CN105547732A - Device and method for pile group push-pile model test in the condition of heavy excavation in the front of piles - Google Patents
Device and method for pile group push-pile model test in the condition of heavy excavation in the front of piles Download PDFInfo
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- CN105547732A CN105547732A CN201610071430.1A CN201610071430A CN105547732A CN 105547732 A CN105547732 A CN 105547732A CN 201610071430 A CN201610071430 A CN 201610071430A CN 105547732 A CN105547732 A CN 105547732A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M99/00—Subject matter not provided for in other groups of this subclass
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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Abstract
The present invention relates to a test device and test method of reinforcement of slope slides and loose rock and soil and force analysis, specifically to a device and method for a pile group push-pile model test in the condition of heavy excavation in the front of piles. A front reversed force device and a back reversed force device are respectively installed at the front and back ends of the model, and the two sides of the model are side plates; the model comprises a model pile, and the model pile is connected with the back reversed force device through a jack; a slope angle cover plate is arranged at the front end of the model, and a front edge cover plate is arranged on the slope of the model; the slope angle cover plate is hinged with the front edge cover plate through a hinge, and the front edge of the model and the slope are provided with foil gauges and dial indicators; and the model is made by multi-layer layered soil, and vibration wire strainometers are installed at the middle of each layer of layered soil and the layering of adjacent layered soil. According to the invention, the device for a pile group push-pile model test in the condition of heavy excavation in the front of piles is simple in structure and convenient for operation, the strains of the pile body of a model pile in the back of the pile, the important portion of the rock body in the front of the pile and the interior of the rock body under the action of different pushes may be recorded, and the horizontal displacement of the pile body cantilever segment and the horizontal displacement and the bulged displacement of the important portion of the rock body in the front of the pile may be measured.
Description
Technical field
The present invention relates to landslide, the reinforcing of the loose rock soil body and the force analysis test unit of stake and method, before being specially stake, under heavy excavation condition, a clump of piles pushes away model test of pile device and test method thereof.
Background technology
At present, appear in some engineerings for the operating mode of heavy excavation before needing to carry out stake, the heavy branch of resistance to shear of soil after must causing excavation during heavy excavation before stake, the anti-slippery effect of friction pile and rock mass and the friction pile loading characteristic needs research further originally under different stressing conditions before friction pile stake under this operating mode, carry out test due to scene to be restricted, therefore carry out model test in indoor and can successfully solve the problem, and friction pile anti-sliding mechanism of friction pile in rock excavation situation before stake can be disclosed preferably.
Summary of the invention
For above-mentioned technical matters, before the object of the invention is to provide a kind of stake, in heavy excavation condition Layered position of fixity rock mass, a clump of piles pushes away model test of pile device and test method.
In order to achieve the above object, the technical solution adopted in the present invention is:
Before stake, under heavy excavation condition, a clump of piles pushes away model test of pile device, and comprise model and pattern board, model is placed on pattern board, and the front-end and back-end of model are separately installed with front counterforce device and rear counterforce device, and the both sides of model are side plate; Described model comprises Model Pile, and Model Pile has steel plate towards the side of model rear end, is connected between steel plate with rear counterforce device by lifting jack, and described lifting jack is fixed by support;
Described side plate inwall posts gage, and side plate outer wall has diagonal brace; There is mounting hole on diagonal brace base, is arranged on pattern board by screw;
, by slope angle cover plate, the slope of model there is leading edge cover plate model front end; Described slope angle cover plate by hinge and leading edge cover plate hinged, have support bar between leading edge cover plate and front counterforce device;
Foil gauge and dial gauge are installed in Model Pile pile body, model leading edge and slope, and foil gauge is connected with static strain testing instrument, and static strain testing instrument is connected with computer analysis system; Dial gauge is arranged on fixed support, and bottom fixed support and magnet, magnet is fixed on pattern board;
Model is made up of the laminated soil of multilayer, and the centre of every layer of laminated soil and layering place of abutting lamellar soil are provided with vibrating string extensometer, and vibrating string extensometer is connected with reading device, are also equipped with one deck talcum bisque between abutting lamellar soil.
