A combined device and method for vertical static load test of water anchor pile method

Abstract

The application relates to a combined device and method for vertical static load test of water anchor pile method. Two gantries are arranged at the two ends of a water bearing platform, a steel beam passes through the space of a to-be-tested foundation pile connecting assembly I and an anchor pile connecting assembly II in the shape of a Chinese character 'jing', and the two ends are respectively suspended below the cross beams of the gantries; the to-be-tested foundation pile connecting assembly I is arranged in the middle of the steel beam, two anchor pile connecting disc assemblies II are arranged at the two ends of the steel beam, the lower end surface of a connecting disc I of the to-be-tested foundation pile connecting assembly I and the lower end surface of a connecting disc II of the anchor pile connecting assembly II are located on the same horizontal plane; a pulling jack is arranged between an upper tensile small cross beam I of the to-be-tested foundation pile connecting assembly I and the steel beam; a compression jack is arranged between the steel beam and the connecting disc I of the to-be-tested foundation pile connecting assembly I; and a recording platform is arranged beside the to-be-tested foundation pile below the middle part of the steel beam. The application combines the compression and pulling static load test devices into one, can be easily converted, is quickly installed, and the test result is reliable.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of water construction pile detection, in particular to a combined device and method for water anchor pile method vertical static load test. BACKGROUND

[0002] At present, the loading method for pile vertical static load test commonly used is the pile-up method and the anchor pile reaction force method. The pile-up method needs to repeatedly disassemble and assemble the counterweight, and is expensive, so the pile-up method is not suitable for the area with low bearing capacity of foundation. The anchor pile reaction force method does not need the counterweight, and uses the adjacent engineering pile as the anchor pile. When the water pile static load test is carried out, it is difficult to pile up the counterweight, and the anchor pile reaction force method is more suitable, but there are still the following problems: the water pile detection operation space is limited, and a safe, stable, convenient and reliable operation platform needs to be set up; the reaction force steel beam is difficult to hoist during the water pile static load test; the conventional static load test reaction force device is frequently installed and disassembled, which is time-consuming and laborious; the equipment needs to be reinstalled when the compression and uplift static load test is switched, and the work efficiency is low; due to the influence of water flow and horizontal wind load, the water pile static load test is difficult and the test result accuracy is affected. SUMMARY

[0003] In order to solve the problems in the prior art, the present application provides a combined device and method for water anchor pile method vertical static load test, which can combine the compression and uplift test devices into one, does not need the counterweight, is easy to install and operate. When the compression and uplift static load test of the same root pile is switched, the equipment does not need to be reinstalled, the equipment installation time is saved, the device is stable during the test process, and a safe personnel operation platform is provided, so as to improve the work efficiency and increase the test accuracy.

[0004] The technical scheme of the present application is: a combined device for water anchor pile method vertical static load test, comprising a to-be-tested pile connecting assembly I, an anchor pile connecting assembly II and a steel beam, the to-be-tested pile connecting assembly I 3-1 is arranged at the middle part of the steel beam, two anchor pile connecting assemblies II are arranged at the two ends of the steel beam, and further comprising a water bearing platform, a gantry, an uplift jack, a compression jack and a recording platform.

[0005] The water bearing platform comprises two main frames arranged side by side and a plurality of buoyancy buckets arranged in the main frames, three adjustable opening and closing plates are arranged on the inner side of the upper end surface of each main frame, and the positions of the three adjustable opening and closing plates are adapted to the positions of the to-be-tested pile and the anchor piles on both sides of the to-be-tested pile.

[0006] The gantry is a rectangular frame with an open lower end, which is composed of a vertical beam, a bottom beam and a cross beam, and two bottom beams are arranged at the bottom ends of the two vertical beams.

[0007] The anchor pile connection assembly II includes an upper tensile small crossbeam II, a lower tensile small crossbeam II, a column II, a connecting plate II, and a support pier. The height of the support pier is greater than the height of the compression jack. The two lower tensile small crossbeams II are respectively set on both sides of the support pier. The connecting plate II is set at the lower end of the support pier. Several bolt holes corresponding to the bolt holes on the anchor pile connection flange are set on the connecting plate II. The upper tensile small crossbeam II, the two lower tensile small crossbeams II, and the two columns II form a "well" shaped frame II.

[0008] The pile connection assembly I to be tested includes an upper tensile beam I, a lower tensile beam I, a column I, a connecting plate I, and a connecting plate. One upper tensile beam I, one lower tensile beam I, and two columns I form a "well"-shaped frame I. Two "well"-shaped frames I are arranged side by side and vertically. Two connecting plates are respectively set at the lower ends of the two lower tensile beams I. The connecting plate I is set below the lower tensile beams I of the two "well"-shaped frames I through the connecting plate. Several bolt holes are set on the connecting plate I, corresponding to the bolt holes on the connecting flange of the pile to be tested. The internal space of the "well"-shaped frame I of the pile connection assembly I and the "well"-shaped frame II of the anchor pile connection assembly II is larger than the cross-sectional dimension of the steel beam.

[0009] The height of column I of the pile connection component I to be tested is greater than the height of column II of the anchor pile connection component II;

[0010] There are two gantry frames, respectively set at both ends of the water-borne support platform. The two bottom beams of each gantry frame are respectively set at corresponding positions of the two main frames. The steel beam passes through the space of the "well"-shaped connecting component I and the anchor pile connecting component II, and the two ends of the steel beam are respectively suspended below the crossbeam of the gantry frame. The two anchor pile connecting plate components II are respectively located on the outside of the two gantry frames. The lower end face of the connecting plate I of the pile to be tested connecting component I and the lower end face of the connecting plate II of the anchor pile connecting component II are on the same horizontal plane. The pull-out jack is set between the upper tensile small crossbeam I of the pile to be tested connecting component I and the steel beam. The compressive jack is set between the steel beam and the connecting plate I of the pile to be tested connecting component I. The recording platform is set next to the pile to be tested below the middle of the steel beam, and the height of the recording platform is adapted to the exposed height of the pile to be tested.

