CN212275467U - Vertical resistance to compression static load test device of engineering stake - Google Patents
Vertical resistance to compression static load test device of engineering stake Download PDFInfo
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- CN212275467U CN212275467U CN202021690521.1U CN202021690521U CN212275467U CN 212275467 U CN212275467 U CN 212275467U CN 202021690521 U CN202021690521 U CN 202021690521U CN 212275467 U CN212275467 U CN 212275467U
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Abstract
The utility model relates to a vertical compression static load test device for engineering piles, which comprises a cylindrical concrete open caisson, wherein the concrete open caisson is arranged right above the soil body at the top of a foundation pile, a counter-force beam hole is arranged on the side wall at the bottom of the concrete open caisson, a root key hole is arranged on the side wall of the concrete open caisson above the counter-force beam hole, a counter-force beam is inserted in the counter-force beam hole, a root key is inserted in the root key hole, a loading device is arranged between the concrete open caisson and the foundation pile, the loading device can be freely lifted along the axial direction of the concrete open caisson, the loading device is connected with a loading control device, a loading load display mechanism is arranged on the loading control device, the loading device is arranged right above the top of the foundation pile, a steel backing plate is arranged between the loading device and the counter-force beam, a displacement rod is vertically arranged on the foundation pile, the upper end of the displacement rod passes through the steel backing plate and, the lower end of the displacement rod is fixed on the foundation pile. The engineering time and the loading cost are saved, and the potential safety hazard is avoided.
Description
Technical Field
The utility model relates to a civil engineering foundation pile detects technical field, concretely relates to vertical resistance to compression static load test device of engineering pile.
Background
A foundation pile static load test belongs to a geotechnical engineering in-situ test method, and is a common test method for testing the bearing capacity of an engineering pile. The foundation piles described in the present application are not limited to engineering (foundation) piles, but may also be trial (foundation) piles.
The existing foundation pile static load test method mainly comprises a pile loading method, an anti-anchor method and a self-balancing method. Along with the bearing capacity of the foundation pile design is larger and larger, in a static load test, the number of stacking balancing weights required by a stacking method is large, the stacking height is high, the stacking gravity center is moved upwards, and in the test process, the stacking can collapse slightly carelessly, so that a serious safety event is caused. The reverse anchoring method generally uses the uplift resistance of the engineering pile as a counter force, and in a foundation pile static load test, the engineering pile needs to bear a large uplift force, so that the engineering pile is easily pulled out and damaged, even the engineering pile is pulled out and broken, the engineering pile cannot be used continuously, the pile needs to be formed again at the original pile position, and the engineering cost is greatly increased. The self-balancing method is a novel foundation pile static load test method, and the principle is that the weight of a foundation pile and the frictional resistance of the soil around the pile above the neutral point of the pile are utilized to provide load, an oil pressure loading device is placed into the pile and poured together with the foundation pile before the foundation pile is poured, and the method does not need a large amount of piling load and counter-force piles. However, the self-balancing method has a short development history, and the technology is not mature and perfect enough, so that the technical defects still exist in the practical process. If the self-balancing method needs to calculate the 'balance point' for the friction pile or the end-bearing friction pile, the 'balance point' is usually not at the actual balance position of the foundation pile due to the geological survey error and the 'balance point' calculation error, so that the test is easy to fail. In addition, the influence of the correction coefficient of the pile side resistance on the test of the ultimate bearing capacity of the self-balancing method in the self-balancing test process is very large, the actual engineering geological conditions are very complex, and the value of the correction coefficient of the pile side upward frictional resistance in different regions needs to be accumulated through a large amount of test data.
Therefore, it is necessary to design a foundation pile static load test device with low engineering cost, safety and simple and convenient test.
SUMMERY OF THE UTILITY MODEL
The utility model provides a vertical resistance to compression static load test device of engineering pile avoids the shortcoming in the traditional engineering foundation pile static load test, has saved engineering time and loading cost, and has avoided the potential safety hazard in traditional counter-force structure preparation and the test process, is applicable to the deeper foundation pile of buried depth.
