CN103499492A - Device and method for testing load in pile-end post-grouting chamber - Google Patents
Device and method for testing load in pile-end post-grouting chamber Download PDFInfo
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- CN103499492A CN103499492A CN201310477317.XA CN201310477317A CN103499492A CN 103499492 A CN103499492 A CN 103499492A CN 201310477317 A CN201310477317 A CN 201310477317A CN 103499492 A CN103499492 A CN 103499492A
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Abstract
The invention relates to a device and a method for testing load in pile-end post-grouting chamber. The device comprises a load box, a reaction device, a soil pressurizing device and a pile pressurizing device. The reaction device comprises a bottom plate, connecting rods and a reaction support. The lower ends of the connecting rods are fixedly connected to the bottom plate, and the upper ends of the connecting rods are connected with the reaction support. Adjusting structures capable of adjusting the height of the reaction support are arranged between the connecting rods and the reaction support. The load box is arranged on the bottom plate. Both the soil pressurizing device and the pile pressurizing device are arranged between the load box and the reaction support. The method includes steps of manufacturing a pile, filling soil into the load box, positioning the pile, making slurry bubbles, pressuring the soil and the pile and the like. The device and the method overcome the defect that load test cannot be performed in the pile-end post-grouting chamber and have the advantages that stress states and loading mechanisms of grouting of pile groups can be tested and simulated inside the chamber, single pile or group piles different in depth and distance can be simulated, adaptability is high and functions are diversified.
Description
Technical field
The present invention relates to a kind of indoor load test of pile-end post-grouting that is suitable for, the indoor load test device of especially a kind of pile-end post-grouting.
The present invention relates to a kind of indoor load test of pile-end post-grouting that is suitable for, the test method of the indoor load of especially a kind of pile-end post-grouting.
Background technology
Along with greatly developing of building industry, cast-in-situ bored pile is widely used in building industry due to its easy construction, but exists the blocked up problem of sediment to restrict the use function of this type because the Pile side exists mud skin effect and stake end.In eighties of last century sixties, in engineering, occurred carrying out post grouting process in stake end and the stake side of this type, this technique has made up the defect of this type Lack of support, and the application of this technology has obtained the generally approval of Geotechnical Engineering circle, and has obtained flourish; But because this technology is shorter rise time, although done many tests in Practical Project, also make some progress, but many theories are still far from perfect, particularly, aspect load test, just doing the static load test of single pile in engineering because test condition does not possess, is a clump of piles and in Practical Project, often major part all does, there are certain difference in the force-bearing situation of slip casting single pile and a slip casting clump of piles and bearing mechanism, and other research method just seems particularly important like this; Although finite element numerical is calculated some conclusions that can't obtain in the energy model engineering, but there is very large otherness in modeling, parameter in design parameter, modeling and boundary condition and Practical Project differs greatly, and has caused like this result simulated to deviate from reality.Therefore, many shop experiments are just outstanding aobvious important, designing in this case this model carries out indoor static load test and can analyze single pile and the clump of piles proterties under difference stressed, piles with different can be analyzed long simultaneously, the piles with different footpath, the piles with different spacing, stressed under different soil and different slurry bubble size cases.
Summary of the invention
The present invention is directed to the problem of current static load test for pile, proposed a kind of can be at the indoor indoor load test device that carries out the static load test of pile-end post-grouting.
The indoor load test device of a kind of pile-end post-grouting is characterized in that: comprise load box, counterforce device, soil body pressue device, pile body pressue device; Described counterforce device comprises chassis, some connecting rods and reaction frame; Described some connecting rods lower end is connected on chassis, and the upper end of described some connecting rods is connected with reaction frame, and is provided with the adjustment structure that can regulate the reaction frame height between described connecting rod and reaction frame; Described load box is arranged on chassis, and described soil body pressue device and pile body pressue device all be arranged between load box and reaction frame, and top is pressed on reaction frame respectively.The cube case that load box is upper end open during load test, is filled the soil body in load box, and soil body pressue device is for carrying out the pressure adjustment to adjust native severe to the soil body in load box, and native severe once claimed native unit weight, was the gravity that unit volume soil is subject to; At least one pile body is set in the soil body, and the pile body pressue device exerts pressure to measure the load-bearing capacity of single pile body or many piles body.
Described reaction frame comprises that two are the counter-force bar that cruciform is connected, and the two ends of described counter-force bar are respectively equipped with through hole.
Described adjustment structure comprises the adjusting bolt that is located in through hole and is rotationally connected with the counter-force bar, and described adjusting bolt offers internal thread hole, and described small end offers external thread, and the external thread of described small end coordinates with the internal thread hole of adjusting bolt.
Described adjusting bolt comprises connector and positioning head, and described positioning head is detachably connected in connector.
Described connector has connecting portion and the holding section of ring-type, and described fastening part is in an end of connecting portion and outwardly convex radially, and the other end of described connecting portion is provided with counter sink; Described positioning head comprises the sleeve with through hole and is positioned at the shoulder block of sleeve one end, offer external thread on the outer circumference surface of described sleeve, the hole wall of described counter sink is provided with the internal thread coordinated with the external thread of sleeve, and the through hole diameter of described sleeve is greater than the footpath, the end of described internal thread hole.
