload elastic stage loading capacity
The checkout coefficient η of effect change valueChanging valueSteel truss overpass bearing capacity is evaluated, it is possible thereby to keep checkout coefficient η more quasi-
Really, erroneous judgement is reduced.
(2) method of the invention considers structure feature itself, so that relative residual strains SStrainOr relative residual is displaced SDisplacement
It can satisfy code requirement.
(3) existing evaluation method is in order to eliminate the inelastic deformation of structure itself and make bridge structure load effciency coefficient
Meet code requirement, needs more or heavier vehicular load, to cause substance and energy waste, it is both uneconomical, it is also uneasy
Entirely.Method of the invention can carry out after carrying out appropriate precompressed by test load vehicle, can reduce the wasting of resources, improve test
Safety.
[Detailed description of the invention]
Fig. 1 is steel truss overpass elevation in application example；
Fig. 2 is steel truss overpass sectional view in application example；
Fig. 3 is steel truss overpass finite element model figure in application example.
[specific embodiment]
In order to more clearly express the present invention, below by way of specific embodiment, the invention will be further described.
1. technical problem: the strain checkout coefficient η calculated by existing methodStrain, displacement checkout coefficient ηDisplacement, relative residual
Strain SStrainS is displaced with relative residualDisplacementIt evaluates steel truss overpass static test, has ignored steel truss overpass
Design feature, the i.e. connecting elements of steel truss overpass are mainly Bailey beam, finished size and design there may be difference,
Lead to often the presence of different degrees of gap between component, and component is generally connected by pin, is also existed between pin and pin hole
Gap.It is above it is various cause steel truss overpass structure itself there is biggish inelastic deformation, cause to survey effect and (answer
Become, displacement) commonly greater than the effect directly generated in bridge structure by vehicular load or other loads, especially displacement (its
Contain a big chunk pin hole gap value), and then cause checkout coefficient η bigger than normal, it be easy to cause erroneous judgement；And strained after unloading,
It is larger to be displaced residual value, so that relative residual strains SStrainS is displaced with relative residualDisplacementIt is bigger than normal, in order to eliminate structure itself
Pin hole gap and make bridge structure load effciency coefficient meet code requirement, need more or heavier vehicle lotus
It carries, causes substance, energy waste, it is both uneconomical, it is also dangerous.
2. mentality of designing
The present invention is the steel truss overpass static test evaluation method for considering pin hole gap and influencing, according to static test
The checkout coefficient of engineering Bridge effect (stress, displacement) changing value evaluates static test.
(1) theoretical calculation: finding out Bridge control force on cross-section according to design load, loads control moment as static test
Foundation, code requirement is then met by vehicular load or other load hierarchical loadings to bridge internal force, and then find out theory
Loaded value.
(2) elastic stage starting point determines: in steel trestle key position, i.e. span centre maximum sagging moment section, main span fulcrum is maximum
Sensor is buried at hogging moment section before load, reads the stress value ε of controlling sections when static test starts0And shift value
H0；When the first order loads, the stress value ε of controlling sections is read1With shift value H1；When i-stage loads, answering for controlling sections is read
Force value εiWith shift value Hi；When i+1 grade loads, the stress value ε of controlling sections is readi+1With shift value Hi+1；Afterbody, i.e.,
When N grades of loads, etc. full load conditions bridge structure stablize after, read the stress value ε of controlling sectionsNWith shift value HN.It is required that classification
Not lower than 5 grades of number, and the stress value ε and shift value H when every grade of controlling sections load are read respectively.And it is asked by measured value
Out: change in displacement value Δ HMeasured value=Hi+1-Hi；If there is Δ HMeasured value≤ΔHTheoretical value(ΔHTheoretical valueFor theoretical calculation under corresponding loading condition
Change in displacement value), then it is assumed that i-stage is elastic stage starting point.
