CN103268402B - Fast evaluation method for PSC (prestressed concrete) continuous T-girder bridge load capacity based on crack height - Google Patents
Fast evaluation method for PSC (prestressed concrete) continuous T-girder bridge load capacity based on crack height Download PDFInfo
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Abstract
The invention discloses a fast evaluation method for PSC (prestressed concrete) continuous T-girder bridge load capacity based on crack height. According to the method, measured bending moment of a midspan section when a crack appears by a bending-moment-crack height calculating formula for the midspan section of a relative main girder of a girder bridge, and the load capacity of the girder bridge can be evaluated fast according to each bending moment value. The fast evaluation method can be further applied in a normative system method, that is to say, the method can be utilized to evaluate the load capacity of a PSC continuous T-girder bridge to determine whether a load experiment is required or not, and the purpose of the load experiment is clearer.
Description
Technical field
The present invention relates to a kind of bearing capacity rapid method for assessment of the PSC continuous T beam bridges based on fracture height.
Background technology
Using《Highway bridge bearing capacity detecting appraisal code》In standard system method to PSC continuous Ts beam bridge carry energy
When power is evaluated, judge whether to need using the expert analysis mode sum of indices in Visual Inspection to carry out load examination to bridge
Test, the process is not only influenceed the larger but also cycle more long by subjective factor.
In addition, the main purpose of loading test is mainly in standard system method：When there is no method bright by test analysis
When determining load carrying capacity of bridge, acted on by applying static load to bridge, measure bridge structure is under finder charge effect
Structural response, and determine therefrom that checking coefficient Z2Bearing capacity inspection is re-started to calculate evaluation or directly judge load carrying capacity of bridge
Whether satisfaction is required.And need to be suspended traffic when loading test is carried out, it is impossible to carry out on a large scale, high cost, test period are long, no
The heavy bridge maintenance work of adaptation task, this feature limits the extensive use of loading test, has to be evaluated for bearing capacity
Bridge in fixed operation, Site Detection personnel cannot form a prompt judgement the operation state of bridge, therefore in the urgent need to one kind can
Method to evaluate bridge operation state rapidly.
The content of the invention
An object of the present invention is to provide a kind of PSC continuous T beam bridge bearing capacitys based on fracture height quickly to comment
Determine method, carry out rapid evaluation fast and accurately whether to judge bridge by the bearing capacity to crannied beam bridge to be evaluated
Need to carry out loading test.
Therefore, the PSC continuous T beam bridge Bearing Capacity Evaluation methods based on fracture height that the present invention is provided are：
First, evaluation PSC each girders of continuous T beam bridge are treated to be investigated, it is determined that the crucial section on beam bridge to be evaluated, its
In, crucial section is the investigated girder spaning middle section of beam bridge to be evaluated, and there is crack in the girder spaning middle section region；The master
Girder span middle section region is：Along bridge to the region of 0.5m before and after the girder spaning middle section；
Afterwards, the actual measurement moment of flexure in each crucial section of beam bridge to be evaluated is asked for respectively, and it is curved according to the actual measurement in each crucial section
Square is evaluated to the bearing capacity of corresponding girder, the bearing capacity of beam bridge to be evaluated in each girder bearing capacity it is worst
Situation：
When crucial section is middle span centre girder span middle section, and when span centre girder span footpath is less than or equal to 23 meters in this, lateral bending in fact
Square y1Computing formula is：
y1=-6688.8x1 5+17498x1 4-8968.5x1 3-2115.4x1 2+2151.4x1+3917.8 （Formula 1）；
x1' it is the actual average fracture height in span centre girder span middle section region in this, unit is rice；
h1It is the deck-molding of span centre beam in this, unit is rice；L1It is span centre girder span footpath in this, unit is rice；
y1≤ 6218kNm, illustrates the interval of the bearing capacity in the requirement of specification bearing capacity is met of span centre beam in this；
6218kNm ＜ y1<9069kNm, illustrates the interval that the bearing capacity of span centre beam in this is allowed beyond specification bearing capacity；y1
>=9069kNm, illustrates that the bearing capacity of span centre beam in this has exceeded the standard value of drag；
Across the side bar spaning middle section in crucial section is, and when across side bar across footpath is less than or equal to 23 meters in this, lateral bending in fact
Square y2Computing formula is：
y2=-1496.9x2 5+2933.5x2 4+2680.8x2 3-2583.9x2 2+237.44x2+4655.8 （Formula 2）；
x2' it is the actual average fracture height in across side bar spaning middle section region in this, unit is rice；
h2It is the deck-molding in this across side bar, unit is rice；L2It is across side bar across footpath in this, unit is rice；
y2≤ 6854kNm, illustrates that the bearing capacity in this across side bar is in the interval that meets the requirement of specification bearing capacity；
6854kNm ＜ y2<10040kNm, illustrates the interval allowed beyond specification bearing capacity across the bearing capacity of side bar in this；y2
>=10040kNm, illustrates that the bearing capacity in this across side bar has exceeded the standard value of drag；
When crucial section is end bay central sill spaning middle section, and the end bay central sill across footpath is when being less than or equal to 23 meters, lateral bending in fact
Square y3Computing formula is：
y3=-5948.5x3 5+14489x3 4-4906.3x3 3-3808.1x3 2+2123.5x3+4174.2 （Formula 3）；
x3' it is the actual average fracture height in the end bay central sill spaning middle section region, unit is rice,
h3It is the deck-molding of the end bay central sill, unit is rice, L3It is the end bay central sill across footpath, unit is rice；
y3≤ 6508kNm, illustrates that the bearing capacity of the end bay central sill is in the interval for meeting the requirement of specification bearing capacity；
6508kNm ＜ y3<9455kNm, illustrates the interval that the bearing capacity of the end bay central sill is allowed beyond specification bearing capacity；y3
>=9455kNm, illustrates that the bearing capacity of the end bay central sill has exceeded the standard value of drag；
When crucial section is end bay side bar spaning middle section, and the end bay side bar across footpath is when being less than or equal to 23 meters, lateral bending in fact
Square y4Computing formula is：
y4=681.54x4 4+1361.8x4 3+147.95x4 2+236.02x4+4687.9 （Formula 4）；
x4' it is the actual average fracture height in the end bay side bar spaning middle section region, unit is rice；
h4It is the deck-molding of the end bay side bar, unit is rice；L4It is the end bay side bar across footpath, unit is rice；
y4≤ 7441kNm, illustrates that the bearing capacity of the end bay side bar is in the interval for meeting the requirement of specification bearing capacity；
7441kNm ＜ y4<10840kNm, illustrates the interval that the bearing capacity of the end bay side bar is allowed beyond specification bearing capacity；y4
>=10840kNm, illustrates that the bearing capacity of the end bay side bar has exceeded the standard value of drag；