[0011] In the above technical solution, the adjustable opening and closing plate includes a grooved plate, a rotating shaft, and a bushing. A semi-circular notch is provided in the middle of one end of the grooved plate, and the diameter of the semi-circular notch is adapted to the diameter of the foundation pile and anchor pile to be tested. A rectangular notch is provided in the middle of the other end of the grooved plate. The bushing is provided with clearance fit in the middle of the rotating shaft. The inner sides of both ends of the rotating shaft are respectively provided at the ends of the connecting pieces on both sides of the rectangular notch. The adjustable opening and closing plate is set on the main frame through the bushing, and the length of the bushing is less than the length of the rectangular notch.

[0012] Further, in the above technical solution, further comprising pulleys and sliding chains, the pulleys are four, respectively arranged in the lower end surface of the two gantry beams in the middle and the upper end surface of the steel beam at both ends corresponding to the crossbeam; the sliding chains are two, arranged between the crossbeam and the steel beam through the pulleys.

[0013] Optimally, the column I and the column II are both made of fine rolling threaded steel, and high-strength nuts are arranged at both ends of the column I and the column II.

[0014] Further, a protective fence is arranged at the edge of the main frame of the waterborne carrying platform, and a steel grating is laid on the upper end surface of the main frame.

[0015] In the above technical solution, gaskets are arranged on the lower end surface of the two upper tensile small crossbeams I of the to-be-tested foundation pile connecting assembly I and the upper and lower end surfaces of the steel beam in the space of the to-be-tested foundation pile connecting assembly I, and protective sleeves are arranged on the gaskets on the lower end surface of the upper tensile small crossbeams I and the upper end surface of the steel beam.

[0016] In the above technical solution, the recording platform is an assembled door-shaped frame, including a horizontal beam and two columns, the length of the horizontal beam is greater than the width of the waterborne carrying platform, and the two columns are arranged on both sides of the waterborne carrying platform, and the intersection of the horizontal beam and the columns is mechanically connected.

[0017] Optimally, the recording platform has two sets, which are arranged on both sides of the to-be-tested foundation pile.

[0018] Optimally, the pulleys and the sliding chains are made of stainless steel.

[0019] A vertical static load test method for a waterborne anchor pile, comprising the following steps:

[0020] Step 1, preparation: confirming that all the recessed plates of the adjustable opening and closing plates on the two main frames of the waterborne carrying platform are outwardly rotated and laid flat on the main frame;

[0021] Step 2, moving the combined device: moving the entire combined device, so that the to-be-tested foundation pile and the anchor piles are located between the two main frames of the waterborne carrying platform, the to-be-tested foundation pile connecting assembly I is aligned with the to-be-tested foundation pile, and the two anchor pile connecting assemblies II are aligned with the anchor piles adjacent to the to-be-tested foundation pile;

[0022] Step 3, fixing the waterborne carrying platform: sequentially inwardly rotating and laying flat all the adjustable opening and closing plates on the two main frames, so that the recessed plates of the adjustable opening and closing plates are laid flat on the outer side of the main frame, the two end adjustable opening and closing plates are abutted and engaged to clamp the anchor piles, and the middle adjustable opening and closing plates are abutted and engaged to clamp the to-be-tested foundation pile, at this time, the waterborne carrying platform is fixed;

[0023] Step 4, fixed base pile: pull the sliding chain through the pulley, adjust the height of the steel beam, twist the measured pile connecting assembly I, make the bolt holes on the lower end connecting disc I of the measured pile connecting assembly I correspond to the bolt holes of the measured pile connecting flange, and screw in the bolts; twist the anchor pile connecting assembly II, make the bolt holes on the lower end connecting disc II of the anchor pile connecting assembly II correspond to the bolt holes of the anchor pile connecting flange, and screw in the bolts. At this time, the steel beam is stably supported on the support piers of the two anchor pile connecting assemblies II, the sliding chain is naturally relaxed without tension, and there is space between the top end of the compression jack and the steel beam;

[0024] Step 5, record equipment installation: fix two sets of recording platforms on the two sides of the measured pile, and the horizontal beams of the recording platforms are parallel to the cross beams of the gantry; the columns of the recording platforms are respectively inserted into the underwater soil; two sets of magnetic table seats are respectively arranged on the two sides of the top surface of the connecting disc I at the lower end of the measured pile connecting assembly I, and the dial gauges are arranged on the table frames of the magnetic table seats, and the test heads of the two dial gauges are respectively in contact with the horizontal beams of the two sets of recording platforms;

[0025] Step 6, vertical uplift static load test: tighten the bolts of the connecting disc I at the lower end of the measured pile connecting assembly I, connect and fix the connecting disc I and the measured pile connecting flange, tighten all high-strength nuts of the measured pile connecting assembly I, and fix the measured pile connecting assembly I and the steel beam; according to the vertical uplift static load rating requirement of the measured pile, different levels of load pressure are applied to the uplift jack, and the uplift jack applies vertical upward uplift force to the measured pile through the measured pile connecting assembly I and the steel beam;

[0026] The vertical displacement value of the measured pile under the uplift force under each level of load is recorded by the dial gauge; under each level of pressure load, the uplift amount at the top of the pile within each hour does not exceed 0.1mm, and the stable standard is continuously reached twice before the next level of load is applied, and finally the ultimate load required by the design is applied;

