CN105735372A - Advance detection method of bearing capacity of single end-bearing type major-diameter cast-in-place pile - Google Patents
Advance detection method of bearing capacity of single end-bearing type major-diameter cast-in-place pile Download PDFInfo
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- CN105735372A CN105735372A CN201610136278.0A CN201610136278A CN105735372A CN 105735372 A CN105735372 A CN 105735372A CN 201610136278 A CN201610136278 A CN 201610136278A CN 105735372 A CN105735372 A CN 105735372A
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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
Abstract
The invention provides an advance detection method of the bearing capacity of a single end-bearing type major-diameter cast-in-place pile. The advance detection method comprises the steps of drilling a hole in a set pile position, stopping construction before the hole depth reaches the set pile hole depth, and reserving a covering layer of which the thickness is around 1.0 m to 2.0 m at the bottom of the pile hole; determining the central position of the pile hole, and making the central position as the central line of the pile hole; mounting a drilling sleeve in the pile hole, and fixing the drilling sleeve respectively in the pile hole and at the hole opening part of the pile hole; mounting a drilling machine comprising a drill pipe, and stretching the drill pipe into the drilling sleeve, wherein the central line of the drill pipe overlaps with the central line of the pile hole; carrying out coring at the bearing stratum at the bottom of the pile hole, wherein each time, the sampling length is 1.0 to 1.5 m, and the continuous sampling length is 5 m or below; and carrying out an indoor rock compressive strength test to obtain the rock uniaxial compressive strength, and calculating the vertical bearing capacity characteristic value of the single pile. The pile end bearing stratum is detected through adopting advance core drilling sampling, so that the rock property, bearing capacity and rock stratum position of the bearing stratum can be judged in advance.
Description
Technical field
The present invention relates to pile foundation engineering technique field, especially relate to a kind of end and hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile.
Background technology
Current pile foundation engineering is flourish, for basic parameters such as detection of pier foundation bearing capacities, detection method has been carried out some mandatory provisions by industry standard (Code for design of building and architecture foundation pile inspection specifications), as: the engineering pile after having constructed should carry out vertical bearing capacity detection, artificial digging pile Kong Shiying at end carries out bearing course at pile end inspection.Wherein, architecture foundation pile inspection specifications 3.3.7 saves opposite end and holds type large-section in-situ concrete pile and specified.
When construction unit requires that carrying out end holds the detection of type large-section in-situ concrete pile vertical bearing capacity, inspection criterion regulation can adopt multiple method to coordinate, the principle of mutual supplement with each other's advantages.As to the bearing course at pile end discriminating before filling concrete, deep plate load testing, bearing course at pile end drill core differentiates (including core test specimen compressive strength test etc.), bearing course at pile end lithology distinguishing during according to whole hole, veritifies whether vertical bearing capacity of single pile meets design requirement.Owing to bearing capacity of pile foundation is high, often detection equipment and field condition cannot realize vertical bearing capacity of single pile detection.Research to stake end rock supporting course intensity, has actual and reality meaning on the bearing capacity acceptance test of large-tonnage artificial digging pile.For solving problem above, detect frequently with core drilling method.Testing requirement is for judge 3 times of stake footpaths of below pile end and to be not less than within the scope of 5m and whether there is the unfavorable geologies such as weak intercalated layer, fault belt and Cave distribution.
At present, the method that predominantly detects of detecting of bearing capacity of a pile method has two kinds, Yi Zhongshi: after borehole reaches bearing course at pile end, before perfusion pile, by detecting under unit to adopting artificial coring at the bottom of hole.Artificial coring is only adapted to dry hole stake, poor stability, it is easy to collapse hole or object under well wall dropping, endangers workmen's safety.Another kind is: perfusion pile adopts stake top boring and coring after 28 days.After pile, in boring and coring method, coring equipment is difficult to fix, it is easy to sliding brill, bit freezing occur, does not return the situations such as water, and the serious accidents such as brill, collapse hole that cause down cause boring and coring failure.Owing to drill core difficulty is big, bit wear is big, the time is long, has damaged after therefore part pile body needs detection and has filled, and Financial cost is also just increase at double accordingly, and poor stability.Generally cannot take reasonable measure process for detecting underproof pile foundation, cause great economic loss, affect the completion time of project.
