CN102864753A - Measuring and controlling method of maximal scouring depth and scouring range of longitudinal section of river reach of bridge site - Google Patents
Measuring and controlling method of maximal scouring depth and scouring range of longitudinal section of river reach of bridge site Download PDFInfo
- Publication number
- CN102864753A CN102864753A CN2012103306433A CN201210330643A CN102864753A CN 102864753 A CN102864753 A CN 102864753A CN 2012103306433 A CN2012103306433 A CN 2012103306433A CN 201210330643 A CN201210330643 A CN 201210330643A CN 102864753 A CN102864753 A CN 102864753A
- Authority
- CN
- China
- Prior art keywords
- bed
- scour
- section
- larger
- bridge
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Abstract
The invention belongs to the field of bridge design, and provides a measuring and controlling method of maximal scouring depth and scouring range of the longitudinal section of river reach of a bridge site. The method comprises the following steps of: firstly calculating the maximal depth of the longitudinal scouring pit of the river reach of the bridge site; then researching and calculating the influence range of the longitudinal scouring pit to the upper stream and the lower stream; fitting the maximal scouring depth formula of the longitudinal section of the river reach during the typical flood process by adopting multi-parameter fitting of experimental data with a minimum square method; and clearing up according to multiple groups of generalization shifting bed model test results, thereby obtaining the calculation formula of the influence range of the scouring pit by adopting the minimum square method. The maximal scouring depth and the scouring range of the longitudinal section of the river reach of the bridge site are researched comprehensively and reasonably, and the measuring and controlling method is accurate.
Description
Technical field
The invention belongs to the bridge design field, relate in particular to a kind of bridge location section longitudinal section limiting scour and wash away the investigating method of scope.
Background technology
By natural river course observation and generalization movable-bed model test, the longitudinal section landform changes through following several stages after the bridge location compression:
1. in the natural situation, current and bed phase adapt to, and in generalization movable bed situation, whole section forms homogeneous turbulence, and water surface curve is almost parallel with the riverbed face.
2. form the compression section behind the river course bridge construction, flood forms in the bridge proparea and chokes water, and forms maximum backwater height at time of peak, begins general scour in bridge location upstream and downstream section simultaneously.
3. because cross section of bridge site flood discharge per unit width increases, cause the violent scour in upstream and downstream riverbed, bridge location section, at horizontal section full bed scour occurs, vertically form scour hole, upstream extend to more remote with the downstream respectively.Because the formation of scour hole causes the water surface to fall after rise to some extent, the height of swell reduces.
4. after scour hole forms, it is large that bridge location upper reach bed sloped becomes, along with flood discharge increases or continues and in flood water-break process, scour hole continues upstream development, simultaneously scour depth also constantly increases until reach the balance limiting scour, and the bridge proparea is choked water also further to reduce even not produce and choked water.
5. along with the reducing of flow, the compression section discharge per unit width reduces, and chokes water complete obiteration, and current are held the sand scouring capability under the arm and descended, and upstream silt falls to becoming silted up in scour hole, and scour hole back-silts, and scour depth reduces.When flow continues to reduce, occur plume in the section and form the plume lumped scour, the riverbed face is kept among the distortion, scour depth might continue to increase.Last flow is decreased to peb process to be finished, and the riverbed is in state anhydrous or that the water yield is very little, and river-bed deformation finishes substantially under the bridge, and last bed configuration is maintained to the next time arriving of peb process.
And existing bridge location section longitudinal section limiting scour and wash away the investigating method of scope, can not effectively study bridge location section longitudinal section limiting scour and the scope of washing away, to bridge location section longitudinal section limiting scour and wash away the problem that the result of calculation of scope can not realistic situation.
Summary of the invention
The invention provides a kind of bridge location section longitudinal section limiting scour and wash away the investigating method of scope, be intended to solve existing bridge location section longitudinal section limiting scour and wash away the investigating method of scope, can not effectively study bridge location section longitudinal section limiting scour and the scope of washing away, to bridge location section longitudinal section limiting scour and wash away the problem that the result of calculation of scope can not realistic situation.