[0027] Step 7, vertical compression static load test: tighten the bolts on the connecting disc II of the anchor pile connecting assembly II on both sides, connect and fix the connecting disc II and the anchor pile connecting flange, tighten all high-strength nuts of the anchor pile connecting assembly II of the anchor pile, and connect and fix the anchor pile connecting assembly II and the steel beam; at the same time, loosen the high-strength nuts of the measured pile connecting assembly I, so that the column I of the measured pile connecting assembly I is not subjected to tension during the test; according to the vertical compression static load rating requirement of the measured pile, different levels of load pressure are applied to the compression jack, and vertical downward pressure is applied to the measured pile through the compression jack and the steel beam;

[0028] The vertical displacement values of the tested foundation pile under the compression stress of each level load are recorded by a dial gauge; the settlement of the pile top is not more than 0.1mm per hour under each level pressure load, and the stable standard is reached when the settlement appears twice continuously, so that the next level load can be applied, and finally the ultimate load required by the design is applied;

[0029] Step 8, disassembly: after the test unloading is completed, first, the bolts on the connecting disc I of the tested foundation pile connecting assembly I and the connecting disc II of the anchor pile connecting assembly II are loosened and screwed out, the tested foundation pile is separated from the tested foundation pile connecting assembly I and the anchor pile connecting assembly II respectively, the steel beam is lifted by about 20cm from the top of the foundation pile through the pulley and the sliding chain, the horizontal beam of the recording platform is disassembled from the stand, the stand is removed, all the adjustable open-close plates are rotated outward and laid flat in turn, the recessed plate of the adjustable open-close plate is laid flat on the main frame, the connection between the waterborne bearing platform and the tested foundation pile and the anchor pile is disconnected, the whole combined device is moved, and the two main frames of the waterborne bearing platform are moved to the next tested foundation pile position, and the above steps are repeated.

[0030] The beneficial effects of the present application are that the waterborne bearing platform provides a convenient and reliable working platform for the waterborne foundation pile static load test, the gantry stably connects the platform main frame, improves the stability and safety of the platform, and facilitates the workers to lift the steel beam above the foundation pile, thereby solving the problem of difficult hoisting of the steel beam for the static load test on water.

[0031] The present application connects the foundation pile through the precision rolled threaded steel, high-strength bolts and the anti-tension small cross beam to form a well-shaped connecting assembly and a steel beam, which can greatly reduce the working intensity of frequent disassembly and assembly of equipment, is convenient and fast to install, is convenient to operate, and thus improves the work efficiency.

[0032] The anti-pulling and anti-compression jacks are installed at the upper and lower positions of the steel beam, when the anti-pulling or anti-compression jacks are pressurized, vertical anti-pulling or vertical anti-compression force can be generated on the test foundation pile, and the anti-compression and anti-pulling vertical static load test can be easily switched without complex adjustment of the test equipment.

[0033] The adjustable open-close plate is used to fix the waterborne bearing platform with the tested foundation pile and the anchor pile, which greatly reduces the influence of wind, waves and other factors during the test, and improves the accuracy of the test results. BRIEF DESCRIPTION OF DRAWINGS

[0034] Figure 1 is a structural schematic diagram of the present application;

[0035] Figure 2 is an installation schematic diagram of the tested foundation pile of the present application;

[0036] Figure 3 is an anchor pile installation and gantry schematic diagram of the present application;

[0037] Figure 4 is a schematic diagram of the anchor pile connecting assembly structure of the present application;

[0038] Figure 5 is a schematic diagram of the waterborne carrying platform structure of the present application;

[0039] Figure 6 is a schematic diagram of the adjustable opening and closing plate structure of the present application.

[0040] Legend: 1 - waterborne carrying platform, 1-1 - main body frame, 1-2 - buoyancy bucket, 1-3 - adjustable opening and closing plate, 1-3-1 - recessed plate, 1-3-2 - rotating shaft, 1-3-3 - shaft sleeve, 1-3-4 - semicircular notch, 1-3-5 - rectangular notch, 1-3-6 - connecting block, 1-4 - guardrail, 1-5 - steel grating;

[0041] 2 - gantry, 2-1 - upright beam, 2-2 - bottom beam, 2-3 - cross beam;

[0042] 3-1-1 - upper tensile small cross beam I, 3-1-2 - lower tensile small cross beam I, 3-1-3 - upright column I, 3-1-4 - connecting disc I, 3-1-5 - connecting plate; 3-2 - anchor pile connecting assembly II, 3-2-1 - upper tensile small cross beam II, 3-2-2 - lower tensile small cross beam II, 3-2-3 - upright column II, 3-2-4 - connecting disc II, 3-2-5 - support pier;

[0043] 4 - steel beam; 5-1 - uplift jack, 5-2 - compression jack; 6 - recording platform, 6-1 - horizontal reference beam, 6-2 - upright column; 7 - magnetic table stand; 8 - dial indicator; 9 - pulley; 10 - sliding chain; 11 - gasket; 12 - test pile, 12-1 - test pile connecting flange; 13 - anchor pile, 13-1 - anchor pile connecting flange; 14 - bolt hole; 15 - bolt; 16 - high-strength nut; 17 - protective sleeve. Embodiment

[0044] Reference Figures 1 to 6 A combined device for waterborne anchor pile method vertical static load test, comprising a waterborne carrying platform 1, a gantry 2, a test pile connecting assembly I 3-1, an anchor pile connecting assembly II 3-2, a steel beam 4, an uplift jack 5-1, a compression jack 5-2, a recording platform 6, a magnetic table stand 7, a dial indicator 8, a pulley 9, a sliding chain 10, a gasket 11 and a protective sleeve 17.