Unloading data acquisition: etc. full load conditions bridge structure stablize after, read the stress value ε of controlling sectionsnAnd displacement
Value Hn, unload in two times, unload elastic stage loading capacity for the first time, read the stress value ε of controlling sections-1With shift value H-1, the
Secondary all remaining loads of unloading, read the stress value ε of controlling sections-2With shift value H-2；
(4) data processing: found out by (2) middle measured value: strain variation value Δ εMeasured value=ε-1-ε+n, change in displacement value Δ
HMeasured value=H-1-H+n；Find out strain variation value checkout coefficient η caused by unloading elastic stage loading capacityStrain variation valueWith change in displacement value
Checkout coefficient ηChange in displacement value。
ηStrain variation value=Δ εChanging value/ΔεTheoretical value
ηChange in displacement value=Δ HChanging value/ΔHTheoretical value
In formula, Δ εMeasured value=ε-1-ε+n；ΔHMeasured value=H-1-H+n；ΔεTheoretical value、ΔHTheoretical valueIt is answered under respectively corresponding Unloading Condition
Become the calculated value with change in displacement.
(5) static test is evaluated: causing the checkout coefficient η of strain variation value by elastic stage discharging quantityStrain variation value, displacement
The checkout coefficient η of changing valueDisplacement displacement is setTo evaluate steel truss overpass bearing capacity.
3. operating procedure
(1) steel truss overpass finite element numerical model is established according to design data etc., formulate static test scheme；To
The related data for trying steel truss overpass includes but is not limited to design drawing, as-built drawing, construction note, supervision diary, completion
The data of all previous detection test of data, the existing data of maintenance, bridge reinforces the data of maintenance and arrives steel trestle scene
Apparent situation, the ambient conditions investigated；The step is carried out using existing technical specification, is not the weight that the present invention studies
Point, therefore be not unfolded to illustrate herein.
(2) by testing program, in steel truss overpass key position (main span span centre maximum sagging moment section, main span fulcrum
Position maximum hogging moment section etc.) embedded sensor, live hierarchical loading, read bridge effect under every grade of loading condition (strain,
Displacement) value, and according to change in displacement value find out test during elastic stage starting point；
Etc. (3) after full load conditions bridge structure is stablized, unload in two times, it is primary to unload elastic stage loading capacity, secondary unloading
All residue loads read bridge effect under every grade of Unloading Condition (strain, displacement) value；
(4) finishing analysis data, to unload the school that elastic stage loading capacity causes bridge effect (strain, displacement) changing value
Test coefficient ηChanging valueTo evaluate steel truss overpass bearing capacity.
To further illustrate how the present invention is implemented, illustrated below by way of application example, application example is referring to above-mentioned
Step carries out.
Application example
Certain steel truss overpass overall length 68.98m, bridge floor overall with 4.10m, orthogonal 90 °.Main bridge is totally four across the combination of, across footpath:
16.17m+2 × 18.40m+13.07m, main bridge use aluminium alloy truss, and step ladder is aluminium alloy structure plate ladder access.Lower body part knot
Structure is T-type steel structure pier, connects cushion cap, and basis uses bored pile foundation.Terraced substructure is walked to be T-type bridge pier, connect cushion cap,
Basis uses bored pile foundation.Deck paving uses aluminum alloy bridge panel, has anti-skid wearable coating on bridge.Bridge floor guardrail is adopted
With the double-deck glue steel tempered glass guardrail, main bridge or so is each together.4 drain holes are arranged in drainage system altogether on bridge, and two sides end of the bridge is left
Right each 1.The elevation and sectional view of the steel truss overpass are as shown in Figure 1 and Figure 2.It is quasi- to carry out static test to it with true
Its fixed bearing capacity, determines its controlling sections and corresponding operating condition by finite element analysis, as shown in Figure 3.
For assembled Bailey beam steel truss overpass, because the assembly between Bailey beam uses pin joint, for convenience of installing, pin
Generally there are gaps between son and pin hole.After structure is loaded, relative displacement can be generated due to pin hole gap between Bailey beam, caused
Structure mistake hole amount of deflection.Such pin hole gap theoretically can be eliminated in many degree by the precompressed of multiple larger load, but general
Under the conditions of loading test, be difficult to accomplish multiple-prepressing, at the same excessively it is heavy weight it is pre- be also unsafe way when being pressed in test.Therefore
This static test carries out after carrying out appropriate precompressed simply by test loading blocks.
