CN109372037A - Deposited reinforced concrete pile internal force test test tube and its installation method - Google Patents
Deposited reinforced concrete pile internal force test test tube and its installation method Download PDFInfo
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- CN109372037A CN109372037A CN201811537407.2A CN201811537407A CN109372037A CN 109372037 A CN109372037 A CN 109372037A CN 201811537407 A CN201811537407 A CN 201811537407A CN 109372037 A CN109372037 A CN 109372037A
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- 238000012360 testing method Methods 0.000 title claims abstract description 429
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 67
- 238000009434 installation Methods 0.000 title claims abstract description 60
- 238000000034 method Methods 0.000 title claims abstract description 49
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 212
- 239000010959 steel Substances 0.000 claims abstract description 212
- 230000002787 reinforcement Effects 0.000 claims abstract description 179
- 239000004567 concrete Substances 0.000 claims abstract description 62
- 230000010412 perfusion Effects 0.000 claims abstract description 27
- 238000005553 drilling Methods 0.000 claims abstract description 22
- 238000005266 casting Methods 0.000 claims description 76
- 239000000853 adhesive Substances 0.000 claims description 43
- 230000001070 adhesive effect Effects 0.000 claims description 42
- 229920003023 plastic Polymers 0.000 claims description 37
- 238000013461 design Methods 0.000 claims description 34
- 230000003014 reinforcing effect Effects 0.000 claims description 30
- 239000003638 chemical reducing agent Substances 0.000 claims description 19
- 239000006260 foam Substances 0.000 claims description 16
- 239000011324 bead Substances 0.000 claims description 14
- 239000002689 soil Substances 0.000 claims description 13
- 210000003205 muscle Anatomy 0.000 claims description 11
- 230000008569 process Effects 0.000 claims description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- 230000015271 coagulation Effects 0.000 claims description 6
- 238000005345 coagulation Methods 0.000 claims description 6
- 239000002245 particle Substances 0.000 claims description 6
- 239000003292 glue Substances 0.000 claims description 4
- 230000003068 static effect Effects 0.000 claims description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 230000003028 elevating effect Effects 0.000 claims description 2
- 238000005728 strengthening Methods 0.000 claims 1
- 210000002435 tendon Anatomy 0.000 claims 1
- 238000009510 drug design Methods 0.000 abstract description 3
- 238000010276 construction Methods 0.000 description 8
- 238000005452 bending Methods 0.000 description 6
- 238000011900 installation process Methods 0.000 description 3
- 230000006378 damage Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 229920000965 Duroplast Polymers 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 210000005069 ears Anatomy 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of deposited reinforced concrete pile internal force test test tube and its installation methods, the test tube includes the steel reinforcement cage being mounted in armored concrete perfusion drilling and two test tubes being vertically installed in the steel reinforcement cage, the steel reinforcement cage includes multiple steel reinforcement cage sections sequentially connected from the bottom to top, the bottom end of the test tube is provided with lower test tube lid, the push pipe of the test tube is provided with test tube lid, and the test tube includes multiple test tube sections sequentially connected from the bottom to top；Method includes the following steps: the binding of one, steel reinforcement cage section；Two, the splicing of test tube section；Three, installation is hung under test tube section and steel reinforcement cage section；Four, the installation of protecting tube.The present invention has rational design and at low cost, and the binding set-up time is short, and ensure that test tube is located at deposited reinforced concrete pile test position, so as to accurately measure pile strain, the problems such as test tube for avoiding existing test tube installation method from occurring often is deformed, distorted, fractureing.
Description
Technical field
The invention belongs to deposited reinforced concrete pile internal force test technical fields, fill more particularly, to a kind of armored concrete
Infuse stake internal force test test tube and its installation method.
Background technique
Deposited reinforced concrete pile has many advantages, such as that bearing capacity is high, quality is stable, strong applicability, as building foundation treatment
The pile foundation of mode is used widely.To the relevant design parameter of deposited reinforced concrete pile progress internal force test acquisition, it is
Understand that deposited reinforced concrete pile force-bearing situation is most intuitive, most reliable method.In pile foundation internal force test method, micrometer is slided
Technology due to precision it is high, it is highly reliable, contain much information the advantages of, more and more extensive answer is obtained in pile foundation internal force test in recent years
With.When application sliding micro-measuring technique carries out pile foundation internal force test, need that internal force test test tube is installed in pile body.But mesh
Preceding test tube is usually that the test tube spliced in advance is directly placed in prefabricated reinforced concrete pile, has been spliced in advance
Test tube is longer, unavoidably causes the deformation of test tube in this way, distorts or fracture, and is difficult to install；Prefabricated steel is needed again
Rib concrete pile just can be carried out test tube installation, and application range is poor；In addition, during due to being hung under test tube, if when binding test tube
Between it is too long when stake holes be easy to collapse and bring immeasurable loss, therefore in work progress efficiently, the installation test tube of high quality
Become problem, and then limits application of the sliding micro-measuring technique in deposited reinforced concrete pile internal force test.At present not yet
About mounting technique of the sliding micrometer pipe in deposited reinforced concrete pile.
Summary of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that providing a kind of reinforced concrete
Native bored concrete pile internal force test test tube, it is reasonable and at low cost to design, and is installed using steel reinforcement cage as carrier, when binding is installed
Between it is short, ensure that the survey that test tube is located at deposited reinforced concrete pile test position, and existing test tube installation method is avoided to occur often
The problems such as pipe is deformed, is distorted, fractureing, it is ensured that the waterproof performance and strain testing precision of test tube, it is high-efficient, it is practical.