[0045] Before use, the size and spacing of each component of the main frame 1-1 and the gantry 2 are reasonably determined according to the pile diameter, pile spacing and exposed water surface height of the to-be-tested foundation pile 12, and the model of each component material of the gantry 2, the to-be-tested foundation pile connecting assembly I 3-1, the anchor pile connecting assembly II 3-2 and the steel beam 4 is reasonably determined according to the foundation pile parameters and the test loading pressure requirement, and the entire device is processed and customized;

[0046] The adjustable opening and closing plate 1-3 is made according to the diameter of the to-be-tested foundation pile 12, a semicircular notch 1-3-4 with the same radius as the to-be-tested foundation pile 12 and the anchor pile 13 is cut in the middle of one end of the recessed plate 1-3-1, a rectangular notch 1-3-5 is cut in the middle of the other end of the recessed plate 1-3-1, the shaft sleeve 1-3-3 is gap-fitted on the middle of the rotating shaft 1-3-2, and the end heads of the connecting blocks 1-3-6 on both sides of the rectangular notch 1-3-5 are welded on the inner sides of both ends of the rotating shaft 1-3-2, so that the rotating shaft 1-3-2 can rotate freely; in order to fine-tune the position of the adjustable opening and closing plate 1-3 during use, the length of the shaft sleeve 1-3-3 is less than the length of the rectangular notch 1-3-5;

[0047] The buoyancy tank 1-2 is sequentially placed in the welded main frame 1-1, and the guardrails 1-4 are welded on the edges of both ends of the main frame 1-1 to protect the safety of the operators; for the convenience of operation, the steel grating 1-5 is welded on the upper end face of the main frame 1-1, and the steel grating 1-5 is pressed on the 1-2 buoyancy tank; on one side of the upper end faces of the two main frames 1-1, the shaft sleeves 1-3-3 of the three adjustable opening and closing plates 1-3 are welded at the corresponding positions of the middle to-be-tested foundation pile 12 and the two anchor piles 13; the two main frames 1-1 are arranged side by side, and the recessed plates 1-3-1 of the adjustable opening and closing plates 1-3 on the two main frames 1-1 can be matched after being rotated outward and laid flat; at this time, the waterborne loading platform 1 is assembled, and since the shaft sleeves 1-3-3 of the adjustable opening and closing plates 1-3 are welded on the inner sides of the upper end faces of the main frames 1-1 and the length of the shaft sleeves 1-3-3 is less than the length of the rectangular notch 1-3-5, the position of the adjustable opening and closing plate 1-3 can be fine-tuned.

[0048] The two vertical beams 2-1 are assembled at the two ends of the horizontal beam 2-3 in a welded connection manner, and the bottom beams 2-2 are welded at the lower ends of the two vertical beams 2-1, respectively, and the two bottom beams 2-2 are not connected, and thus the gantry 2 of the rectangular frame with an open lower end is assembled;

[0049] The upper tensile crossbeam II3-2-1 is located at the top, and the whole assembly consisting of two lower tensile crossbeams II3-2-2 welded to both sides of the support pier 3-2-5 is located at the bottom. The two columns II3-2-3 pass through the ends of the upper tensile crossbeam II3-2-1 and the lower tensile crossbeam II3-2-2 respectively. The diameter of the connecting plate II3-2-4 is the same as the diameter of the anchor pile 13. Several bolt holes 14 corresponding to the bolt holes on the anchor pile connecting flange 13-1 are drilled on the connecting plate II3-2-4. The connecting plate II3-2-4 is welded to the lower end of the support pier 3-2-5. High-strength nuts 16 are screwed on both ends of the column II3-2-3. Thus, the anchor pile connecting assembly II3-2 of the "well" shaped frame II is assembled.

[0050] The upper tensile crossbeam I3-1-1 is located above, and the lower tensile crossbeam I3-1-2 is located below. Two columns I3-1-3 pass sequentially through the ends of the upper tensile crossbeam I3-1-1 and the lower tensile crossbeam I3-1-2, forming a "well"-shaped frame for the pile connection assembly I3-1 to be tested. High-strength nuts 16 are screwed onto both ends of the columns I3-1-3. A connecting plate 3-1-5 is welded to the lower end of the lower tensile crossbeam I3-1-2. The frames of the pile connection assembly I3-1 to be tested are arranged side by side and vertically. The diameter of the connecting plate I3-1-4 is the same as the diameter of the pile 12 to be tested. Several bolt holes 14 are drilled on the connecting plate I3-1-4, corresponding to the bolt holes on the connecting flange 12-1 of the pile to be tested. The connecting plate I3-1-4 is welded to the connecting plate 3-1-5 of the two sets of "well" shaped pile connection assembly I3-1 frames to be tested, thus completing the assembly of the pile connection assembly I3-1 to be tested.

[0051] The internal dimensions of the "well" shape in the pile connection component I3-1 and the anchor pile connection component II3-2 are slightly larger than the cross-sectional dimensions of the steel beam 4. Both columns I3-1-3 and II3-2-3 are made of high-strength threaded steel to ensure strength while facilitating adjustment. To facilitate the installation of jacks, the height of column I3-1-3 is greater than the height of column II3-2-3.

[0052] Two columns 6-2 are connected to the two ends of the horizontal beam 6-1 with right-angle couplers to form a portal frame recording platform 6. The length of the horizontal beam 6-1 is greater than the width of the water-borne support platform 1.