The object of the present invention is to provide a kind of bridge location section longitudinal section limiting scour and wash away the investigating method of scope, described investigating method may further comprise the steps:
The first step: collect bridge location section flow data, draw the discharge process curve, select the typical flood discharge process, and according to the long discharge per unit width q that calculates bridge location compression section of bridge;
Second step: get sand in the boring of the river bed of bridge location section by rig, with the sieve sorting bed materials at different levels of different screen apertures, use scales/electronic balance weighing, calculate the quality less than a certain particle diameter, particle diameter is determined with particle size analyzer less than the bed material of 1mm, draws graduation curve and determines bed material median particle diameter d
50
The 3rd step: collect the front bridge location section topographic map of bridge construction, respectively select a section as calculating starting point in straight section of bridge location upstream and downstream 1～2km river course, choose near the river bed landform altitude minimum point main flow riverbed, between two sections, draw talweg along the main flow riverbed, measure two section spacings from, obtain spacing between two sections of natural section according to the drawing guide, calculate the bed surface ratio and fall J;
The 4th step: water level employing precision is that the chaining pin of 0.1mm reads, and flow adopts robot control system(RCS) control, and landform adopts the two dimensional terrain measuring instrument to measure, and local velocity is with revolving the measurement of oar flow velocity device, and regional flow field is measured with real-time measurement system;
The 5th step: J, bed material median particle diameter d are fallen in discharge per unit width q, bed surface ratio
50Carry out statistical analysis, adopt the least square method multi-parameter fitting to draw typical flood process river bed profile limiting scour h
bDesign formulas, parallel baffled be influence basin L upstream
S, parallel baffled influence basin L downstream
X, the total influence basin L in parallel baffled hole
ZDesign formulas.
Further, the implementation method of parallel baffled hole, described calculating bridge location section depth capacity is:
Bridge location compression cause the parallel baffled in river course form with the riverbed, than fall, discharge process and compression degree be relevant, employing least square method multi-parameter fitting experimental data simulates typical flood process river bed profile limiting scour formula:
In the formula: h
bLimiting scour on the-river bed profile, unit is m;
The discharge per unit width of q-bridge location compression section, m
3/ s.m;
d
50-bed material size is with median particle diameter d
50Expression, unit is m;
The J-bed sloped;
The following formula index of correlation is r
2=84.1%.
Further, according to experimental phenomena and sediment movement Analysis on Mechanism, the scope in bridge location section parallel baffled hole is relevant with following factors in the described investigating method:
1. flow Q: the flow by river bed cross section is larger, then washes away Shaoxing opera strong, and the scope of scour hole is larger;
2. compression ratio δ: the bridge location compression is larger, then washes away greatlyr, and scour hole is also larger;
3. the degree of depth h of scour hole
b: wash away distortion greatly, scour hole is darker, and then the scour hole scope is larger;
4. than falling J: bed sloped is larger, and the common flow intensity of current is larger, holds the sand scouring capability under the arm stronger;
5. riverbed particle diameter d
50: riverbed bed sand forms thinner, then more easily is washed, and the depth bounds that washes away is larger.
Further, according to many generalization of group movable-bed model test results arrangement, adopt least square method in the described investigating method, obtain the design formulas of scour hole influence basin as follows:
L
S＝40.02·q
0.42·J
0.3·d
50 -0.15
L
X＝35.25·q
0.7·J
0.4·d
50 -0.25
L
Z＝48.41·q
0.67·J
0.3·d
50 -0.2
In the formula: L
S-parallel baffled is influence basin upstream, and unit is m;
L
X-parallel baffled is influence basin downstream, and unit is m;
L
ZThe influence basin that-parallel baffled hole is total, unit is m.
Further, the factor that affects bridge location section parallel baffled in the described investigating method has:
1. flood discharge, flood discharge is larger, and flow energy is larger, holds the sand scouring capability under the arm stronger;
2. compression ratio, compression ratio is less, and bridge location compresses more severely, and discharge per unit width is larger, and water level is stopped up Gao Yueda, and the unit of water body energy is larger, washes away also darker under the bridge;
3. bed sand grains footpath, bed sand is thinner, more Yi Beichong;
4. bed sloped, bed sloped is larger, and the current scour ability is stronger;
5. plume time of occurrence is mainly in flood water-break process;
6. the position appears in plume, all plume may occur in any position in riverbed.
Bridge location provided by the invention section longitudinal section limiting scour and wash away the investigating method of scope, at first calculate parallel baffled hole, bridge location section depth capacity, then study and calculate the parallel baffled hole upwards, the influence basin in downstream, adopt least square method multi-parameter fitting experimental data, simulate typical flood process river bed profile limiting scour formula, generally change movable-bed model test result arrangement according to many groups, adopt least square method, the design formulas of the hole influence basin that is washed, comprehensively, reasonably studied bridge location section longitudinal section limiting scour and washed away scope, investigating method is accurate.