When crucial section is middle span centre girder span middle section, and when span centre girder span footpath is less than or equal to 27 meters more than 23 meters in this,
Its actual measurement moment of flexure y5Computing formula is：
y5=-3020x5 5+7523.1x5 4-680.55x5 3-4144.9x5 2+1754.6x5+5370.2 （Formula 5）；
x5' it is the actual average fracture height in span centre girder span middle section region in this, unit is
Rice；h5It is the deck-molding of span centre beam in this, unit is rice；L5It is span centre girder span footpath in this, unit is rice；
y5≤ 8130kNm, illustrates the interval of the bearing capacity in the requirement of specification bearing capacity is met of span centre beam in this；
8130kNm ＜ y5<11840kNm, illustrates the interval that the bearing capacity of span centre beam in this is allowed beyond specification bearing capacity；y5
>=11840kNm, illustrates that the bearing capacity of span centre beam in this has exceeded the standard value of drag；
Across the side bar spaning middle section in crucial section is, and when across side bar across footpath is less than or equal to 27 meters more than 23 meters in this,
Its actual measurement moment of flexure y6Computing formula is：
y6=-515.62x6 5+917.38x6 4+2538.5x6 3-939.01x6 2-232.68x6+6127.5 （Formula 6）；
x6' it is the actual average fracture height in across side bar spaning middle section region in this, unit is
Rice；h6It is the deck-molding in this across side bar, unit is rice；L6It is across side bar across footpath in this, unit is rice；
y6≤ 9200kNm, illustrates that the bearing capacity in this across side bar is in the interval that meets the requirement of specification bearing capacity；
9200kNm ＜ y6<13450kNm, illustrates the interval allowed beyond specification bearing capacity across the bearing capacity of side bar in this；y6
>=13450kNm, illustrates that the bearing capacity in this across side bar has exceeded the standard value of drag；
When crucial section be end bay central sill spaning middle section, and the end bay central sill across footpath more than 23 meters less than or equal to 27 meters when,
Its actual measurement moment of flexure y7Computing formula is：
y7=158.68x7 4+1352.4x7 3+890.62x7 2+197.65x7+5513.7 （Formula 7）；
x7' it is the actual average fracture height in the end bay central sill spaning middle section region, unit is
Rice；h7It is the deck-molding of the end bay central sill, unit is rice；L7It is the end bay central sill across footpath, unit is rice；
y7≤ 9119kNm, illustrates that the bearing capacity of the end bay central sill is in the interval for meeting the requirement of specification bearing capacity；
9119kNm ＜ y7<13030kNm, illustrates the interval that the bearing capacity of the end bay central sill is allowed beyond specification bearing capacity；y7
>=13030kNm, illustrates that the bearing capacity of the end bay central sill has exceeded the standard value of drag；
When crucial section be end bay side bar spaning middle section, and the end bay side bar across footpath more than 23 meters less than or equal to 27 meters when,
Its actual measurement moment of flexure y8Computing formula is：
y8=294.27x8 4+1251.2x8 3+944.52x8 2+260.14x8+6324.1 （Formula 8）；
x8' it is the actual average fracture height in the end bay side bar spaning middle section region, unit is
Rice；h8It is the deck-molding of the end bay side bar, unit is rice；L8It is the end bay side bar across footpath, unit is rice；
y8≤ 10200kNm, illustrates that the bearing capacity of the end bay side bar is in the area for meeting the requirement of specification bearing capacity
Between；10200kNm ＜ y8<14730kNm, illustrates the area that the bearing capacity of the end bay side bar is allowed beyond specification bearing capacity
Between；y8>=14730kNm, illustrates that the bearing capacity of the end bay side bar has exceeded the standard value of drag；
When crucial section is middle span centre girder span middle section, and when span centre girder span footpath is less than or equal to 32 meters more than 27 meters in this,
Its actual measurement moment of flexure y9Computing formula is：
y9=-308.38x9 4+1400.9x9 3+1399x9 2-92.468x9+7100.2 （Formula 9）；
x9' it is the actual average fracture height in span centre girder span middle section region in this, unit is rice；
h9It is the deck-molding of span centre beam in this, unit is rice；L9It is span centre girder span footpath in this, unit is rice；
y9≤ 11310kNm, illustrates the area of the bearing capacity in the requirement of specification bearing capacity is met of span centre beam in this
Between；11310kNm ＜ y9<15980kNm, illustrates the area that the bearing capacity of span centre beam in this is allowed beyond specification bearing capacity
Between；y9>=15980kNm, illustrates that the bearing capacity of span centre beam in this has exceeded the standard value of drag；
Across the side bar spaning middle section in crucial section is, and when across side bar across footpath is less than or equal to 32 meters more than 27 meters in this,
Its actual measurement moment of flexure y10Computing formula is：
y10=133.95x10 4+700.16x10 3+985.32x10 2+909.5x10+7887 （Formula 10）；
x10' it is the actual average fracture height in across side bar spaning middle section region in this, unit is
Rice；h10It is the deck-molding in this across side bar, unit is rice；L10It is across side bar across footpath in this, unit is rice；
y10≤ 12540kNm, illustrates that the bearing capacity in this across side bar is in the area that meets the requirement of specification bearing capacity
Between；12540kNm ＜ y10<17970kNm, illustrates the area allowed beyond specification bearing capacity across the bearing capacity of side bar in this
Between；y10>=17970kNm, illustrates that the bearing capacity in this across side bar has exceeded the standard value of drag and leads to；
When crucial section be end bay central sill spaning middle section, and the end bay central sill across footpath more than 27 meters less than or equal to 32 meters when,
Its actual measurement moment of flexure y11Computing formula is：
y11=22.524x11 4+605.02x11 3+1376.5x11 2+1117.8x11+7594 （Formula 11）；
x11' it is the actual average fracture height in the end bay central sill spaning middle section region, unit is
Rice；h11It is the deck-molding of the end bay central sill, unit is rice；L11It is the end bay central sill across footpath, unit is rice；
y11≤ 12090kNm, illustrates that the bearing capacity of the end bay central sill is in the area for meeting the requirement of specification bearing capacity
Between；12090kNm ＜ y11<16420kNm, illustrates the area that the bearing capacity of the end bay central sill is allowed beyond specification bearing capacity
Between；y11>=16420kNm, illustrates that the bearing capacity of the end bay central sill has exceeded the standard value of drag；
When crucial section be end bay side bar spaning middle section, and the side bar across footpath more than 27 meters less than or equal to 32 meters when, in fact
Lateral bending square y12Computing formula is：
y12=177.53x12 4+905.03x12 3+1077x12 2+821.84x12+8418.4 （Formula 12）；
x12' it is the actual average fracture height in the end bay side bar spaning middle section region, unit is
Rice；h12It is the deck-molding of the end bay side bar, unit is rice；L12It is the end bay side bar across footpath, unit is rice；
y12≤ 13670kNm, illustrates that the bearing capacity of the end bay side bar is in the area for meeting the requirement of specification bearing capacity
Between；13670kNm ＜ y12<18360kNm, illustrates the area that the bearing capacity of the end bay side bar is allowed beyond specification bearing capacity
Between；y12>=18360kNm, illustrates that the bearing capacity of the end bay side bar has exceeded the standard value of drag；
