CN102519811B - Model and method for testing deformation and stress variation law of intensity attenuation roadbed - Google Patents
Model and method for testing deformation and stress variation law of intensity attenuation roadbed Download PDFInfo
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- CN102519811B CN102519811B CN201110424119.8A CN201110424119A CN102519811B CN 102519811 B CN102519811 B CN 102519811B CN 201110424119 A CN201110424119 A CN 201110424119A CN 102519811 B CN102519811 B CN 102519811B
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Abstract
The invention relates to a model for testing deformation and a stress variation law of an intensity attenuation roadbed. The model comprises a model body, wherein the interior of the model body is an empty cavity structure; the empty cavity structure is separated into two parts through a vertical partition wall; one part is a vertical well; a broken stone cushion layer is paved at the bottom of the other part; the broken stone cushion layer is communicated with the bottom of the vertical well; and a silt roadbed, the structure of which is the same as that of a half-amplitude roadbed, is arranged above the broken stone cushion layer. Simultaneously, the invention further discloses a test method of the model. The model and the method disclosed by the invention are capable of analyzing stress and deformation characteristics of the intensity attenuation roadbed and the reinforcement mechanism of a sleeve grouting micro-pile, clearing the effect of a sleeve micro-pile grouting and reinforcing technology for increasing bearing capacity of the roadbed, avoiding differential settlement and increasing stability of a side slope, and providing rational technology reference and theoretical direction for reinforcement and maintenance of the roadbed.
Description
Technical field
The present invention relates to a kind of civil engineering technology, especially a kind of strength retrogression's subgrade deformation and variation of stress test model and test method.
Background technology
Subgrade stability mainly comprises the stable of settlement of subgrade and roadbed side slope.The research of settlement of subgrade is mainly concentrated on to reason and the stressed impact of road pavement structural sheet thereof of analyzing non-uniform settling; The analysis of roadbed slope stability is mainly concentrated on to the aspects such as the computing method of slope stability and the influence factor of stability, and more to considering the research of the matric suction effect of the unsaturation soil body and seepage of slope effect under condition of raining.But lack the understanding of its Role of stability under the condition that silt roadbed is caused to subgrade strength decay in capillary water rising, the disease not causing for strength retrogression's roadbed proposes suitable reinforcement technique, to the preventive maintenance lack of control directive significance during highway operation.
Present stage is mainly by means such as theoretical analysis, numerical evaluation and part site tests, subgrade stability to be studied.Due to theoretical analysis and numerical evaluation, be subject to the impact of the factors such as parameter is selected, model is chosen, constitutive relation very big, the rationality of analysis result and representativeness are more difficult to be determined.It is larger that site test work is affected by the aspects such as completion time of project, environmental factor, human factor, is difficult to research contents to be carried out the multi-state analysis of experiments of control variable.Therefore carry out effectively proof theory result of calculation carry out controlled regularity and inquire into of indoor model test, can also be optimized design and improve and improve correlation technique and implementing process thereof.
Summary of the invention
The object of the invention is, for overcoming above-mentioned the deficiencies in the prior art, provides a kind of strength retrogression's subgrade deformation and variation of stress test model and test method.
For achieving the above object, the present invention adopts following technical proposals:
A kind of strength retrogression's subgrade deformation and variation of stress test model, comprise model, in described model, it is cavity structure, this cavity structure vertically cuts off and is divided into two parts by one, a part is vertical well, another part bottom is equipped with one deck blotter, and blotter is communicated with vertical well bottom, is provided with the silt roadbed identical with half range subgrade structure above blotter.
The slope gradient of described silt roadbed is 1: 1.5.
A kind of strength retrogression's subgrade deformation and variation of stress test model test method, step is as follows:
1) test roadbed fill and the installation of equipment and instrument with bury underground;
2) collection of operating condition of test loading and data;
3) carry out Data Management Analysis.
Described step 1) in the filling points 12 layers and fill of test roadbed, comprise the following steps:
A. ground floor is blotter, and filling-up thickness is 20cm, has filled rear leveling, upper berth one deck geotextile;
B. the second layer to the Floor 12 fills silt, adopts electric shocking rammer tamping in layers, and detects every layer of water cut of banketing, density and compactness physical index;
C. in while roadbed filling process, according to the each layer of difference compacting pass banketing, by soil stiffness/modulus tester, measure the elastic modulus of compacted soil, set up the relation of silt compactness and elastic modulus.