[0053] To ensure the overall stability of the device, gantry frames 2 are installed at both ends of the water-supporting platform 1. The two bottom beams 2-2 of the gantry frames 2 are symmetrically welded to the two main frames 1-1. The height of the upright beams 2-1 is determined by the water level and the exposed height of the pile 12 to be tested. The steel beam 4 is passed sequentially through the "well"-shaped space between the pile connection component I 3-1 and the anchor pile connection component II 3-2. The pile connection component I 3-1 is inserted in the middle of the steel beam 4, and the two anchor pile connection components II 3-2 are inserted at both ends of the steel beam 4. Located on the outside of the two gantry frames 2, the lower end face of the connecting plate I3-1-4 of the pile connection component I3-1 to be tested and the lower end face of the connecting plate II3-2-4 of the anchor pile connection component II3-2 are on the same horizontal plane; a pulley 9 is welded in the middle of the lower end face of the crossbeam 2-3 of the gantry frame 2, and a pulley 9 is welded on the upper end face of the steel beam 4 at the corresponding position of the gantry frame 2. The sliding chain 10 connects the two pulleys 9 to complete the hoisting of both ends of the steel beam 4 and facilitate the adjustment of the height; both the pulleys 9 and the sliding chain 10 are made of stainless steel.

[0054] To avoid the swaying and collision of the water-borne bearing platform 1 affecting the recording, recording platforms 6 are installed on both sides of the pile 12 to be tested. The columns 6-2 of the recording platform 6 are embedded in the underwater soil to provide a stable settlement detection platform. The height of the recording platform 6 is adapted to the exposed height of the pile 12 to be tested.

[0055] To protect the steel beam 4 and the upper tensile crossbeam I3-1-1 during pressurization, and to improve the stability of the pile connection assembly I3-1 under test during loading, gaskets 11 are welded to the lower end faces of the two upper tensile crossbeams I3-1-1 and the upper and lower end faces of the steel beam 4 within the "well"-shaped space of the pile connection assembly I3-1 under test. During testing, the pull-out jack 5-1 and the compression jack 5-2 apply pressure directly to the gaskets 11. To prevent the pull-out jack 5-1 from shifting during operation, a gasket is placed below the upper tensile crossbeam I3-1-1. Metal protective sleeves 17 are welded to the lower end face of plate 11 and the upper end face of shim 11 at the upper end of steel beam 4, respectively. Both ends of the pull-out jack 5-1 are inserted into the metal protective sleeves 17, and the shim 11 presses on the upper end of the pull-out jack 5-1. The compression jack 5-2 is placed on the connecting plate I3-1-4, and the lower tensile crossbeams I3-1-2 on both sides restrict the position movement of the compression jack 5-2. Depending on the pull-out and compression tests of the foundation pile, the pull-out jack 5-1 and the compression jack 5-1 at different positions can be pressurized respectively.

[0056] A method for conducting a vertical static load test on an underwater anchor pile includes the following steps:

[0057] Step 1, Preparation: Confirm that the grooved plates 1-3-1 of all adjustable opening and closing plates 1-3 on the two main frames 1-1 of the water-borne bearing platform 1 are rotated outward and placed flat on the main frame 1-1;

[0058] Step 2, moving the whole set of combined devices: moving the whole set of combined devices, so that the two main frames 1-1 are moved from the two sides of the to-be-tested pile 12 and anchor pile 13, the to-be-tested pile connecting assembly I 3-1 is aligned with the to-be-tested pile 12, and the two anchor pile connecting assemblies II 3-2 are aligned with the anchor piles 13 adjacent to the to-be-tested pile 12;

[0059] Step 3, fixing the water-borne carrying platform: rotating all the adjustable open-close plates 1-3 on the two main frames 1-1 inward in turn to lay flat, so that the recessed plates 1-3-1 of the adjustable open-close plates 1-3 are laid flat on the outside of the main frames 1-1, the adjustable open-close plates 1-3 at both ends are abutted and fitted to clamp the anchor piles 13, and the adjustable open-close plates 1-3 in the middle are abutted and fitted to clamp the to-be-tested pile 12, at this time, the water-borne carrying platform 1 is fixed;

[0060] Step 4, fixing the pile: pulling the sliding chain 10 to adjust the height of the steel beam 4, so that the connecting disc I 3-1-4 is in contact with the to-be-tested pile 12, and the connecting disc II 3-2-4 is in contact with the anchor pile 13; twisting the to-be-tested pile connecting assembly I 3-1, so that the bolt holes 14 on the lower end connecting disc I 3-1-4 of the to-be-tested pile connecting assembly I 3-1 are aligned one by one with the bolt holes of the to-be-tested pile connecting flange 12-1, and the bolts 15 are screwed into the bolt holes 14; twisting the anchor pile connecting assembly II 3-2, so that the bolt holes 14 on the lower end connecting disc II 3-2-4 of the anchor pile connecting assembly II 3-2 are aligned one by one with the bolt holes of the anchor pile connecting flange 13-1, and the bolts 15 are screwed into the bolt holes 14, at this time, the steel beam 4 is stably supported on the support piers 3-2-5 of the two anchor pile connecting assemblies II 3-2, at this time, the sliding chain (10) is naturally relaxed and not subjected to tension, and there is space between the top end of the compression jack 5-2 and the steel beam 4;

[0061] Step 5, recording equipment installation: fixing the recording platform 6 on both sides of the to-be-tested pile 12 respectively, the horizontal beam 6-1 of the recording platform 6 is parallel to the cross beam 2-3 of the gantry 2; the stand column 6-2 of the recording platform 6 is inserted into the soil underwater respectively; the magnetic force table seat 7 is magnetically attracted on both sides of the top surface of the connecting disc I 3-1-4 of the to-be-tested pile connecting assembly I 3-1 respectively, the dial gauge 8 is installed on the table frame of the magnetic force table seat 7, and the test heads of the two dial gauges 8 are in contact with the horizontal beam 6-1 of the recording platform 6;