When crucial section is middle span centre girder span middle section, and when span centre girder span footpath is less than or equal to 37 meters more than 32 meters in this,
Its actual measurement moment of flexure y13Computing formula is：
y13=-9603.4x13 4+42500x13 3-57382x13 2+28854x13+6185.6 （Formula 13）；
x13' it is the actual average fracture height in span centre girder span middle section region in this, unit
It is rice；h13It is the deck-molding of span centre beam in this, unit is rice；L13It is span centre girder span footpath in this, unit is rice；
y13≤ 15230kNm, illustrates the area of the bearing capacity in the requirement of specification bearing capacity is met of span centre beam in this
Between；15230kNm ＜ y13<20540kNm, illustrates the area that the bearing capacity of span centre beam in this is allowed beyond specification bearing capacity
Between；y13>=20540kNm, illustrates that the bearing capacity of span centre beam in this has exceeded the standard value of drag；
Across the side bar spaning middle section in crucial section is, and when across side bar across footpath is less than or equal to 37 meters more than 32 meters in this,
Its actual measurement moment of flexure y14Computing formula is：
y14=-9783.4x14 4+43453x14 3-57759x14 2+27578x14+8205 （14）；
x14' it is the actual average fracture height in across side bar spaning middle section region in this, unit is
Rice；h14It is the deck-molding in this across side bar, unit is rice；L14It is across side bar across footpath in this, unit is rice；
y14≤ 17170kNm, illustrates that the bearing capacity in this across side bar is in the area that meets the requirement of specification bearing capacity
Between；17170kNm ＜ y14<22970kNm, illustrates the area allowed beyond specification bearing capacity across the bearing capacity of side bar in this
Between；y14>=22970kNm, illustrates that the bearing capacity in this across side bar has exceeded the standard value of drag；
When crucial section be end bay central sill spaning middle section, and the end bay central sill across footpath more than 32 meters less than or equal to 37 meters when,
Its actual measurement moment of flexure y15Computing formula is：
y15=-7751.2x15 4+32067x15 3-36970x15 2+14085x15+10270 （Formula 15）；
x15' it is the actual average fracture height in the end bay central sill spaning middle section region, unit
It is rice；h15It is the deck-molding of the end bay central sill, unit is rice；L15It is the end bay central sill across footpath, unit is rice；
y15≤ 16580kNm, illustrates that the bearing capacity of the end bay central sill is in the area for meeting the requirement of specification bearing capacity
Between；16580kNm ＜ y15<21920kNm, illustrates the area that the bearing capacity of the end bay central sill is allowed beyond specification bearing capacity
Between；y15>=21920kNm, illustrates that the bearing capacity of the end bay central sill has exceeded the standard value of drag；
When crucial section be end bay side bar spaning middle section, and the end bay side bar across footpath more than 32 meters less than or equal to 37 meters when,
Its actual measurement moment of flexure y16Computing formula is：
y16=28.478x16 4+1302.7x16 3+1246x16 2+266.87x16+11535 （Formula 16）；
x16' it is the actual average fracture height in the end bay side bar spaning middle section region, unit
It is rice；h16It is the deck-molding of the end bay side bar, unit is rice；L16It is the end bay side bar across footpath, unit is rice；
y16≤ 18520kNm, illustrates that the bearing capacity of the end bay side bar is in the area for meeting the requirement of specification bearing capacity
Between；18520kNm ＜ y16<24360kNm, illustrates the area that the bearing capacity of the end bay side bar is allowed beyond specification bearing capacity
Between；y16>=24360kNm, illustrates that the bearing capacity of the end bay side bar has exceeded the standard value of drag；
When crucial section is middle span centre girder span middle section, and span centre girder span footpath is that 43 meters are less than or equal to more than 37 meters in this
When, its actual measurement moment of flexure y17Computing formula is：
y17=3784.9x17 4-5963.4x17 3+1915.7x17 2+2896.2x17+13985 （Formula 17）；
x17' it is the actual average fracture height in span centre girder span middle section region in this, unit is
Rice；h17It is the deck-molding of span centre beam in this, unit is rice；L17It is span centre girder span footpath in this, unit is rice；
y17≤ 21540kNm, illustrates the area of the bearing capacity in the requirement of specification bearing capacity is met of span centre beam in this
Between；21540kNm ＜ y17<28320kNm, illustrates the area that the bearing capacity of span centre beam in this is allowed beyond specification bearing capacity
Between；y17>=28320kNm, illustrates that the bearing capacity of span centre beam in this has exceeded the standard value of drag；
Across the side bar spaning middle section in crucial section is, and across side bar across footpath is that 43 meters are less than or equal to more than 37 meters in this
When, its actual measurement moment of flexure y18Computing formula is：
y18=-5138.9x18 4+24887x18 3-34330x18 2+18848x18+11015 （Formula 18）；
x18' it is the actual average fracture height in across side bar spaning middle section region in this, unit is
Rice；h18It is the deck-molding in this across side bar, unit is rice；L18It is across side bar across footpath in this, unit is rice；
y18≤ 22670kNm, illustrates that the bearing capacity in this across side bar is in the area that meets the requirement of specification bearing capacity
Between；22670kNm ＜ y18<29030kNm, illustrates the area allowed beyond specification bearing capacity across the bearing capacity of side bar in this
Between；y18>=29030kNm, illustrates that the bearing capacity in this across side bar has exceeded the standard value of drag；
When crucial section is end bay central sill spaning middle section, and the end bay central sill across footpath is that 43 meters are less than or equal to more than 37 meters
When, its actual measurement moment of flexure y19Computing formula is：
y19=5610.8x19 4-7450.6x19 3+294.82x19 2+4681.2x19+15584 （Formula 19）；
x19' it is the actual average fracture height in the end bay central sill spaning middle section region, unit is
Rice；h19For the deck-molding units of the end bay central sill are rice；L19It is the end bay central sill across footpath, unit is rice；
y19≤ 23190kNm, illustrates that the bearing capacity of the end bay central sill is in the area for meeting the requirement of specification bearing capacity
Between；23190kNm ＜ y19<29910kNm, illustrates the area that the bearing capacity of the end bay central sill is allowed beyond specification bearing capacity
Between；y19>=29910kNm, illustrates that the bearing capacity of the end bay central sill has exceeded the standard value of drag；
When crucial section is end bay side bar spaning middle section, and the end bay side bar across footpath is that 43 meters are less than or equal to more than 37 meters
When, its actual measurement moment of flexure y20Computing formula is：
y20=1582.8x20 4+183.39x20 3-2031.3x20 2+2638.1x20+16507 （Formula 20）；
x20' it is the actual average fracture height in the end bay side bar spaning middle section region, unit
It is rice；h20It is the deck-molding of the end bay side bar, unit is rice；L20It is the end bay side bar across footpath, unit is rice；
y20≤ 24580kNm, illustrates that the bearing capacity of the end bay side bar is in the area for meeting the requirement of specification bearing capacity
Between；24580kNm ＜ y20<31740kNm, illustrates the area that the bearing capacity of the end bay side bar is allowed beyond specification bearing capacity
Between；y20>=31740kNm, illustrates that the bearing capacity of the end bay side bar has exceeded the standard value of drag.