Described step 1) in equipment and instrument installation with bury underground, be included in roadbed filling process and at the diverse location of roadbed, bury detecting instrument according to actual design underground, detecting instrument is buried underground in process by the concrete degree of depth of measurement of the level Accurate Calibration instrument; Meanwhile, after roadbed filling completes, at roadbed side slope center section, some displacement observation points are set, by steel ruler and spirit-leveling instrument, detect level and the vertical displacement of side slope.
Described step 2) in operating condition of test load adopt lifting jack by reaction frame, carry out classification cycle loading, load adopt rope meter carry out step control; Concrete operating condition of test loads and data acquisition comprises following content:
A. newly-built roadbed, adopts four CYCLIC LOADING by the requirement of model actual design, and each intercycle time is 24 hours; Wherein each circulation is divided into Pyatyi loading, and be 30 minutes every grade of interval time; Before each CYCLIC LOADING, every grade of load loads and each circulation unloading, the reading of horizontal shift dial gauge in the reading of the reading of the elevation of distribution collection rope meter reading, roadbed end face and slope displacement observation station, the horizontal shift that slope displacement observation station arrives experimental tank, soil pressure cell, the reading of soil moisture meter, single-point sedimentometer, the reading of roadbed end face dial gauge and monitoring side slope, total data all adopts artificial reading mode collection;
B. strength retrogression's roadbed, point two kinds of strength retrogression's operating modes are carried out load test situation:
The first strength retrogression's situation makes it concordant with blotter end face for add water 20cm in vertical well, along with capillary water rises, water level in vertical well declines, interval constantly adds water to vertical well makes it to remain on 20cm, until water level does not change substantially, measure the water cut of roadbed different depth, then with newly-built roadbed operating mode, by four circulation classifications, load, and acquisition test data;
The second strength retrogression situation for adding water to blotter end face 30cm in vertical well; Along with capillary water rises, the water level in vertical well declines, and interval constantly adds water to vertical well makes it to remain on 30cm, until water level does not change, measure the water cut of roadbed different depth, then with the first strength retrogression situation, by four circulation classifications, load, and acquisition test data;
C. sleeve slip casting mini pile is reinforcing road bed, and six roots of sensation mini pile is arranged in subgrade strengthening, and the reinforcing road bed construction technology of sleeve slip casting mini pile is as follows:
1), boring: adopt Luoyang Spade pore-forming, depth of pore forming 1800mm, aperture 100mm, upright opening;
2), steel pipe processing: steel pipe length 1700mm, on steel pipe, every 300mm, slurry outlet is set, four holes are made a call in position, every hole, then aperture 5mm seals slurry outlet at steel pipe overcoat rubber closed level;
3), lower floral tube: insert floral tube, bottom will be sealed, and remains on drill center, and the mouth of pipe is lower than roadbed end face 10mm;
4), sealing of hole: pour into sealing mud, sealing mud adopts clay cement grout or bentonite cement slurry, cement content accounts for 30% of earth material, the Main Function of mud is the annulus between sealing floral tube and hole wall, and makes slurries only within the scope of a grout compartment, rack sealing mud and enter stratum; The quality of sealing slurry casting is the key that guarantees slip casting success or not, its requirement can be under certain pressure, presses off filler and carry out horizontal slip casting, again can be when high-pressure slip-casting, stop slurries to flow out earth's surface along hole wall or tube wall, will prevent that grout leaking from taking into account open loop again; After sealing mud is filled, sand-cement slurry sealing of hole 30cm for top, aperture;
5), slurrying: slurries are selected plain cement slurries, and slurry water ash mass ratio adopts 0.5～0.55, stirs;
6), slip casting: after mud to be closed solidifies, insert the extremely predetermined grout compartment of Grouting Pipe with hole packer in floral tube, segmenting slip casting from bottom to top, grouting pressure cement grout 0.15Mpa in construction;
7), whole hole: grouting pressure reaches step by step design pressure or midge amount is less than 5L/min, and grouting pressure was stablized after 20 minutes can stop grouting;
After grouting miniature pile construction completes 7 days, adopt four circulation classifications to load, and acquisition test data.