[0062] Step 6, vertical uplift static load test: tighten the bolt 15 of the connecting disc 13-1-4 at the lower end of the pile foundation connecting assembly 13-1 to be tested, fasten the connecting disc 13-1-4 and the pile foundation connecting flange 12-1, tighten all high-strength nuts 16 on the pile foundation connecting assembly 13-1 to be tested, and fix the pile foundation connecting assembly 13-1 to be tested and the steel beam 4; according to the vertical uplift static load rating requirement of the pile 12 to be tested, different levels of load pressure are applied to the uplift jack 5-1, the uplift jack 5-1 applies vertical upward vertical pulling force to the pile 12 to be tested through the pile foundation connecting assembly 13-1 and the steel beam 4; the vertical displacement value of the pile 12 to be tested under the action of each level of load is recorded by the dial gauge 8; under the action of each level of pressure load, the uplift amount of the pile top per hour does not exceed 0.1mm, and the stable standard is continuously reached twice, then the next level of load is applied, and finally the ultimate load required by the design is applied;

[0063] Step 7, vertical compression static load test: tighten the bolt 15 on the connecting disc 13-2-4 of the anchor pile connecting assembly 13-2 on both sides, connect and fix the connecting disc 13-2-4 and the anchor pile connecting flange 13-1, tighten all high-strength nuts 16 of the anchor pile connecting assembly 13-2 of the anchor pile 13, and connect and fix the anchor pile connecting assembly 13-2 and the steel beam 4; in order to ensure that the stand 13-1-3 of the pile foundation connecting assembly 13-1 to be tested is not subjected to tension during the test, the high-strength nuts 16 on the pile foundation connecting assembly 13-1 to be tested are loosened; according to the vertical compression static load rating requirement of the pile 12 to be tested, different levels of load pressure are applied to the compression jack 5-2, and the compression jack 5-2 and the steel beam 4 apply vertical downward pressure to the pile 12 to be tested; the vertical displacement value of the pile 12 to be tested under the action of each level of load is recorded by the dial gauge 8; under the action of each level of pressure load, the settlement amount of the pile top per hour does not exceed 0.1mm, and the stable standard is continuously reached twice, then the next level of load is applied, and finally the ultimate load required by the design is applied;

[0064] Step 8, disassembly: after the test unloading is completed, first loosen and unscrew the bolt 15 on the connecting disc 13-1-4 of the pile foundation connecting assembly 13-1 to be tested and the connecting disc 13-2-4 of the anchor pile connecting assembly 13-2, and separate the pile 12 to be tested and the pile foundation connecting assembly 13-1, and the anchor piles 13 on both sides and the anchor pile connecting assembly 13-2; pull the sliding chain 10 to hoist the steel beam 4 away from the top of the pile by about 20cm; disassemble the horizontal beam 6-1 and the stand 6-2 of the recording platform 6, and move away the stand 6-2; rotate all adjustable opening and closing plates 1-3 outward in turn to flatten the recessed plate 1-3-1 of the adjustable opening and closing plate 1-3 on the main body frame 1-1, separate the waterborne bearing platform 1 from the pile 12 to be tested and the anchor piles 13, move the entire combined device, move the two main body frames 1-1 of the waterborne bearing platform 1 to the next pile position to be tested, and repeat the above steps.