Described adjusting bolt comprises connector and locating ring, and connector has connecting portion and the holding section of ring-type, and described fastening part is in an end of connecting portion and outwardly convex radially, and described locating ring is connected to the other end of connecting portion.Offer two gathering sills of in axial direction offering and two annular grooves along the same circumferential extension of connecting portion on the connecting portion outside surface of ring-type, each gathering sill is communicated with every annular groove, the inboard inboard of locating ring has two inwardly protruded locating pieces, when locating ring is set on connecting portion, two locating pieces can arrange in gathering sill simultaneously, thereby then the rotational positioning ring locating piece is fixed in annular groove make connector form and be connected with locating ring.
Be connected with nut on described connecting rod.Nut, for screwing tight adjusting bolt, allows the counter-force bar be fixed on operational height.
Described soil body pressue device comprises and adds press box, pressurization grid and at least two lifting jack, and described pressurization grid is slidably arranged in a side that adds press box, and described lifting jack is installed in the opposite side that adds press box, and the lifting jack top is pressed on reaction frame.
The described press box that adds comprises that four are the pressure rod that square shape arranges, be provided with two parallel chutes at least two pressure rods that be arranged in parallel in four pressure rods, described pressurization grid comprises the press rods of some strips, and described press rods is provided with the buckle be slidably connected with chute.The length of pressure rod and press rods is arranged according to the size of load box, and when press rods is to soil body pressurization, the soil body that side direction is squeezed part outward can further be pushed by pressure rod; Press rods in the present invention can be cylindric, rectangular-shaped or other shape.The press box centre that adds of square shape is passed through for pile body.
The described press box that adds is provided with the even number lifting jack, and described even number lifting jack symmetry is arranged on two pressure rods.
Described pile body pressue device comprises cushion cap and at least one lifting jack, and described lifting jack is installed on cushion cap, and the lifting jack top is pressed on reaction frame.
Described lifting jack is provided with tensimeter.
Be provided with the settling data display device between described reaction frame and cushion cap, described settling data display device comprises a dial gauge, and described dial gauge is installed on reaction frame, and the probe of described dial gauge top is pressed on cushion cap.
The test method of the indoor load of pile-end post-grouting, is characterized in that, described test method comprises the following steps:
(1) make pile body;
(2) load box is placed on base, and fills the soil body in load box, the soil body degree of depth is greater than 1/3 load box height, is less than 2/3 load box height;
(3) slurries that mixed by a certain percentage by water and cement are poured in the soil body, and prefabricated pile body is arranged in slurries;
(4) fill the full soil body in load box;
(5) soil body pressue device, pile body pressue device and counterforce device are installed;
(6) soil body pressue device pressurizes to the soil body, until soil reaches certain load;
(7) the pile body pressue device pressurizes to pile body, until slurry bubble is destroyed or pile body sinks, records the stressed of pile body and sedimentation situation.
The method for making of described pile body, comprise the steps:
1. make the pile body shaping mould:
Get the long open circles steel pipe of one or more Length Ratio pile body, round steel pipe is cut into to the arc lobe of two semicircle arcuations or three arcuations along axis direction;
The arc lobe is buckled into to a round steel pipe, and passes through the latch closure screw by round steel pipe two and middle fastening;
One end of round steel pipe is shut, and put one deck cotton gauze in this end the inside, the other end is openend;
2. make pile body and strengthen structure: select fine steel rib to be made into the steel reinforcement cage that can put in round steel pipe;
3. concreting: round steel pipe is vertically placed, and openend upwards; Steel reinforcement cage is put in round steel pipe from openend, and poured into concrete from the openend of round steel pipe; Preferably the weight mixing ratio of coagulation soil water, cement, sand, rubble is 0.38:1:1.11:2.72, makes pile body have higher intensity.
4. under the normal temperature state, place 28 to 30 days;
5. unclamp the latch closure screw, take off three arc lobes, can see the pile body of forming.
This pile body is made and is approached Practical Project, and test findings is more accurate.
The another kind of method for making of pile body: prepare one or more reinforcing bar, at rebar surface, smear sand-cement slurry, treat under the normal temperature state that the sand-cement slurry sclerosis becomes pile body.The size of reinforcing bar and load-carrying ability can be adjusted according to the situation of the soil body and slurry bubble.This test unit is the bearing mechanism of the soil body between peg, stake end slurry bubble, during design, requires pile body not destroy; In Practical Project, because strength of the mixing pile can be controlled, so be often generally that foundation soil body destroys, pile body is not destroyed yet.Make pile body so also can select this kind of mode when easily-testing.
In described step (3), water and cement are poured in the soil body and are solidified the formation slurry bubble after mixing by the weight of 1:0.5～0.65.
