CN101858074A - Construction method and device for on-site water injection test - Google Patents
Construction method and device for on-site water injection test Download PDFInfo
- Publication number
- CN101858074A CN101858074A CN 201010197666 CN201010197666A CN101858074A CN 101858074 A CN101858074 A CN 101858074A CN 201010197666 CN201010197666 CN 201010197666 CN 201010197666 A CN201010197666 A CN 201010197666A CN 101858074 A CN101858074 A CN 101858074A
- Authority
- CN
- China
- Prior art keywords
- soakaway trench
- water injection
- injection test
- pillar
- top guide
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a construction method for an on-site water injection test, which comprises the following steps: 1) connecting a porous water infiltration pipe with a guide head; 2) placing the water infiltration pipe in a protective pipe, and limiting the position by using the end surface for connecting the guide head and the water infiltration pipe; and connecting the protective pipe with a sleeve pipe; 3) pressing the sleeve pipe downwards in a static pressure mode until the guide head is pressed into the bottom of the test section of a soil layer to be tested; 4) injecting water in the sleeve pipe; and raising the sleeve pipe to expose the water infiltration pipe out of the protective pipe; 5) standing, and starting the water injection test after the creepage of the disturbed soil in a seepage section is basically stable; and 6) after the water injection test is completed, taking out the sleeve pipe, the protective pipe, the water infiltration pipe and the guide head. The invention also relates to a device for the on-site water injection test, which comprises the porous water infiltration pipe, wherein the water infiltration pipe is arranged in the protective pipe; the lower part of the water infiltration pipe is fixedly connected with the guide head; and the guide head is provided with a bearing surface for bearing the protective pipe. The invention has the advantages of wide application range, simple operation, high operation quality, good water insulation effect and lower cost.
Description
Technical field
The present invention relates to the exploration engineering field, relate in particular to a kind of on-site water injection test job practices and reach and the device that can realize this method.
Background technology
Along with the fast development of urban construction, the deep-foundation pit engineering that relates in the engineering construction is more and more, as Underground Station, basement in high rise building, underground garage etc.In design of deep foundation pit, the work progress, it is often relevant with underground water that the instability of foundation pit accident takes place, and transmission coefficient is the important parameter that calculates deep foundation ditch seepage stability and foundation pit dewatering design.At present, transmission coefficient has methods such as the results of permeability tests of employing and field permeability test to measure.Results of permeability tests is because the restriction of factors such as fetched earth quality, test specimen volume, test fringe conditions, and measured transmission coefficient is less than normal, and the transmission coefficient that field permeability test draws objective reality comparatively.
Field permeability test method test pits water injection test and boring water injection test two big classes.In geotechnical investigation, generally adopt simple on-site boring precipitation head water injection test method at present, construction technology adopt after the prebored hole setting of casing more and with the water proof material test section and non-test section are separated after test, or in boring, sleeve pipe is driven into certain depth, test section and non-test section are separated, again with the core pipe with test section water downwash sky, as infiltrating section.Therefore, the normal water proof method that adopts is as follows:
(1) sea-tangle water proof method
This method water injection pipe general using steel sleeve is formed by connecting, after boring is finished, earlier after the outside of sleeve on water filling section top bundlees dried sea-tangle, in the following hand-hole.Rely on the water-swellable of sea-tangle to be used as the water proof material.Generally dried sea-tangle is bundled near the test section upper position, the about 0.5～1.0m of sea-tangle length ties up 2～3 road iron wires or helical form and ties up.After water injection pipe installation in position a period of time, dried sea-tangle water-swellable separates test section and upper soil horizon, begins to carry out water injection test.This method generally adopts external diameter Φ 73mm protecting pipe.
When making the water proof material with dried sea-tangle, the consumption of dried sea-tangle, binding position, tightness are difficult to control.The consumption of dried sea-tangle is too many, can not transfer and put in place, very little, can not play good water proof effect again; Dried sea-tangle binding is pine too, comes off easily when sleeve pipe is transferred, and is difficult to guarantee that at the precalculated position water proof too tight, sea-tangle distending degree is not enough, influences the water proof effect.