Cast material of the present invention and size
The affinity constant of prototype and model comprises:
Geometric similarity constant: C
l=L
p/ L
mdisplacement affinity constant: C
δ=δ
p/ δ
m
Stress similitude constant: C
σ=σ
p/ σ
mstrain ratio: C
ξ=ξ
p/ ξ
m
Severe affinity constant: C
γ=γ
p/ γ
mplay mould affinity constant: C
e=(E
s)
p/ (E
s)
m
Poisson ratio affinity constant: C
μ=u
p/ u
mcohesive strength affinity constant: C
c=C
p/ C
m
Angle of internal friction is looked constant mutually:
If stress, strain, displacement substitution constitutional balance respectively equation, geometry balance equation and physical equilibrium equation can be obtained to following similarity criterion:
C
LC
ξ＝C
δ C
ξC
E＝C
σ
By consulting amount of literature data, because the elastic modulus that bankets of road engineering is very little, be difficult to find alternative material according to elastic modulus is similar, so in the relevant model test of large-scale road engineering, often adopt undisturbed soil to test, so this empirical model adopts entity project filler used, C
γ=1, C
ξ=1, C
f=1, C
u=1,
.For coordinating roadbed material ratio of similitude, in test, steel pipe for use in reinforcement stake and injecting paste material are also identical in Practical Project simultaneously.
Roadbed is banded structure thing, and stress belongs to plane strain problems; Meanwhile, common embankment is symmetric form, therefore can select half range roadbed research experiment; Though the height of fill subgrade is different, but after subgrade strength decay, roadbed has similar stress characteristic under Vehicle Load.Therefore, this empirical model is selected common road structure form and size (roadbed length 12m; Half range roadbed end face width: 12m; The depth of fill: 7.5m; Slope gradient: 1: 1.5), get geometric similarity constant: C
l=1: 3, therefore, test model is of a size of: roadbed length 3m; Half range roadbed end face width: 3m; The depth of fill: 2.5m; Slope gradient: 1: 1.5.Test is also followed this geometric similarity coefficient with miniature steel pipe pile.
Model roadbed adopts silt placement in layers compacting; For simulated groundwater and capillary water rise phenomenon, the ground of model roadbed starts first to fill the blotter of 20cm, and blotter and vertically well UNICOM, by the SEA LEVEL VARIATION of vertical well, the fluctuation of simulate formation water level, thereby the variation of implementation model roadbed differing heights water cut.
Roadbed after work in operation process the situation of water cut show, roadbed at the operation initial stage substantially in optimum moisture content state, roadbed is in long-term operation process later, due to the impact of the factors such as the capillary water rising of rainfall and underground water, subgrade moisture content increases, and is the main cause of subgrade strength decay.By the geological drilling to on-the-spot disease section, after operation for many years, subgrade moisture content is conventionally at 20%-30%.Therefore, three kinds of operating modes of plan design are carried out respectively load test, as shown in table 1, test respectively the stress characteristic of the roadbed of the base of newly building the road, strength retrogression's roadbed, the reinforcing road bed three kinds of operating modes of grouting mini pile, analyze distortion and the variation of stress of roadbed.
Table 1 testing program
Experiment test content
Content measurement comprises: variation, the variation of roadbed layering vertical displacement and the variation of roadbed side slope lateral shift of the distribution of roadbed vertical pressure, the distribution of roadbed side slope lateral pressure, the vertical water cut of roadbed.
The distribution of roadbed vertical pressure and roadbed side slope lateral pressure is measured by JMZX-5003B soil pressure cell, the variation of the vertical water cut of roadbed is by YT-DY-0100 soil temperature and humidity instrumentation amount, the variation of roadbed layering vertical displacement is measured by YT-DG-0120A single point settlement gage, and the lateral shift of roadbed side slope vertical cross-section is measured by self-control horizontal displacement meter.
Trial load action mode
Form and the characteristic value of load thereof of highway technical standard (JTGB01-2003) regulation vehicular load, the one-sided wheel of test model embankment load simulation rear axle loads, consider the spread condition of vehicular load at road surface structare layer, the action mode of load adopts the rectangle evenly load of 2.4m × 1.7m.
Load mode
Test adopts reaction frame to load by lifting jack.