As can be seen here, existing detection method safety is low, cost is high.
Summary of the invention
It is an object of the invention to provide a kind of end and hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, to solve the existing technical problem that detection method safety is low, cost is high.
The present invention provides a kind of end to hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, comprises the following steps:
S1. set perforate in fixed pile, before hole depth reaches stake holes set depth, stop construction, reserved about 1.0m～2.0m cover layer bottom stake holes；
S2. determine the center of stake holes, and marker bit is the centrage of stake holes；
S3. in stake holes install boring casing, make the centrage of boring casing overlap with the centrage of described stake holes, and in described stake holes and the aperture place of stake holes fix boring casing respectively；
S4. rigging up, described rig includes drilling rod, is stretched in boring casing by drilling rod, and the centrage of described drilling rod overlaps with the centrage of described stake holes；
S5. in the supporting course coring of the bottom of stake holes；Each sample length is 1.0m～1.5m, and continuous sampling length is less than 5m；
S6. carry out indoor compressive strength of rock test, obtain rock uniaxiality strength, then calculate vertical bearing capacity of single pile eigenvalue.
Further, in step s3, adopt fixation kit in stake to fix described boring casing in described stake holes, adopt at the aperture place of described stake holes stake mouth fixation kit to fix described boring casing；In described stake, fixation kit includes multiple first inner fixing member and multiple second inner fixing member, multiple first inner fixing member and multiple second inner fixing member one_to_one corresponding setting；First end of each described stake internal fixation plate is fixing with the outer wall of described boring casing respectively to be connected, the other end of each described stake internal fixation plate is fixing with second corresponding inner fixing member respectively to be connected, and described second inner fixing member embeds in foundation soil along the direction with the central axis of described stake holes.
Further, described first inner fixing member and described second inner fixing member are four, and four described first inner fixing member are that cross is connected on the outer wall of described boring casing.
Further, described second inner fixing member is taper, the size away from the one end stating first inner fixing member being sized larger than described second inner fixing member of one end being connected with described first inner fixing member of described second inner fixing member.
Further, described stake mouth fixation kit includes the fixing plate of first mouth, the fixing plate of described first mouth is placed on the aperture of described stake holes, described boring casing is through the fixing plate of described first mouth and fixing with the fixing plate of described first mouth is connected, and described first mouth is fixed the two ends of plate and be fixed in foundation soil.
Further, described stake mouth fixation kit also includes the fixing plate of second mouth, and the fixing plate of described second mouth is placed on outside the aperture of described stake holes, and the two ends of the fixing plate of described second mouth are fixed with the two ends of the fixing plate of described first mouth and are connected；
Being fixedly connected with ground anchor pole on the fixing plate of described first mouth and/or the fixing plate of described second mouth, described ground anchor pole vertically embeds in foundation soil.
Further, described stake mouth fixation kit includes the fixing plate of spaced multiple prism of third order mouth, first end of the fixing plate of each described prism of third order mouth is fixing with the outer wall of described drilling rod sleeve pipe respectively to be connected, and the second end of the fixing plate of each described prism of third order mouth is individually secured in foundation soil.
Further, the fixing plate of described prism of third order mouth is four, and four fixing plates of described prism of third order mouth are the fixing connection of cross.
Further, the second end of the fixing plate of each described prism of third order mouth has been respectively fixedly connected with ground anchor pole, and described ground anchor pole embeds in foundation soil.
Further, also including horizontal stable plate, described horizontal stable plate arranges the lower section being fixedly connected on described stake mouth fixation kit.
It is that to reach designing requirement stake at bore forming long that end provided by the invention holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, before not putting steel reinforcement cage concrete perfusion, detect, adopt advanced drilling core examination bearing course at pile end, safety, saves time, and saves cost, supporting course rock property, bearing capacity and position, rock stratum can be judged in advance, save time and cost for pile.This end hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile be applicable to dry hole stake and wet hole stake, workmen is operated outside stake holes, need not descend at the bottom of single hole, will not endanger workmen's safety, safely, save time, laborsaving, cost-saving；On the other hand, this method is to detect before pile, and drill core difficulty is little, and bit wear is little, it does not have taking pile body part, Financial cost is low, and pile quality is guaranteed.