The diameter of described slurry bubble is two to three times of pile body diameter, and the degree of depth of described slurry bubble is two to three times of the pile body diameter.The double diameter that the slurry bubble diameter of cohesive soil is pile body, the twice that the degree of depth of slurry bubble is the pile body diameter; Three times of diameters that the slurry bubble diameter of sandy soil body is pile body, the degree of depth of slurry bubble is three times of pile body diameter.Simultaneously slurries are along the pile body certain altitude that axially climbs, and this is highly the diameter of 4-7 times of pile body.
After completing, described step (4) need under the normal temperature state, place 28 to 35 days.Guarantee that the slurry bubble formed meets the hardness requirement that Practical Project is suitable.
When described soil body pressue device pressurizes to the soil body, lifting jack is given simultaneously and is added the press box pressurization.This arranges and guarantees that soil body pressurized is even.
The beneficial effect of the indoor load test device of this pile-end post-grouting is:
(1) spacing of grid can be regulated, the height of reaction frame can be regulated, the pressure in soil can be regulated, slip casting can be regulated, therefore this device can simulate that single pile, a clump of piles, different stake are long, the behavior study of stake after slip casting under piles with different spacing, different soil, the test scope of application is wider;
(2) native severe can be reacted by the volume measurement of the tensimeter on lifting jack and load box, and the bearing capacity of pile body can intuitively show by tensimeter and dial gauge, so this device to test is directly perceived, clear;
(3) height of reaction frame can be regulated according to the height of the soil body and/or pile body, so the indoor load test device fitting operation of this pile-end post-grouting facilitates, detects laborsaving.
The beneficial effect of the test method of the indoor load of this pile-end post-grouting is:
(1) this test method is carried out load test after the pile body in Practical Project, the soil body can being converted in proportion, thereby has guaranteed stability and the fastness of actual building;
(2) use the indoor load test device of pile-end post-grouting in the present invention to be tested, this test method can be tested indoor, convenient test, laborsaving, and can arbitrarily place test position, applied range.
The accompanying drawing explanation
The vertical view that Fig. 1 is test unit of the present invention.
The cross-sectional view at the A-A place that Fig. 2 is Fig. 1.
The cross-sectional view at the B-B place that Fig. 3 is Fig. 1.
The diagrammatic cross-section that Fig. 4 is adjustment structure of the present invention.
The schematic diagram that Fig. 5 is the another kind of structural connector of the present invention.
The schematic diagram that Fig. 6 is the locating ring that coordinates with Fig. 5.
In figure, load box 1, counterforce device 2, chassis 201, connecting rod 202, reaction frame 203, adjustment structure 204, connector 20a, connecting portion 20c, counter sink 20d, holding section 20e, positioning head 20b, sleeve 20f, shoulder block 20g, locating ring 20h, locating piece 20i, gathering sill 20j, annular groove 20k, counter-force bar 205, through hole 206, adjusting bolt 207, internal thread hole 208, external thread 209, nut 210, soil body pressue device 3, add press box 301, pressure rod 302, chute 303 pressurization grids 304, press rods 305, buckle 306, pile body pressue device 4, cushion cap 401, lifting jack 5, tensimeter 6, dial gauge 7, the soil body 8, slurry bubble 9, pile body 10.
Embodiment
Further illustrate the present invention below in conjunction with accompanying drawing.
Embodiment mono-:
Referring to figs. 1 through Fig. 4, the indoor load test device of this pile-end post-grouting, comprise load box 1, counterforce device 2, soil body pressue device 3, pile body pressue device 4.
Counterforce device 2 in the present invention comprises chassis 201, four connecting rods 202, reaction frame 203 and adjustment structures 204.Reaction frame 203 comprises that two are the counter-force bar 205 that cruciform setting and middle part are connected, and counter-force bar 205 has two parallel upper and lower planes, and is respectively equipped with a through hole 206 that runs through upper and lower plane at the two ends of every counter-force bar 205.The lower end of four connecting rods 202 is provided with external thread 209, and is connected on chassis 201 by nut 210; The upper end of four connecting rods 202 is connected with reaction frame 203 by adjustment structure 204, and adjustment structure 204 can be regulated the height of reaction frame 203 on connecting rod 202.This adjustment structure 204 comprises the adjusting bolt 207 that is located in through hole 206 and is rotationally connected with counter-force bar 205, and described adjusting bolt 207 comprises connector 20a and positioning head 20b, and described positioning head 20b is detachably connected in connector 20a; Described connector 20a has connecting portion 20c and the holding section 20e of ring-type, described internal thread hole 208 is opened on the logical holding section 20e of reaching of connecting portion 20c, described holding section 20e is positioned at the end of connecting portion 20c and outwardly convex radially, the other end of described connecting portion 20c is provided with counter sink 20d; Described positioning head 20b comprises the sleeve 20f with through hole 206 and is positioned at the shoulder block 20g of sleeve 20f mono-end, offer external thread 209 on the outer circumference surface of described sleeve 20f, the hole wall of described counter sink 20d is provided with the internal thread coordinated with the external thread 209 of sleeve 20f, the through hole diameter of described sleeve 20f is greater than the footpath, the end of the internal thread hole 208 of described connecting portion 20c, be that connector 20a is connected with the upper end of connecting rod 202, positioning head 20b and connector 20a removably connect.