The method for using the method for the present invention to carry out rapid evaluation with the bearing capacity of PSC continuous T beam bridges.In addition, this
The method of invention can be also used in standard system method, by using the method for the present invention to the bearing capacity of PSC continuous T beam bridges
Rapid evaluation is carried out to judge whether to need to carry out loading test：If the bearing capacity of beam bridge to be evaluated is in and meeting specification and holding
The interval of loading capability requirement, illustrates that the beam bridge structure is in normal operation state, without carrying out loading test, if beam to be evaluated
The interval that the bearing capacity of bridge is allowed beyond specification bearing capacity, now needs to carry out loading test, to determine that the beam bridge is carried
Whether ability meets code requirement, if need limitation or close traffic；If the bearing capacity of beam bridge to be evaluated has exceeded anti-
The mark of power
Quasi- value, should close traffic immediately, namely loading test need not be carried out.The purpose of loading test can so be made more
Clearly.
Brief description of the drawings
Fig. 1 is in specific embodiment（Formula 01）Shift process reference view onto.
Specific embodiment
One of most common disease is exactly crack in PSC continuous T bridges.Based on following 2 points, the carrying energy of crack and structure
There is corresponding relation between power：（1）The destructive process of concrete structure is substantially exactly the mistake of crack generation, extension and unstability
Journey；（2）When carrying out structure design according to design specification, mainly from amount of deflection, stress, fracture width this checked in terms of three
's；
In loading test method, amount of deflection, stress, crack situation several are referred mainly to as what load carrying capacity of bridge was evaluated
Mark, therefore crack can be selected as the indirect reflection index of section capacity.
And in bridge appearance inspection, always as object is paid close attention to, crack is that a main inspection refers in crack
Mark, so many scholars did with the relation between the Developing Condition and the bearing capacity of structure of various method fractures
Research.But Maintenance specification and evaluation criteria have been merely given as the limit value of fracture width, and to cracking height, crack location, cracking
The details such as scope do not add and clearly state.
Fracture parameters have following several：（1）Maximum height, average height, accumulative height；（2）Breadth Maximum, average width
Degree, accumulative width；（3）Maximum/minimum spacing, average headway；（4）Cracking scope.Wherein fracture width and spacing parameter influence
Factor is numerous, it is difficult to the model that theorizes, and be not monotonic functional relationship with load/bearing capacity, therefore be difficult by；Cracking model
The influence for weakening crucial section is enclosed, is not utilized.So, three parameters related to fracture height be there remains.Crack is maximum
The maximal bending moment that structure was once subject to highly is recorded faithfully, has been the optimal parameter for reflecting load/bearing capacity.
It is documented according to method for simplifying, derives fracture height of the section under ultimate limit states.Due to non-
Linear material this structure, the influence of concrete cracking, method for simplifying precision are extremely limited；Importantly, method for simplifying can not be given
Go out to assessing vital fracture height and bearing capacity（Moment of flexure）Overall process relation curve.
Reliability and importance that the present invention is evaluated based on fracture height value to load carrying capacity of bridge, propose a kind of based on real
Survey the bearing capacity rapid method for assessment of the PSC continuous T bridges of fracture height.
The following is inventor's offer on formula in the method for the present invention（1）Extremely（20）Derivation.
Step 1, cuts according to a certain span centre that corresponding PSC continuous T beam bridge design parameters on general drawing set up the bridge
Face（Such as 20m across footpaths in standard drawing, the PSC continuous T beam bridges of 1.5 meters of deck-moldings）Analysis model, and carry out section non-linear full -- process
Analysis, moment of flexure, curvature and the centre of form for obtaining the spaning middle section under loads at different levels is strained；Analyzed in the spaning middle section for setting up bridge
The constitutive relation used during model for《Code for design of concrete structures GB50010-2010 [S]》In actual structure, that is, reflect
This structure of bridge material truth, to ensure that the calculating fracture parameters used in whole Method And Principle derivation split with actual measurement
Seam parameter is corresponding；And then ensure：When being evaluated to the bearing capacity of bridge using the method for the present invention, fracture parameters are surveyed
With the actual structure calculated when fracture parameters are contrasted using material in Method And Principle derivation；It is non-linear complete section is carried out
During process analysis procedure analysis, it is f to be further applied load step by step1,f2,f3,...,fa,...,fA；Wherein f1=0, load fa+1When A sections curvature=
Load faWhen A sections+0.005 times of curvature A sections limit curvature, load fAWhen A sections curvature for A sections the limit
Curvature.