In order to realize the above purpose, the utility model discloses a technical scheme be: a vertical compression-resistant static load test device for an engineering pile comprises a cylindrical concrete open caisson, wherein the concrete open caisson is arranged right above a soil body at the top of a foundation pile, a counter-force beam hole is formed in the side wall of the bottom of the concrete open caisson, a root key hole is formed in the side wall of the concrete open caisson above the counter-force beam hole, the counterforce beam is inserted in the counterforce beam hole, the root key is inserted in the root key hole, the loading device is arranged between the concrete open caisson and the foundation pile, the loading device can be freely lifted along the axial direction of the concrete open caisson, the loading device is connected with a loading control device, a loading load display mechanism is arranged on the loading control device, the loading device is arranged right above the top of the foundation pile, a steel base plate is arranged between the loading device and the counter-force beam, a displacement rod is vertically arranged on the foundation pile, the upper end of the displacement rod penetrates through the steel base plate to extend to the ground, and the lower end of the displacement rod is fixed on the foundation pile.
Furthermore, the bottom of the concrete open caisson is a cutting edge, the cutting edge is a conical ring with a pointed bottom, and the ring center of the cutting edge is concentric with the axis of the concrete open caisson.
Further, the steel base plate is arranged right above the loading device, and the displacement rod penetrates through a preformed hole in the steel base plate and is vertically and fixedly connected with the top of the foundation pile.
Further, the root key is of a prefabricated reinforced concrete structure.
Furthermore, the root key holes are arranged at the lower part of the concrete open caisson, a plurality of groups of root key holes are arranged along the well length direction (axial direction) of the concrete open caisson, and the root key holes of adjacent groups are arranged in a vertically staggered manner.
Still further, the root key hole is a cross-shaped hole, and the cross section of the root key is a prefabricated reinforced concrete structural member consistent with the hole pattern of the root key hole.
Furthermore, the reaction beam holes are four groups of square holes symmetrically arranged at the same height of the concrete open caisson, the reaction beams are of a cross structure, and each frame end of the cross structure is inserted into the reaction beam hole.
Furthermore, the loading device is a jack, the loading control device is an oil pump connected with the loading device, the loading load display mechanism is an oil pressure gauge arranged on the oil pump, and a power transmission line of the oil pump is arranged in the concrete sinking well.
Still further, the loading device is a plurality of groups of jacks arranged below the steel base plate.
Furthermore, the side of the displacement rod is connected with a displacement acquisition device which is a displacement sensor, so that the measured displacement of the displacement rod is more accurate.
The technical effects of the utility model reside in that: compared with the prior art, the utility model provides a pair of characteristics in vertical resistance to compression static load test device make full use of foundation pile engineering natural field of engineering pile utilize concrete open caisson and interior soil body dead weight, the wall of a well side frictional resistance and the vertical bearing capacity that root key drove the peripheral soil body on a large scale and provide the counter-force for foundation pile static load test, adopt together the utility model discloses the atress mechanism of the test method of device is unanimous with traditional static load test, and the test result can directly perceivedly reflect foundation pile bearing capacity, need not simultaneously again to pile counter-force structures such as year and anchor pile, has saved engineering time and loading cost, has avoided the preparation of traditional counter-force structure and potential safety hazard in the test process.
Drawings
The present invention is further described with reference to the accompanying drawings, but the embodiments in the drawings do not constitute any limitation to the present invention, and for those skilled in the art, other drawings can be obtained without inventive work.
FIG. 1 is a block diagram of the present invention;
FIG. 2 is a layout view of the root key of the present invention;
FIG. 3 is a layout view of the root key holes and the reaction beam holes of the present invention;
fig. 4 is a structural view of the reaction beam arrangement of the present invention.
Reference numerals:
the device comprises a concrete open caisson 1, root keys 2, a reaction beam 3, a loading device 4, a displacement rod 5, a steel backing plate 6, a displacement acquisition device 7, a loading control device 8, a reference beam 9, filled earth 10, root key holes 11, reaction beam holes 12, blade feet 13, odd-numbered layer root keys 21 and even-numbered layer root keys 22.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
The present invention will be further explained with reference to fig. 1 to 4 and the embodiments.