Accompanying drawing explanation
In order to be illustrated more clearly that the specific embodiment of the invention or technical scheme of the prior art, the accompanying drawing used required in detailed description of the invention or description of the prior art will be briefly described below, apparently, accompanying drawing in the following describes is some embodiments of the present invention, for those of ordinary skill in the art, under the premise not paying creative work, it is also possible to obtain other accompanying drawing according to these accompanying drawings.
Fig. 1 is the structural representation of the device holding type large-section in-situ concrete pile bearing capacity of single pile for test side of the embodiment of the present invention；
Fig. 2 is the structural representation of fixation kit in the stake in Fig. 1；
Fig. 3 is the structural representation of the stake mouth fixation kit of an embodiment of the present invention；
Fig. 4 is the structural representation of the stake mouth fixation kit of another kind embodiment of the present invention；
Fig. 5 is the flow chart that the end of the embodiment of the present invention holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile.
Accompanying drawing labelling:
1-drilling rod；2-boring casing；
3-stake mouth fixation kit；Fixation kit in 4-stake；
First mouth of 31-fixes plate；Second mouth of 32-fixes plate；
33-ground anchor pole；34-stake mouth connecting bolt；
35-prism of third order mouth fixes plate；
First inner fixing member of 41-；Second inner fixing member of 42-；
Connecting bolt in 43-stake；5-mud circulation pipe；
6-mud pit；7-stake holes；
71-aperture；
8-horizontal stable plate；9-cover layer；
10-datum level.
Detailed description of the invention
Below in conjunction with accompanying drawing, technical scheme is clearly and completely described, it is clear that described embodiment is a part of embodiment of the present invention, rather than whole embodiments.Based on the embodiment in the present invention, the every other embodiment that those of ordinary skill in the art obtain under not making creative work premise, broadly fall into the scope of protection of the invention.
In describing the invention, it should be noted that, orientation or the position relationship of the instruction such as term " " center ", " on ", D score, "left", "right", " vertically ", " level ", " interior ", " outward " be based on orientation shown in the drawings or position relationship; be for only for ease of the description present invention and simplifying and describe; rather than instruction or imply indication device or element must have specific orientation, with specific azimuth configuration and operation, be therefore not considered as limiting the invention.Additionally, term " first ", " second ", " the 3rd " are only for descriptive purposes, and it is not intended that indicate or hint relative importance.Wherein, term " primary importance " is two different positions with " second position ".
In describing the invention, it is necessary to explanation, unless otherwise clearly defined and limited, term " installation ", " being connected ", " connection " should be interpreted broadly, for instance, it is possible to it is fixing connection, it is also possible to be removably connect, or connect integratedly；Can be mechanically connected, it is also possible to be electrical connection；Can be joined directly together, it is also possible to be indirectly connected to by intermediary, it is possible to be the connection of two element internals.For the ordinary skill in the art, it is possible to concrete condition understands above-mentioned term concrete meaning in the present invention.
Fig. 1 is the structural representation of the device holding type large-section in-situ concrete pile bearing capacity of single pile for test side of the embodiment of the present invention；Fig. 5 is the flow chart that the end of the embodiment of the present invention holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile.End provided by the invention holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile and adopts and heretofore described hold the device of type large-section in-situ concrete pile bearing capacity of single pile for test side and detect.
As shown in Figure 1 and Figure 5, the end in the present invention holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, comprises the following steps:
S1. set perforate in fixed pile, before hole depth reaches stake holes 7 set depth, stop construction, reserved about 1.0m～2.0m cover layer 9 bottom stake holes 7；
S2. the center of stake holes 7 centrage that marker bit is stake holes 7 are determined；
S3. in stake holes 7 install boring casing 2, make the centrage of boring casing 2 overlap with the centrage of described stake holes 7, and in described stake holes 7 and aperture 71 place of stake holes 7 fix boring casing 2 respectively；
S4. rigging up, described rig includes drilling rod 1, is stretched in boring casing 2 by drilling rod 1, and the centrage of described drilling rod 1 overlaps with the centrage of described stake holes 7；
S5. in the supporting course coring of the bottom of stake holes 7；Each sample length is 1.0m～1.5m, and continuous sampling length is less than 5m；
S6. carry out indoor compressive strength of rock test, obtain rock uniaxiality strength, then calculate vertical bearing capacity of single pile eigenvalue.