Step 2, asks for the fracture height in spaning middle section under every grade of load, wherein under certain one-level load respectively（Such as load
faUnder）Fracture height in spaning middle section is y 'cr, and：
y'cr=(εc-γftk/Ec)/φ+yc（Formula 01）
（Formula 01）In：
εcIt is the centre of form strain of spaning middle section under this grade of load；
γ is plastlcity coefficient of reinforced concrete member in tensile zone；
ftkIt is characteristic value of concrete tensile strength, the strength grade of concrete according to used by bridge determines；
EcIt is modulus of elasticity of concrete, the strength grade of concrete according to used by the bridge determines；
φ is the curvature of spaning middle section under this grade of load；
ycFor cracking before spaning middle section centre of form wheelbase from soffit vertical range；
Afterwards, the fracture height in the spaning middle section under every grade of load is obtained, so that, with reference to the corresponding load in step 1
Under the moment of flexure of spaning middle section can obtain the moment of flexure-fracture height of spaning middle section under every grade of load；
Step 3, formula manipulation is fitted with the moment of flexure-fracture height under loads at different levels, can obtain the spaning middle section
（Crucial section）Actual measurement moment of flexure computing formula.
Above-mentioned steps 1 to step 3 can borrow section Nonlinear Full Range Analysis software and realize.
Wherein（Formula 1）Extremely（Formula 4）Derivation be 20m across footpaths in standard drawing, 1.5 meters of deck-moldings Psc continuous T beam bridges,
Actual measurement moment of flexure computing formula using span centre girder span middle section in the bridge that the design parameter of the beam bridge is obtained is：
y=-6688.8x5+17498x4-8968.5x3-2115.4x2+2151.4x+3917.8（Formula 21）, wherein, x is should
The fracture height of span centre girder span middle section in bridge, y is the actual measurement moment of flexure of span centre girder span middle section in the bridge；
It is based on：The load of across footpath, close girder spaning middle section at identical locations of structures in PSC continuous T beam bridges
Effect is close, by the conversion at girder across footpath, section between deck-molding and fracture height, the fracture height that conversion is obtainedBring into（Formula 11）In obtain（Formula 1）, with pair with 20m across footpaths, the Psc continuous beam spannings footpath of 1.5 meters of deck-moldings
The moment of flexure of the girder spaning middle section close with structure is calculated.
The basic combined value γ of the effect of structure can be obtained by structural finite element analysis software0SudWith drag design load
Rd, respectively 6128KN.m and 9069KN.m.
Utilize（Formula 1）The moment and the basic combined value γ of effect tried to achieve0Sud=6128KN.m and drag design load Rd
=9069KN.m is compared, and the bearing capacity to the girder is evaluated.
Similarly：
Wherein（Formula 5）Extremely（Formula 8）Derivation be 25m across footpaths in standard drawing, 1.7 meters of deck-moldings Psc continuous T beam bridges；
Wherein（Formula 9）Extremely（Formula 12）Derivation be 30m across footpaths in standard drawing, 2.0 meters of deck-moldings Psc continuous T beam bridges；
Wherein（Formula 13）Extremely（Formula 16）Derivation be 35m across footpaths in standard drawing, 2.3 meters of deck-moldings Psc continuous beams
Bridge；
Wherein（Formula 17）Extremely（Formula 20）Derivation be 40m across footpaths in standard drawing, 2.5 meters of deck-moldings Psc continuous beams
Bridge.
The following is inventor be given on（Formula 01）Derivation：
With reference to Fig. 1, in the spaning middle section of a certain girder of beam bridge, if：
Before girder cracking, the centre of form wheelbase of spaning middle section is y with a distance from soffitc,
Distance of the neutral axis of spaning middle section apart from soffit is yn；
Centre of form axle and neutrality overlapping of axles, i.e. y before girder crackingc=yn；
Under certain grade of cracking load effect：
Fracture height is y 'cr；
Neutral axis is from apart from soffit ynPosition move to apart from soffit y 'nPosition；
Crack apogee distance centre of form axle ± Δ 'crDistance, i.e. y'cr=yc±Δ'cr；
Had according to plane cross-section assumption：εy=εc-φ(y-yc), y represents a certain height of spaning middle section, and the span of y is
The altitude range of the spaning middle section, εyThe strain at spaning middle section height y is represented,
Therefore：Y=(εc-εy)/φ+yc（Formula 02）
According to geometrical relationship and the mechanics of materials, the cracking height of fracture has：Y=y'cr, εy=γ ftk/Ec, substitute into（Formula
02）Can obtain：
y'cr=(εc-γftk/Ec)/φ+yc。
It should be noted that actual measurement fracture height and fracture height in the application from beam section bottom up to prolong in crack
The vertical range stretched；Transverse cross-sectional area（Girder spaning middle section region）Actual average fracture height refer to the transverse cross-sectional area
Survey the average value of height in interior all or some highly larger cracks.
Embodiment：
As a example by 3 × 20m continuous beams, single hole across footpath is 20m, and using C50 concrete, regular reinforcement uses HRB335, in advance should
Power Steel Bar Tensile Strength standard value fpk=1860Mpa, bridge floor 12m wide, horizontal four prefabricated small box girders, class of loading is highway I
Level.Substructure is gravity pier, and abutment is U-shaped of cemented rock；Bridge deck concrete bed course minimum thickness is 6cm, maximum
Thickness is 15cm, and asphalt concrete pavement thickness is 2cm, deck-molding 1.5m.
The development of fracture is investigated, and crack occurs in the span centre region of span centre beam in the bridge.Investigated cross section
Scope is chosen as the scope of 0.5m near spaning middle section, calculates 2~5 average value of maximum fracture height in this region, obtains
Average crack is at a high speed 121cm.
Utilize（Formula 1）The spaning middle section actual measurement moment of flexure for calculating the middle span centre beam of the beam bridge is 7655KN.m；6218KN.m<
7695KN.m<9069KN.m。
I.e. the spaning middle section actual measurement moment of flexure of the middle span centre beam of the beam bridge exceedes the design load R of dragd, in existing carload
Under effect, load carrying capacity of bridge has exceeded drag design load Rd, deformed bar surrender, it is necessary to restricting traffic immediately otherwise may be used
Serious accident can occur.
According to《Highway bridge bearing capacity detecting appraisal code》In method carry out carrying of the loading test to the beam bridge
Energy masterpiece is further evaluated.Loading test evaluation conclusion is as follows：
（1）Under I grade of finder charge effect of highway, strain, amount of deflection checkout coefficient average value are 1.05,0.94.
（2）During I grade of highway, γ0SudMore than RdUp to 23.6%.