Offer external thread 209 in connecting rod 202 upper ends, the external thread 209 of connecting rod 202 upper ends coordinates with the internal thread hole 208 of adjusting bolt 207; Can prevent that by the Access Division 20e on connector 20a and the shoulder block 20g on positioning head 20b adjusting bolt 207 from skidding off counter-force bar 205, holding section 20e and shoulder block 20g are provided with and facilitate instrument to screw the card holding structure of adjusting bolt 207 use and the datum line of microcall simultaneously, on counter-force bar 205, along the scale mark that is provided with in a week of through hole 206, datum line contrasts with scale mark that to make to finely tune result more directly perceived, clear.Card holding structure is as outer-hexagonal structure, notch etc.
Be connected with nut 210 on described connecting rod 202, after regulating for adjusting bolt 207, adjusting bolt 207 be fixed on the operational height of connecting rod 202, reaction frame 203 is fixed in height specified.
Described load box 1 is arranged on chassis 201, and described soil body pressue device 3 and pile body pressue device 4 all be arranged between load box 1 and reaction frame 203, and top is pressed on reaction frame 203 respectively.The cube case that load box 1 is upper end open, have height identification at the inner mark of load box 1; During load test, at the interior filling soil body 8 of load box 1, the amount of the soil body 8 can intuitively be seen by height identification; Soil body pressue device 3 carries out the pressure adjustment to adjust the native severe of the soil body 8 for the soil body 8 in load box 1; At least one pile body 10 is set in the soil body 8, and pile body pressue device 4 exerts pressure to measure the load-bearing capacity of single pile body 10 or many piles body 10.
Soil body pressue device 3 comprises and adds press box 301, pressurization grid 304 and two lifting jack 5.Add press box 301 and comprise that four are the pressure rods 302 that square shape arranges, press box 301 centres that add of square shape are passed through for confession pile body 10, in four pressure rods 302, on two pressure rods that be arranged in parallel 302, are respectively equipped with two parallel chutes 303; Pressurization grid 304 comprises the press rods 305 of some strips, and the length of press rods 305 is arranged according to the size of load box 1, can be placed in load box 1, is provided with buckle 306 on press rods 305, and buckle 306 is slidably connected with chute 303; Described lifting jack 5 is installed in the opposite side that adds press box 301, and lifting jack 5 tops are pressed on reaction frame 203.For convenience of installing, the press box 301 that adds of square shape can be designed to directly be enclosed within on connecting rod 202, with the structure that connecting rod 202 is slidably connected, in adding on four angles of press box of square shape, offer four through holes that coordinate with connecting rod 202.
Pile body pressue device 4 comprises cushion cap 401 and a lifting jack 5.Cushion cap 401 tops are pressed on pile body 10, and lifting jack 5 is installed on cushion cap 401; When pile body 10 only has one, lifting jack 5 is directly over against pile body 10 pressurizations; When pile body 10 has when a plurality of, lifting jack 5 is given a plurality of pile bodies 10 pressurizations between a plurality of pile bodies 10 simultaneously; Lifting jack 5 tops are pressed on reaction frame 203, by reacting on of reaction frame 203, make pile body 10 pressurizeds.
Be provided with tensimeter 6 on the lifting jack 5 of soil body pressue device 3 and pile body pressue device 4, the power while pressurizeing to soil for detection of soil body pressue device 3, and the power of for detection of pile body pressue device 4, pressurizeing to pile body 10.
Also be provided with the settling data display device between reaction frame 203 and cushion cap 401, this settling data display device comprises a dial gauge 7, and the upper end of dial gauge 7 is installed on reaction frame 203 by holder, and the probe top of dial gauge 7 lower ends is pressed on cushion cap 401.The probe pressurized of dial gauge 7 during original state, dial gauge 7 has initial value, and after pile body 10 pressurizeds move down, dial gauge 7 can show a currency, and now the difference of initial value and currency is the settling amount of pile body 10.
The indoor load test device principle of work of this pile-end post-grouting is: after being pressurized to certain pressure first to soil body pressue device 3, stop pressurization; Give again the pile body pressue device 4 pressurizations, pile body pressue device 4 is passed to power cushion cap 401 and is passed to pile body 10 by reaction frame 203, until slurry bubble 9 is destroyed or the soil body 8 sedimentations, observe the numerical value change of tensimeter 6 and dial gauge 7 in pressurization, the sedimentation and deformation result of the each pressurization of record and pressurization load.Size by soil body pressue device 3 pressure during test changes stress in the soil body 8 to change the degree of depth of the soil body 8, thereby reaches the length that changes pile body 10; Change the stake footpath size of pile body 10, the spacing of pile body 10 and the radical of pile body 10 by the pressurize spacing of grid 304 of change; Size by the bottom at pile body 10 according to designing requirement design slurry bubble 9, to imitate the performance of the pile end reamer in normal construction; The soil body 8 of placing in load box 1 can be adjusted to cohesiveless soil, cohesive soil or the saturated soil body as required.Therefore, can test the research of the big or small proterties of pile body 10 bearing capacities after pile end grouting by this device, comprise research single pile, a clump of piles, piles with different footpath size, piles with different is long, the modeling effort of pile end grouting, different depth soil layer under pile end grouting slurry bubble 9 sizes, different supporting course, applied range, convenient test.