In order to solve the above technical problems, the technical solution adopted by the present invention is that: a kind of deposited reinforced concrete pile internal force survey
Test tube on probation, it is characterised in that: be vertically installed at institute including the steel reinforcement cage being mounted in armored concrete perfusion drilling and two
The test tube in steel reinforcement cage is stated, the steel reinforcement cage includes multiple steel reinforcement cage sections sequentially connected from the bottom to top, and two test tubes are closed
It is symmetrically arranged in the center of steel reinforcement cage, the bottom end of the test tube is provided with lower test tube lid, and the push pipe of the test tube is provided with
Test tube lid is provided with the first steel pile casting and the second steel pile casting protruded into for the bottom end of two test tubes in the bottom of the steel reinforcement cage,
The test tube includes multiple test tube sections sequentially connected from the bottom to top, is provided with anchor ear in the test tube section, the anchor ear is fixed
It is mounted on steel reinforcement cage, the top of the test tube is higher than design of pile top absolute altitude and concrete casting elevation, in two test tubes
Clear water is filled, the top that the top of the test tube is higher than design of pile top absolute altitude is arranged with protecting tube.
Above-mentioned deposited reinforced concrete pile internal force test test tube, it is characterised in that: the armored concrete perfusion is bored
Hole is located at subsurface, and the design of pile top absolute altitude and concrete casting elevation are respectively positioned on subsurface；
The test tube section includes multiple sequentially connected test tube sections, and the test tube section includes casing and is arranged at casing
Ring is surveyed, all-purpose adhesive is provided between the two neighboring test tube section and is bonded, and outside the connection of the two neighboring test tube section
Adhesive waterproof tape is set, is provided with all-purpose adhesive between the two neighboring test tube section and is bonded, and the two neighboring test tube section
Connection outside adhesive waterproof tape is set.
Above-mentioned deposited reinforced concrete pile internal force test test tube, it is characterised in that: the protecting tube is hard plastic tube,
The both ends of the hard plastic tube and the junction of test tube are provided with reducer union, the hard plastic tube, reducer union and the survey
Pipe encloses in the cavity set filled with foam beads, the junction setting all-purpose adhesive and marine glue of the reducer union and the test tube
Band.
Above-mentioned deposited reinforced concrete pile internal force test test tube, it is characterised in that: the steel reinforcement cage section includes multiple
Peripherally disposed steel reinforcement cage main reinforcement and the round reinforcing rib being disposed around on steel reinforcement cage main reinforcement excircle, the round reinforcement
The quantity of muscle is multiple, multiple round reinforcing rib length directions layings outside multiple steel reinforcement cage main reinforcements.
Meanwhile a kind of the invention also discloses method and steps simple, design is rationally and the filling of the armored concrete of easy construction
Infuse the installation method of stake internal force test test tube, which is characterized in that method includes the following steps:
Step 1: the binding of steel reinforcement cage section: binding multiple steel reinforcement cage sections；
Step 2: the splicing of test tube section:
Multiple test tube sections are sequentially connected as a test tube section by step 201；Wherein, between the two neighboring test tube section
It is first bonded using all-purpose adhesive, and adhesive waterproof tape is set outside the connection of the two neighboring test tube section；
Step 201 is repeated several times in step 202, obtains multiple test tube sections；
Step 3: hanging installation under test tube section and steel reinforcement cage section:
Step 301 welds the first steel pile casting and the second steel pile casting in the bottom of current steel reinforcement cage section；Wherein, described
The side of first steel pile casting and the second steel pile casting and steel reinforcement cage main reinforcement are welded to connect, and first steel pile casting and the second steel pile casting close
It is symmetrically arranged in the center of current steel reinforcement cage section；
Step 302 smears all-purpose adhesive in the bottom end of any two test tube sections, later, at the bottom for the test tube section for smearing all-purpose adhesive
Lower test tube lid is installed at end, then winds the double-deck adhesive waterproof tape in test tube section and lower test tube lid junction；It later will be under two installations
The test tube section of test tube lid is mounted in current steel reinforcement cage section, and the bottom end of two test tube sections is set in the first steel pile casting
In the second steel pile casting；
Step 303 will be hung in armored concrete perfusion drilling under the current test tube section of current steel reinforcement cage section and two,
1m is hung under current steel reinforcement cage section is every, is set with anchor ear in two current test tube sections, and by the anchor ear and steel reinforcement cage
Section is fixedly connected；
3m is hung under step 304, current steel reinforcement cage section are every, fills clear water in two current test tube sections respectively；
Step 305, when until top and the armored concrete perfusion of two current test tube sections drill, top surface is flushed,
Next test tube section is installed respectively in the upper end of two current test tube sections；Wherein, using omnipotent between two neighboring test tube section
Glue is bonded, and adhesive waterproof tape is arranged outside the connection of two neighboring test tube section；
Step 306, according to method described in step 303 and step 304, by current steel reinforcement cage section and two next surveys
It is hung under pipeline section in armored concrete perfusion drilling, and fills clear water in two next test tube sections respectively；
Step 305 and step 306 is repeated several times in step 307, until the top of current steel reinforcement cage section and armored concrete
When perfusion drilling top surface flushes, next steel reinforcement cage section is installed in current steel reinforcement cage section；Wherein, two neighboring steel reinforcement cage section
Junction be arranged reinforcing steel bar connecting sleeve tube；
Step 305 is repeated several times to step 307, until the height of mounted test tube section is greater than design of pile top in step 308
Absolute altitude and concrete casting elevation complete the installation of two test tubes；Wherein, center of two test tubes about the steel reinforcement cage
It is symmetrically arranged；
Step 4: the installation of protecting tube:
Step 401, the test tube top for being higher than design of pile top absolute altitude at two respectively are set with hard plastic tube, the hard plastic tube
Both ends and the junction of test tube be provided with reducer union；Wherein, the hard plastic tube, reducer union and test tube enclose the cavity set
It is interior to be filled with foam beads, the junction setting all-purpose adhesive and adhesive waterproof tape of the reducer union and the test tube；
Step 402 installs removably upper test tube lid at the top of two test tubes；
Step 403, the concrete perfusion into armored concrete perfusion drilling, until concrete casting elevation, forms reinforcing bar
Cast-in-place concrete pile；Wherein, the height of the deposited reinforced concrete pile is greater than design of pile top absolute altitude and is less than the duroplasts
The height of pipe.