A vertical compression-resistant static load test device for an engineering pile comprises a cylindrical concrete open caisson 1, wherein the concrete open caisson 1 is arranged right above a soil body at the top of a foundation pile A, a counterforce beam hole 12 is formed in the side wall of the bottom of the concrete open caisson 1, a root key hole 11 is formed in the side wall of the concrete open caisson 1 and located above the counterforce beam hole 12, a counterforce beam 3 is inserted into the counterforce beam hole 12, a root key 2 is inserted into the root key hole 11, a loading device 4 is arranged between the concrete open caisson 1 and the foundation pile A, the loading device 4 can be freely lifted along the axial direction of the concrete open caisson 1, the loading device 4 is connected with a loading control device 8, a loading display mechanism is arranged on the loading control device 8, the loading device 4 is arranged right above the top of the foundation pile A, a steel base plate 6 is arranged between the loading device 4 and the counterforce beam 3, a displacement rod 5 is vertically arranged on the foundation pile A, the upper end of the displacement rod 5 passes through the steel base plate 6 and extends to the ground, and the lower end of the displacement rod 5 is fixed on the foundation pile A.
Further, the bottom of the concrete open caisson 1 is a cutting edge 13, the cutting edge 13 is a conical ring with a pointed bottom, and the ring center of the cutting edge 13 is concentric with the axis of the concrete open caisson 1.
In this embodiment, the concrete open caisson 1 is a precast concrete open caisson, and the arranged blade legs 13 facilitate the introduction of the concrete open caisson 1 into rock and soil.
Further, the steel base plate 6 is arranged right above the loading device 4, and the displacement rod 5 penetrates through a preformed hole in the steel base plate 6 and is vertically and fixedly connected with the top of the foundation pile A.
The device of the utility model is arranged at the top of a test pile or an engineering pile foundation pile A, the concrete open caisson 1 is a prefabricated or poured concrete open caisson sinking at a position right above the soil body at the top of the test pile or the engineering pile foundation pile A, the concrete open caisson 1 sinks to a designed elevation, and the soil body in the concrete open caisson 1 is taken out; taking a precast concrete open caisson as an example, the end of the counterforce beam 3 is arranged in a counterforce beam hole 12 reserved at the bottom of the concrete open caisson 1 to form a counterforce frame; the root key 2 is jacked into a soil body from the interior of the concrete open caisson 1 along the length direction of the hole of the root key hole 11 as shown in the states of figures 1 and 2, namely, the counter-force beam 3 is positioned at the bottom of the inner cavity of the concrete open caisson 1, and the root key 2 extends to the outer side of the concrete open caisson 1 from the root key hole 11 in parallel; and refilling the soil body in the taken concrete open caisson 1. The loading device 4 is freely lifted, and the displacement rod 5 penetrates through a preformed hole in the steel base plate 6 to be fixedly connected with the foundation pile A. And reading the load value of the loading device 4 and the displacement value of the displacement rod 5.
Here, it is explained that the concrete open caisson 1 is sunk to a design elevation: the designed elevation position is obtained by combining the geological characteristics of the foundation pile and performing inverse calculation according to the standard value of the designed bearing capacity of the foundation pile and the requirement on the bearing capacity of the counter-force structure in the ultimate bearing capacity of the single-pile static-load compression-resistant test pile in the technical Specification for detecting the building foundation pile JGJ 106. The bearing capacity of counter-force structure is big small including 1 wall of a well of concrete open caisson and ground frictional force, the frictional force of root key 2 and ground, the ground soil body dead weight sum in 1 of concrete open caisson and the concrete open caisson, wherein, the dead weight of root key 2 and counter-force roof beam 3 is added according to actual error demand to the dead weight of 1 of concrete open caisson, use experimental stake foundation pile A as an example, in practice, the size that provides the counter-force according to needs calculates earlier how many counter-force tests of approximate needs for the twice of foundation pile A's ultimate bearing capacity can.
Further, taking a precast concrete open caisson as an example:
the root key 2 is of a prefabricated reinforced concrete structure.
Further, the root key holes 11 are arranged at the lower part of the concrete open caisson 1, a plurality of groups of root key holes 11 are arranged along the well length direction of the concrete open caisson 1, and the root key holes 11 of adjacent groups are staggered up and down.