Claims

1. A combined device for vertical static load testing of underwater anchor piles, comprising a pile connection assembly I (3-1), an anchor pile connection assembly II (3-2), and a steel beam (4), wherein the pile connection assembly I (3-1) is disposed in the middle of the steel beam (4), and the two anchor pile connection assemblies II (3-2) are respectively disposed at both ends of the steel beam (4), characterized in that: It also includes a water-borne support platform (1), a gantry (2), a pull-out jack (5-1), a compression jack (5-2), and a recording platform (6); The waterborne bearing platform (1) includes two main frames (1-1) arranged side by side and several buoyancy tanks (1-2) arranged inside the main frames (1-1). Three adjustable opening and closing plates (1-3) are respectively arranged on the inner side of the upper end face of each main frame (1-1). The positions of the three adjustable opening and closing plates (1-3) are adapted to the positions of the foundation pile (12) to be tested and the anchor piles (13) on both sides of the foundation pile to be tested. The gantry frame (2) is a rectangular frame with an open bottom, consisting of vertical beams (2-1), bottom beams (2-2), and horizontal beams (2-3). The two bottom beams (2-2) are respectively located at the bottom ends of the two vertical beams (2-1). The anchor pile connection assembly II (3-2) includes an upper tensile small horizontal beam II (3-2-1), a lower tensile small horizontal beam II (3-2-2), a column II (3-2-3), a connecting plate II (3-2-4), and a support pier (3-2-5). The height of the support pier (3-2-5) is greater than the compressive strength. The height of the jack (5-2), the two lower tensile small crossbeams II (3-2-2) are respectively set on both sides of the support pier (3-2-5), the connecting plate II (3-2-4) is set at the lower end of the support pier (3-2-5), and several bolt holes (14) corresponding to the bolt holes on the anchor pile connecting flange (13-1) are set on the connecting plate II (3-2-4). The upper tensile small crossbeam II (3-2-1), the two lower tensile small crossbeams II (3-2-2) and the two columns II (3-2-3) form a "well" shaped frame II; The pile connection assembly I (3-1) to be tested includes an upper tensile small crossbeam I (3-1-1), a lower tensile small crossbeam I (3-1-2), a column I (3-1-3), a connecting plate I (3-1-4), and a connecting plate (3-1-5). One upper tensile small crossbeam I (3-1-1), one lower tensile small crossbeam I (3-1-2), and two columns I (3-1-3) form a "well"-shaped frame I. Two "well"-shaped frames... Frame I is arranged vertically side by side. The two connecting plates (3-1-5) are respectively set at the lower ends of the two lower tensile crossbeams I (3-1-2). The connecting plate I (3-1-4) is set below the lower tensile crossbeams I (3-1-2) of the two "well" shaped frames I through the connecting plates (3-1-5). Several bolt holes (14) are set on the connecting plate I (3-1-4) corresponding to the bolt holes on the connecting flange (12-1) of the pile to be tested. The space inside the "well"-shaped frame I of the pile connection component I (3-1) and the "well"-shaped frame II of the anchor pile connection component II (3-2) is larger than the cross-sectional dimension of the steel beam; The height of column I (3-1-3) of the pile connection component I (3-1) to be tested is greater than the height of column II (3-2-3) of the anchor pile connection component II (3-2); There are two gantry frames (2), symmetrically arranged at both ends of the water-bearing platform (1). The two bottom beams (2-2) of each gantry frame (2) are respectively set at the corresponding positions of the two main frames (1-1); the steel beam (4) passes through the space of the "well"-shaped pile connection component I (3-1) and anchor pile connection component II (3-2), and is suspended at both ends below the crossbeams (2-3) of the two gantry frames (2); the two anchor pile connection components II (3-2) are respectively located on the outside of the two gantry frames (2), and the lower part of the connecting plate I (3-1-4) of the pile connection component I (3-1) is located below. The lower end face of the connecting plate II (3-2-4) of the end face and the anchor pile connection component II (3-2) is located on the same horizontal plane; the pull-out jack (5-1) is set between the upper tensile small crossbeam I (3-1-1) and the steel beam (4) of the pile connection component I (3-1) to be tested; the compression jack (5-2) is set between the steel beam (4) and the connecting plate I (3-1-4) of the pile connection component I (3-1) to be tested; the recording platform (6) is set next to the pile (12) to be tested below the middle of the steel beam (4), and the height of the recording platform (6) is adapted to the exposed height of the pile (12) to be tested; The adjustable hinge plate (1-3) includes a grooved plate (1-3-1), a rotating shaft (1-3-2), and a bushing (1-3-3). A semi-circular notch (1-3-4) is provided in the middle of one end of the grooved plate (1-3-1), and the diameter of the semi-circular notch (1-3-4) is adapted to the diameter of the pile (12) and the anchor pile (13) to be tested. A rectangular notch (1-3-5) is provided in the middle of the other end of the grooved plate (1-3-1). The bushing (1-3-3) is provided with clearance fit in the middle of the rotating shaft (1-3-2). The inner sides of both ends of the rotating shaft (1-3-2) are respectively provided at the ends of the connecting pieces (1-3-6) on both sides of the rectangular notch (1-3-5). The adjustable hinge plate (1-3) is set on the main frame (1-1) through the bushing (1-3-3), and the length of the bushing (1-3-3) is less than the length of the rectangular notch (1-3-5). It also includes pulleys (9) and sliding chains (10). There are four pulleys (9), which are respectively set on the lower end face of the middle part of the crossbeam (2-3) of the two gantry frames (2) and the upper end face of both ends of the steel beam (4) corresponding to the crossbeam (2-3); there are two sliding chains (10), which are set between the crossbeam (2-3) and the steel beam (4) through the pulleys (9). The recording platform (6) is an assembled portal frame, including a horizontal beam (6-1) and a column (6-2). The length of the horizontal beam (6-1) is greater than the width of the water support platform (1). The two columns (6-2) are respectively set on both sides of the water support platform (1). The horizontal beam (6-1) and the column (6-2) are mechanically connected at the junction. High-strength nuts (16) are set at both ends of the column I (3-1-3) and the column II (3-2-3).

2. The combined apparatus for vertical static load testing of the underwater anchor pile method as described in claim 1, characterized in that: Both column I (3-1-3) and column II (3-2-3) are made of precision rolled threaded steel.

3. The combined apparatus for vertical static load testing of the underwater anchor pile method as described in claim 1, characterized in that: Protective railings (1-4) are installed along the edge of the main frame (1-1) of the water-borne bearing platform (1), and steel gratings (1-5) are laid on the upper surface of the main frame (1-1).

4. The combined apparatus for vertical static load testing of the underwater anchor pile method as described in claim 1, characterized in that: Shims (11) are respectively placed on the lower end face of the two upper tensile small crossbeams I (3-1-1) of the pile connection component I (3-1) to be tested and on the upper and lower end faces of the steel beam (4) in the space of the pile connection component I (3-1) to be tested. Protective sleeves (17) are respectively placed on the shims (11) on the lower end face of the upper tensile small crossbeam I (3-1-1) and on the upper end face of the steel beam (4).

5. The combined apparatus for vertical static load testing of the underwater anchor pile method as described in claim 1, characterized in that: There are two sets of the recording platform (6), which are respectively set on both sides of the pile (12) to be tested.

6. The combined apparatus for vertical static load testing of the underwater anchor pile method as described in claim 1, characterized in that: Both the pulley (9) and the sliding chain (10) are made of stainless steel.