The installation method of above-mentioned deposited reinforced concrete pile internal force test test tube, it is characterised in that: Step 1: reinforcing bar
The binding of cage section, detailed process is as follows:
Step 101 uniformly binds multiple steel reinforcement cage main reinforcements along round reinforcing rib inner circle circumferential direction；Wherein, two neighboring steel
Spacing between muscle cage main reinforcement is 10cm~20cm；
Step 102, the next round reinforcing rib of length direction setting outside multiple steel reinforcement cage main reinforcements, and by multiple steel reinforcement cages
Main reinforcement and next round reinforcing rib are bound；
Step 102 is repeated several times in step 103, completes the binding of multiple round reinforcing ribs, forms steel reinforcement cage section；Wherein, phase
Spacing between adjacent two round reinforcing ribs is 1m~2m,
Step 101 is repeated several times to step 103 in step 104, obtains multiple steel reinforcement cage sections；
The installation method of above-mentioned deposited reinforced concrete pile internal force test test tube, it is characterised in that: prevent in step 4
After pillar installation, abolishing and pouring for step 5 pile crown is carried out, detailed process is as follows:
Step 501, the deposited reinforced concrete pile part that will be above design of pile top absolute altitude using broken pile machine are abolished, until hard
The concrete of plastic tube circumferencial direction perfusion removes hard plastic tube after all abolishing again, completes pile crown and abolishes；
Step 502 simultaneously installs round steel pile casting in deposited reinforced concrete pile excircle；Wherein, the round steel pile casting
Bottom be located at design of pile top absolute altitude hereinafter, it is described circle steel pile casting at the top of elevate above the soil；
Step 503 carries out the casting of second coagulation soil at design of pile top absolute altitude, forms single-pile static loading test pile crown；Wherein,
During the casting of second coagulation soil, test tube keeps vertical.
The installation method of above-mentioned deposited reinforced concrete pile internal force test test tube, it is characterised in that: institute in step 401
The particle size range for stating foam beads is 3mm~6mm.
The installation method of above-mentioned deposited reinforced concrete pile internal force test test tube, it is characterised in that: in step 305
During next test tube section is installed in the upper end of two current test tube sections respectively, detailed process is as follows:
Next test tube section is put into steel reinforcement cage section by step 3051, and the lower part in next test tube section, middle part and on
Portion's set sets wound and bound rope, middle wound and bound rope and upper wound and bound rope, and the lower wound and bound rope, the middle wound and bound rope and the upper wound and bound rope are equal
It is fixedly connected with steel reinforcement cage section, next test tube section is fixed temporarily；Wherein, the lower wound and bound rope is to next test tube section
Lower part be fixed, the middle part and the distance between top and steel reinforcement cage section of next test tube section are adjustable；
Step 3052 removes the lower wound and bound rope, and the lower part of next test tube section is mounted on to current test tube section
Upper end, and during installation, the middle part and the distance between top and steel reinforcement cage main reinforcement of next test tube section are adjusted, under making
The center of one test tube section and the center of current test tube section are located along the same line；
After step 3053, the installation of next test tube section, the middle wound and bound rope and the upper wound and bound rope are dismantled, test tube is completed
The splicing of section.
Compared with the prior art, the present invention has the following advantages:
1, used test tube simple structure and reasonable design and installation are laid easy, and input cost is lower.
2, used test tube carries out down hanging installation using steel reinforcement cage as carrier, is on the one hand convenient for the peace of multiple test tube sections
Dress, and convenient for guaranteeing the straightness of test tube during casting concrete, it ensure that test tube is located at deposited reinforced concrete pile survey
Position is tried, so as to accurately measure pile strain；On the other hand benchmark can be judged using steel reinforcement cage as vertical, it is ensured that test tube section
Vertical degree, avoids test tube section from deforming, is effectively prevented from test tube section stress deformation, distorts or fracture.
3, used test tube includes multiple test tube sections, is installed by the splicing of multiple test tube sections, realizes the installation of test tube,
It on the one hand, is to be hung to prefabricated armored concrete because multiple test tube sections are spliced into advance under the test tube for testing required length
Operating difficulties in stake；It on the other hand, is because direct splicing is at easily deforming during hanging under longer test tube, distort
Or bending.
4, the top that the top of used test tube is higher than design of pile top absolute altitude is arranged with protecting tube, is in order in broken pile machine
When abolishing the deposited reinforced concrete pile part higher than design of pile top absolute altitude, prevent from destroying test tube.
5, the installation method step of used test tube is simple, needs equipment less, at low cost, high-efficient, ensure that test tube
Positioned at deposited reinforced concrete pile test position, so as to accurately measure pile strain, when both having overcome existing test tube installation method
The test tube often occurred is deformed, is distorted, fracture problem, in turn ensures that surveying ring is located at correct test position, improves the waterproof of test tube
Performance and strain testing precision, convenient for promoting the use of.
6, the installation method of used deposited reinforced concrete pile internal force test test tube, steel reinforcement cage and test tube section are together
Under hang, during being hung under steel reinforcement cage be test tube section play a certain protective role, avoid test tube section stress deformation, distortion or
Person fractures, meanwhile, carrier of the steel reinforcement cage as test tube section, convenient for the installation of multiple test tube sections, and convenient in casting concrete mistake
Cheng Zhong guarantees the straightness of test tube, ensure that test tube is located at deposited reinforced concrete pile test position, so as to accurately measure stake
Body strain.
7, in the installation method of used deposited reinforced concrete pile internal force test test tube, two surveys of installation can be synchronized
Pipe realizes the installation of two test tubes, and transfers steel reinforcement cage and install test tube in the process and fix to test tube progress anchor ear, the set-up time
Short, construction is simple is easy to operate.
8, in the installation method of used deposited reinforced concrete pile internal force test test tube, hard plastic tube is arranged to survey
Pipe is protected, and hard plastic tube and test tube are enclosed filled with foam beads in the cavity set, so as in deposited reinforced concrete pile
Empty pile crown abolish in hard plastic tube support and protect test tube.
In conclusion the present invention has rational design and at low cost, the binding set-up time is short, and ensure that test tube is mixed positioned at reinforcing bar
Solidifying soil bored concrete pile test position, so as to accurately measure pile strain, the test tube that avoids existing test tube installation method from occurring often
The problems such as deforming, distort, fractureing improves the waterproof performance and strain testing precision of test tube, high-efficient, practical.