Before stake, under heavy excavation condition, a clump of piles pushes away model test of pile device, and test method comprises the following steps:
(1) ratio of similitude of Confirming model test;
(2) simulate each layer Rock And Soil, employing is built shaping concrete-pile and is done Model Pile;
(3) arrange foil gauge in Model Pile buried section, position is determined according to each laminated soil soil layer height;
(4) installation of front counterforce device, rear counterforce device, pattern board, side plate and diagonal brace is completed;
(5) side plate inwall sticks gage, precision 1mm;
(6) the laminated soil soil body is successively inserted in model equably, in the middle of every layer of laminated soil and abutting lamellar native between equidistantly place vibrating string extensometer respectively and indwelling connecting line, sprinkle the talcum bisque that one deck is evenly very thin between abutting lamellar soil; When reaching Model Pile bottom level, put into after Model Pile is also fixed and continue to insert soil, when front end reaches slope bottom position, lay slope angle cover plate and leading edge cover plate, continue to insert laminated soil after regulating the gradient by hinge, after leading edge cover plate is firm, before model leading portion, between counterforce device and leading edge cover plate, adds the support bar of the adjustable bracketing of two-track tape and regulate firm;
(7) continue to insert laminated soil, insert and reach specified altitude assignment stopping;
(8) reach after intensity until model, remove diagonal brace, side plate, support, leading edge cover plate, slope angle cover plate successively;
(9) steel plate, support, lifting jack, foil gauge and dial gauge are installed;
(10) with lifting jack simultaneously and step by step load application, support is withdrawn from when lifting jack pushes against two ends; After dial gauge pointer is stable, reads registration, and analyzes strain data;
(11) read strainometer actual measured value by the reading device of vibrating string extensometer, and calculate the strain of rock mass inside: calculate according to following formula:
ε
m＝k△
F+b△
T＝k(F-F
0)+(b-α)(T-T
0)
In formula: ε
mthe dependent variable of-tested works, unit is 10
-6;
The measurement sensistivity of k-strainometer, unit is 10
-6/ F;
△
f-strainometer real-time measurement values is relative to the variable quantity of reference value, and unit is F;
△
t-temperature real-time measurement value is relative to the variable quantity of reference value, and unit is DEG C;
The real-time measurement values of F-strainometer, unit is F;
F
0the measuring basis value of-strainometer, unit is F;
The temperature correction coefficient of b-strainometer, unit is 10
-6/ DEG C;
The linear expansion coefficient of α-tested works, unit is 10
-6/ DEG C;
The real-time measurement values of T-temperature, unit is DEG C;
T
0the measuring basis value of-temperature, unit is DEG C;
Frequency modulus F=Hz
2× 10
-3.
When relating to simulation concordant, inverse layer basement rock, the side plate that before stake, under heavy excavation condition, a clump of piles pushes away model test of pile device is divided into decomposition side plate, and front counterforce device and rear counterforce device are separately installed with draw-in groove, will decompose in side plate two ends insertion draw-in groove.