Test adopts classification cycle load mode, is shown in Table 2:
Table 2 test loads classification information slip
Compared with prior art, the invention has the beneficial effects as follows,
According to test model, scheme and technique, can analytic intensity the decay stressed and deformation behaviour of roadbed and the reinforcement mechanism of sleeve slip casting mini pile, specify sleeve mini pile grouting reinforcement technique to improving subgrade rating, prevent non-uniform settling and improving the effect of the stability of side slope, for subgrade strengthening maintenance provides rational technological borrowing and theoretical direction.
Accompanying drawing explanation
Fig. 1 is model road structure schematic diagram of the present invention;
Fig. 2 (a) is testing tool plane of arrangement figure;
Fig. 2 (b) is that testing tool is arranged sectional view;
Fig. 3 is that test roadbed loads schematic diagram;
Fig. 4 is the graph of a relation of elastic modulus and compactness;
Wherein 1. models, 2. vertically cut off, 3. vertical well, 4. blotter, 5. silt roadbed, 6. reaction frame, 7. lifting jack, 8. billet.
Embodiment
Below in conjunction with drawings and Examples, the present invention is further described.
As shown in Figure 1, a kind of strength retrogression's subgrade deformation and variation of stress test model, comprise model 1, in described model 1, it is cavity structure, this cavity structure vertically cuts off 2 by one and is divided into two parts, and a part is vertical well 3, and another part bottom is equipped with one deck blotter 4, and blotter 4 is communicated with vertical well 3 bottoms, and blotter 4 is provided with the silt roadbed 5 identical with half range subgrade structure above.The slope gradient of silt roadbed 5 is 1: 1.5.
Cast material of the present invention and size
The affinity constant of prototype and model comprises:
Geometric similarity constant: C
l=L
p/ L
mdisplacement affinity constant: C
δ=δ
p/ δ
m
Stress similitude constant: C
σ=σ
p/ σ
mstrain ratio: C
ξ=ξ
p/ ξ
m
Severe affinity constant: C
γ=γ
p/ γ
mplay mould affinity constant: C
e=(E
s)
p/ (E
s)
m
Poisson ratio affinity constant: C
μ=u
p/ u
mcohesive strength affinity constant: C
c=C
p/ C
m
Angle of internal friction is looked constant mutually:
If stress, strain, displacement substitution constitutional balance respectively equation, geometry balance equation and physical equilibrium equation can be obtained to following similarity criterion:
C
LC
ξ＝C
δ C
ξC
E＝C
σ
By consulting amount of literature data, because the elastic modulus that bankets of road engineering is very little, be difficult to find alternative material according to elastic modulus is similar, so in the relevant model test of large-scale road engineering, often adopt undisturbed soil to test, so this empirical model adopts entity project filler used, C
γ=1, C
ξ=1, C
f=1, C
u=1,
.For coordinating roadbed material ratio of similitude, in test, steel pipe for use in reinforcement stake and injecting paste material are also identical in Practical Project simultaneously.
Roadbed is banded structure thing, and stress belongs to plane strain problems; Meanwhile, common embankment is symmetric form, therefore can select half range roadbed research experiment; Though the height of fill subgrade is different, but after subgrade strength decay, roadbed has similar stress characteristic under Vehicle Load.Therefore, this empirical model is selected common road structure form and size (roadbed length 12m; Half range roadbed end face width: 12m; The depth of fill: 7.5m; Slope gradient: 1: 1.5), get geometric similarity constant: C
l=1: 3, therefore, test model is of a size of: roadbed length 3m; Half range roadbed end face width: 3m; The depth of fill: 2.5m; Slope gradient: 1: 1.5.Test is also followed this geometric similarity coefficient with miniature steel pipe pile.
Model roadbed adopts silt placement in layers compacting; For simulated groundwater and capillary water rise phenomenon, the ground of model roadbed starts first to fill the blotter of 20cm, and blotter and vertically well UNICOM, by the SEA LEVEL VARIATION of vertical well, the fluctuation of simulate formation water level, thereby the variation of implementation model roadbed differing heights water cut.