Specifically, in step sl, it is possible to adopt manually digging hole or machinery borehole.
Specifically, in step s 2, it is possible to adopt the instrument such as total powerstation or laser orientation instru-ment to determine the center of stake.
Specifically, in step s3, the centrage of boring casing 2 should be made to overlap with the centrage of described stake holes 7 in the scope that error allows.Boring casing 2 should every 10 meters-20 meters be one section, multistage boring casing 2 stretches into successively in stake holes 7 and connects into an overall boring casing 2.Boring casing 2 diameter is generally drilling rod 1 diameter 2-3 times.In stake, fixation kit 4 is used for fixing boring casing 2, and in two adjacent stakes, the installing space of fixation kit 4 in the vertical direction is preferably 10 meters-15 meters.
Specifically, in step s 4, rig can be taken and be placed on stake mouth fixation kit 3.Rig can adopt hundred meters of rigs.The external diameter of drill bit can be φ 75mm, and internal diameter is φ 56mm.Drilling rod 1 should be vertical, not run-off the straight in drilling process, displacement, and drill core hole perpendicularity deviation is not more than 0.5%.The diameter of drilling rod 1 is preferably 56mm.The diameter of boring casing 2 can be 146mm.Rig should be equipped with two-tube single action drilling tool and corresponding orifice tube, reamer, jump ring, righting regulator and fish for the drilling tool of soft slag specimen, and rig is installed must straight, firm, base level.Can by the floor installation of rig on horizontal stable plate 8, it is ensured that rig substructure level, rig is installed straight firm.
Specifically, in step s 5, creeping into long is 1.0m～1.5m, creeps into 1-1.5m every time and carries brill, checks coring result, therefrom extracts core and carries out compression test.Judge that below stake end is without weak intercalated layer, fault belt and Cave distribution, without rock mass free face in stake bottom stress range of scatter.Obtain core resistance to compression test specimen no less than 1 group, often 3 cores of group, carry out indoor compressive strength of rock test, check vertical bearing capacity of single pile eigenvalue by test data.
Specifically, in step s 6, it is possible to calculate vertical bearing capacity of single pile eigenvalue according to national sector standard regulations such as " technical code for building pile foundation ".
It is that to reach designing requirement stake at bore forming long that end provided by the invention holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, before not putting steel reinforcement cage concrete perfusion, detect, adopt advanced drilling core examination bearing course at pile end, safety, saves time, and saves cost, supporting course rock property, bearing capacity and position, rock stratum can be judged in advance, save time and cost for pile.This end hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile be applicable to dry hole stake and wet hole stake, workmen is operated outside stake holes 7, need not descend at the bottom of single hole, will not endanger workmen's safety, safely, save time, laborsaving, cost-saving；On the other hand, this method is to detect before pile, and drill core difficulty is little, and bit wear is little, it does not have taking pile body part, Financial cost is low, and pile quality is guaranteed.
Advance drilling detection method is that to reach designing requirement stake at bore forming long, before not putting steel reinforcement cage concrete perfusion, reserved about the 1.0m～2.0m cover layer 9 in stake bottom, it is welded into criss-cross stake mouth fixation kit 3 with four angle bar and is placed in the position, aperture 71 of stake holes 7, centre reserves 150mm square hole, drilling rod 1 is made not rock at emptying aperture position stability, and spud pile mouth fixation kit 3, adopt 146mm boring casing 2 to put in square hole to follow up, hundred meters of rigs are adopted to be placed on stake mouth fixation kit 3, outside diameter is φ 75mm, and internal diameter is φ 56mm.Drilling rod 1 should be straight, and diameter is preferably 56mm, and drilling equipment is installed must straight, firm, base level.It is ensured that rig not run-off the straight in unbearable process, displacement, drill core hole perpendicularity deviation is not more than 0.5%, and rig should be equipped with two-tube single action drilling tool and corresponding orifice tube, reamer, jump ring, righting regulator and can fish for the drilling tool of soft slag specimen.According to practical situation close to the supporting course coring bottom stake.Each sample length is 1.0m～1.5m, continuous sampling length, for being not less than 5m (calculating coring length according to stake footpath), is placed in, by round trip order, the core drilled through in core case, carries out sounding mark, after drill core terminates, the overall picture of reply core and probing nameplate is taken pictures.Judge that below stake end is without weak intercalated layer, fault belt and Cave distribution according to sampling result, without rock mass free face in stake bottom stress range of scatter, intercept core resistance to compression test specimen and carry out indoor compressive strength of rock test no less than 1 group (often 3 cores of group), check vertical bearing capacity of single pile eigenvalue by test data.