Below by drawings and examples, technical scheme of the present invention will be described in further detail.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of deposited reinforced concrete pile internal force test test tube of the present invention.
Fig. 2 is enlarged drawing at the A of Fig. 1.
Fig. 3 is the top view of Fig. 1.
Fig. 4 is the flow diagram of the installation method of deposited reinforced concrete pile internal force test test tube of the present invention.
Description of symbols:
The perfusion drilling of 1-armored concrete；2-test tubes；The first steel pile casting of 3-1-；
The second steel pile casting of 3-2-；4-ground；5-casings；
6-survey ring；The lower test tube lid of 7-1-；7-2-goes up test tube lid；
8-steel reinforcement cage main reinforcements；9-anchor ears；10-hard plastic tubes；
11-design of pile top absolute altitudes；12-concrete casting elevations；13-all-purpose adhesives；
14-adhesive waterproof tapes；15-round reinforcing ribs；16-steel reinforcement cages；
17-reducer unions.
Specific embodiment
A kind of deposited reinforced concrete pile internal force test test tube as shown in Figure 1, including it is mounted on armored concrete filling
Note drilling 1 in steel reinforcement cage and two test tubes 2 being vertically installed in the steel reinforcement cage, the steel reinforcement cage include it is multiple by down toward
Upper sequentially connected steel reinforcement cage section, two test tubes 2 are symmetrically arranged about the center of steel reinforcement cage, the bottom end of the test tube 2
It is provided with lower test tube lid 7-1, the push pipe of the test tube 2 is provided with test tube lid 7-2, is provided with confession in the bottom of the steel reinforcement cage
The the first steel pile casting 3-1 and the second steel pile casting 3-2 that the bottom end of two test tubes 2 is protruded into, the test tube 2 include it is multiple from the bottom to top according to
The test tube section of secondary connection is provided with anchor ear 9 in the test tube section, and the anchor ear 9 is fixedly mounted on steel reinforcement cage, the test tube 2
Top be higher than design of pile top absolute altitude 11 and concrete casting elevation 12, fill clear water, the test tube in two test tubes 2
The top that 2 top is higher than design of pile top absolute altitude 11 is arranged with protecting tube.
As depicted in figs. 1 and 2, in the present embodiment, the armored concrete perfusion drilling 1 is located under ground 4, the stake top
Designed elevation 11 and concrete casting elevation 12 are respectively positioned under ground 4；
The test tube section includes multiple sequentially connected test tube sections, and the test tube section includes casing 5 and is arranged at casing 5
Survey ring 6, be provided with all-purpose adhesive 13 between the two neighboring test tube section and bonded, and the company of the two neighboring test tube section
Outer setting adhesive waterproof tape 14 is connect, all-purpose adhesive is provided between the two neighboring test tube section and is bonded, and is two neighboring described
Adhesive waterproof tape is set outside the connection of test tube section.
In the present embodiment, the protecting tube is hard plastic tube 10, the both ends of the hard plastic tube 10 and the junction of test tube 2
It is provided with reducer union 17, the hard plastic tube 10, reducer union 17 and the test tube 2 are enclosed in the cavity set filled with foam
The junction setting all-purpose adhesive and adhesive waterproof tape of grain, the reducer union 17 and the test tube 2.
As shown in figure 3, the steel reinforcement cage section includes multiple peripherally disposed steel reinforcement cage main reinforcements 8 in the present embodiment
Quantity with the round reinforcing rib 15 being disposed around on 8 excircle of steel reinforcement cage main reinforcement, the circle reinforcing rib 15 is multiple, Duo Gesuo
Round reinforcing rib 15 is stated to lay along the outer length direction of multiple steel reinforcement cage main reinforcements 8.
In the present embodiment, the setting of the steel reinforcement cage, first, it is because it is mixed to form reinforcing bar in conjunction with cast-in-place concrete
Solidifying soil bored concrete pile, avoids the bearing capacity of deposited reinforced concrete pile from cannot be guaranteed, cannot effectively bear tension and bending resistance；The
Two, it is to be installed for the carrier as test tube section convenient for multiple test tube sections, and be convenient for during casting concrete, guarantees to survey
The straightness of pipe ensure that test tube is located at deposited reinforced concrete pile test position, so as to accurately measure pile strain；The
Three, be in order to judge benchmark as vertical using steel reinforcement cage, it is ensured that the vertical degree of test tube section avoids test tube section from deforming, influences steel
Reinforced concrete bored concrete pile internal force test；4th, it is for steel during steel reinforcement cage section and test tube section one are removed and hung, and are hung under
Muscle cage is that test tube section plays a certain protective role, and avoids test tube section stress deformation, distorts or fracture.
In the present embodiment, the first steel pile casting 3-1 and the second steel pile casting 3-2 are the steel cylinder bottom of with, first steel
The bottom end that the internal diameter of casing 3-1 and the second steel pile casting 3-2 are greater than test tube 2, which is pacified, holds test tube lid 7-1 maximum outside diameter, and described first
The barrel thickness of steel pile casting 3-1 and the second steel pile casting 3-2 are 3mm~5mm's, the first steel pile casting 3-1 and the second steel pile casting 3-2
Length 30cm~50cm.
In the present embodiment, the setting of the first steel pile casting 3-1 and the second steel pile casting 3-2, first, it is for the bottom to test tube 2
End is protected, and the bottom end for placing test tube 2 when preventing from hanging armored concrete perfusion 1 bottom of drilling under steel reinforcement cage is pushed up to reinforced concrete
The bottom hole stress deformation of soil perfusion drilling 1 fractures；Second, it is the first steel pile casting 3-1 and the second steel pile casting 3-2 and steel reinforcement cage master
Muscle 8 is welded to connect and fixes, and is carried out in this way by bottom end of the positioning of the first steel pile casting 3-1 and the second steel pile casting 3-2 to test tube 2
Positioning, effectively integrally positions test tube, avoids the deformation of test tube 2, improve the vertical degree of test tube 2.