7. A method for conducting vertical static load tests using the combined apparatus of the underwater anchor pile method as described in any one of claims 1 to 6, characterized in that: Includes the following steps: Step 1, Preparation: Confirm that the groove plates (1-3-1) of all adjustable opening and closing plates (1-3) on the two main frames (1-1) of the water-borne bearing platform (1) are rotated outward and placed flat on the main frame (1-1); Step 2, move the entire set of combined devices: move the entire set of combined devices so that the pile to be tested (12) and the anchor pile (13) are located between the two main frames (1-1) of the water bearing platform (1), align the pile to be tested connecting component I (3-1) with the pile to be tested (12), and align the two anchor pile connecting components II (3-2) with the anchor pile (13) adjacent to the pile to be tested (12); Step 3, fix the water-borne bearing platform: rotate all the adjustable opening and closing plates (1-3) on the two main frames (1-1) inward and flatten them in sequence, so that the groove plate (1-3-1) of the adjustable opening and closing plate (1-3) is placed flat on the outside of the main frame (1-1), the adjustable opening and closing plates (1-3) at both ends are aligned and fit together to lock the anchor pile (13), and the adjustable opening and closing plate (1-3) in the middle is aligned and fit together to lock the foundation pile (12) to be tested. At this time, the water-borne bearing platform (1) is fixed. Step 4, fixing the foundation pile: pull the sliding chain (10) through the pulley (9), adjust the height of the steel beam (4), twist the foundation pile connection component I (3-1) to make the bolt holes (14) on the lower end connecting plate I (3-1-4) of the foundation pile connection component I (3-1) correspond one-to-one with the bolt holes of the foundation pile connection flange (12-1), and screw in the bolts (15); twist the anchor pile connection component II (3-2) to make the bolt holes (14) on the lower end connecting plate II (3-2-4) of the anchor pile connection component II (3-2) correspond one-to-one with the bolt holes of the anchor pile connection flange (13-1), and screw in the bolts (15). At this time, the steel beam (4) is stably supported on the support piers (3-2-5) of the anchor pile connection components II (3-2) on both sides, the sliding chain (10) is naturally relaxed and not under tension, and there is space between the top of the pressure jack (5-2) and the steel beam (4); Step 5, Installation of recording equipment: Fix the two sets of recording platforms (6) on both sides of the pile to be tested (12) respectively. The horizontal beam (6-1) of the recording platform (6) is parallel to the cross beam (2-3) of the gantry (2). The columns (6-2) of the recording platform (6) are inserted into the soil underwater. The two sets of magnetic gauge bases (7) are respectively set on both sides of the top surface of the connecting plate I (3-1-4) at the lower end of the connecting component I (3-1) of the pile to be tested. The dial gauges (8) are mounted on the gauge frame of the magnetic gauge base (7). The test heads of the two dial gauges (8) are in contact with the horizontal beams (6-1) of the two sets of recording platforms (6) respectively. Step 6, Vertical pull-out static load test: Tighten the bolts (15) of the connecting plate I (3-1-4) at the lower end of the pile connection assembly I (3-1) to be tested, connect and fix the connecting plate I (3-1-4) to the pile connection flange (12-1) to be tested, tighten all the high-strength nuts (16) on the pile connection assembly I (3-1) to be tested, and fix the pile connection assembly I (3-1) to the steel beam (4); According to the vertical pull-out static load rating of the pile (12) to be tested, apply different levels of load pressure to the pull-out jack (5-1), and the pull-out jack (5-1) applies a vertical pull-out force to the pile (12) to be tested through the pile connection assembly I (3-1) and the steel beam (4); The vertical displacement value of the pile (12) under pull-out force under each level of load is recorded by dial gauge (8); under each level of pressure load, the pull-out of the pile top in each hour shall not exceed 0.1 mm, and the stability standard shall be determined twice in a row before the next level of load can be applied and finally the ultimate load required by the design is reached. Step 7, Vertical compressive static load test: Tighten the bolts (15) on the connecting plate II (3-2-4) of the anchor pile connection assembly II (3-2) on both sides, connect and fix the connecting plate II (3-2-4) to the anchor pile connection flange (13-1), tighten all the high-strength nuts (16) of the anchor pile connection assembly II (3-2) of the anchor pile (13), so that the anchor pile connection assembly II (3-2) is connected and fixed to the steel beam (4); at the same time, loosen all the high-strength nuts (16) on the pile connection assembly I (3-1) to be tested, so that the column I (3-1-3) of the pile connection assembly I (3-1) to be tested is not under tension during the test; according to the vertical compressive static load rating of the pile (12) to be tested, apply different levels of load pressure to the compression jack (5-2), and apply vertical downward pressure to the pile (12) to be tested through the compression jack (5-2) and the steel beam (4); The vertical displacement value of the pile (12) under the action of each level of load is recorded by dial gauge (8); under each level of pressure load, the settlement of the pile top in each hour shall not exceed 0.1mm, and the stability standard shall be determined twice in a row before the next level of load can be applied and finally the ultimate load required by the design is reached. Step 8, Disassembly: After the test unloading is completed, first loosen and unscrew the bolts (15) on the connecting plate I (3-1-4) of the pile connection assembly I (3-1) and the connecting plate II (3-2-4) of the anchor pile connection assembly II (3-2). Separate the pile to be tested (12) from the pile connection assembly I (3-1) and the anchor piles on both sides (13) from the anchor pile connection assembly II (3-2). Use the pulley (9) to pull the sliding chain (10) to lift the steel beam (4) away from the top of the pile. Place the recording platform (6) Disassemble the horizontal beam (6-1) and column (6-2), and remove column (6-2); rotate all adjustable opening and closing plates (1-3) outwards and flatten them in sequence, so that the groove plate (1-3-1) of the adjustable opening and closing plate (1-3) is placed flat on the main frame (1-1), disconnect the connection between the water bearing platform (1) and the foundation pile (12) and anchor pile (13) to be tested, move the entire set of combined devices, move the two main frames (1-1) of the water bearing platform (1) to the next foundation pile position to be tested, and repeat the above steps.

Images