（3）Bridge totality evaluation result is three class bridges, and the bearing capacity of bridge has exceeded the requirement of specification, it is necessary to give in time
With maintenance and reinforcement.
It can be seen that, the conclusion of the application rapid method for assessment is basically identical with loading test evaluation conclusion.
Claims (1)
1. the PSC continuous T beam bridge bearing capacity rapid method for assessment of fracture height is based on, it is characterised in that method includes following
Step：
First, evaluation PSC each girders of continuous T beam bridge are treated to be investigated, it is determined that the crucial section on beam bridge to be evaluated, wherein,
Crucial section is the investigated girder spaning middle section of beam bridge to be evaluated, and there is crack in the girder spaning middle section region；The girder
Spaning middle section region is：Along bridge to the region of 0.5m before and after the girder spaning middle section；
Afterwards, the actual measurement moment of flexure in each crucial section of beam bridge to be evaluated is asked for respectively, and according to the actual measurement moment of flexure pair in each crucial section
The bearing capacity of corresponding girder is evaluated, and the bearing capacity of beam bridge to be evaluated is the worst feelings of bearing capacity in each girder
Condition：
When crucial section is middle span centre girder span middle section, and when span centre girder span footpath is less than or equal to 23 meters in this, its actual measurement moment of flexure y1Meter
Calculating formula is：
y1=-6688.8x1 5+17498x1 4-8968.5x1 3-2115.4x1 2+2151.4x1+3917.8 （Formula 1）；
x1' it is the actual average fracture height in span centre girder span middle section region in this, unit is rice；h1For
The deck-molding of span centre beam in this, unit is rice；L1It is span centre girder span footpath in this, unit is rice；
y1≤ 6218kNm, illustrates the interval of the bearing capacity in the requirement of specification bearing capacity is met of span centre beam in this；
6218kNm ＜ y1<9069kNm, illustrates the interval that the bearing capacity of span centre beam in this is allowed beyond specification bearing capacity；y1
>=9069kNm, illustrates that the bearing capacity of span centre beam in this has exceeded the standard value of drag；
Across the side bar spaning middle section in crucial section is, and when across side bar across footpath is less than or equal to 23 meters in this, its actual measurement moment of flexure y2Meter
Calculating formula is：
y2=-1496.9x2 5+2933.5x2 4+2680.8x2 3-2583.9x2 2+237.44x2+4655.8 （Formula 2）；
x2' it is the actual average fracture height in across side bar spaning middle section region in this, unit is rice；h2For
Across the deck-molding of side bar in this, unit is rice；L2It is across side bar across footpath in this, unit is rice；
y2≤ 6854kNm, illustrates that the bearing capacity in this across side bar is in the interval that meets the requirement of specification bearing capacity；
6854kNm ＜ y2<10040kNm, illustrates the interval allowed beyond specification bearing capacity across the bearing capacity of side bar in this；y2
>=10040kNm, illustrates that the bearing capacity in this across side bar has exceeded the standard value of drag；
When crucial section be end bay central sill spaning middle section, and the end bay central sill across footpath be less than or equal to 23 meters when, its actual measurement moment of flexure y3Meter
Calculating formula is：
y3=-5948.5x3 5+14489x3 4-4906.3x3 3-3808.1x3 2+2123.5x3+4174.2 （Formula 3）；
x3' it is the actual average fracture height in the end bay central sill spaning middle section region, unit is rice, h3For
The deck-molding of the end bay central sill, unit is rice, L3It is the end bay central sill across footpath, unit is rice；
y3≤ 6508kNm, illustrates that the bearing capacity of the end bay central sill is in the interval for meeting the requirement of specification bearing capacity；
6508kNm ＜ y3<9455kNm, illustrates the interval that the bearing capacity of the end bay central sill is allowed beyond specification bearing capacity；y3
>=9455kNm, illustrates that the bearing capacity of the end bay central sill has exceeded the standard value of drag；
When crucial section be end bay side bar spaning middle section, and the end bay side bar across footpath be less than or equal to 23 meters when, its actual measurement moment of flexure y4Meter
Calculating formula is：
y4=681.54x4 4+1361.8x4 3+147.95x4 2+236.02x4+4687.9 （Formula 4）；
x4' it is the actual average fracture height in the end bay side bar spaning middle section region, unit is rice；h4For
The deck-molding of the end bay side bar, unit is rice；L4It is the end bay side bar across footpath, unit is rice；
y4≤ 7441kNm, illustrates that the bearing capacity of the end bay side bar is in the interval for meeting the requirement of specification bearing capacity；
7441kNm ＜ y4<10840kNm, illustrates the interval that the bearing capacity of the end bay side bar is allowed beyond specification bearing capacity；y4
>=10840kNm, illustrates that the bearing capacity of the end bay side bar has exceeded the standard value of drag；
When crucial section is middle span centre girder span middle section, and when span centre girder span footpath is less than or equal to 27 meters more than 23 meters in this, in fact
Lateral bending square y5Computing formula is：
y5=-3020x5 5+7523.1x5 4-680.55x5 3-4144.9x5 2+1754.6x5+5370.2 （Formula 5）；
x5' it is the actual average fracture height in span centre girder span middle section region in this, unit is rice；h5
It is the deck-molding of span centre beam in this, unit is rice；L5It is span centre girder span footpath in this, unit is rice；
y5≤ 8130kNm, illustrates the interval of the bearing capacity in the requirement of specification bearing capacity is met of span centre beam in this；
8130kNm ＜ y5<11840kNm, illustrates the interval that the bearing capacity of span centre beam in this is allowed beyond specification bearing capacity；y5
>=11840kNm, illustrates that the bearing capacity of span centre beam in this has exceeded the standard value of drag；
Across the side bar spaning middle section in crucial section is, and when across side bar across footpath is less than or equal to 27 meters more than 23 meters in this, in fact
Lateral bending square y6Computing formula is：
y6=-515.62x6 5+917.38x6 4+2538.5x6 3-939.01x6 2-232.68x6+6127.5 （Formula 6）；
x6' it is the actual average fracture height in across side bar spaning middle section region in this, unit is rice；h6
It is the deck-molding in this across side bar, unit is rice；L6It is across side bar across footpath in this, unit is rice；
y6≤ 9200kNm, illustrates that the bearing capacity in this across side bar is in the interval that meets the requirement of specification bearing capacity；
9200kNm ＜ y6<13450kNm, illustrates the interval allowed beyond specification bearing capacity across the bearing capacity of side bar in this；y6