In the present embodiment, the setting of lower test tube lid 7-1, first, it is in order to ensure the lowermost test tube section in test tube 2
The closing of bottom end, convenient for containing clear water；Second, be in order to avoided during installation drilling in particle enter in test tube 2,
It influences deposited reinforced concrete pile body and strains internal force test.
In the present embodiment, the setting of upper test tube lid 7-2, first, it is the test tube section in order to ensure the top in test tube 2
The closing of upper end, convenient for containing clear water；Second, it is to avoid concrete or other foreign matters during filling concrete
It falls into test tube 2, causes test tube 2 unclean, influence deposited reinforced concrete pile body strain internal force test.
In the present embodiment, the setting of anchor ear 9, first, it is to be convenient for and steel reinforcement cage main reinforcement 8 in order to which test tube section is fixed
It is fixedly connected；Second, it is that can effectively be conveniently installed at test tube because the section of anchor ear and the section of test tube section are circle
Duan Shang；Third is because installation personnel expert can carry out installation anchor ear by steel reinforcement cage, to fix test tube section.
In the present embodiment, in actual installation process, multiple test tube sections are first mounted to test tube section, then by test tube Duan Suigang
Muscle cage one, which removes, to be hung, and during hang under, realizes the installation of multiple test tube sections, until finally connecting into test tube 2, on the one hand,
It is effectively prevented under the test tube for being directly spliced into multiple test tube sections in advance and testing required length and hangs, the operation hung under reducing is difficult
Degree；And reduce the problems such as deformation occurred in procedure, distortion or bending are hung under test tube.
In the present embodiment, the setting of the foam beads, first, it is to realize between test tube 2 and hard plastic tube 10
It is flexible coupling, avoids colliding hard plastic tube 10 during the empty pile crown of deposited reinforced concrete pile is abolished and colliding test tube 2, cause
The damage of test tube 2；Second, it is during the empty pile crown for abolishing deposited reinforced concrete pile is abolished, to avoid broken pile for vibration damping
Machine vibration is to 2 vibration hazard of test tube；Third is to be supported to hard plastic tube 10.
A kind of installation method of deposited reinforced concrete pile internal force test test tube as shown in Figure 4, comprising the following steps:
Step 1: the binding of steel reinforcement cage section: binding multiple steel reinforcement cage sections；
Step 2: the splicing of test tube section:
Multiple test tube sections are sequentially connected as a test tube section by step 201；Wherein, between the two neighboring test tube section
It is first bonded using all-purpose adhesive 13, and adhesive waterproof tape 14 is set outside the connection of the two neighboring test tube section；
Step 201 is repeated several times in step 202, obtains multiple test tube sections；
Step 3: hanging installation under test tube section and steel reinforcement cage section:
Step 301 welds the first steel pile casting 3-1 and the second steel pile casting 3-2 in the bottom of current steel reinforcement cage section；Its
In, the side of the first steel pile casting 3-1 and the second steel pile casting 3-2 and steel reinforcement cage main reinforcement 8 are welded to connect, first steel pile casting
3-1 and the second steel pile casting 3-2 are symmetrically arranged about the center of current steel reinforcement cage section；
Step 302 smears all-purpose adhesive in the bottom end of any two test tube sections, later, at the bottom for the test tube section for smearing all-purpose adhesive
Lower test tube lid 7-1 is installed at end, then winds the double-deck adhesive waterproof tape in test tube section and the lower test tube junction lid 7-1；Later by two
The test tube section for installing lower test tube lid 7-1 is mounted in current steel reinforcement cage section, and the bottom end of two test tube sections is set in
In first steel pile casting 3-1 and the second steel pile casting 3-2；
Step 303 will be hung to armored concrete perfusion drilling 1 under the current test tube section of current steel reinforcement cage section and two
In, 1m is hung under current steel reinforcement cage section is every, is set with anchor ear 9 in two current test tube sections, and by the anchor ear 9 and steel
Muscle cage main reinforcement 8 is fixedly connected；
3m is hung under step 304, current steel reinforcement cage section are every, fills clear water in two current test tube sections respectively；
Step 305 is flushed up to 1 top surface of drilling is perfused with the armored concrete in the top of two current test tube sections
When, next test tube section is installed respectively in the upper end of two current test tube sections；Wherein, ten thousand are used between two neighboring test tube section
Energy glue is bonded, and adhesive waterproof tape is arranged outside the connection of two neighboring test tube section；
Step 306, according to method described in step 303 and step 304, by current steel reinforcement cage section and two next surveys
It is hung under pipeline section in armored concrete perfusion drilling 1, and fills clear water in two next test tube sections respectively；
Step 305 and step 306 is repeated several times in step 307, until the top of current steel reinforcement cage section and armored concrete
When 1 top surface of perfusion drilling flushes, next steel reinforcement cage section is installed in current steel reinforcement cage section；Wherein, two neighboring steel reinforcement cage
Reinforcing steel bar connecting sleeve tube is arranged in the junction of section；
Step 305 is repeated several times to step 307, until the height of mounted test tube section is greater than design of pile top in step 308
Absolute altitude 11 and concrete casting elevation 12, complete the installation of two test tubes 2；Wherein, two test tubes 2 are about the steel reinforcement cage
Center be symmetrically arranged；
Step 4: the installation of protecting tube:
Step 401,2 top of test tube for being higher than design of pile top absolute altitude 11 at two respectively are set with hard plastic tube 10, described hard
The both ends of plastic tube 10 and the junction of test tube 2 are provided with reducer union 17；Wherein, the hard plastic tube 10, reducer union 17
It is enclosed with test tube 2 in the cavity set filled with foam beads, the junction setting all-purpose adhesive of the reducer union 17 and the test tube 2
And adhesive waterproof tape；
Step 402 installs removably upper test tube lid 7-2 at the top of two test tubes 2；
Step 403, the concrete perfusion into armored concrete perfusion drilling 1, until concrete casting elevation 12, forms steel
Reinforced concrete bored concrete pile；Wherein, the height of the deposited reinforced concrete pile is greater than design of pile top absolute altitude 11 and is less than described hard
The height of plastic tube 10.