When simulation concordant, inverse layer basement rock, test method comprises the following steps:
(1) ratio of similitude of Confirming model test;
(2) simulate each layer Rock And Soil, employing is built shaping concrete-pile and is done Model Pile;
(3) arrange foil gauge in Model Pile buried section, position is determined according to each laminated soil soil layer height;
(4) front counterforce device, rear counterforce device, pattern board installation is completed;
(5) side plate inwall sticks gage, precision 1mm;
(6) block-by-block is installed and is decomposed side plate, and successively puts into laminated soil, in the middle of every layer of laminated soil and abutting lamellar native between equidistantly place vibrating string extensometer respectively and indwelling connecting line, sprinkle the talcum bisque that one deck is evenly very thin between abutting lamellar soil; When reaching Model Pile bottom level, put into after Model Pile is also fixed and continue to insert soil, when front end reaches slope bottom position, lay slope angle cover plate and leading edge cover plate, be placed between leading edge cover plate and rear counterforce device by temporary support after regulating the gradient by hinge; Decompose side plate support two to fix; Continue to put into laminated soil, after leading edge cover plate is basicly stable, temporary support is removed, add support bar;
(7) continue to insert laminated soil, insert and reach specified altitude assignment stopping;
(8) reach after intensity until model, remove support two successively, decompose side plate, support, leading edge cover plate, slope angle cover plate;
(9) steel plate, support, lifting jack, foil gauge and dial gauge are installed;
(10) with lifting jack simultaneously and step by step load application, support is withdrawn from when lifting jack pushes against two ends; After dial gauge pointer is stable, reads registration, and analyzes strain data;
(11) read strainometer actual measured value by the reading device of vibrating string extensometer, and calculate the strain of rock mass inside: calculate according to following formula:
ε
m＝k△
F+b△
T＝k(F-F
0)+(b-α)(T-T
0)
In formula: ε
mthe dependent variable of-tested works, unit is 10
-6;
The measurement sensistivity of k-strainometer, unit is 10
-6/ F;
△
f-strainometer real-time measurement values is relative to the variable quantity of reference value, and unit is F;
△
t-temperature real-time measurement value is relative to the variable quantity of reference value, and unit is DEG C;
The real-time measurement values of F-strainometer, unit is F;
F
0the measuring basis value of-strainometer, unit is F;
The temperature correction coefficient of b-strainometer, unit is 10
-6/ DEG C;
The linear expansion coefficient of α-tested works, unit is 10
-6/ DEG C;
The real-time measurement values of T-temperature, unit is DEG C;
T
0the measuring basis value of-temperature, unit is DEG C.
Note: frequency modulus F=Hz
2× 10
-3.
When after lifting jack load application, the displacement rock mass upwaarping deformation before the horizontal shift of Model Pile pile body, stake and slope can be read from dial gauge.Before pile body and stake, the data of the strain of rock mass transfer in static strain testing instrument, are importing into through software analysis in computer analysis system, can record the strain of rock mass significant points before the stake of certain thrust drag, stake.Strainometer actual measured value can be obtained by vibrating string extensometer reading device simultaneously, transform the strain obtaining rock mass inside through formula.
Before stake provided by the invention, under heavy excavation condition, a clump of piles pushes away model test of pile device and test method thereof, apparatus structure is simple, easy to operate, the strain that after can recording stake, before different thrust drag stake pile body, stake, rock mass significant points and rock mass inside are subject to, also can measure horizontal shift and the upwaarping deformation of rock mass significant points before the horizontal shift of pile body cantilever segment and stake, be applicable to the stability analysis of friction pile under various working.
Accompanying drawing explanation
Fig. 1 is side-looking structural representation of the present invention;
Fig. 2 is plan structure schematic diagram of the present invention;
Fig. 3 is dial gauge of the present invention, fixed support and inclined support structure schematic diagram;
Fig. 4 is supporting bar structure schematic diagram of the present invention;
Fig. 5 decomposes lateral plate structure schematic diagram when being embodiment simulation concordant basement rock;
Fig. 6 is that embodiment simulation decomposes lateral plate structure schematic diagram against during layer basement rock.
Embodiment
Below in conjunction with accompanying drawing and example, the invention will be further described, and example, only for explaining the present invention, is not intended to limit scope of the present invention.