Roadbed after work in operation process the situation of water cut show, roadbed at the operation initial stage substantially in optimum moisture content state, roadbed is in long-term operation process later, due to the impact of the factors such as the capillary water rising of rainfall and underground water, subgrade moisture content increases, and is the main cause of subgrade strength decay.By the geological drilling to on-the-spot disease section, after operation for many years, subgrade moisture content is conventionally at 20%-30%.Therefore, three kinds of operating modes of plan design are carried out respectively load test, as shown in table 1, test respectively the stress characteristic of the roadbed of the base of newly building the road, strength retrogression's roadbed, the reinforcing road bed three kinds of operating modes of grouting mini pile, analyze distortion and the variation of stress of roadbed.
Table 3 testing program
Experimental apparatus is arranged and content measurement
Test apparatus is arranged as shown in Fig. 2 (a), Fig. 2 (b).
Content measurement comprises: variation, the variation of roadbed layering vertical displacement and the variation of roadbed side slope lateral shift of the distribution of roadbed vertical pressure, the distribution of roadbed side slope lateral pressure, the vertical water cut of roadbed.
The distribution of roadbed vertical pressure and roadbed side slope lateral pressure is measured by JMZX-5003B soil pressure cell, the variation of the vertical water cut of roadbed is by YT-DY-0100 soil temperature and humidity instrumentation amount, the variation of roadbed layering vertical displacement is measured by YT-DG-0120A single point settlement gage, and the lateral shift of roadbed side slope vertical cross-section is measured by self-control horizontal displacement meter.
Trial load action mode
Form and the characteristic value of load thereof of highway technical standard (JTGB01-2003) regulation vehicular load, the one-sided wheel of test model embankment load simulation rear axle loads, consider the spread condition of vehicular load at road surface structare layer, the action mode of load adopts the rectangle evenly load of 2.4m × 1.7m.
Load mode
Test adopts reaction frame 6 to load by lifting jack 7, the rectangle steel backing plate 8 of 2.4m × 1.7m is set between roadbed top and lifting jack 7, for roadbed top being applied to rectangle evenly load according to designing requirement, as shown in Figure 3.
Test adopts classification cycle load mode, is shown in Table 2:
Table 4 test loads classification information slip
Strength retrogression's subgrade deformation and variation of stress test model test method are as follows:
One, test roadbed fill and the installation of equipment and instrument with bury underground;
Filling points 12 layers and filling of test roadbed, comprises the following steps:
A. ground floor is blotter 4, and filling-up thickness is 20cm, has filled rear leveling, upper berth one deck geotextile;
B. the second layer to the Floor 12 fills silt, adopts electric shocking rammer tamping in layers, and detects every layer of water cut of banketing, density and compactness physical index;
C. in while roadbed filling process, according to the each layer of difference compacting pass banketing, by soil stiffness/modulus tester, measure the elastic modulus of compacted soil, set up the relation of silt compactness and elastic modulus.As shown in Figure 4.
The installation of equipment and instrument with bury underground, be included in roadbed filling process and at the diverse location of roadbed, bury detecting instrument according to actual design underground, detecting instrument is buried underground in process by the concrete degree of depth of measurement of the level Accurate Calibration instrument; Meanwhile, after roadbed filling completes, at roadbed side slope center section, some displacement observation points are set, by steel ruler and spirit-leveling instrument, detect level and the vertical displacement of side slope.