In the present embodiment, Step 1: the binding of steel reinforcement cage section, detailed process is as follows:
Step 101 uniformly binds multiple steel reinforcement cage main reinforcements 8 along round 15 inner circle circumferential direction of reinforcing rib；Wherein, two neighboring
Spacing between steel reinforcement cage main reinforcement 8 is 10cm~20cm；
Step 102, along the next round reinforcing rib 15 of multiple steel reinforcement cage main reinforcements 8 outer length direction setting, and by multiple steel
Muscle cage main reinforcement 8 and next round reinforcing rib 15 are bound；
Step 102 is repeated several times in step 103, completes the binding of multiple round reinforcing ribs 15, forms steel reinforcement cage section；Wherein,
Spacing between two neighboring circle reinforcing rib 15 is 1m~2m,
Step 101 is repeated several times to step 103 in step 104, obtains multiple steel reinforcement cage sections；
In the present embodiment, in step 4 after protecting tube installation, abolishing and pouring for step 5 pile crown, detailed process are carried out
It is as follows:
Step 501, the deposited reinforced concrete pile part that will be above design of pile top absolute altitude 11 using broken pile machine are abolished, until
The concrete of 10 circumferencial direction of hard plastic tube perfusion removes hard plastic tube 10 after all abolishing again, completes pile crown and abolishes；
Step 502 simultaneously installs round steel pile casting in deposited reinforced concrete pile excircle；Wherein, the round steel pile casting
Bottom be located at design of pile top absolute altitude 11 hereinafter, elevating above the soil 4 at the top of the circle steel pile casting；
Step 503 carries out the casting of second coagulation soil at design of pile top absolute altitude 11, forms single-pile static loading test pile crown；Its
In, during the casting of second coagulation soil, test tube 2 keeps vertical.
In the present embodiment, the particle size range of foam beads described in step 401 is 3mm~6mm.
In the present embodiment, the mistake of next test tube section is installed respectively in the upper end of two current test tube sections in step 305
Cheng Zhong, detailed process is as follows:
Next test tube section is put into steel reinforcement cage section by step 3051, and the lower part in next test tube section, middle part and on
Portion's set sets wound and bound rope, middle wound and bound rope and upper wound and bound rope, and the lower wound and bound rope, the middle wound and bound rope and the upper wound and bound rope are equal
It is fixedly connected with steel reinforcement cage main reinforcement 8, next test tube section is fixed temporarily；Wherein, the lower wound and bound rope is to next survey
The lower part of pipeline section is fixed, and the middle part and the distance between top and steel reinforcement cage main reinforcement 8 of next test tube section are adjustable；
Step 3052 removes the lower wound and bound rope, and the lower part of next test tube section is mounted on to current test tube section
Upper end, and during installation, the middle part and the distance between top and steel reinforcement cage main reinforcement 8 of next test tube section are adjusted, is made
The center of next test tube section and the center of current test tube section are located along the same line；
After step 3053, the installation of next test tube section, the middle wound and bound rope and the upper wound and bound rope are dismantled, test tube is completed
The splicing of section.
In the present embodiment, the spacing between two neighboring steel reinforcement cage main reinforcement 8 is 10cm~20cm, is because as much as possible just
It is fixed in the installation that construction personnel's hand can protrude into progress test tube section in steel reinforcement cage, in addition, guaranteeing the reinforcing bar after pouring as much as possible
The characteristic of cast-in-place concrete pile meets bending resistance and the resistance to plucking of deposited reinforced concrete pile；Third is for the ease of guaranteeing steel reinforcement cage
Rigidity, guarantee the simplicity hung under construction.
In the present embodiment, it is because being convenient for as much as possible that the spacing between two neighboring circle reinforcing rib 15, which is 1m~2m,
Multiple steel reinforcement cage main reinforcements 8 are fixed, to ensure the bearing capacity of steel reinforcement cage, are effectively prevented from that spacing is excessive, steel reinforcement cage
Rigidity is smaller, causes the deformation of being scattered of steel reinforcement cage during hanging under steel reinforcement cage；And avoiding spacing too small, steel reinforcement cage is closely knit, not side
Just binding is manually operated in construction personnel, and at high cost.
In the present embodiment, it should be noted that the upper end side of one end and steel reinforcement cage for surveying ring 6 is installed in the test tube section
To consistent,
In the present embodiment, it should be noted that in the installation process of multiple test tube sections, the center of multiple test tube sections is located at same
On one straight line.
In the present embodiment, it should be noted that when being set with hard plastic tube 10 in step 401, hard plastic tube 10 and test tube 2
Center be located along the same line, i.e. hard plastic tube 10 and test tube 2 keeps coaxial.
In the present embodiment, in test tube installation process, first, the precast reinforced concrete pile before construction is not needed, is reduced
The transportation problem of precast reinforced concrete pile；Second, it avoids directly being spliced into multiple test tube sections in advance and tests required length
It is hung under test tube, the operation difficulty hung under reducing；And reduce deformation, distortion or the bending etc. hung under test tube and occurred in the process
Problem；Third when hanging test tube 2 under, is hung as steel reinforcement cage one removes, and effectively guarantees indeformable test tube 2, bending or folding
It is disconnected, it is assisted down hanging test tube 2 without other equipment；4th, be because steel reinforcement cage under hang after do not need to dismantle, and with
Cast-in-place concrete combines, and forms deposited reinforced concrete pile, eliminates the disassembly that equipment is hung under auxiliary；5th, it is being higher than stake
The top of top designed elevation 11 is arranged with protecting tube, is effectively prevented the armored concrete filling abolished higher than design of pile top absolute altitude 11
Destruction when infusing stake part to test tube 2 is adapted to construction and deposited reinforced concrete pile pile strain test request；5th, be
Convenient for the installation of two test tubes 2, when can be to avoid single-pile static loading test eccentric compression, 2 internal stress of a test tube be big, in a test tube 2
Error caused by stress is small improves test accuracy.