Fig. 1 is the structural representation of the device holding type large-section in-situ concrete pile bearing capacity of single pile for test side of the embodiment of the present invention；Fig. 2 is the structural representation of fixation kit in the stake in Fig. 1.
The present invention provides a kind of device holding type large-section in-situ concrete pile bearing capacity of single pile for test side, referring to Fig. 1 and Fig. 2, described hold the device of type large-section in-situ concrete pile bearing capacity of single pile for test side and include: fixation kit 4 and stake mouth fixation kit 3 in rig, boring casing 2, mud circulation pipe 5, mud pit 6, stake；Described rig includes drilling rod 1, and described drilling rod 1 is positioned at described boring casing 2, and the first end of described mud circulation pipe 5 connects with described boring casing 2, and the second end of described mud circulation pipe 5 connects with described mud pit 6；Described boring casing 2 stretches in stake holes 7, and the part in the aperture 71 being positioned at described stake holes 7 of described boring casing 2 is fixing with described stake mouth fixation kit 3 to be connected；Described boring casing 2 is positioned at that the part of described stake holes 7 is fixing with described stake fixation kit 4 to be connected；In described stake, fixation kit 4 includes multiple first inner fixing member 41 and multiple second inner fixing member 42, multiple first inner fixing member 41 and multiple second inner fixing member 42 one_to_one corresponding setting；First end of each described stake internal fixation plate is fixing with the outer wall of described boring casing 2 respectively to be connected, the other end of each described stake internal fixation plate is fixed with corresponding second inner fixing member 42 respectively and is connected, and described second inner fixing member 42 embeds in foundation soil along the direction with the central axis of described stake holes 7.
Adopt and provided by the invention hold the device of type large-section in-situ concrete pile bearing capacity of single pile for test side and detect in advance, it is simple to fixing rig, drilling rod and boring casing, it is possible to supporting course accurate location and bearing capacity are provided for pile.
Wherein, in the scope that error allows, boring casing 2 should overlap with the centrage of stake holes 7.Boring casing 2 is used for retraining drilling rod 1, makes drilling rod 1 stable rotation and not double swerve in stake holes 7, it is ensured that drilling rod 1, in the process crept into, does not glance off.Drilling rod 1 is drilled down under the constraint of boring casing 2.In stake, fixation kit 4 is for boring casing 2 fixing in stake holes 7, and stake mouth fixation kit 3 is for boring casing 2 fixing at aperture 71 place of stake holes 7, and stake mouth fixation kit 3 also facilitates all the other structures of rigging up.The present invention prevents rig run-off the straight in drill core process, displacement by stake mouth fixation kit 3, it is ensured that the perpendicularity deviation in drill core hole is not more than 0.5%.
Preferably, in the present embodiment, in described stake, fixation kit 4 is multiple, and in multiple stakes, fixation kit 4 is along the length direction (i.e. vertical direction interval in Fig. 1 arrange) of described boring casing 2.In multiple stakes, fixation kit 4 fixes the different piece being positioned at stake holes 7 of boring casing 2 respectively, it is ensured that boring casing 2 maintains static.
Specifically, second inner fixing member 42 can weld together with first inner fixing member 41, or is fixed together (as shown in Figure 2) by connecting bolt 43 in stake.During installation, first second inner fixing member 42 is embedded in foundation soil, then (weld or pass through bolt welding) first inner fixing member 41 is connected fixing in one end of second inner fixing member 42, the end of first inner fixing member 41 is fixing with boring casing 2 to be connected, thus being fixedly secured by boring casing 2.When drilling through after operation completes, first inner fixing member 41 and second inner fixing member 42 can be disassembled, it is also possible to by cutting mode, first inner fixing member 41 and second inner fixing member 42 are separated.