Two, the collection of operating condition of test loading and data;
Operating condition of test loads and adopts lifting jack 7 to carry out classification cycle loading by reaction frame 6, and load adopts rope meter to carry out step control; Concrete operating condition of test loads and data acquisition comprises following content:
A. newly-built roadbed, adopts four CYCLIC LOADING by the requirement of model actual design, and each intercycle time is 24 hours; Wherein each circulation is divided into Pyatyi loading, and be 30 minutes every grade of interval time; Before each CYCLIC LOADING, every grade of load loads and each circulation unloading, the reading of horizontal shift dial gauge in the reading of the reading of the elevation of distribution collection rope meter reading, roadbed end face and slope displacement observation station, the horizontal shift that slope displacement observation station arrives experimental tank, soil pressure cell, the reading of soil moisture meter, single-point sedimentometer, the reading of roadbed end face dial gauge and monitoring side slope, total data all adopts artificial reading mode collection;
B. strength retrogression's roadbed, point two kinds of strength retrogression's operating modes are carried out load test situation:
The first strength retrogression's situation makes it concordant with blotter end face for add water 20cm in vertical well, along with capillary water rises, water level in vertical well declines, interval constantly adds water to vertical well makes it to remain on 20cm, until water level does not change substantially, measure the water cut of roadbed different depth, then with newly-built roadbed operating mode, by four circulation classifications, load, and acquisition test data;
The second strength retrogression situation for adding water to blotter end face 30cm in vertical well; Along with capillary water rises, the water level in vertical well declines, and interval constantly adds water to vertical well makes it to remain on 30cm, until water level does not change, measure the water cut of roadbed different depth, then with the first strength retrogression situation, by four circulation classifications, load, and acquisition test data;
C. sleeve slip casting mini pile is reinforcing road bed, and six roots of sensation mini pile is arranged in subgrade strengthening, and the reinforcing road bed construction technology of sleeve slip casting mini pile is as follows:
1), boring: adopt Luoyang Spade pore-forming, depth of pore forming 1800mm, aperture 100mm, upright opening;
2), steel pipe processing: steel pipe length 1700mm, on steel pipe, every 300mm, slurry outlet is set, four holes are made a call in position, every hole, then aperture 5mm seals slurry outlet at steel pipe overcoat rubber closed level;
3), lower floral tube: insert floral tube, bottom will be sealed, and remains on drill center, and the mouth of pipe is lower than roadbed end face 10mm;
4), sealing of hole: pour into sealing mud, sealing mud adopts clay cement grout or bentonite cement slurry, cement content accounts for 30% of earth material, the Main Function of mud is the annulus between sealing floral tube and hole wall, and makes slurries only within the scope of a grout compartment, rack sealing mud and enter stratum; The quality of sealing slurry casting is the key that guarantees slip casting success or not, its requirement can be under certain pressure, presses off filler and carry out horizontal slip casting, again can be when high-pressure slip-casting, stop slurries to flow out earth's surface along hole wall or tube wall, will prevent that grout leaking from taking into account open loop again; After sealing mud is filled, sand-cement slurry sealing of hole 30cm for top, aperture;
5), slurrying: slurries are selected plain cement slurries, and slurry water ash mass ratio adopts 0.5～0.55, stirs;
6), slip casting: after mud to be closed solidifies, insert the extremely predetermined grout compartment of Grouting Pipe with hole packer in floral tube, segmenting slip casting from bottom to top, grouting pressure cement grout 0.15Mpa in construction;
7), whole hole: grouting pressure reaches step by step design pressure or midge amount is less than 5L/min, and grouting pressure was stablized after 20 minutes can stop grouting;
After grouting miniature pile construction completes 7 days, adopt four circulation classifications to load, and acquisition test data.
Three, carry out Data Management Analysis.
Claims (3)
1. strength retrogression's subgrade deformation and a variation of stress test model test method,
The model that the method adopts comprises model, in described model, it is cavity structure, this cavity structure vertically cuts off and is divided into two parts by one, a part is vertical well, another part bottom is equipped with one deck blotter, and blotter is communicated with vertical well bottom, is provided with the silt roadbed identical with half range subgrade structure above blotter;
Described method step is as follows:
1) test roadbed fill and the installation of equipment and instrument with bury underground;
2) collection of operating condition of test loading and data;
3) carry out Data Management Analysis;
It is characterized in that described step 2) in operating condition of test load adopt lifting jack by reaction frame, carry out classification cycle loading, load adopt rope meter carry out step control; Concrete operating condition of test loads and data acquisition comprises following content:
A. newly-built roadbed, adopts four CYCLIC LOADING by the requirement of model actual design, and each intercycle time is 24 hours; Wherein each circulation is divided into Pyatyi loading, and be 30 minutes every grade of interval time; Before each CYCLIC LOADING, every grade of load loads and each circulation unloading, the reading of horizontal shift dial gauge in the reading of the reading of the elevation of distribution collection rope meter reading, roadbed end face and slope displacement observation station, the horizontal shift that slope displacement observation station arrives experimental tank, soil pressure cell, the reading of soil moisture meter, single-point sedimentometer, the reading of roadbed end face dial gauge and monitoring side slope, total data all adopts artificial reading mode collection;
B. strength retrogression's roadbed, point two kinds of strength retrogression's operating modes are carried out load test situation:
The first strength retrogression's situation makes it concordant with blotter end face for add water 20cm in vertical well, along with capillary water rises, water level in vertical well declines, interval constantly adds water to vertical well makes it to remain on 20cm, until water level does not change substantially, measure the water cut of roadbed different depth, then with newly-built roadbed operating mode, by four circulation classifications, load, and acquisition test data;
The second strength retrogression situation for adding water to blotter end face 30cm in vertical well; Along with capillary water rises, the water level in vertical well declines, and interval constantly adds water to vertical well makes it to remain on 30cm, until water level does not change, measure the water cut of roadbed different depth, then with the first strength retrogression situation, by four circulation classifications, load, and acquisition test data;
C. sleeve slip casting mini pile is reinforcing road bed, and six roots of sensation mini pile is arranged in subgrade strengthening, and the reinforcing road bed construction technology of sleeve slip casting mini pile is as follows:
(1), boring: adopt Luoyang Spade pore-forming, depth of pore forming 1800mm, aperture 100mm, upright opening;
(2), steel pipe processing: steel pipe length 1700mm, on steel pipe, every 300mm, slurry outlet is set, four holes are made a call in position, every hole, then aperture 5mm seals slurry outlet at steel pipe overcoat rubber closed level;
(3), lower floral tube: insert floral tube, bottom will be sealed, and remains on drill center, and the mouth of pipe is lower than roadbed end face 10mm;
(4), sealing of hole: pour into sealing mud, sealing mud adopts clay cement grout or bentonite cement slurry, cement content accounts for 30% of earth material, the Main Function of mud is the annulus between sealing floral tube and hole wall, and makes slurries only within the scope of a grout compartment, rack sealing mud and enter stratum; The quality of sealing slurry casting is the key that guarantees slip casting success or not, its requirement can be under certain pressure, presses off filler and carry out horizontal slip casting, again can be when high-pressure slip-casting, stop slurries to flow out earth's surface along hole wall or tube wall, will prevent that grout leaking from taking into account open loop again; After sealing mud is filled, sand-cement slurry sealing of hole 30cm for top, aperture;
(5), slurrying: slurries are selected plain cement slurries, and slurry water ash mass ratio adopts 0.5～0.55, stirs;
(6), slip casting: after mud to be closed solidifies, insert the extremely predetermined grout compartment of Grouting Pipe with hole packer in floral tube, segmenting slip casting from bottom to top, grouting pressure cement grout 0.15Mpa in construction;
(7), whole hole: grouting pressure reaches step by step design pressure or midge amount is less than 5L/min, and grouting pressure was stablized after 20 minutes can stop grouting;
After grouting miniature pile construction completes 7 days, adopt four circulation classifications to load, and acquisition test data.
2. method according to claim 1, is characterized in that, tests filling points 12 layers and filling of roadbed in described step 1), comprises the following steps:
A. ground floor is blotter, and filling-up thickness is 20cm, has filled rear leveling, upper berth one deck geotextile;
B. the second layer to the Floor 12 fills silt, adopts electric shocking rammer tamping in layers, and detects every layer of water cut of banketing, density and compactness physical index;
C. in while roadbed filling process, according to the each layer of difference compacting pass banketing, by soil stiffness/modulus tester, measure the elastic modulus of compacted soil, set up the relation of silt compactness and elastic modulus.
3. method according to claim 1, it is characterized in that, the installation of the equipment and instrument in described step 1) with bury underground, be included in roadbed filling process and at the diverse location of roadbed, bury detecting instrument according to actual design underground, detecting instrument is buried underground in process by the concrete degree of depth of measurement of the level Accurate Calibration instrument; Meanwhile, after roadbed filling completes, at roadbed side slope center section, some displacement observation points are set, by steel ruler and spirit-leveling instrument, detect level and the vertical displacement of side slope.