In the present embodiment, it is the range because if foam beads that the particle size range of the foam beads, which is 3mm~6mm,
Less than 3mm, foam beads are lighter, are easy floating, and influence in the filling process vulnerable to construction environment, and filling is inconvenient；If bubble
The range of foam particle, which is greater than 6mm, cannot effectively fill cavity because of leakiness between foam beads, thus cannot be effectively
Hard plastic tube 10 is supported.
In conclusion the present invention has rational design and at low cost, installed using steel reinforcement cage as carrier, binds the set-up time
It is short, it ensure that the test tube that test tube is located at deposited reinforced concrete pile test position, and existing test tube installation method is avoided to occur often
The problems such as deforming, distort, fractureing, it is ensured that the waterproof performance and strain testing precision of test tube, it is high-efficient, it is practical.
The above is only presently preferred embodiments of the present invention, is not intended to limit the invention in any way, it is all according to the present invention
Technical spirit any simple modification to the above embodiments, change and equivalent structural changes, still fall within skill of the present invention
In the protection scope of art scheme.
Claims (9)
1. a kind of deposited reinforced concrete pile internal force test test tube, it is characterised in that: including being mounted on armored concrete perfusion
The steel reinforcement cage and two test tubes (2) being vertically installed in the steel reinforcement cage to drill in (1), the steel reinforcement cage includes multiple under
Supreme sequentially connected steel reinforcement cage section, two test tubes (2) are symmetrically arranged about the center of steel reinforcement cage, the test tube (2)
Bottom end be provided with lower test tube lid (7-1), the push pipe of the test tube (2) is provided with test tube lid (7-2), the bottom of the steel reinforcement cage
The first steel pile casting (3-1) and the second steel pile casting (3-2) protruded into for the bottom end of two test tubes (2), the test tube are provided in portion
(2) include multiple test tube sections sequentially connected from the bottom to top, be provided with anchor ear (9) in the test tube section, the anchor ear (9) is fixed
It being mounted on steel reinforcement cage, the top of the test tube (2) is higher than design of pile top absolute altitude (11) and concrete casting elevation (12), and two
Clear water is filled in the test tube (2), the top that the top of the test tube (2) is higher than design of pile top absolute altitude (11) is arranged with protection
Pipe.
2. deposited reinforced concrete pile internal force test test tube described in accordance with the claim 1, it is characterised in that: the reinforcing bar is mixed
Solidifying soil perfusion drilling (1) is located under ground (4), and the design of pile top absolute altitude (11) and concrete casting elevation (12) are respectively positioned on ground
Under face (4)；
The test tube section includes multiple sequentially connected test tube sections, and the test tube section includes casing (5) and is arranged at casing (5)
Survey ring (6), be provided with all-purpose adhesive (13) between the two neighboring test tube section and bonded, and the two neighboring test tube section
Connection outside be arranged adhesive waterproof tape (14), be provided with all-purpose adhesive between the two neighboring test tube section and bonded, and adjacent two
Adhesive waterproof tape is set outside the connection of a test tube section.
3. deposited reinforced concrete pile internal force test test tube described in accordance with the claim 1, it is characterised in that: the protecting tube
For hard plastic tube (10), the both ends of the hard plastic tube (10) and the junction of test tube (2) are provided with reducer union (17), described
Hard plastic tube (10), reducer union (17) and the test tube (2) are enclosed in the cavity set filled with foam beads, the reducer union
(17) and all-purpose adhesive and adhesive waterproof tape is arranged in the junction of the test tube (2).
4. deposited reinforced concrete pile internal force test test tube described in accordance with the claim 1, it is characterised in that: the steel reinforcement cage
Section includes that multiple peripherally disposed steel reinforcement cage main reinforcements (8) and the circle being disposed around on steel reinforcement cage main reinforcement (8) excircle add
Strengthening tendons (15), the quantity of the circle reinforcing rib (15) be it is multiple, multiple round reinforcing ribs (15) are along multiple steel reinforcement cage masters
The outer length direction of muscle (8) is laid.
5. a kind of installation method of deposited reinforced concrete pile internal force test test tube, which is characterized in that this method includes following
Step:
Step 1: the binding of steel reinforcement cage section: binding multiple steel reinforcement cage sections；
Step 2: the splicing of test tube section:
Multiple test tube sections are sequentially connected as a test tube section by step 201；Wherein, it is first adopted between the two neighboring test tube section
It is bonded with all-purpose adhesive (13), and adhesive waterproof tape (14) is set outside the connection of the two neighboring test tube section；
Step 201 is repeated several times in step 202, obtains multiple test tube sections；
Step 3: hanging installation under test tube section and steel reinforcement cage section:
Step 301 welds the first steel pile casting (3-1) and the second steel pile casting (3-2) in the bottom of current steel reinforcement cage section；Its
In, the side and steel reinforcement cage main reinforcement (8) of first steel pile casting (3-1) and the second steel pile casting (3-2) are welded to connect, and described first
Steel pile casting (3-1) and the second steel pile casting (3-2) are symmetrically arranged about the center of current steel reinforcement cage section；
Step 302 smears all-purpose adhesive in the bottom end of any two test tube sections, later, pacifies in the bottom end for smearing the test tube section of all-purpose adhesive
Test tube lid (7-1) is loaded, then winds the double-deck adhesive waterproof tape in test tube section and the lower test tube lid junction (7-1)；Later by two
The test tube section for installing lower test tube lid (7-1) is mounted in current steel reinforcement cage section, and the bottom end of two test tube sections is set with
In the first steel pile casting (3-1) and the second steel pile casting (3-2)；
Step 303 will be hung in armored concrete perfusion drilling (1) under the current test tube section of current steel reinforcement cage section and two,
Hang 1m under current steel reinforcement cage section is every, be set with anchor ear (9) in two current test tube sections, and by the anchor ear (9) with
Steel reinforcement cage section is fixedly connected；
3m is hung under step 304, current steel reinforcement cage section are every, fills clear water in two current test tube sections respectively；
Step 305, when until top and the armored concrete perfusion of two current test tube sections drill, (1) top surface is flushed,
Next test tube section is installed respectively in the upper end of two current test tube sections；Wherein, using omnipotent between two neighboring test tube section
Glue is bonded, and adhesive waterproof tape is arranged outside the connection of two neighboring test tube section；
Step 306, according to method described in step 303 and step 304, by current steel reinforcement cage section and two next test tube sections
Under be hung in armored concrete perfusion drilling (1), and fill clear water in two next test tube sections respectively；
Step 305 and step 306 is repeated several times in step 307, until the top of current steel reinforcement cage section and armored concrete are perfused
When drilling (1) top surface flushes, next steel reinforcement cage section is installed in current steel reinforcement cage section；Wherein, two neighboring steel reinforcement cage section
Junction be arranged reinforcing steel bar connecting sleeve tube；
Step 305 is repeated several times to step 307, until the height of mounted test tube section is greater than design of pile top absolute altitude in step 308
(11) and concrete casting elevation (12), the installation of two test tubes (2) is completed；Wherein, two test tubes (2) are about the steel
The center of muscle cage is symmetrically arranged；
Step 4: the installation of protecting tube:
Step 401, test tube (2) top for being higher than design of pile top absolute altitude (11) at two respectively are set with hard plastic tube (10), described
The both ends of hard plastic tube (10) and the junction of test tube (2) are provided with reducer union (17)；Wherein, the hard plastic tube (10),
Reducer union (17) and test tube (2) are enclosed in the cavity set filled with foam beads, the reducer union (17) and the test tube (2)
Junction setting all-purpose adhesive and adhesive waterproof tape；
Step 402 installs removably upper test tube lid (7-2) at the top of two test tubes (2)；
Drilling (1) interior concrete perfusion is perfused to armored concrete for step 403, until concrete casting elevation (12), form steel
Reinforced concrete bored concrete pile；Wherein, the height of the deposited reinforced concrete pile is greater than design of pile top absolute altitude (11) and is less than described
The height of hard plastic tube (10).