>=13450kNm, illustrates that the bearing capacity in this across side bar has exceeded the standard value of drag；
When crucial section be end bay central sill spaning middle section, and the end bay central sill across footpath more than 23 meters less than or equal to 27 meters when, in fact
Lateral bending square y7Computing formula is：
y7=158.68x7 4+1352.4x7 3+890.62x7 2+197.65x7+5513.7 （Formula 7）；
x7' it is the actual average fracture height in the end bay central sill spaning middle section region, unit is rice；h7
It is the deck-molding of the end bay central sill, unit is rice；L7It is the end bay central sill across footpath, unit is rice；
y7≤ 9119kNm, illustrates that the bearing capacity of the end bay central sill is in the interval for meeting the requirement of specification bearing capacity；
9119kNm ＜ y7<13030kNm, illustrates the interval that the bearing capacity of the end bay central sill is allowed beyond specification bearing capacity；y7
>=13030kNm, illustrates that the bearing capacity of the end bay central sill has exceeded the standard value of drag；
When crucial section be end bay side bar spaning middle section, and the end bay side bar across footpath more than 23 meters less than or equal to 27 meters when, in fact
Lateral bending square y8Computing formula is：
y8=294.27x8 4+1251.2x8 3+944.52x8 2+260.14x8+6324.1 （Formula 8）；
x8' it is the actual average fracture height in the end bay side bar spaning middle section region, unit is rice；h8For
The deck-molding of the end bay side bar, unit is rice；L8It is the end bay side bar across footpath, unit is rice；
y8≤ 10200kNm, illustrates that the bearing capacity of the end bay side bar is in the interval for meeting the requirement of specification bearing capacity；
10200kNm ＜ y8<14730kNm, illustrates the interval that the bearing capacity of the end bay side bar is allowed beyond specification bearing capacity；
y8>=14730kNm, illustrates that the bearing capacity of the end bay side bar has exceeded the standard value of drag；
When crucial section is middle span centre girder span middle section, and when span centre girder span footpath is less than or equal to 32 meters more than 27 meters in this, in fact
Lateral bending square y9Computing formula is：
y9=-308.38x9 4+1400.9x9 3+1399x9 2-92.468x9+7100.2 （Formula 9）；
x9' it is the actual average fracture height in span centre girder span middle section region in this, unit is rice；h9For
The deck-molding of span centre beam in this, unit is rice；L9It is span centre girder span footpath in this, unit is rice；
y9≤ 11310kNm, illustrates the interval of the bearing capacity in the requirement of specification bearing capacity is met of span centre beam in this；
11310kNm ＜ y9<15980kNm, illustrates the interval that the bearing capacity of span centre beam in this is allowed beyond specification bearing capacity；
y9>=15980kNm, illustrates that the bearing capacity of span centre beam in this has exceeded the standard value of drag；
Across the side bar spaning middle section in crucial section is, and when across side bar across footpath is less than or equal to 32 meters more than 27 meters in this, in fact
Lateral bending square y10Computing formula is：
y10=133.95x10 4+700.16x10 3+985.32x10 2+909.5x10+7887 （Formula 10）；
x10' it is the actual average fracture height in across side bar spaning middle section region in this, unit is rice；h10
It is the deck-molding in this across side bar, unit is rice；L10It is across side bar across footpath in this, unit is rice；
y10≤ 12540kNm, illustrates that the bearing capacity in this across side bar is in the interval that meets the requirement of specification bearing capacity；
12540kNm ＜ y10<17970kNm, illustrates the interval allowed beyond specification bearing capacity across the bearing capacity of side bar in this；
y10>=17970kNm, illustrates that the bearing capacity in this across side bar has exceeded the standard value of drag and leads to；
When crucial section be end bay central sill spaning middle section, and the end bay central sill across footpath more than 27 meters less than or equal to 32 meters when, in fact
Lateral bending square y11Computing formula is：
y11=22.524x11 4+605.02x11 3+1376.5x11 2+1117.8x11+7594 （Formula 11）；
x11' it is the actual average fracture height in the end bay central sill spaning middle section region, unit is rice；h11
It is the deck-molding of the end bay central sill, unit is rice；L11It is the end bay central sill across footpath, unit is rice；
y11≤ 12090kNm, illustrates that the bearing capacity of the end bay central sill is in the interval for meeting the requirement of specification bearing capacity；
12090kNm ＜ y11<16420kNm, illustrates the interval that the bearing capacity of the end bay central sill is allowed beyond specification bearing capacity；
y11>=16420kNm, illustrates that the bearing capacity of the end bay central sill has exceeded the standard value of drag；
When crucial section is end bay side bar spaning middle section, and the side bar across footpath more than 27 meters less than or equal to 32 meters when, lateral bending in fact
Square y12Computing formula is：
y12=177.53x12 4+905.03x12 3+1077x12 2+821.84x12+8418.4 （Formula 12）；
x12' it is the actual average fracture height in the end bay side bar spaning middle section region, unit is rice；h12
It is the deck-molding of the end bay side bar, unit is rice；L12It is the end bay side bar across footpath, unit is rice；
y12≤ 13670kNm, illustrates that the bearing capacity of the end bay side bar is in the interval for meeting the requirement of specification bearing capacity；
13670kNm ＜ y12<18360kNm, illustrates the interval that the bearing capacity of the end bay side bar is allowed beyond specification bearing capacity；
y12>=18360kNm, illustrates that the bearing capacity of the end bay side bar has exceeded the standard value of drag；
When crucial section is middle span centre girder span middle section, and when span centre girder span footpath is less than or equal to 37 meters more than 32 meters in this, in fact
Lateral bending square y13Computing formula is：
y13=-9603.4x13 4+42500x13 3-57382x13 2+28854x13+6185.6 （Formula 13）；
x13' it is the actual average fracture height in span centre girder span middle section region in this, unit is rice；
h13It is the deck-molding of span centre beam in this, unit is rice；L13It is span centre girder span footpath in this, unit is rice；
y13≤ 15230kNm, illustrates the interval of the bearing capacity in the requirement of specification bearing capacity is met of span centre beam in this；
15230kNm ＜ y13<20540kNm, illustrates the interval that the bearing capacity of span centre beam in this is allowed beyond specification bearing capacity；
y13>=20540kNm, illustrates that the bearing capacity of span centre beam in this has exceeded the standard value of drag；
Across the side bar spaning middle section in crucial section is, and when across side bar across footpath is less than or equal to 37 meters more than 32 meters in this, in fact