Choose 2# across for static test across under, table 1, table 2 respectively corresponding operating condition displacement measured value and calculated value,
Strain measured value and calculated value.
Calculate according to conventional methods operating condition 1+5 strain mean checkout coefficient ηStrain=(199-19)/181=
0.995, the checkout coefficient η of moving averageDisplacement=(10.01-1.46)/7.47=1.144, maximum relative residual strain SStrain=
18/135=13.3% and maximum relative residual are displaced SDisplacement=1.79/7.74=23.2% (1 measuring point)；
According to the method for the present invention: solution procedure is as follows
(1) elastic stage starting point is determined
When operating condition 1+3, Δ HMeasured value=(H3-H2)Changing value=(7.14-5.62) > Δ HTheoretical value(H3-H2)Theoretical value=(4.48-
2.99), illustrate that there are inelastic deformations for structure times in the operating condition；Similarly calculate operating condition 1+4: Δ HActual measurement=(H4-H3)Changing value=
(8.53-7.14)<ΔHTheoretical value=(H4-H3)Theoretical value=(5.98-4.48) illustrates that operating condition 3 is elastic stage starting point.It then can foundation
Unload (strain, displacement) the changing value verification of effect caused by elastic stage loading capacity (i.e. 3~operating condition of Unloading Condition, 5 loading capacity) system
It counts to evaluate the bearing capacity of the steel trestle.
(2) according to formula ηChanging value=Δ SChanging value/ΔSTheoretical valueIt calculates and determines effect in static test (strain, displacement) changing value
Checkout coefficient.
The checkout coefficient η of strain variation valueStrain variation value=(135-199)/(109-181)=0.889,
The checkout coefficient η of change in displacement valueChange in displacement value=(7.15-10.01)/(4.48-7.47)=0.957.
It was found from calculated result: conventional method has ignored the design feature of steel truss overpass, i.e. steel truss people row day
The connecting elements of bridge is numerous, general to be connected by pin, often there is different degrees of gap, and pin and pin hole between component
Between also there is gap.It is various above to cause steel truss overpass structure itself there is biggish inelastic deformation, lead to reality
Survey effect (strain, displacement) commonly greater than the effect directly generated in bridge structure by vehicular load or other loads, especially
It is displacement (it comprises a big chunk inelastic deformation values), and then leads to the strain checkout coefficient η calculatedStrain(0.995)、
It is displaced checkout coefficient ηDisplacement(1.144) bigger than normal, it is unsatisfactory in " Highway Bridge load testing regulations " (JTG/T J21-01-2015)
It provides requirement of the checkout coefficient less than 1, be easy to cause erroneous judgement.Method of the invention is according to effect (internal force, displacement) changing value
Checkout coefficient (the checkout coefficient η of strain variation valueStrain variation value=0.889, the checkout coefficient η of change in displacement valueChange in displacement value=0.957)
It is more scientific to evaluate steel truss overpass static test.
Across the A cross-sectional displacement test result list of 2# (unit: mm) when 1 operating condition 1 of table
Across the A section strain testing result list of 2# (unit: μ ε) when 2 operating condition 1 of table
Above description is the detailed description for the present invention preferably possible embodiments, but embodiment is not limited to this hair
Bright patent claim, it is all the present invention suggested by technical spirit under completed same changes or modifications change, should all belong to
In the covered the scope of the patents of the present invention.
Claims (6)
1. a kind of steel truss overpass static test evaluation method for considering pin hole gap and influencing, which is characterized in that this method
Are as follows: steel trestle inelastic deformation is first eliminated with part loading capacity, elastic stage during testing is found out further according to change in displacement value
Starting point after, then to unload the checkout coefficient η that elastic stage loading capacity causes bridge effect change valueChanging valueTo evaluate steel truss people
Row overline bridge bearing capacity, bridge effect change value include strain variation value and change in displacement value.