Description of drawings
Fig. 1 shows the bridge location section longitudinal section limiting scour that the embodiment of the invention provides and the realization flow figure that washes away the investigating method of scope;
Fig. 2 shows the schematic diagram of the typical flood process river course longitudinal section change procedure of the bridge location section longitudinal section limiting scour that the embodiment of the invention provides and the investigating method that washes away scope;
Fig. 3 shows the bridge location section longitudinal section limiting scour that the embodiment of the invention provides and the parallel baffled that washes away the investigating method of scope upstream affects Far Range dependency relation figure;
Fig. 4 shows the bridge location section longitudinal section limiting scour that the embodiment of the invention provides and the parallel baffled that washes away the investigating method of scope affects Far Range dependency relation figure downstream;
Fig. 5 shows the parallel baffled hole total size dependency relation figure of the bridge location section longitudinal section limiting scour that the embodiment of the invention provides and the investigating method that washes away scope.
The specific embodiment
In order to make purpose of the present invention, technical scheme and advantage clearer, below in conjunction with drawings and Examples, the present invention is further described in detail.Should be appreciated that specific embodiment described herein only in order to explaining the present invention, and be not used in and limit invention.
Fig. 1 shows the bridge location section longitudinal section limiting scour that the embodiment of the invention provides and the realization flow that washes away the investigating method of scope.
This investigating method may further comprise the steps:
In step S101, collect bridge location section flow data, draw the discharge process curve, select the typical flood discharge process, and according to the long discharge per unit width q that calculates bridge location compression section of bridge;
In step S102, get sand by rig in the boring of the river bed of bridge location section, sieve sorting bed materials at different levels with different screen apertures, use scales/electronic balance weighing, calculating is less than the quality of a certain particle diameter, particle diameter is determined with particle size analyzer less than the bed material of 1mm, draws graduation curve and determines bed material median particle diameter d
50
In step S103, collect the front bridge location section topographic map of bridge construction, respectively select a section as calculating starting point in straight section of bridge location upstream and downstream 1～2km river course, choose near the river bed landform altitude minimum point main flow riverbed, between two sections, draw talweg along the main flow riverbed, measure two section spacings from, obtain spacing between two sections of natural section according to the drawing guide, calculate the bed surface ratio and fall J;
In step S104, water level employing precision is that the chaining pin of 0.1mm reads, and flow adopts robot control system(RCS) control, and landform adopts the two dimensional terrain measuring instrument to measure, and local velocity is with revolving the measurement of oar flow velocity device, and regional flow field is measured with real-time measurement system;
In step S105, J, bed material median particle diameter d are fallen in discharge per unit width q, bed surface ratio
50Carry out statistical analysis, adopt the least square method multi-parameter fitting to draw typical flood process river bed profile limiting scour h
bDesign formulas, parallel baffled be influence basin L upstream
S, parallel baffled influence basin L downstream
X, the total influence basin L in parallel baffled hole
ZDesign formulas.
In embodiments of the present invention, the implementation method of parallel baffled hole, calculating bridge location section depth capacity is:
Bridge location compression cause the parallel baffled in river course form with the riverbed, than fall, discharge process and compression degree be relevant, employing least square method multi-parameter fitting experimental data simulates typical flood process river bed profile limiting scour formula:
In the formula: h
bLimiting scour on the-river bed profile, unit is m;
The discharge per unit width of q-bridge location compression section, m
3/ s.m;
d
50-bed material size is with median particle diameter d
50Expression, unit is m;
The J-bed sloped;
The following formula index of correlation is r
2=84.1%.
In embodiments of the present invention, according to experimental phenomena and sediment movement Analysis on Mechanism, the scope in bridge location section parallel baffled hole is relevant with following factors:
1. flow Q: the flow by river bed cross section is larger, then washes away Shaoxing opera strong, and the scope of scour hole is larger;
2. compression ratio δ: the bridge location compression is larger, then washes away greatlyr, and scour hole is also larger;
3. the degree of depth h of scour hole
b: wash away distortion greatly, scour hole is darker, and then the scour hole scope is larger;
4. than falling J: bed sloped is larger, and the common flow intensity of current is larger, holds the sand scouring capability under the arm stronger;
5. riverbed particle diameter d
50: riverbed bed sand forms thinner, then more easily is washed, and the depth bounds that washes away is larger.