(2) clay ball water proof method
This method water injection pipe generally adopts pvc pipe, injects clay ball at pvc pipe and in the space between holing, and general elder generation makes the drainage layer at an infiltration section injection coarse sands layer, the clay ball water proof reinjects.After after a while, the clay ball water-swellable plays impermeable role.This method generally adopts the pvc pipe of external diameter Φ 53mm.
With clay ball as the water proof material, the clay ball particle diameter and in the hole injection rate control be crucial.The annular gap is narrow partially between exploratory hole and sleeve pipe, if the clay ball particle diameter is bigger than normal, has bonding, and the clay ball injection rate is fast, is easy to stop up on top, can not sink down into assigned address, influences the water proof effect.In addition, adopt pvc pipe as water injection pipe, because the strength of materials is not enough and joint connects not sternly, easily produce drainage, and pvc pipe generally can't reuse, cost is higher.
(3) sleeve pipe water proof method
This method is earlier water injection test section upper soil horizon to be carried out prebored hole, stop boring at arrival 1～2m place, test section top, setting of casing is to drilling depth, then sleeve pipe is driven into to the test section top, adopt the drill bit of the core pipe of external diameter Φ 36mm and external diameter Φ 52mm to carry out water hammer drill again in sleeve pipe and advance, roach in the sleeve pipe is removed and test section water is washed into the hole, test section top 1～2m is driven into casing section because be driven into continuously, sleeve pipe and Tu Bi combine closely, and play impermeable role.
But adopt above-mentioned water proof method to have following problem:
A, when being driven into sleeve pipe, sleeve pipe easily rocks, and causes the sleeve pipe water proof not tight, does not play good impermeable role, causes upper soil horizon or sleeve pipe to ooze outward under water.
B, if the clear hole of clear water pump amount, deficiency of time, can clear hole unclean, hole wall be subjected to mud influence, can not truly reflect the permeability of soil layer; Hole flushing is excessive, silty soil, the easy hole phenomenon of collapsing of sand.
C, infiltration sector hole footpath dash through water and form, and the sector hole wall that causes easily seeping water is irregular, and the infiltration radius is difficult to control, and the water stamping press is excessive, and it is big, too small that the aperture becomes easily, do not reach and require the aperture.
(4) air bag water proof method
This method water injection pipe general using steel sleeve is formed by connecting, and after boring is finished, on water filling section top air bag is set earlier, plays steel sleeve again, and air bag is connected with the high pressure nitrogen on the face of land by appendix.Air bag is opened high-pressure nitrogen bottle after arriving assigned address, and the airbag aeration on test section top expands, and has blocked the contact of test section underground water and drill hole wall outer circulation water and aquifer, top waterpower.This method generally adopts external diameter Φ 73mm sleeve pipe.
Air bag method water proof effect is better, but complex operation, bag material is had relatively high expectations with being lowered to operate, otherwise easily scratches.
In general, above-mentioned test method construction link is more, controlled factordisease many (as construction technology, methods of operating etc.), and troop has relatively high expectations to water injection test, be subjected to labor service operating personnel's effects limit such as method of operating, technical level, cause the data reliability of surveying reduce, measuring accuracy is relatively poor.
Therefore, those skilled in the art is devoted to develop a kind of both simple to operate, again can objective reality ground the field trial job practices of reflection soil layer transmission coefficient.
Summary of the invention
Because the above-mentioned defective of prior art, technical problem to be solved by this invention provides a kind of both simple to operate, again can objective reality ground reflects the field trial job practices of soil layer transmission coefficient.