First inner fixing member 41 and described second inner fixing member 42 can be arranged as required to as multiple, for instance two, three, four, five or more than five.
In the present embodiment, as in figure 2 it is shown, further, described first inner fixing member 41 and described second inner fixing member 42 are four, and four described first inner fixing member 41 are connected on the outer wall of described boring casing 2 in cross.In stake in the present embodiment, fixation kit 4 is in cross, and cross connects very firm, it is possible to retrains from multiple different directions and fixes boring casing 2, it is ensured that boring casing 2 will not be shifted over.
Wherein, first inner fixing member 41 can adopt shaped steel or angle bar to make, for instance i shaped steel.First inner fixing member 41 can for the tabular shown in Fig. 2, it is also possible to for shapes such as strips.
Preferably, as in figure 2 it is shown, described second inner fixing member 42 is taper, specifically, second inner fixing member 42 can be solid taper shaped steel.The size away from the one end stating first inner fixing member 41 being sized larger than described second inner fixing member 42 of one end being connected with described first inner fixing member 41 of described second inner fixing member 42.Second inner fixing member 42 of taper can easier embed in foundation soil, and ground will not be made with local methods into considerable influence, simultaneously not only can second inner fixing member 42 but also can be securely fixed in foundation soil.
Fig. 3 is the structural representation of the stake mouth fixation kit 3 of an embodiment of the present invention；
Specifically, as shown in Figure 3, described stake mouth fixation kit 3 includes the fixing plate 31 of first mouth, the fixing plate 31 of described first mouth is placed on the aperture 71 of described stake holes 7, described boring casing 2 is through the fixing plate 31 of described first mouth and fixing with the fixing plate of described first mouth 31 is connected, and described first mouth is fixed the two ends of plate 31 and be fixed in foundation soil.The present invention prevents rig run-off the straight in drill core process, displacement by stake mouth fixation kit 3, it is ensured that the perpendicularity deviation in drill core hole is not more than 0.5%.
Wherein, first fixing plate 31 of mouth can adopt shaped steel or angle bar to make, for instance i shaped steel.
Further, as shown in Figure 3, described stake mouth fixation kit 3 also includes the fixing plate 32 of second mouth, and the fixing plate 32 of described second mouth is placed on outside the aperture 71 of described stake holes 7, and the two ends of the fixing plate 32 of described second mouth are fixed with the two ends of the fixing plate 31 of described first mouth and are connected.
Preferably, the fixing plate 31 of described first mouth being fixedly connected with ground anchor pole 33, described ground anchor pole 33 vertically embeds in foundation soil.Fixing for first mouth plate 31 can be fixed together by ground anchor pole 33 securely with foundation soil, ensureing that the fixing plate 31 of first mouth maintains static, thus the boring casing 2 at firm restraint stake mouth place, boring casing 2 maintains static, ensure that and drill operation exactly, will not deflection.
When stake mouth fixation kit 3 comprises the fixing plate 32 of described above second mouth, as shown in Figure 3, it is preferable that, the fixing plate 32 of described second mouth is fixedly connected with ground anchor pole 33.Described ground anchor pole 33 vertically embeds in foundation soil.Fixing for second mouth plate 32 can be fixed together by ground anchor pole 33 securely with foundation soil, ensureing that the fixing plate 32 of second mouth maintains static, thus the boring casing 2 at firm restraint stake mouth place, boring casing 2 maintains static, ensure that and drill operation exactly, will not deflection.
First fixing plate 31 of mouth and second fixing plate 32 of mouth can be made into integration, such as first fixing plate 31 of mouth and second fixing plate 32 of mouth are integrally connected as annular stake mouth fixation kit 3, it is provided with through hole, it is possible to save material, thus saving cost in the middle part of the stake mouth fixation kit 3 of annular.Preferably, first fixing plate 31 of mouth and second fixing plate 32 of mouth are integrally connected as the rectangle shown in Fig. 2.The stake mouth fixation kit 3 of rectangle can not only firmly be fixed together with foundation soil, the stake mouth fixation kit 3 of rectangle can also play the effect facilitating rigging up simultaneously, such as when rig smaller, rig may be mounted on the stake mouth fixation kit 3 of rectangle, stake mouth fixation kit 3 plays the effect supported with rigging up, it is ensured that normally creep into work.Wherein, rig can adopt bolt to be fixedly connected on the fixing plate 32 of second mouth.