In embodiments of the present invention, generally change the movable-bed model test result according to many groups and put in order, adopt least square method, obtain the design formulas of scour hole influence basin as follows:
L
S＝40.02·q
0.42·J
0.3·d
50 -0.15
L
X＝35.25·q
0.7·J
0.4·d
50 -0.25
L
Z＝48.41·q
0.67·J
0.3·d
50 -0.2
In the formula: L
S-parallel baffled is influence basin upstream, and unit is m;
L
X-parallel baffled is influence basin downstream, and unit is m;
L
ZThe influence basin that-parallel baffled hole is total, unit is m.
In embodiments of the present invention, the factor that affects bridge location section parallel baffled has:
1. flood discharge, flood discharge is larger, and flow energy is larger, holds the sand scouring capability under the arm stronger;
2. compression ratio, compression ratio is less, and bridge location compresses more severely, and discharge per unit width is larger, and water level is stopped up Gao Yueda, and the unit of water body energy is larger, washes away also darker under the bridge;
3. bed sand grains footpath, bed sand is thinner, more Yi Beichong;
4. bed sloped, bed sloped is larger, and the current scour ability is stronger;
5. the plume time of occurrence is mainly transported the water process at flood;
6. the position appears in plume, all plume may occur in any position in riverbed.
Below in conjunction with drawings and the specific embodiments application principle of the present invention is further described.
The longitudinally deformation of riverbed, bridge location district:
The longitudinal section change procedure is as follows: by natural river course observation and generalization movable-bed model test, as shown in Figure 2, the longitudinal section landform changes through following several stages after the bridge location compression:
1. in the natural situation, current and bed phase adapt to, and in generalization movable bed situation, whole section forms homogeneous turbulence, and water surface curve is almost parallel with the riverbed face.
2. form the compression section behind the river course bridge construction, flood forms in the bridge proparea and chokes water, and forms maximum backwater height at time of peak, begins general scour in bridge location upstream and downstream section simultaneously.
3. because cross section of bridge site flood discharge per unit width increases, cause the violent scour in upstream and downstream riverbed, bridge location section, at horizontal section full bed scour occurs, vertically form scour hole, upstream extend to more remote with the downstream respectively.Because the formation of scour hole causes the water surface to fall after rise to some extent, the height of swell reduces.
4. after scour hole forms, it is large that bridge location upper reach bed sloped becomes, along with flood discharge increases or continues and in flood water-break process, scour hole continues upstream development, simultaneously scour depth also constantly increases until reach the balance limiting scour, and the bridge proparea is choked water also further to reduce even not produce and choked water.
5. along with the reducing of flow, the compression section discharge per unit width reduces, and chokes water complete obiteration, and current are held the sand scouring capability under the arm and descended, and upstream silt falls to becoming silted up in scour hole, and scour hole back-silts, and scour depth reduces.When flow continues to reduce, occur plume in the section and form the plume lumped scour, the riverbed face is kept among the distortion, scour depth might continue to increase.Last flow is decreased to peb process to be finished, and the riverbed is in state anhydrous or that the water yield is very little, and river-bed deformation finishes substantially under the bridge, and last bed configuration is maintained to the next time arriving of peb process.
The vertical form of scour hole:
Scour hole is at young flood, develops rapidly and reaches certain degree of depth, and its back side upstream develops, and the gradient is steeper, and the upstream face downstream is far away, and the gradient is more slow.Along with the prolongation of flood duration, bed scour continues downwards, and scour hole also continues to develop until the formation maximum is washed away to vertical and degree of depth both direction.When flood later stage discharge per unit width reduces, silt back-silts at scour hole, and scour depth reduces.When flow is decreased to water velocity less than the bed material initial velocity, bring without silt the upstream again, but because the scour hole downstream slope gradient is steeper, the water surface falls at this, local velocity deposits thereby the silt on the downstream slope is rushed in interior formation the in hole still greater than sediment moving incipient velocity, and scour hole shoals, the gradient abrupt change of its downstream slope and upstream batter is slow, the final scour hole form that forms as shown in Figure 2.If but the plume lumped scour that forms when running into flood water-break the second half, the scour hole degree of depth might continue to deepen and reach limiting scour in the overall process.