For achieving the above object, the invention provides a kind of on-site water injection test job practices, may further comprise the steps: 1) soakaway trench with porous is connected with a top guide; 2) soakaway trench is put into pillar, and the end face that is connected with soakaway trench by top guide is spacing; Pillar is connected with sleeve pipe; 3) adopt the mode of static pressure to press down sleeve pipe, be pressed into to intending testing soil layer test section bottom until top guide; 4) water filling in sleeve pipe; Promoting sleeve pipe is exposed to outside the pillar soakaway trench; 5) leave standstill, after the section disturbance soil body creep of waiting to seep water is basicly stable, the beginning water injection test; 6) after water injection test finishes, take out sleeve pipe, pillar, soakaway trench and top guide.Wherein, in the step 3), the particular location of test soil layer test section bottom can obtain by lining rope mensuration according to requirement of engineering; In the step 5), whether the creep of the observation infiltration section disturbance soil body is basicly stable, and identical with the conventional job practices that is adopted in the background technology, the concrete time of leaving standstill is different according to the character of different tests soil layer.
Preferable, in the step 1), the connecting portion that also is included in top guide and described soakaway trench is provided with the step of sealing device.
Preferable, described top guide is the taper top guide.
Preferable, step 2) in, also be included in the step that described soakaway trench coats screen pack outward.
Preferable, in the step 3), utilize the hydraulic static sounding machine to press down sleeve pipe.
Preferable, in the step 4), also comprise the step that adopts lining rope to check soakaway trench and pillar separation degree, so that soakaway trench is exposed to outside the pillar fully.
Preferable, in the step 5), the time of leaving standstill is 1～2 hour.
Another technical problem to be solved by this invention provides a kind of both simple to operate, again can objective reality ground the field trial construction equipment of reflection soil layer transmission coefficient.
For realizing goal of the invention, the present invention also provides a kind of on-site water injection test device, comprises the soakaway trench of porous, and described soakaway trench is arranged in the pillar; Fixedly connected with top guide in the bottom of described soakaway trench; Described top guide has the bearing surface of the described pillar of supporting.
Preferable, the external surface of described soakaway trench is coated with screen pack.
Preferable, described top guide comprise the link that is connected with described soakaway trench and with the guide end of described link one; Described link is a cylinder, and described guide end is a cone.
Preferable, the link of described top guide and described soakaway trench is provided with sealing device.
Preferable, described sealing device is 6 road sealing rings.
Preferable, described soakaway trench is provided with the soakaway trench flange apart from the far-end of described top guide along the direction near described pillar; Described pillar is provided with the pillar flange that can cooperate with described soakaway trench flange apart from the near-end of described top guide along the direction near described soakaway trench.
Preferable, described soakaway trench flange is arranged on the end of described soakaway trench; Described pillar flange is arranged on the end of described pillar.
The invention has the beneficial effects as follows:
(1) wide accommodation: method and apparatus involved in the present invention, all can general cohesive soil, 40m with shallow silty soil and in adopt in the sand layer below close.
(2) simple to operate: need not setting of casing, hole flushing again behind the pore-forming, loaded down with trivial details steps such as water proof material are set, speed of application is fast, improves field operation efficiency of construction and test mass greatly.
(3) operation quality height: when soakaway trench pressed down operation, the pillar bottom was tight against top guide, and porous pipe is protected; Because of being provided with sealing device before the top guide, can guarantee that earth and underground water can not enter in the pillar, therefore, in pressing down operation process, soakaway trench can not damage, stop up.
(4) good water insulation effect: because of adopting continuous static pressure construction, make between sleeve pipe and non-infiltration section soil layer and combine closely, play good water proof effect, simultaneously, the soakaway trench profile is into about the infiltration radius of pillar size.
(5) cost is lower.The price comparison of different injection test method is as shown in the table:
Table 1 different injection test method price list
Price shown in the table considers that by hole depth 30m simultaneously, clay ball water proof cost of materials is pressed the disposable use pvc pipe of water injection pipe and considered that all the other test methods are considered by the depreciation of recycling steel sleeve pipe.