Fig. 4 is the structural representation of the stake mouth fixation kit 3 of another kind embodiment of the present invention.
As shown in Figure 4, described stake mouth fixation kit 3 includes the fixing plate 35 of spaced multiple prism of third order mouth, first end of the fixing plate 35 of each described prism of third order mouth is fixing with the outer wall of described drilling rod 1 sleeve pipe respectively to be connected, and the second end of the fixing plate 35 of each described prism of third order mouth is individually secured in foundation soil.The present invention prevents rig run-off the straight in drill core process, displacement by stake mouth fixation kit 3, it is ensured that the perpendicularity deviation in drill core hole is not more than 0.5%.
The fixing plate 35 of prism of third order mouth can adopt shaped steel or angle bar to make, for instance i shaped steel.
Preferably, as shown in Figure 4, the fixing plate 35 of described prism of third order mouth is four, four the fixing plate 35 of described prism of third order mouth fixing connections in cross.Stake mouth fixation kit 3 in the present embodiment is in cross, and cross connects very firm, it is possible to retrains from multiple different directions and fixes boring casing 2, it is ensured that boring casing 2 will not be shifted over.
Four fixing plates 35 of described prism of third order mouth can be welded as a whole, it is also possible to is fixed together by stake mouth connecting bolt 34.
Preferably, as shown in Figure 4, the second end of the fixing plate 35 of each described prism of third order mouth has been respectively fixedly connected with ground anchor pole 33, and described ground anchor pole 33 embeds in foundation soil.Fixing for prism of third order mouth plate 35 can be fixed together by ground anchor pole 33 securely with foundation soil, ensureing that the fixing plate 35 of prism of third order mouth maintains static, thus the boring casing 2 at firm restraint stake mouth place, boring casing 2 maintains static, ensure that and drill operation exactly, will not deflection.
Ground anchor pole 33 can be arranged as required to into one or more, and multiple ground anchor pole 33 can improve bonding strength, it is ensured that stake mouth fixation kit 3 is firmly fixed together with foundation soil, will not be shifted over, and improves the safety and reliability creeping into work.
In describing the invention, described ground anchor pole 33 can be bolt, it is also possible to for other metal rods, or other structures that can stake mouth fixation kit 3 and foundation soil be firmly fixed together.
The invention provides two kinds of stake mouth fixation kits 3, it is possible to select the stake mouth fixation kit 3 being suitable for according to the position of rig and specification.When adopting the large type drill being positioned at outside stake holes 7, it is suitable for the stake mouth fixation kit 3 adopted shown in Fig. 3, wherein, large type drill may be mounted on the fixing plate 32 of second mouth of stake mouth fixation kit 3, it is possible to is fixedly connected on the fixing plate 32 of second mouth by rig by bolt.When adopting the small-sized drill less than stake holes 7 diameter, being suitable for the stake mouth fixation kit 3 adopted shown in Fig. 4, wherein, small-sized drill is arranged on the fixing plate 35 of prism of third order mouth.
Further, as shown in Figure 1, described holding the device of type large-section in-situ concrete pile bearing capacity of single pile for test side and also include horizontal stable plate 8, horizontal stable plate 8 is arranged on datum level 10, and described horizontal stable plate 8 arranges the lower section being fixedly connected on described stake mouth fixation kit 3.Horizontal stable plate 8 one aspect can be played a supporting role, horizontal stable plate 8 lies in a horizontal plane on datum level 10 on the other hand, ensure that stake mouth fixation kit 3 level, when rig is arranged on this mouth fixation kit 3, rig will not be crooked, so that rig can creep into accurate stable, improve the safety creeping into work.
Additionally, when there being ground anchor pole 33, described ground anchor pole 33 embeds in the foundation soil outside stake holes 7 after described stake mouth fixation kit 3 and horizontal stable plate 8.