The factor that affects bridge location section parallel baffled is as follows:
After the cross section of bridge site compression, a discharge process punching, nearly all can wash away to the water-break riverbed from rising.In the process of rising, although the time of rising is shorter, scour depth is constantly to deepen along with the increase of time and flow in general; And in the water-break process, early stage, current still possessed the stronger sand scouring capability of holding under the arm, thereby wash away still and can continue, arrived the second half, the current scour ability descends, scour hole begins to back-silt, if but run into plume and position just in the former position of washing away, then wash away and again continue on the contrary to deepen and reach maximum.Thereby it is as follows to affect the factor of washing away under the bridge:
1. flood discharge.Flood discharge is larger, and flow energy is larger, holds the sand scouring capability under the arm stronger.
2. compression ratio.Compression ratio is less, and bridge location compresses more severely, and discharge per unit width is larger, and water level is stopped up Gao Yueda, and the unit of water body energy is larger, washes away also darker under the bridge.
3. the bed sand grains directly.Bed sand is thinner, more Yi Beichong.
4. bed sloped.Bed sloped is larger, and the current scour ability is stronger.
5. plume time of occurrence.Mainly in flood water-break process.
6. the position appears in plume.Any position in the riverbed all plume may occur.
The vertical limiting scour of scour hole
Parallel baffled hole depth capacity, bridge location compression cause the parallel baffled in river course form with the riverbed, than fall, discharge process and compression degree be relevant, adopt least square method multi-parameter fitting experimental data, simulate typical flood process river bed profile limiting scour formula:
In the formula: h
bLimiting scour on the-river bed profile, m;
The discharge per unit width of q-bridge location compression section, m
3/ s.m;
d
50-bed material size is with median particle diameter d
50Expression, m;
The J-bed sloped.
The following formula index of correlation is r
2=84.1%.
The parallel baffled hole is the influence basin of trip up and down
Behind the bridge opening compression riverbed, destroy the nature of bridge location section current and sediment movement, affected the river bed change of bridge location upstream and downstream.This impact can be described with the parallel baffled downstream expanded range that makes progress.
Typical case's scour hole shape with parallel baffled cheat deep-draw brush point to the distance at scour hole upstream and downstream edge as washing away influence basin.Usually say, carry out along with washing away constantly, wash away also constantly upwards downstream extension, cause scour hole constantly to enlarge.When flow condition is not enough to continue to wash away, the scour hole degree of depth and width all will reach maximum value, wash away also to stop thereupon.
According to experimental phenomena and sediment movement Analysis on Mechanism, the scope in bridge location section parallel baffled hole is relevant with following factors:
1. flow Q: the flow by river bed cross section is larger, then washes away Shaoxing opera strong, and the scope of scour hole is also larger;
2. compression ratio δ: the bridge location compression is larger, then washes away greatlyr, and scour hole is also larger;
3. the degree of depth h of scour hole
b: wash away distortion greatly, scour hole is darker, and then the scour hole scope is larger;
4. than falling J: bed sloped is larger, and the common flow intensity of current is larger, holds the sand scouring capability under the arm stronger;
5. riverbed particle diameter d
50: riverbed bed sand forms thinner, then more easily is washed, and the depth bounds that washes away is larger;
Known by aforementioned, the factor that affects the scour hole degree of depth and scour hole size is similar.Generally change the movable-bed model test result according to many groups and put in order, adopt least square method, obtain the design formulas of scour hole influence basin as follows:
L
S＝40.02·q
0.42·J
0.3·d
50 -0.15 (3-7)
L
X＝35.25·q
0.7·J
0.4·d
50 -0.25 (3-8)
L
Z＝48.41·q
0.67·J
0.3·d
50 -0.2 (3-9)
In the formula: L
S-parallel baffled is influence basin upstream, m;
L
X-parallel baffled is influence basin downstream, m;
L
ZThe influence basin that-parallel baffled hole is total, m.
The relativity of fitting formula calculated value and measured value is respectively shown in Fig. 3,4.
The bridge location section longitudinal section limiting scour that the embodiment of the invention provides and wash away the investigating method of scope, at first calculate parallel baffled hole, bridge location section depth capacity, then study and calculate the parallel baffled hole upwards, the influence basin in downstream, adopt least square method multi-parameter fitting experimental data, simulate typical flood process river bed profile limiting scour formula, generally change movable-bed model test result arrangement according to many groups, adopt least square method, the design formulas of the hole influence basin that is washed, comprehensively, reasonably studied bridge location section longitudinal section limiting scour and washed away scope, investigating method is accurate.