6. the installation method of deposited reinforced concrete pile internal force test test tube according to claim 5, it is characterised in that:
Step 1: the binding of steel reinforcement cage section, detailed process is as follows:
Step 101 uniformly binds multiple steel reinforcement cage main reinforcements (8) along round reinforcing rib (15) inner circle circumferential direction；Wherein, two neighboring
Spacing between steel reinforcement cage main reinforcement (8) is 10cm~20cm；
Step 102, along the next round reinforcing rib (15) of multiple steel reinforcement cage main reinforcements (8) outer length direction setting, and by multiple steel
Muscle cage main reinforcement (8) and next round reinforcing rib (15) bind；
Step 102 is repeated several times in step 103, completes the binding of multiple round reinforcing ribs (15), forms steel reinforcement cage section；Wherein, phase
Spacing between adjacent two round reinforcing ribs (15) is 1m~2m,
Step 101 is repeated several times to step 103 in step 104, obtains multiple steel reinforcement cage sections.
7. the installation method of deposited reinforced concrete pile internal force test test tube according to claim 5, it is characterised in that:
In step 4 after protecting tube installation, abolishing and pouring for step 5 pile crown is carried out, detailed process is as follows:
Step 501, the deposited reinforced concrete pile part that will be above design of pile top absolute altitude (11) using broken pile machine are abolished, until hard
The concrete of plastic tube (10) circumferencial direction perfusion is removed hard plastic tube (10) again after all abolishing, and is completed pile crown and is abolished；
Step 502 simultaneously installs round steel pile casting in deposited reinforced concrete pile excircle；Wherein, the bottom of the round steel pile casting
Portion is located at design of pile top absolute altitude (11) hereinafter, elevating above the soil (4) at the top of the circle steel pile casting；
Step 503 carries out the casting of second coagulation soil at design of pile top absolute altitude (11), forms single-pile static loading test pile crown；Wherein,
During the casting of second coagulation soil, test tube (2) keeps vertical.
8. the installation method of deposited reinforced concrete pile internal force test test tube according to claim 5, it is characterised in that:
The particle size range of foam beads described in step 401 is 3mm~6mm.
9. the installation method of deposited reinforced concrete pile internal force test test tube according to claim 5, it is characterised in that:
In step 305 during next test tube section is installed in the upper end of two current test tube sections respectively, detailed process is as follows:
Next test tube section is put into steel reinforcement cage section by step 3051, and is covered in the lower part, middle part and top of next test tube section
Set wound and bound rope, middle wound and bound rope and upper wound and bound rope, and the lower wound and bound rope, the middle wound and bound rope and the upper wound and bound rope are and steel
Muscle cage section is fixedly connected, and is fixed temporarily to next test tube section；Wherein, the lower wound and bound rope is under next test tube section
Portion is fixed, and the middle part and the distance between top and steel reinforcement cage section of next test tube section are adjustable；
Step 3052 removes the lower wound and bound rope, and the lower part of next test tube section is mounted on to the upper end of current test tube section,
And during installation, the middle part and the distance between top and steel reinforcement cage main reinforcement (8) of next test tube section are adjusted, is made next
The center of a test tube section and the center of current test tube section are located along the same line；
After step 3053, the installation of next test tube section, the middle wound and bound rope and the upper wound and bound rope are dismantled, test tube section is completed
Splicing.
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Inventor after: Wan Zaixin Inventor after: Wen Jiachong Inventor after: Xu Yong Inventor after: Lian Chenlong Inventor after: Chen Xiaosan Inventor after: Liu Yuanyuan Inventor after: Zhang Huihai Inventor after: Zheng Jianguo Inventor after: Yu Yongtang Inventor after: Liu Zhenghong Inventor after: Wang Donghong Inventor after: Shi Huaiqing Inventor after: Shen Daqing Inventor after: Zhang Guangbin Inventor before: Wan Zaixin Inventor before: Lian Chenlong Inventor before: Chen Xiaosan Inventor before: Liu Yuanyuan Inventor before: Zhang Huihai Inventor before: Wang Donghong Inventor before: Shi Huaiqing Inventor before: Shen Daqing Inventor before: Yu Yongtang Inventor before: Zhang Guangbin Inventor before: Wen Jiachong Inventor before: Xu Yong |
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Application publication date: 20190222 |