Embodiment bis-:
Shown in Fig. 5 and Fig. 6, the present embodiment and embodiment mono-difference are, adjusting bolt 207 comprises connector 20a and locating ring 20h, and connector 20a has connecting portion 20c and the holding section 20e of ring-type, and described internal thread hole 208 runs through connecting portion 20c and Access Division 20e; Described holding section 20e is positioned at the end of connecting portion 20c and outwardly convex radially, and described locating ring 20h is connected to the other end of connecting portion 20c.Specifically: offer two gathering sill 2oj that in axial direction offer and the two annular groove 20k along the same circumferential extension of connecting portion 20c on the connecting portion 20c outside surface of ring-type, article one, gathering sill 20j is communicated with an annular groove 20k, locating ring 20h inboard has two inwardly protruded locating piece 20i, locating ring be set in connecting portion 20c when upper two locating piece 20i can arrange in gathering sill 20j simultaneously, thereby then the rotational positioning ring locating piece 20i is fixed in annular groove 20k make connector 20a form and be connected with locating ring 20h.
Embodiment tri-:
The test method of the indoor load test device of this pile-end post-grouting is indoor pile body static load simulation test, and this test method comprises the following steps:
The first step, make pile body 10.First make pile body 10 shaping moulds: get the long open circles steel pipe of one or more Length Ratio pile body 10, round steel pipe is cut into to the arc lobe of two semicircle arcuations or three arcuations along axis direction; The arc lobe is buckled into to a round steel pipe, and passes through the latch closure screw by round steel pipe two and middle fastening; One end of round steel pipe is shut, and put one deck cotton gauze in this end the inside, the other end is openend.Make pile body 10 and strengthen structure: select fine steel rib to be made into the steel reinforcement cage that can put in round steel pipe; Round steel pipe is vertically placed, and openend upwards; Steel reinforcement cage is put in round steel pipe from openend, and poured into concrete from the openend of round steel pipe, preferably the weight mixing ratio of coagulation soil water, cement, sand, rubble is 0.38:1:1.11:2.72, thereby guarantees that pile body has higher intensity.To pour into concrete round steel pipe and place under the normal temperature state 28 to 30 days, be 28 days in reality.After the concrete hardening, unclamp the latch closure screw, take off three arc lobes, can see the pile body 10 of forming.When making to test cushion cap 401 arrange relatively steadily, pile body 10 stress equalizations, usually pile body 10 is exposed to this end end face of the soil body and is made into a plane.
Second step, be placed on load box 1 on base, and at the interior filling soil body 8 of load box 1, the soil body 8 degree of depth are greater than 1/3 load box 1 height, are less than 2/3 load box 1 height; The present embodiment is filled out 1/2 load box 1 height by the soil body 8.
The 3rd step, as preferred scheme, pour water and cement on the soil body 8 into by the even mixed slurries of weight of 1:0.6, and vertically be arranged in slurries by prefabricated pile body 10; Pour in the soil body and solidify the rear slurry bubble 9 that forms by the slurries of water and cement mixing, prefabricated pile body 10 is arranged in slurry bubble 9; Three slurry bubble 9 positions are set in the present embodiment, and in each slurry bubble 9 position, one pile body 10 vertically are set; The diameter of slurry bubble 9 is two to three times of pile body 10 diameters, and the degree of depth of described slurry bubble 9 is two to three times of the pile body diameter, the double diameter that the slurry bubble diameter of cohesive soil is pile body 10, the twice that the degree of depth of slurry bubble is the pile body diameter; Three times of diameters that the slurry bubble diameter of sandy soil body is pile body, the degree of depth of slurry bubble is three times of pile body diameter.Simultaneously slurries are along the pile body certain altitude that axially climbs, and this is highly the diameter of 2-7 times of pile body.The water that the making slurry bubble is used and cement can mix by the weight of 1:0.5, also can mix by the weight of 1:0.65.
The 4th step, continue to fill the soil body 8 toward 1 li of load box, until fill up whole load box 1, after this step, need under the normal temperature state, place 28 days, after slurry bubble 9 hardening, tested again.
The 5th step, install soil body pressue device 3, and press rods 305 is arranged according to the distribution of pile body 10, the densely covered press rods 305 in pile body 10 places is not set, and press rods 305 is placed in load box 1, and lifting jack 5 is symmetricly set on two parallel pressure rods 302; Now pile body 10 rises from the middle of four pressure rods 302, and the height of pile body 10 is higher than pressure rod 302.Pile body pressue device 4 is installed, cushion cap 401 immediate roofs are pressed on pile body 10, lifting jack 5 pushes up on pile body 10 middle in pressure.Counterforce device 2 is installed, positioning head 20b, reaction frame 203, connector 20a are overlapped and are set on connecting rod 202 from top to bottom successively, because of between positioning head 20b and connecting rod 202 for the socket relation, so can move arbitrarily in the axial direction, and connector 20a need to rotate and is screwed on connecting rod 202, when to be connected 20a is screwed to proper height, four positioning head 20b are threaded with connector 20a from the bottom up, reaction frame 203 is positioned on proper height; Now reaction frame 203 contacts with lifting jack 5, and dial gauge 7 is connected between reaction frame 203 and cushion cap 401; If need to highly be regulated reaction frame 203, after positioning head 20b can being unclamped, regulated.