2. evaluation method according to claim 1, which is characterized in that the method sequentially includes the following steps:
(1) steel trestle finite element numerical model is established according to the related data of steel truss overpass to be tried, formulate static test side
Case；
(2) by static test scheme, in steel truss overpass key position, i.e. main span span centre maximum sagging moment section, main span branch
Sensor is buried at point position maximum hogging moment section, live hierarchical loading reads bridge effect value under every grade of loading condition, i.e.,
That is strain variation value and change in displacement value, and according to change in displacement value find out test during elastic stage starting point；
Etc. (3) after full load conditions bridge structure is stablized, unload in two times, unload elastic stage loading capacity for the first time, unload for second
All residue loads, read the strain variation value and change in displacement value of bridge under every grade of Unloading Condition；
(4) finishing analysis data cause bridge effect change value, i.e. strain variation value and displacement to unload elastic stage loading capacity
The checkout coefficient η of changing valueChanging valueTo evaluate steel truss overpass bearing capacity.
3. evaluation method according to claim 1, it is characterised in that: scene load is according to test in the step (2)
Load total amount and load increment classification carry out, and classification number is not lower than 5 grades；When i-stage loads, the strain value of controlling sections is read
εiWith shift value Hi；When i+1 grade loads, the strain value ε of controlling sections is readi+1With shift value Hi+1；Assuming that this grade of loading condition
Lower theoretical calculation change in displacement value is Δ HTheoretical valueIf there is Δ HMeasured value=Hi+1-Hi≤ΔHTheoretical value, then it is assumed that i-stage is the structure bullet
Property deformation starting point.
4. evaluation method according to claim 3, it is characterised in that: scene unloading point two-stage carries out in the step (3),
The first order is offloaded to elastic stage starting point, and the second level has unloaded all remaining loads, and bridge answers under every grade of Unloading Condition of reading
Become changing value and change in displacement value.
5. evaluation method according to claim 4, it is characterised in that: unloading elastic stage loading capacity causes in step (3)
Cause the checkout coefficient η of strain variation valueStrain variation valueWith the checkout coefficient η of change in displacement valueChange in displacement value, calculate as follows true
It is fixed:
ηStrain variation value=Δ εChanging value/ΔεTheoretical value
ηChange in displacement value=Δ HChanging value/ΔHTheoretical value
In formula, Δ εChanging value=ε-1-ε+n, Δ HChanging value=H-1-H+n；
ε-1、H-1Respectively under first order Unloading Condition, the strain variation value and change in displacement value of the bridge effect of testing section；
ε+n、H+nTo be fully loaded under situation under i.e. final loading condition, the strain variation value and change in displacement of the bridge effect of testing section
Value；ΔεTheoretical value、ΔHTheoretical valueThe theory of strain and change in displacement caused by unloading elastic stage loading capacity respectively during test
Calculated value.
6. evaluation method according to claim 1, it is characterised in that: the related money of steel trestle to be tried in the step (1)
Material include but is not limited to design drawing, as-built drawing, construction note, supervision diary, completion information, maintenance existing data,
The data of all previous detection test of bridge, the apparent situation reinforcing the data of maintenance and being arrived to steel trestle site inspection, surrounding ring
Border situation.
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| CN201910359985.XA CN110082206B (en) | 2019-04-30 | 2019-04-30 | Steel truss pedestrian overpass static load test evaluation method considering pin hole gap influence |
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| CN201910359985.XA CN110082206B (en) | 2019-04-30 | 2019-04-30 | Steel truss pedestrian overpass static load test evaluation method considering pin hole gap influence |
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| CN115374556A (en) * | 2022-08-08 | 2022-11-22 | 中建八局第三建设有限公司 | Bailey truss deflection calculation method considering pin shaft slippage and rigidity correction |
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| CN104933285A (en) * | 2015-03-05 | 2015-09-23 | 西南交通大学 | Bridge field static load test evaluation method |
| 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 |
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| CN104933285A (en) * | 2015-03-05 | 2015-09-23 | 西南交通大学 | Bridge field static load test evaluation method |
| 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 |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115374556A (en) * | 2022-08-08 | 2022-11-22 | 中建八局第三建设有限公司 | Bailey truss deflection calculation method considering pin shaft slippage and rigidity correction |
| CN115374556B (en) * | 2022-08-08 | 2023-09-08 | 中建八局第三建设有限公司 | Bailey frame deflection calculation method considering pin roll slippage and rigidity correction |
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