The above only is preferred embodiment of the present invention, not in order to limiting the present invention, all any modifications of doing within the spirit and principles in the present invention, is equal to and replaces and improvement etc., all should be included within protection scope of the present invention.
Claims (5)
1. a bridge location section longitudinal section limiting scour and wash away the investigating method of scope is characterized in that, described investigating method may further comprise the steps:
The first step: collect bridge location section flow data, draw the discharge process curve, select the typical flood discharge process, and according to the long discharge per unit width q that calculates bridge location compression section of bridge;
Second step: get sand in the boring of the river bed of bridge location section by rig, with the sieve sorting bed materials at different levels of different screen apertures, use scales/electronic balance weighing, calculate the quality less than a certain particle diameter, particle diameter is determined with particle size analyzer less than the bed material of 1mm, draws graduation curve and determines bed material median particle diameter d
50
The 3rd step: collect the front bridge location section topographic map of bridge construction, respectively select a section as calculating starting point in straight section of bridge location upstream and downstream 1～2km river course, choose near the river bed landform altitude minimum point main flow riverbed, between two sections, draw talweg along the main flow riverbed, measure two section spacings from, obtain spacing between two sections of natural section according to the drawing guide, calculate the bed surface ratio and fall J;
The 4th step: water level employing precision is that the chaining pin of 0.1mm reads, and flow adopts robot control system(RCS) control, and landform adopts the two dimensional terrain measuring instrument to measure, and local velocity is with revolving the measurement of oar flow velocity device, and regional flow field is measured with real-time measurement system;
The 5th step: J, bed material median particle diameter d are fallen in discharge per unit width q, bed surface ratio
50Carry out statistical analysis, adopt the least square method multi-parameter fitting to draw typical flood process river bed profile limiting scour h
bDesign formulas, parallel baffled be influence basin L upstream
S, parallel baffled influence basin L downstream
X, the total influence basin L in parallel baffled hole
ZDesign formulas.
2. investigating method as claimed in claim 1 is characterized in that, the implementation method of described calculating bridge location section parallel baffled hole depth capacity is:
Bridge location compression cause the parallel baffled in river course form with the riverbed, than fall, discharge process and compression degree be relevant, employing least square method multi-parameter fitting experimental data simulates typical flood process river bed profile limiting scour formula:
In the formula: h
bLimiting scour on the-river bed profile, unit is m;
The discharge per unit width of q-bridge location compression section, m
3/ s.m;
d
50-bed material size is with median particle diameter d
50Expression, unit is m;
The J-bed sloped;
The following formula index of correlation is r
2=84.1%.
3. investigating method as claimed in claim 1 is characterized in that, according to experimental phenomena and sediment movement Analysis on Mechanism, the scope in bridge location section parallel baffled hole is relevant with following factors in the described investigating method:
1. flow Q: the flow by river bed cross section is larger, then washes away Shaoxing opera strong, and the scope of scour hole is larger;
2. compression ratio δ: the bridge location compression is larger, then washes away greatlyr, and scour hole is also larger;
3. the degree of depth h of scour hole
b: wash away distortion greatly, scour hole is darker, and then the scour hole scope is larger;
4. than falling J: bed sloped is larger, and the common flow intensity of current is larger, holds the sand scouring capability under the arm stronger;
5. riverbed particle diameter d
50: riverbed bed sand forms thinner, then more easily is washed, and the depth bounds that washes away is larger.
4. investigating method as claimed in claim 1 is characterized in that, according to many generalization of group movable-bed model test results arrangement, adopts least square method in the described investigating method, obtains the design formulas of scour hole influence basin as follows:
L
S＝40.02·q
0.42·J
0.3·d
50 -0.15
L
X＝35.25·q
0.7·J
0.4·d
50 -0.25
L
Z＝48.41·q
0.67·J
0.3·d
50 -0.2
In the formula: L
S-parallel baffled is influence basin upstream, and unit is m;
L
X-parallel baffled is influence basin downstream, and unit is m;
L
ZThe influence basin that-parallel baffled hole is total, unit is m.