Embodiment 1
As shown in Figure 1, Figure 2, Figure 3 and Figure 4, before stake, under heavy excavation condition, a clump of piles pushes away model test of pile device, and comprise model and pattern board 11, model is placed on pattern board 11, the front-end and back-end of model are separately installed with front counterforce device 40 and rear counterforce device 1, and the both sides of model are side plate 13; Described model comprises Model Pile 4, and Model Pile 4 has steel plate 3 towards the side of model rear end, is connected between steel plate 3 with rear counterforce device 1 by lifting jack 2, and described lifting jack 2 is fixed by support 17;
Described side plate 13 inwall posts gage 22, and side plate 13 outer wall has diagonal brace 18; There is mounting hole on diagonal brace 18 base, is arranged on pattern board 11 by screw;
, by slope angle cover plate 10, the slope of model there is leading edge cover plate 8 model front end; Described slope angle cover plate 10 is hinged by hinge 9 and leading edge cover plate 8, has support bar 27 between leading edge cover plate 8 and front counterforce device 40;
Model Pile 4 pile body, model leading edge and slope are installed foil gauge 5 and dial gauge 6, foil gauge 5 is connected with static strain testing instrument 15, and static strain testing instrument 15 is connected with computer analysis system 16; Dial gauge 6 is arranged on fixed support 7, has magnet 25 bottom fixed support 7, and magnet 25 can be fixed on pattern board 11;
Model is made up of the laminated soil 12 of multilayer, and the centre of every layer of laminated soil 12 and layering place of abutting lamellar soil 12 are provided with vibrating string extensometer 23, and vibrating string extensometer 23 is connected with reading device 24, are also equipped with one deck talcum bisque 21 between abutting lamellar soil 12.
Before stake, under heavy excavation condition, a clump of piles pushes away model test of pile device, and test method comprises the following steps:
(1) ratio of similitude of Confirming model test;
(2) simulate each layer Rock And Soil, employing is built shaping concrete-pile and is done Model Pile 4;
(3) arrange foil gauge 5 in Model Pile 4 buried section, position is determined according to each laminated soil 12 soil layer height;
(4) installation of front counterforce device 40, rear counterforce device 1, pattern board 11, side plate 13 and diagonal brace 18 is completed;
(5) side plate 13 inwall sticks gage 22, precision 1mm;
(6) laminated soil 12 soil body is successively inserted in model equably, equidistantly place vibrating string extensometer 23 respectively and indwelling connecting line in the middle of every layer of laminated soil 12 and between abutting lamellar native 12, between abutting lamellar soil 12, sprinkle the talcum bisque 21 that one deck is evenly very thin; When reaching Model Pile 4 bottom level, put into after Model Pile 4 is also fixed and continue to insert soil, when front end reaches slope bottom position, lay slope angle cover plate 10 and leading edge cover plate 8, continue to insert laminated soil 12 after regulating the gradient by hinge 9, after leading edge cover plate 8 is firm, before model leading portion, between counterforce device 40 and leading edge cover plate 8, adds the support bar 27 of the adjustable bracketing of two-track tape and regulate firm;
(7) continue to insert laminated soil 12, insert and reach specified altitude assignment stopping;
(8) reach after intensity until model, remove diagonal brace 18, side plate 13, support 27, leading edge cover plate 8, slope angle cover plate 10 successively;
(9) steel plate 3, support 17, lifting jack 2, foil gauge 5 and dial gauge 6 are installed;
(10) with lifting jack 2 simultaneously and step by step load application, support 17 is withdrawn from when lifting jack 2 pushes against two ends; After dial gauge 6 pointer is stable, reads registration, and analyzes strain data;
(11) read strainometer actual measured value by the reading device 24 of vibrating string extensometer 23, and calculate the strain of rock mass inside: calculate according to following formula:
ε
m＝k△
F+b△
T＝k(F-F
0)+(b-α)(T-T
0)
In formula: ε
mthe dependent variable of-tested works, unit is 10
-6;
The measurement sensistivity of k-strainometer, unit is 10
-6/ F;
△
f-strainometer real-time measurement values is relative to the variable quantity of reference value, and unit is F;
△
t-temperature real-time measurement value is relative to the variable quantity of reference value, and unit is DEG C;
The real-time measurement values of F-strainometer, unit is F;
F
0the measuring basis value of-strainometer, unit is F;
The temperature correction coefficient of b-strainometer, unit is 10
-6/ DEG C;
The linear expansion coefficient of α-tested works, unit is 10
-6/ DEG C;
The real-time measurement values of T-temperature, unit is DEG C;
T
0the measuring basis value of-temperature, unit is DEG C;
Frequency modulus F=Hz
2× 10
-3.