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| CN103265240B (en) * | 2013-05-20 | 2014-11-05 | 太原理工大学 | Concrete dynamic model material |
| CN104697877A (en) * | 2015-02-11 | 2015-06-10 | 中铁第五勘察设计院集团有限公司 | Method for automatically checking foundation coefficient tester |
| CN105719551A (en) * | 2016-01-25 | 2016-06-29 | 陕西煤业化工技术研究院有限责任公司 | Coal seam group mining and top plate and goaf water dynamic seepage three-dimensional simulator |
| CN107288117A (en) * | 2017-07-14 | 2017-10-24 | 江南大学 | A kind of method to gangue forced ramming reinforcing |
| CN108444783B (en) * | 2018-03-11 | 2020-08-28 | 北京工业大学 | Model test soil filling device and method for slide type large underground test platform |
| CN108645997A (en) * | 2018-05-13 | 2018-10-12 | 桂林理工大学 | A kind of controlling groundwater level monitoring subgrade settlement rule test model and test method |
| CN112730730B (en) * | 2020-12-23 | 2023-02-03 | 长安大学 | Model test device and test method for highway underlying burning coal bed |
| CN113049364A (en) * | 2021-03-25 | 2021-06-29 | 中国科学院西北生态环境资源研究院 | Dynamic characteristic testing device and dynamic characteristic testing method |
| CN113720683B (en) * | 2021-08-30 | 2023-01-13 | 山东大学 | Method and system for predicting characteristic space-time distribution of rock-soil slurry cemented regeneration top plate |
| CN115217151B (en) * | 2022-07-19 | 2024-02-06 | 中铁第五勘察设计院集团有限公司 | Long-distance underpass construction method for open cut tunnel |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101819105A (en) * | 2010-04-23 | 2010-09-01 | 中国科学院武汉岩土力学研究所 | Drainage test system by low-path embankment and method thereof |
| CN201803714U (en) * | 2010-10-11 | 2011-04-20 | 中铁二局股份有限公司 | Large-scale dynamic model for aeolian sand roadbed |
| CN202372418U (en) * | 2011-12-16 | 2012-08-08 | 山东大学 | Testing model for strength weakening roadbed deformation and stress change law |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58200132A (en) * | 1982-05-18 | 1983-11-21 | Mitsubishi Heavy Ind Ltd | Apparatus for testing horizontal subgrade reaction force |
-
2011
- 2011-12-16 CN CN201110424119.8A patent/CN102519811B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101819105A (en) * | 2010-04-23 | 2010-09-01 | 中国科学院武汉岩土力学研究所 | Drainage test system by low-path embankment and method thereof |
| CN201803714U (en) * | 2010-10-11 | 2011-04-20 | 中铁二局股份有限公司 | Large-scale dynamic model for aeolian sand roadbed |
| CN202372418U (en) * | 2011-12-16 | 2012-08-08 | 山东大学 | Testing model for strength weakening roadbed deformation and stress change law |
Non-Patent Citations (10)
| Title |
|---|
| Analysis on Stability of Subgrade Slope Influenced by Strength Attenuation;Xiaoming Yi, Songgen Wang, Xiuguang Song, Hongbo Zhang;《Advanced Materials Research》;20110531;第243-249卷;4360-4365 * |
| Hongbo ZHANG,Xiuguang SONG.Variation of Moisture Content and Safety Factor of Silt Subgrade under Rainfall Infiltration.《Advanced Materials Research》.2011,第243-249卷4161－4165. |
| Variation of Moisture Content and Safety Factor of Silt Subgrade under Rainfall Infiltration;Hongbo ZHANG,Xiuguang SONG;《Advanced Materials Research》;20110531;第243-249卷;4161-4165 * |
| Xiaoming Yi, Songgen Wang, Xiuguang Song, Hongbo Zhang.Analysis on Stability of Subgrade Slope Influenced by Strength Attenuation.《Advanced Materials Research》.2011,第243-249卷4360－4365. |
| 岩溶水作用下填石路基稳定性模型试验研究;蒋小珍,等;《中国岩溶》;20050630;第24卷(第2期);96-102 * |
| 朱登元,等.袖阀管劈裂注浆加固粉土路基实验研究.《岩土工程学报》.2012,第34卷(第8期),1425-1431. |
| 桩网支承路基结构中边坡推力效应的模型试验研究;蔡德钩,等;《铁道建筑》;20091231(第7期);49-52 * |
| 蒋小珍,等.岩溶水作用下填石路基稳定性模型试验研究.《中国岩溶》.2005,第24卷(第2期),96-102. |
| 蔡德钩,等.桩网支承路基结构中边坡推力效应的模型试验研究.《铁道建筑》.2009,(第7期),49-52. |
| 袖阀管劈裂注浆加固粉土路基实验研究;朱登元,等;《岩土工程学报》;20120831;第34卷(第8期);1425-1431 * |
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