5. investigating method as claimed in claim 1 is characterized in that, the factor that affects bridge location section parallel baffled in the described investigating method has:
1. flood discharge, flood discharge is larger, and flow energy is larger, holds the sand scouring capability under the arm stronger;
2. compression ratio, compression ratio is less, and bridge location compresses more severely, and discharge per unit width is larger, and water level is stopped up Gao Yueda, and the unit of water body energy is larger, washes away also darker under the bridge;
3. bed sand grains footpath, bed sand is thinner, more Yi Beichong;
4. bed sloped, bed sloped is larger, and the current scour ability is stronger;
5. plume time of occurrence is mainly in flood water-break process;
6. the position appears in plume, all plume may occur in any position in riverbed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012103306433A CN102864753A (en) | 2012-09-10 | 2012-09-10 | Measuring and controlling method of maximal scouring depth and scouring range of longitudinal section of river reach of bridge site |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012103306433A CN102864753A (en) | 2012-09-10 | 2012-09-10 | Measuring and controlling method of maximal scouring depth and scouring range of longitudinal section of river reach of bridge site |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN102864753A true CN102864753A (en) | 2013-01-09 |
Family
ID=47443865
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2012103306433A Pending CN102864753A (en) | 2012-09-10 | 2012-09-10 | Measuring and controlling method of maximal scouring depth and scouring range of longitudinal section of river reach of bridge site |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102864753A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105714727A (en) * | 2016-01-21 | 2016-06-29 | 河海大学 | Estimation method for riverbed scouring and silting deformation of tortuous channel |
| CN107066735A (en) * | 2017-04-05 | 2017-08-18 | 河海大学 | A kind of method for determining double bridge backwater cumulative effect scopes |
| CN107288092A (en) * | 2016-09-22 | 2017-10-24 | 武汉大学 | The construction method of alluviation navigable river low flow channel experiment material forecast model |
| CN108612037A (en) * | 2018-06-14 | 2018-10-02 | 国电南瑞科技股份有限公司 | A kind of method and its system determining river bed reference elevation based on big cross section measurement data |
| CN109238244A (en) * | 2018-08-24 | 2019-01-18 | 中国能源建设集团江苏省电力设计院有限公司 | The Flood of small drainage area simple calculating method and system measured based on GoogleEarth |
| CN110629806A (en) * | 2019-08-21 | 2019-12-31 | 浙江工业大学 | Bridge pile foundation scouring monitoring method and system |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5485759A (en) * | 1977-12-21 | 1979-07-07 | Japanese National Railways<Jnr> | Scour alarming device |
| CN1821490A (en) * | 2005-02-16 | 2006-08-23 | 陈树群 | Bridge pier water guide anti-scour device and bridge and pier using water guide and anti-scour device |
| KR20090008681A (en) * | 2007-07-18 | 2009-01-22 | 한국건설기술연구원 | Development of bridge scour field inspection system and method using common communications networks and wireless terminal unit |
| KR20090130502A (en) * | 2008-06-16 | 2009-12-24 | 양형칠 | Process for reinforcing base and preventing wash-out of earth under the bridges |
| WO2010080993A2 (en) * | 2009-01-09 | 2010-07-15 | The Board Of Trustees Of The University Of Illinois | Sensor, methods of calibrating a sensor, methods of operating a sensor |
-
2012
- 2012-09-10 CN CN2012103306433A patent/CN102864753A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5485759A (en) * | 1977-12-21 | 1979-07-07 | Japanese National Railways<Jnr> | Scour alarming device |
| CN1821490A (en) * | 2005-02-16 | 2006-08-23 | 陈树群 | Bridge pier water guide anti-scour device and bridge and pier using water guide and anti-scour device |
| KR20090008681A (en) * | 2007-07-18 | 2009-01-22 | 한국건설기술연구원 | Development of bridge scour field inspection system and method using common communications networks and wireless terminal unit |
| KR20090130502A (en) * | 2008-06-16 | 2009-12-24 | 양형칠 | Process for reinforcing base and preventing wash-out of earth under the bridges |
| WO2010080993A2 (en) * | 2009-01-09 | 2010-07-15 | The Board Of Trustees Of The University Of Illinois | Sensor, methods of calibrating a sensor, methods of operating a sensor |