Last it is noted that various embodiments above is only in order to illustrate technical scheme, it is not intended to limit；Although the present invention being described in detail with reference to foregoing embodiments, it will be understood by those within the art that: the technical scheme described in foregoing embodiments still can be modified by it, or wherein some or all of technical characteristic is carried out equivalent replacement；And these amendments or replacement, do not make the essence of appropriate technical solution depart from the scope of various embodiments of the present invention technical scheme.
Claims (10)
1. an end holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, it is characterised in that comprise the following steps:
S1. set perforate in fixed pile, before hole depth reaches stake holes set depth, stop construction, reserved about 1.0m～2.0m cover layer bottom stake holes；
S2. determine the center of stake holes, and marker bit is the centrage of stake holes；
S3. in stake holes install boring casing, make the centrage of boring casing overlap with the centrage of described stake holes, and in described stake holes and the aperture place of stake holes fix boring casing respectively；
S4. rigging up, described rig includes drilling rod, is stretched in boring casing by drilling rod, and the centrage of described drilling rod overlaps with the centrage of described stake holes；
S5. in the supporting course coring of the bottom of stake holes；Each sample length is 1.0m～1.5m, and continuous sampling length is less than 5m；
S6. carry out indoor compressive strength of rock test, obtain rock uniaxiality strength, then calculate vertical bearing capacity of single pile eigenvalue.
2. end according to claim 1 holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, it is characterized in that, in step s3, adopt fixation kit in stake to fix described boring casing in described stake holes, adopt at the aperture place of described stake holes stake mouth fixation kit to fix described boring casing；In described stake, fixation kit includes multiple first inner fixing member and multiple second inner fixing member, multiple first inner fixing member and multiple second inner fixing member one_to_one corresponding setting；First end of each described stake internal fixation plate is fixing with the outer wall of described boring casing respectively to be connected, the other end of each described stake internal fixation plate is fixing with second corresponding inner fixing member respectively to be connected, and described second inner fixing member embeds in foundation soil along the direction with the central axis of described stake holes.
3. end according to claim 2 holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, it is characterized in that, described first inner fixing member and described second inner fixing member are four, and four described first inner fixing member are that cross is connected on the outer wall of described boring casing.
4. the end according to Claims 2 or 3 holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, it is characterized in that, described second inner fixing member is taper, the size away from the one end stating first inner fixing member being sized larger than described second inner fixing member of one end being connected with described first inner fixing member of described second inner fixing member.
5. end according to claim 2 holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, it is characterized in that, described stake mouth fixation kit includes the fixing plate of first mouth, the fixing plate of described first mouth is placed on the aperture of described stake holes, described boring casing is through the fixing plate of described first mouth and fixing with the fixing plate of described first mouth is connected, and described first mouth is fixed the two ends of plate and be fixed in foundation soil.
6. end according to claim 5 holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, it is characterized in that, described stake mouth fixation kit also includes the fixing plate of second mouth, the fixing plate of described second mouth is placed on outside the aperture of described stake holes, and the two ends of the fixing plate of described second mouth are fixed with the two ends of the fixing plate of described first mouth and are connected；
Being fixedly connected with ground anchor pole on the fixing plate of described first mouth and/or the fixing plate of described second mouth, described ground anchor pole vertically embeds in foundation soil.
7. end according to claim 2 holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, it is characterized in that, described stake mouth fixation kit includes the fixing plate of spaced multiple prism of third order mouth, first end of the fixing plate of each described prism of third order mouth is fixing with the outer wall of described drilling rod sleeve pipe respectively to be connected, and the second end of the fixing plate of each described prism of third order mouth is individually secured in foundation soil.
8. end according to claim 7 holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, it is characterised in that the fixing plate of described prism of third order mouth is four, and four fixing plates of described prism of third order mouth are the fixing connection of cross.
9. end according to claim 8 holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, it is characterised in that the second end of the fixing plate of each described prism of third order mouth has been respectively fixedly connected with ground anchor pole, and described ground anchor pole embeds in foundation soil.
10. the end according to any one of claim 2-9 holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, it is characterised in that also include horizontal stable plate, and described horizontal stable plate arranges the lower section being fixedly connected on described stake mouth fixation kit.
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| CN105735372B (en) | 2017-06-30 |
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