Embodiment 2
Simulation concordant or inverse layer basement rock.
As shown in Figure 4, Figure 5 and Figure 6, side plate 13 is resolved into and decomposes side plate 130, during decomposition, note the angle of concordant and inverse layer and surface level, and by the processing of this angle, side plate 131 in the middle of during decomposition, one end flushes with toe cover plate 10.Front counterforce device 40 and rear counterforce device 1 are separately installed with draw-in groove 32, side plate 130 two ends are decomposed in decomposition and inserts in draw-in groove 32.
Test method comprises the following steps:
(1) ratio of similitude of Confirming model test;
(2) simulate each layer Rock And Soil, employing is built shaping concrete-pile and is done Model Pile 4;
(3) arrange foil gauge 5 in Model Pile 4 buried section, position is determined according to each laminated soil 12 soil layer height;
(4) complete front counterforce device 40, rear counterforce device 1, pattern board 11 install;
(5) side plate 13 inwall sticks gage 22, precision 1mm;
(6) the one block of plate decomposed in side plate 130 is bottom inserted in draw-in groove 32, surrounding is coated water-based plastics or butter, then ground floor laminated soil 12 soil body is inserted, and ground floor laminated soil 12 soil body upper end is flushed with piece plate upper end of bottom, and sprinkle the very thin uniform talcum powder of one deck, when put soil reach a half-sum ground floor complete time equidistantly put into the connecting line of vibrating string extensometer 23 indwelling vibrating string extensometer respectively, continue to add second block of side plate, put into second layer laminated soil 12; When reaching assigned address, putting into Model Pile 4, when completing to middle side plate 131, placing toe cover plate 10 and leading edge cover plate 8, and regulating the gradient to assigned address by hinge 9, being supported between leading edge cover plate 8 and rear counterforce device 1 by temporary support 34; Continue again to place to decompose side plate 130, its one end contacts with leading edge cover plate 8, the other end inserts in draw-in groove 32, decomposition side plate 130 is fixed by support 2 33 simultaneously, continue to insert laminated soil 12, after leading edge cover plate 8 is basicly stable, temporary support 34 is removed, add support bar 27, continue to insert laminated soil 12, until modelling completes;
(7) continue to insert laminated soil 12, insert and reach specified altitude assignment stopping;
(8) reach after intensity until model, remove support 2 33, decomposition side plate 13, support 27, leading edge cover plate 8, slope angle cover plate 10 successively;
(9) steel plate 3, support 17, lifting jack 2, foil gauge 5 and dial gauge 6 are installed;
(10) with lifting jack 2 simultaneously and step by step load application, support 17 is withdrawn from when lifting jack 2 pushes against two ends; After dial gauge 6 pointer is stable, reads registration, and analyzes strain data;
(11) read strainometer actual measured value by the reading device 24 of vibrating string extensometer 23, and calculate the strain of rock mass inside: calculate according to following formula:
ε
m＝k△
F+b△
T＝k(F-F
0)+(b-α)(T-T
0)
In formula: ε
mthe dependent variable of-tested works, unit is 10
-6;
The measurement sensistivity of k-strainometer, unit is 10
-6/ F;
△
f-strainometer real-time measurement values is relative to the variable quantity of reference value, and unit is F;
△
t-temperature real-time measurement value is relative to the variable quantity of reference value, and unit is DEG C;
The real-time measurement values of F-strainometer, unit is F;
F
0the measuring basis value of-strainometer, unit is F;
The temperature correction coefficient of b-strainometer, unit is 10
-6/ DEG C;
The linear expansion coefficient of α-tested works, unit is 10
-6/ DEG C;
The real-time measurement values of T-temperature, unit is DEG C;
T
0the measuring basis value of-temperature, unit is DEG C.
Note: frequency modulus F=Hz
2× 10
-3.