Non-Patent Citations (5)
| Title |
|---|
| DAVID R. MAIDMENT: "《水文学手册》", 31 October 2002, 北京市：科学出版社 * |
| 焦亨余: "《工程测量》", 28 February 2010, 重庆市：重庆大学出版社 * |
| 胡江、严以新、杨胜发、周华君: "新疆宽浅变迁河流桥位河段壅水研究", 《水科学进展》 * |
| 胡江、周华君、杨胜发、严以新: "新疆宽浅变迁河流桥墩局部冲刷研究", 《水动力学研究与进展A辑》 * |
| 胡江: "新疆宽浅游荡型河段防护工程研究", 《中国优秀硕士学位论文全文数据库 工程科技II辑》 * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105714727A (en) * | 2016-01-21 | 2016-06-29 | 河海大学 | Estimation method for riverbed scouring and silting deformation of tortuous channel |
| CN107288092A (en) * | 2016-09-22 | 2017-10-24 | 武汉大学 | The construction method of alluviation navigable river low flow channel experiment material forecast model |
| CN107066735A (en) * | 2017-04-05 | 2017-08-18 | 河海大学 | A kind of method for determining double bridge backwater cumulative effect scopes |
| CN108612037A (en) * | 2018-06-14 | 2018-10-02 | 国电南瑞科技股份有限公司 | A kind of method and its system determining river bed reference elevation based on big cross section measurement data |
| CN109238244A (en) * | 2018-08-24 | 2019-01-18 | 中国能源建设集团江苏省电力设计院有限公司 | The Flood of small drainage area simple calculating method and system measured based on GoogleEarth |
| CN110629806A (en) * | 2019-08-21 | 2019-12-31 | 浙江工业大学 | Bridge pile foundation scouring monitoring method and system |
| CN110629806B (en) * | 2019-08-21 | 2023-11-03 | 浙江工业大学 | Bridge pile foundation scouring monitoring method and system |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102864753A (en) | Measuring and controlling method of maximal scouring depth and scouring range of longitudinal section of river reach of bridge site | |
| Bosa et al. | Shallow water numerical model of the wave generated by the Vajont landslide | |
| CN105160193B (en) | A kind of mud-rock flow dynamic risk analysis system and method based on dynamic process | |
| Chen et al. | Maximum overtopping forces on a dike-mounted wall with a shallow foreshore | |
| CN103886135B (en) | Two-dimensional unsteady-flow numerical model based power engineering location method | |
| CN102864756A (en) | Measuring and controlling method of maximal scouring depth of bridge abutment | |
| CN103898863B (en) | A kind of method studying sediment incipient motion under non-submersion rigid vegetation condition | |
| CN107288092A (en) | The construction method of alluviation navigable river low flow channel experiment material forecast model | |
| CN204854719U (en) | Pier erodees measuring apparatu | |
| Van Dongeren et al. | MICORE: dune erosion and overwash model validation with data from nine European field sites | |
| CN104933268A (en) | Flood analyzing method based on one-dimensional unsteady flow numerical model | |
| Camenen et al. | Tentative measurements of bedload transport in an energetic alpine gravel bed river | |
| CN102979058B (en) | Bridge site section scouring observing and controlling method of big gradient gravel-cobble river reach | |
| Larroque et al. | In-situ measurements of wave impact pressure on a composite breakwater: preliminary results | |
| Kamel | Application of a hydrodynamic MIKE 11 model for the Euphrates River in Iraq | |
| Alasta et al. | Modeling of local scour depth around bridge pier using FLOW 3D | |
| CN202595695U (en) | Device for making clay block used in simulation test of high sand concentration flood 'bottom tearing scour' | |
| CN103388320B (en) | Washing judging method for river bottom uncovering of high-sandiness flood | |
| CN207248662U (en) | A kind of field riverbank in-situ testing device | |
| CN102864755B (en) | Method for determining length of bridge according to shifting bed model | |
| Pilechi et al. | Evaluation of a numerical wave modelling tool for studying the overtopping of rubblemound breakwaters | |
| Oliveto | The impact of river contractions on the bed morphology under unsteady flows | |
| Perez et al. | An event of simultaneous activity of atmospheric gravity waves and meteotsunami in the inner continental shelf of the Buenos Aires Province, Argentina | |
| Hong et al. | Effect of low tailwater during drought on scour conditions downstream of an ogee spillway | |
| Oveici et al. | Flow Field in a Sloped Channel with Damaged and Undamaged Piers: Numerical and Experimental Studies |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| AD01 | Patent right deemed abandoned |
Effective date of abandoning: 20130109 |
|
| C20 | Patent right or utility model deemed to be abandoned or is abandoned |