The 6th step, soil body pressue device 3 gives the soil body 8 pressurizations, and lifting jack 5 acts on reaction frame 203, and reacting force is given two pressure rods 302 that add press box 301, and the press rods 305 of pressurization grid 304 is given the soil body 8 acting forces, until soil reaches certain load.Certain load refers to the density of the soil body of when experiment simulation use, i.e. the density of the soil body in Practical Project, and this density records with core cutter method.By this test method, can specifically can pass through formula h=q/r and calculate gained in the hope of the thickness of the soil body, the thickness that h is the soil body, q is the pressure of soil body pressue device 3 to soil body pressurization, r is native severe.Soil severe is for detecting and obtain native density and be multiplied by 9.8 by cutting ring.As applied the pressure of 100kpa to the soil body, after completing soil, by cutting ring, measure its native density, and to be multiplied by the unearthed severe of 9.8 calculating be 20kN/m
3, so just can calculate under 1001pa pressure by above-mentioned formula, pile body and slurry bubble are arranged in the soil body of 5 meters degree of depth.
The 7th step, pile body pressue device 4 gives pile body 10 pressurizations, until slurry bubble 9 is destroyed or the soil body 8 descends, records the stressed of pile body 10 and sedimentation situation.And the slurry bubble of destruction is dug out to laggard line scanning electronic microscope photos; Simultaneously, the water cement ratio identical at use for laboratory prepares slurry bubble, just this slurry bubble is not passed through pressurized, be placed on Universal motor and carry out uniaxial compressive strength test after placement and above-mentioned stake end slurry bubble same time, analyze the difference that destroyed slurry bubble is different from the slurry bubble of directly on Universal motor, carrying out uniaxial compressive strength test, then be applied in Practical Project.
As can be seen here, it is that slurry bubble is destroyed or damage of soil body that the present invention can study under different slurry bubble sizes, different slurry bubble modulus, if in the very little situation of slurry bubble modulus, the soil body very large just explanation of sinking is cautious use of slip casting in this soil layer, because do not reach the purpose that improves bearing capacity and reduce sedimentation, test result can instruct the application of Practical Project.The slurry bubble modulus is native modulus in compression, i.e. the ratio of slurry bubble vertical stress increment and corresponding dependent variable under the condition of complete lateral confinement.
Embodiment tetra-:
The present embodiment and embodiment tri-differences are, the another kind of method for making of pile body 10: prepare one or more reinforcing bar, at rebar surface, smear sand-cement slurry, treat under the normal temperature state that the sand-cement slurry sclerosis becomes pile body.The size of reinforcing bar and load-carrying ability can be adjusted according to the situation of the soil body and slurry bubble.This test unit is the bearing mechanism of the soil body 8 between peg, stake end slurry bubble, during design, requires pile body 10 not destroy; In Practical Project, because pile strength can be controlled, so be often generally that foundation soil body 8 destroys, pile body 10 is not destroyed yet.Make pile body 10 so also can select this kind of mode when easily-testing.
The described content of this instructions embodiment is only enumerating the way of realization of inventive concept; protection scope of the present invention should not be regarded as only limiting to the concrete form that embodiment states, protection scope of the present invention also reaches conceives the equivalent technologies means that can expect according to the present invention in those skilled in the art.
Claims (10)
1. the indoor load test device of pile-end post-grouting, is characterized in that: comprise load box, counterforce device, soil body pressue device, pile body pressue device; Described counterforce device comprises chassis, some connecting rods and reaction frame; Described some connecting rods lower end is connected on chassis, and the upper end of described some connecting rods is connected with reaction frame, and is provided with the adjustment structure that can regulate the reaction frame height between described connecting rod and reaction frame; Described load box is arranged on chassis, and described soil body pressue device and pile body pressue device all be arranged between load box and reaction frame, and top is pressed on reaction frame respectively.
2. the indoor load test device of pile-end post-grouting as claimed in claim 1, it is characterized in that: described reaction frame comprises that two are the counter-force bar that cruciform is connected, and the two ends of described counter-force bar are respectively equipped with through hole.
3. the indoor load test device of pile-end post-grouting as claimed in claim 2, it is characterized in that: described adjustment structure comprises the adjusting bolt that is located in through hole and is rotationally connected with the counter-force bar, described adjusting bolt offers internal thread hole, described small end offers external thread, and the external thread of described small end coordinates with the internal thread hole of adjusting bolt.