Claims (4)
1. under a front heavy excavation condition, a clump of piles pushes away model test of pile device, it is characterized in that: comprise model and pattern board (11), model is placed on pattern board (11), the front-end and back-end of model are separately installed with front counterforce device (40) and rear counterforce device (1), and the both sides of model are side plate (13); Described model comprises Model Pile (4), Model Pile (4) has steel plate (3) towards the side of model rear end, be connected by lifting jack (2) between steel plate (3) with rear counterforce device (1), described lifting jack (2) is fixed by support (17);
Described side plate (13) inwall posts gage (22), and side plate (13) outer wall has diagonal brace (18); There is mounting hole on diagonal brace (18) base, is arranged on pattern board (11) by screw;
There is slope angle cover plate (10) model front end, the slope of model has leading edge cover plate (8); Described slope angle cover plate (10) is hinged by hinge (9) and leading edge cover plate (8), has support bar (27) between leading edge cover plate (8) and front counterforce device (40);
Model Pile (4) pile body, model leading edge and slope are installed foil gauge (5) and dial gauge (6), foil gauge (5) is connected with static strain testing instrument (15), and static strain testing instrument 15 is connected with computer analysis system (16); Dial gauge (6) is arranged on fixed support (7), and magnet (25) is arranged at fixed support (7) bottom, and magnet (25) can be fixed on pattern board (11);
Model is made up of the laminated soil (12) of multilayer, the centre of every layer of laminated soil (12) and layering place of abutting lamellar soil (12) are provided with vibrating string extensometer (23), vibrating string extensometer (23) is connected with reading device (24), is also equipped with one deck talcum bisque (21) between abutting lamellar soil (12).
2. before stake according to claim 1, under heavy excavation condition, a clump of piles pushes away model test of pile device, it is characterized in that: described side plate (3) is divided into and decomposes side plate (130), front counterforce device (40) and rear counterforce device (1) are separately installed with draw-in groove (32), side plate (130) two ends are decomposed in decomposition and inserts in draw-in groove (32).
3. before stake according to claim 1, under heavy excavation condition, a clump of piles pushes away model test of pile device, and it is characterized in that, test method comprises the following steps:
(1) ratio of similitude of Confirming model test;
(2) simulate each layer Rock And Soil, employing is built shaping concrete-pile and is done Model Pile (4);
(3) arrange foil gauge (5) in Model Pile (4) buried section, position is determined according to each laminated soil (12) soil layer height;
(4) installation of front counterforce device (40), rear counterforce device (1), pattern board (11), side plate (13) and diagonal brace (18) is completed;
(5) side plate (13) inwall sticks gage (22), precision 1mm;
(6) laminated soil (12) soil body is successively inserted in model equably, equidistantly place vibrating string extensometer (23) respectively and indwelling connecting line in the middle of every layer of laminated soil (12) and between abutting lamellar soil (12), between abutting lamellar soil (12), sprinkle the talcum bisque (21) that one deck is evenly very thin; When reaching Model Pile (4) bottom level, put into Model Pile (4) and fixing after continue to insert soil, when front end reaches slope bottom position, lay slope angle cover plate (10) and leading edge cover plate (8), continue to insert laminated soil (12) after regulating the gradient by hinge (9), after leading edge cover plate (8) is firm, before model leading portion, between counterforce device (40) and leading edge cover plate (8), adds the support bar (27) of the adjustable bracketing of two-track tape and regulate firm;
(7) continue to insert laminated soil (12), insert and reach specified altitude assignment stopping;
(8) reach after intensity until model, remove diagonal brace (18), side plate (13) successively, support (27), leading edge cover plate (8), slope angle cover plate (10);
(9) steel plate (3), support (17), lifting jack (2), foil gauge (5) and dial gauge (6) are installed;
(10) with lifting jack (2) simultaneously and step by step load application, support (17) is withdrawn from when lifting jack (2) pushes against two ends; After dial gauge (6) pointer is stable, reads registration, and analyzes strain data;
(11) read strainometer actual measured value by the reading device (24) of vibrating string extensometer (23), and calculate the strain of rock mass inside: calculate according to following formula:
ε
m＝k△
F+b△
T＝k(F-F
0)+(b-α)(T-T
0)
In formula: ε
mthe dependent variable of-tested works, unit is 10
-6;
The measurement sensistivity of k-strainometer, unit is 10
-6/ F;
△
f-strainometer real-time measurement values is relative to the variable quantity of reference value, and unit is F;
△
t-temperature real-time measurement value is relative to the variable quantity of reference value, and unit is DEG C;
The real-time measurement values of F-strainometer, unit is F;
F
0the measuring basis value of-strainometer, unit is F;
The temperature correction coefficient of b-strainometer, unit is 10
-6/ DEG C;
The linear expansion coefficient of α-tested works, unit is 10
-6/ DEG C;
The real-time measurement values of T-temperature, unit is DEG C;
T
0the measuring basis value of-temperature, unit is DEG C;
Frequency modulus F=Hz
2× 10
-3.