Referring to fig. 3, namely, the root keyholes 11 are arranged in a layered manner along the vertical direction of the well wall of the concrete open caisson 1, the root keyholes 11 of adjacent layers are staggered up and down, and thus the root keys 2 inserted into the root keyholes 11 are also arranged in a layered manner in a staggered manner up and down, namely, the root keys 21 of odd layers and the root keys 22 of even layers in fig. 3, and the root keyholes 11 formed in this manner avoid the phenomenon that the root keyholes 11 are concentrated in the horizontal direction or the longitudinal direction of the concrete open caisson 1, so that the horizontal direction or the longitudinal direction structural strength of the concrete open caisson 1 is reduced, and the test effect is.
Still further, the root key hole 11 is a cross-shaped hole, and the section of the root key 2 is a prefabricated reinforced concrete structural member with the hole type consistent with that of the root key hole 11.
Further, the reaction beam holes 12 are four groups of square holes symmetrically arranged at the same height of the concrete open caisson 1, the reaction beams 3 are in a cross structure, and each frame end of the cross structure is inserted into the reaction beam hole 12.
Referring to fig. 1 and 3, the reaction beam holes 12 formed in the wall of the concrete open caisson 1 are on the same radial surface of the bottom of the concrete open caisson 1, and the end portions of the reaction beams 3 are inserted into the reaction beam holes 12 to form a cross structure which is located on the same radial surface (i.e., the same height) of the bottom of the concrete open caisson 1 as the reaction beam holes 12, so that the reaction beams 2 are stably connected with the concrete open caisson 1. So that the loading device 4 stably supports and jacks up the concrete open caisson 1 through the steel backing plate 6.
Further, the loading device 4 is a jack, the loading control device 8 is an oil pump connected with the loading device 4, the loading load display mechanism is an oil pressure gauge arranged on the oil pump, and a power transmission line of the oil pump is arranged in the concrete open caisson 1.
Still further, the loading device 4 is a plurality of groups of jacks arranged below the steel base plate 6.
Referring to fig. 1, the loading device 4 may be a group of (single) jacks or a plurality of groups of jacks arranged in parallel according to actual test requirements. During the test, after the instrument is installed, the loading is carried out according to a slow load maintaining method in a single-pile static load compression test in the building foundation pile detection technical Specification JGJ 106.
Loading controlling means 8 is the oil pump of connecting the jack, set up the oil pressure gauge on the oil pump, know the jack loading power through the oil pressure gauge that foundation pile A bears the vertical force size, and is concrete, loading controlling means 8 is to loading device 4 delivery pressure oil, loading device 4 jack-up steel backing plate 6 and go up concrete counter-force roof beam 3, and at this moment, concrete open caisson 1 forms counter-force system with the side frictional resistance of the soil body, the gravity of concrete open caisson 1 and its intussuseption, root key 2 drives the soil body on every side together. The displacement of foundation pile a produced during loading is read by displacement rod 5 fixed thereto moving upwards.
Furthermore, displacement rod 5 side is connected with displacement collection system 7, displacement collection system 7 be displacement sensor, the displacement of displacement rod 5 that records like this is more accurate.
The displacement rod 5 is matched with the displacement acquisition device 7, and data acquisition of a vertical static load test of the foundation pile A can be completed according to the load loaded by the loading device 4 and the displacement generated by the displacement rod 5.
Compared with the prior art, the utility model provides a pair of characteristics in vertical resistance to compression static load test device make full use of foundation pile A engineering natural field of engineering utilize concrete open caisson 1 and its interior soil body dead weight, wall of a well side frictional resistance and root key 2 to drive the peripheral vertical bearing capacity that the soil body provided on a large scale provides for the foundation pile static load test provides the counter-force, adopt same the utility model discloses the atress mechanism of the test method of device is unanimous with traditional static load test, and the test result can directly perceivedly reflect foundation pile A bearing capacity, need not to pile simultaneously again and carries and counter-force structure such as anchor pile, has saved engineering time and loading cost, has avoided traditional counter-force structure preparation and test in-process potential safety hazard.