4. the indoor load test device of pile-end post-grouting as claimed in claim 3, it is characterized in that: described adjusting bolt comprises connector and positioning head, described positioning head is detachably connected in connector; Described connector has connecting portion and the holding section of ring-type, and described fastening part is in an end of connecting portion and outwardly convex radially, and the other end of described connecting portion is provided with counter sink; Described positioning head comprises the sleeve with through hole and is positioned at the shoulder block of sleeve one end, offer external thread on the outer circumference surface of described sleeve, the hole wall of described counter sink is provided with the internal thread coordinated with the external thread of sleeve, and the through hole diameter of described sleeve is greater than the footpath, the end of described internal thread hole.
5. the indoor load test device of pile-end post-grouting as claimed in claim 3, it is characterized in that: described adjusting bolt comprises connector and locating ring, connector has connecting portion and the holding section of ring-type, described fastening part is in an end of connecting portion and outwardly convex radially, and described locating ring is connected to the other end of connecting portion.
6. the indoor load test device of pile-end post-grouting as described as claim 1 to 5 any one, it is characterized in that: described soil body pressue device comprises and adds press box, pressurization grid and at least two lifting jack, described pressurization grid is slidably arranged in a side that adds press box, described lifting jack is installed in the opposite side that adds press box, and the lifting jack top is pressed on reaction frame; The described press box that adds comprises that four are four pressure rods that square shape arranges, be provided with two parallel chutes at least two pressure rods that be arranged in parallel in four pressure rods, described pressurization grid comprises the press rods of some strips, and described press rods is provided with the buckle be slidably connected with chute; The described press box that adds is provided with the even number lifting jack, and described even number lifting jack symmetry is arranged on two pressure rods.
7. the test method of the indoor load of pile-end post-grouting, is characterized in that, described test method comprises the following steps:
(1) make pile body;
(2) load box is placed on base, and fills the soil body in load box, the soil body degree of depth is greater than 1/3 load box height, is less than 2/3 load box height;
(3) slurries that mixed by a certain percentage by water and cement are poured in the soil body, and prefabricated pile body is arranged in slurries;
(4) fill the full soil body in load box;
(5) soil body pressue device, pile body pressue device and counterforce device are installed;
(6) soil body pressue device pressurizes to the soil body, until soil reaches certain load;
(7) the pile body pressue device pressurizes to pile body, until slurry bubble is destroyed or pile body sinks, records the stressed of pile body and sedimentation situation.
8. the test method of the indoor load of pile-end post-grouting as claimed in claim 7, it is characterized in that: the making of the pile body in described step (1) comprises the steps:
1. make the pile body shaping mould:
Get the long open circles steel pipe of one or more Length Ratio pile body, round steel pipe is cut into to the arc lobe of two semicircle arcuations or three arcuations along axis direction;
The arc lobe is buckled into to a round steel pipe, and passes through the latch closure screw by round steel pipe two and middle fastening;
One end of round steel pipe is shut, and put one deck cotton gauze in this end the inside, the other end is openend;
2. make pile body and strengthen structure: select fine steel rib to be made into the steel reinforcement cage that can put in round steel pipe;
3. concreting: round steel pipe is vertically placed, and openend upwards; Steel reinforcement cage is put in round steel pipe from openend, and poured into concrete from the openend of round steel pipe;
4. under the normal temperature state, place 28 to 30 days;
5. unclamp the latch closure screw, take off three arc lobes, can see the pile body of forming.
9. the test method of the indoor load of pile-end post-grouting as claimed in claim 7, is characterized in that: in described step (3), after the weight mixing by 1:0.5～0.65 of water and cement, pour in the soil body and solidify the formation slurry bubble.