Lateral bending square y14Computing formula is：
y14=-9783.4x14 4+43453x14 3-57759x14 2+27578x14+8205 （14）；
x14' it is the actual average fracture height in across side bar spaning middle section region in this, unit is rice；
h14It is the deck-molding in this across side bar, unit is rice；L14It is across side bar across footpath in this, unit is rice；
y14≤ 17170kNm, illustrates that the bearing capacity in this across side bar is in the interval that meets the requirement of specification bearing capacity；
17170kNm ＜ y14<22970kNm, illustrates the interval allowed beyond specification bearing capacity across the bearing capacity of side bar in this；
y14>=22970kNm, illustrates that the bearing capacity in this across side bar has exceeded the standard value of drag；
When crucial section be end bay central sill spaning middle section, and the end bay central sill across footpath more than 32 meters less than or equal to 37 meters when, in fact
Lateral bending square y15Computing formula is：
y15=-7751.2x15 4+32067x15 3-36970x15 2+14085x15+10270 （Formula 15）；
x15' it is the actual average fracture height in the end bay central sill spaning middle section region, unit is rice；
h15It is the deck-molding of the end bay central sill, unit is rice；L15It is the end bay central sill across footpath, unit is rice；
y15≤ 16580kNm, illustrates that the bearing capacity of the end bay central sill is in the interval for meeting the requirement of specification bearing capacity；
16580kNm ＜ y15<21920kNm, illustrates the interval that the bearing capacity of the end bay central sill is allowed beyond specification bearing capacity；
y15>=21920kNm, illustrates that the bearing capacity of the end bay central sill has exceeded the standard value of drag；
When crucial section be end bay side bar spaning middle section, and the end bay side bar across footpath more than 32 meters less than or equal to 37 meters when, in fact
Lateral bending square y16Computing formula is：
y16=28.478x16 4+1302.7x16 3+1246x16 2+266.87x16+11535 （Formula 16）；
x16' it is the actual average fracture height in the end bay side bar spaning middle section region, unit is rice；
h16It is the deck-molding of the end bay side bar, unit is rice；L16It is the end bay side bar across footpath, unit is rice；
y16≤ 18520kNm, illustrates that the bearing capacity of the end bay side bar is in the interval for meeting the requirement of specification bearing capacity；
18520kNm ＜ y16<24360kNm, illustrates the interval that the bearing capacity of the end bay side bar is allowed beyond specification bearing capacity；
y16>=24360kNm, illustrates that the bearing capacity of the end bay side bar has exceeded the standard value of drag；
When crucial section be middle span centre girder span middle section, and in this span centre girder span footpath be more than 37 meters be less than or equal to 43 meters when, its
Actual measurement moment of flexure y17Computing formula is：
y17=3784.9x17 4-5963.4x17 3+1915.7x17 2+2896.2x17+13985 （Formula 17）；
x17' it is the actual average fracture height in span centre girder span middle section region in this, unit is rice；
h17It is the deck-molding of span centre beam in this, unit is rice；L17It is span centre girder span footpath in this, unit is rice；
y17≤ 21540kNm, illustrates the interval of the bearing capacity in the requirement of specification bearing capacity is met of span centre beam in this；
21540kNm ＜ y17<28320kNm, illustrates the interval that the bearing capacity of span centre beam in this is allowed beyond specification bearing capacity；
y17>=28320kNm, illustrates that the bearing capacity of span centre beam in this has exceeded the standard value of drag；
Across the side bar spaning middle section in crucial section is, and in this across side bar across footpath be more than 37 meters be less than or equal to 43 meters when, its
Actual measurement moment of flexure y18Computing formula is：
y18=-5138.9x18 4+24887x18 3-34330x18 2+18848x18+11015 （Formula 18）；
x18' it is the actual average fracture height in across side bar spaning middle section region in this, unit is rice；
h18It is the deck-molding in this across side bar, unit is rice；L18It is across side bar across footpath in this, unit is rice；
y18≤ 22670kNm, illustrates that the bearing capacity in this across side bar is in the interval that meets the requirement of specification bearing capacity；
22670kNm ＜ y18<29030kNm, illustrates the interval allowed beyond specification bearing capacity across the bearing capacity of side bar in this；
y18>=29030kNm, illustrates that the bearing capacity in this across side bar has exceeded the standard value of drag；
When crucial section be end bay central sill spaning middle section, and the end bay central sill across footpath be more than 37 meters be less than or equal to 43 meters when, its
Actual measurement moment of flexure y19Computing formula is：
y19=5610.8x19 4-7450.6x19 3+294.82x19 2+4681.2x19+15584 （Formula 19）；
x19' it is the actual average fracture height in the end bay central sill spaning middle section region, unit is rice；
h19For the deck-molding units of the end bay central sill are rice；L19It is the end bay central sill across footpath, unit is rice；
y19≤ 23190kNm, illustrates that the bearing capacity of the end bay central sill is in the interval for meeting the requirement of specification bearing capacity；
23190kNm ＜ y19<29910kNm, illustrates the interval that the bearing capacity of the end bay central sill is allowed beyond specification bearing capacity；
y19>=29910kNm, illustrates that the bearing capacity of the end bay central sill has exceeded the standard value of drag；
When crucial section be end bay side bar spaning middle section, and the end bay side bar across footpath be more than 37 meters be less than or equal to 43 meters when, its
Actual measurement moment of flexure y20Computing formula is：
y20=1582.8x20 4+183.39x20 3-2031.3x20 2+2638.1x20+16507 （Formula 20）；
x20' it is the actual average fracture height in the end bay side bar spaning middle section region, unit is rice；
h20It is the deck-molding of the end bay side bar, unit is rice；L20It is the end bay side bar across footpath, unit is rice；
y20≤ 24580kNm, illustrates that the bearing capacity of the end bay side bar is in the interval for meeting the requirement of specification bearing capacity；
24580kNm ＜ y20<31740kNm, illustrates the interval that the bearing capacity of the end bay side bar is allowed beyond specification bearing capacity；
y20>=31740kNm, illustrates that the bearing capacity of the end bay side bar has exceeded the standard value of drag.
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| Title |
|---|
| Damage Identification Using Modal Data: Experiences on a Prestressed Concrete Bridge;Olaf Huth,Glauco Feltrin,Jodan Maeck,Nedim Kilic,Masoud Motavali;《Journal of Structural Engineering》;20051201;第131卷(第12期);1898-1910 * |
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|---|---|
| CN103268402A (en) | 2013-08-28 |
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