4. before stake according to claim 2, under heavy excavation condition, a clump of piles pushes away model test of pile device, it is characterized in that, during for simulating concordant, inverse layer basement rock, test method comprises the following steps:
(1) ratio of similitude of Confirming model test;
(2) simulate each layer Rock And Soil, employing is built shaping concrete-pile and is done Model Pile (4);
(3) arrange foil gauge (5) in Model Pile (4) buried section, position is determined according to each laminated soil (12) soil layer height;
(4) front counterforce device (40), rear counterforce device (1), pattern board (11) installation is completed;
(5) side plate (13) inwall sticks gage (22), precision 1mm;
(6) block-by-block is installed and is decomposed side plate (13), and successively put into laminated soil (12), equidistantly place vibrating string extensometer (23) respectively and indwelling connecting line in the middle of every layer of laminated soil (12) and between abutting lamellar soil (12), between abutting lamellar soil (12), sprinkle the talcum bisque (21) that one deck is evenly very thin; When reaching Model Pile (4) bottom level, put into Model Pile (4) and fixing after continue to insert soil, when front end reaches slope bottom position, lay slope angle cover plate (10) and leading edge cover plate (8), be supported between leading edge cover plate (8) and rear counterforce device (1) by temporary support (34) after regulating the gradient by hinge (9); Decompose side plate (13) support two (33) to fix; Continue to put into laminated soil (12), after leading edge cover plate (8) is basicly stable, temporary support (34) is removed, add support bar (27);
(7) continue to insert laminated soil (12), insert and reach specified altitude assignment stopping;
(8) reach after intensity until model, remove support two (33) successively, decompose side plate (13), support (27), leading edge cover plate (8), slope angle cover plate (10);
(9) steel plate (3), support (17), lifting jack (2), foil gauge (5) and dial gauge (6) are installed;
(10) with lifting jack (2) simultaneously and step by step load application, support (17) is withdrawn from when lifting jack (2) pushes against two ends; After dial gauge (6) pointer is stable, reads registration, and analyzes strain data;
(11) read strainometer actual measured value by the reading device (24) of vibrating string extensometer (23), and calculate the strain of rock mass inside: calculate according to following formula:
ε
m＝k△
F+b△
T＝k(F-F
0)+(b-α)(T-T
0)
In formula: ε
mthe dependent variable of-tested works, unit is 10
-6;
The measurement sensistivity of k-strainometer, unit is 10
-6/ F;
△
f-strainometer real-time measurement values is relative to the variable quantity of reference value, and unit is F;
△
t-temperature real-time measurement value is relative to the variable quantity of reference value, and unit is DEG C;
The real-time measurement values of F-strainometer, unit is F;
F
0the measuring basis value of-strainometer, unit is F;
The temperature correction coefficient of b-strainometer, unit is 10
-6/ DEG C;
The linear expansion coefficient of α-tested works, unit is 10
-6/ DEG C;
The real-time measurement values of T-temperature, unit is DEG C;
T
0the measuring basis value of-temperature, unit is DEG C;
Note: frequency modulus F=Hz
2× 10
-3.
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