10. the test method of the indoor load of pile-end post-grouting as claimed in claim 9, it is characterized in that: the diameter of described slurry bubble is two to three times of pile body diameter, and the degree of depth of described slurry bubble is two to three times of the pile body diameter.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103953079A (en) * | 2014-05-20 | 2014-07-30 | 武汉大学 | Single pile bearing mechanical and physical model test device based on CT (computed tomography) scanning |
| CN105064426A (en) * | 2015-09-08 | 2015-11-18 | 深圳市路桥建设集团有限公司 | Indoor testing device for minitype grouting gravel steel pipe piles and testing method of indoor testing device |
| CN105836411A (en) * | 2016-05-18 | 2016-08-10 | 句容市红掌食品有限公司 | Clamping-type meat transport and processing equipment |
| CN108120826A (en) * | 2018-02-07 | 2018-06-05 | 浙江工业大学工程设计集团有限公司 | A kind of sleeve grouting integrated experiment device and test method |
| CN109060530A (en) * | 2018-07-25 | 2018-12-21 | 中交第二航务工程局有限公司 | The reusable load plate model test apparatus that can apply prefabricating load and method |
| CN109138010A (en) * | 2018-11-06 | 2019-01-04 | 郑州大学 | Indoor stake soil model test's pile body fixing device |
| CN114062169A (en) * | 2021-11-04 | 2022-02-18 | 中国建筑第二工程局有限公司 | Hardness detection device and detection method for high-strength steel bar |
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2145379Y (en) * | 1992-11-26 | 1993-11-03 | 沈昌鲁 | Experimental device for stake base static load |
| CN1566924A (en) * | 2003-06-25 | 2005-01-19 | 胜利石油管理局钻井工艺研究院 | Pile-soil action indoor testing apparatus |
| CN201413268Y (en) * | 2009-05-26 | 2010-02-24 | 同济大学 | Model test device for simulating coupling between soil sideway and axial load |
| JP2011133261A (en) * | 2009-12-22 | 2011-07-07 | Japan Pile Corp | Horizontal load testing method of pile |
| CN102535530A (en) * | 2011-12-29 | 2012-07-04 | 中国地质科学院地质力学研究所 | Miniature pile model used for model tests and manufacturing method thereof |
| KR101188004B1 (en) * | 2009-12-22 | 2012-10-04 | 성균관대학교산학협력단 | Loading Device For Pile Load Test |
| CN103628508A (en) * | 2012-08-28 | 2014-03-12 | 同济大学 | Testing apparatus for simulating physical properties of pile-soil contact surface of side-grouting uplift pile |
| CN203490129U (en) * | 2013-10-01 | 2014-03-19 | 浙江工业职业技术学院 | Inner load test device for post-grouting of pile tip |
-
2013
- 2013-10-01 CN CN201310477317.XA patent/CN103499492B/en not_active Expired - Fee Related
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2145379Y (en) * | 1992-11-26 | 1993-11-03 | 沈昌鲁 | Experimental device for stake base static load |
| CN1566924A (en) * | 2003-06-25 | 2005-01-19 | 胜利石油管理局钻井工艺研究院 | Pile-soil action indoor testing apparatus |
| CN201413268Y (en) * | 2009-05-26 | 2010-02-24 | 同济大学 | Model test device for simulating coupling between soil sideway and axial load |
| JP2011133261A (en) * | 2009-12-22 | 2011-07-07 | Japan Pile Corp | Horizontal load testing method of pile |
| KR101188004B1 (en) * | 2009-12-22 | 2012-10-04 | 성균관대학교산학협력단 | Loading Device For Pile Load Test |
| CN102535530A (en) * | 2011-12-29 | 2012-07-04 | 中国地质科学院地质力学研究所 | Miniature pile model used for model tests and manufacturing method thereof |
| CN103628508A (en) * | 2012-08-28 | 2014-03-12 | 同济大学 | Testing apparatus for simulating physical properties of pile-soil contact surface of side-grouting uplift pile |
| CN203490129U (en) * | 2013-10-01 | 2014-03-19 | 浙江工业职业技术学院 | Inner load test device for post-grouting of pile tip |
Non-Patent Citations (3)
| Title |
|---|
| 姚胜利: "桩端后注浆灌注桩承载力的研究", 《中国优秀硕士学位论文全文数据库工程科技Ⅱ辑》, no. 4, 15 October 2007 (2007-10-15) * |
| 李少和等: "嵌岩桩承载力问题的探讨", 《矿业快报》, no. 7, 31 July 2007 (2007-07-31), pages 83 - 84 * |
| 王仙芝等: "砂桩复合地基室内模型试验研究", 《华中科技大学学报（城市科学版）》, vol. 24, no. 4, 31 December 2007 (2007-12-31) * |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103953079B (en) * | 2014-05-20 | 2015-09-02 | 武汉大学 | A kind of single pile bearing mechanism physical model test device based on CT scan |
| CN103953079A (en) * | 2014-05-20 | 2014-07-30 | 武汉大学 | Single pile bearing mechanical and physical model test device based on CT (computed tomography) scanning |
| CN105064426A (en) * | 2015-09-08 | 2015-11-18 | 深圳市路桥建设集团有限公司 | Indoor testing device for minitype grouting gravel steel pipe piles and testing method of indoor testing device |
| CN105064426B (en) * | 2015-09-08 | 2017-03-29 | 深圳市路桥建设集团有限公司 | Miniature slip casting rubble steel-pipe pile laboratory testing rig and its test method |
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| CN109060530B (en) * | 2018-07-25 | 2023-09-08 | 中交第二航务工程局有限公司 | Load plate model test device and method capable of applying pre-compression load in repeated use |
| CN109138010B (en) * | 2018-11-06 | 2023-12-12 | 中铁十五局集团有限公司 | Pile body fixing device for indoor pile soil model test |
| CN109138010A (en) * | 2018-11-06 | 2019-01-04 | 郑州大学 | Indoor stake soil model test's pile body fixing device |
| CN114062169A (en) * | 2021-11-04 | 2022-02-18 | 中国建筑第二工程局有限公司 | Hardness detection device and detection method for high-strength steel bar |
| CN114062169B (en) * | 2021-11-04 | 2023-09-01 | 中国建筑第二工程局有限公司 | Hardness detection device and method for high-strength steel bar |
| CN115492172A (en) * | 2022-07-26 | 2022-12-20 | 长沙理工大学 | Device and method for testing influence of traffic load on pile net composite foundation power |
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