The above description is only a preferred embodiment of the present invention, and should not be taken as limiting the invention, and any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The utility model provides a vertical resistance to compression static load test device of engineering stake, is including concrete open caisson (1) that is the cylinder tube-shape, its characterized in that: the concrete open caisson is characterized in that the concrete open caisson (1) is arranged right above a soil body at the top of a foundation pile A, a counter-force beam hole (12) is formed in the side wall of the bottom of the concrete open caisson (1), a root key hole (11) is formed in the side wall of the concrete open caisson (1) and located above the counter-force beam hole (12), a counter-force beam (3) is inserted into the counter-force beam hole (12), a root key (2) is inserted into the root key hole (11), a loading device (4) is arranged between the concrete open caisson (1) and the foundation pile A, the loading device (4) can be freely lifted along the axial direction of the concrete open caisson (1), the loading device (4) is connected with a loading control device (8), a loading load display mechanism is arranged on the loading control device (8), the loading device (4) is arranged right above the top of the foundation pile A, a steel base plate (6) is arranged between the loading device (4) and the foundation pile (, the vertical displacement pole (5) of putting on foundation pile A, the upper end of displacement pole (5) is passed steel backing plate (6) and is extended on ground, and the lower extreme of displacement pole (5) is fixed in on foundation pile A.
2. The vertical compression static load test device of engineering pile according to claim 1, characterized in that: the bottom of the concrete open caisson (1) is provided with a cutting edge (13), the cutting edge (13) is a conical ring with a pointed bottom, and the ring center of the cutting edge (13) is concentric with the axis of the concrete open caisson (1).
3. The vertical compression-resistant static load test device for the engineering pile as claimed in claim 1 or 2, which is characterized in that: the steel backing plate (6) is arranged right above the loading device (4), and the displacement rod (5) penetrates through a preformed hole in the steel backing plate (6) to be vertically and fixedly connected with the top of the foundation pile A.
4. The vertical compression static load test device of engineering pile according to claim 2, characterized in that: the root key (2) is of a prefabricated reinforced concrete structure.
5. The vertical compression-resistant static load test device for the engineering pile as claimed in claim 1 or 2, which is characterized in that: the root key holes (11) are arranged at the lower part of the concrete open caisson (1), a plurality of groups of root key holes (11) are arranged along the well length direction of the concrete open caisson (1), and the root key holes (11) of adjacent groups are arranged in a vertically staggered manner.
6. The vertical compression static load test device of engineering pile according to claim 4, characterized in that: the root key hole (11) is a cross-shaped hole, and the section of the root key (2) is a prefabricated reinforced concrete structural member with the hole type consistent with that of the root key hole (11).
7. The vertical compression static load test device for the engineering pile according to claim 4 or 6, wherein: the reaction beam holes (12) are four groups of square holes symmetrically arranged at the same height of the concrete open caisson (1), the reaction beams (3) are of a cross structure, and each frame end of the cross structure is inserted into the reaction beam hole (12).
8. The vertical compression-resistant static load test device for the engineering pile as claimed in claim 1 or 2, which is characterized in that: the loading device (4) is a jack, the loading control device (8) is an oil pump connected with the loading device (4), the loading load display mechanism is an oil pressure gauge arranged on the oil pump, and a power transmission line of the oil pump is arranged in the concrete open caisson (1).
9. The vertical compression static load test device of engineering pile according to claim 8, characterized in that: the loading device (4) is a plurality of groups of jacks arranged below the steel base plate (6).
10. The vertical compression-resistant static load test device for the engineering pile as claimed in claim 1 or 2, which is characterized in that: displacement pole (5) side is connected with displacement collection system (7), displacement collection system (7) be displacement sensor, the displacement of displacement pole (5) that record like this is more accurate.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202021690521.1U CN212275467U (en) | 2020-08-14 | 2020-08-14 | Vertical resistance to compression static load test device of engineering stake |
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| CN202021690521.1U CN212275467U (en) | 2020-08-14 | 2020-08-14 | Vertical resistance to compression static load test device of engineering stake |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111855426A (en) * | 2020-08-14 | 2020-10-30 | 安徽省高速公路试验检测科研中心有限公司 | Vertical resistance to compression static load test device of engineering stake |
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2020
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111855426A (en) * | 2020-08-14 | 2020-10-30 | 安徽省高速公路试验检测科研中心有限公司 | Vertical resistance to compression static load test device of engineering stake |
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