Obviously, compare the traditional experiment method, each test section of the present invention is saved 1585～2450 yuan, and every section cost is about 50～60% of traditional waterflood test.
By serial contrast test (field trial, laboratory test), this water injection test effect is tested, the result is more satisfactory, and experimental data is reliable, with empirical data and standard numerical value basically identical.And that this test method has is simple to operate, speed of application is not subjected to characteristics such as operant level influences, economy height soon, substantially.
Be described further below with reference to the technique effect of accompanying drawing, to understand purpose of the present invention, feature and effect fully design of the present invention, concrete structure and generation.
Description of drawings
Fig. 1 is the structural representation of device duty one in the embodiment of the invention 1;
Fig. 2 is the structural representation of device duty two in the embodiment of the invention 1;
Fig. 3 is the schematic diagram of job practices in the embodiment of the invention 1;
Fig. 4 is the schematic diagram of job practices in the embodiment of the invention 1;
Fig. 5 is the structural representation of device duty one in the embodiment of the invention 2;
Fig. 6 is the structural representation of device duty two in the embodiment of the invention 2;
Fig. 7 is the schematic diagram of job practices in the embodiment of the invention 2;
Fig. 8 is the schematic diagram of job practices in the embodiment of the invention 2.
The specific embodiment
Embodiment 1: as depicted in figs. 1 and 2, a kind of on-site water injection test device comprises the porous pipe 2 that is arranged in the pillar 3, fixedlys connected with top guide 6 in the bottom of soakaway trench 2, and top guide 6 has the bearing surface 63 of supporting pillar 3.
Soakaway trench 2 is provided with soakaway trench flange 1 apart from the far-end 21 of top guide 6 along the direction near pillar 3; Pillar 3 is provided with the pillar flange 7 that can cooperate with soakaway trench flange 1 apart from the near-end 31 of top guide 6 along the direction near soakaway trench 2.
This on-site water injection test device makes by following steps: 1) soakaway trench 2 with porous is connected with a taper top guide 6; 2) soakaway trench 2 is put into pillar 3, and the end face 63 that is connected with soakaway trench 2 by top guide 6 is spacing; Pillar 3 is connected with the sleeve pipe (not shown).
After making the on-site water injection test device, carry out following steps and begin water injection test:
3) utilize the WSY type hydraulic static sounding machine of producing by southern light geological instrument factory to press down the sleeve pipe (not shown), be pressed into to intending testing soil layer 8 test sections bottom, as shown in Figure 3 until top guide 6; 4) water filling in sleeve pipe; Promote sleeve pipe with hydraulic press then, thereby soakaway trench flange 1 and pillar flange 3 are fitted, thereby soakaway trench 2 is exposed to outside the pillar 3, as shown in Figure 4; 5) leave standstill 1.5 hours, after the section disturbance soil body creep of waiting to seep water is basicly stable, the beginning water injection test; 6) after water injection test finishes, take out sleeve pipe, pillar 3, soakaway trench 2 and top guide 6.
Wherein, in the step 3), the particular location of test soil layer test section bottom is measured and can be obtained by lining rope.
In other specific embodiment, according to the character of test soil layer, the time of leaving standstill in the step 5) also can change accordingly, as 1 hour etc., to reach essentially identical technique effect.
When soakaway trench 2 presses down operation,, therefore porous pipe 2 is protected because pillar 3 bottoms are tight against top guide 6.
Because therefore the setting of soakaway trench flange 1 and pillar flange 7 in step 6), is taken out pillar 3, soakaway trench 2 and top guide 6 and just is very easy to.
Embodiment 2: as shown in Figure 5 and Figure 6, in the present embodiment, the structure of on-site water injection test device is substantially the same manner as Example 1, and different is: soakaway trench flange 1 is arranged on the end of soakaway trench 2, and pillar flange 7 is arranged on the end of pillar 3; The external surface of soakaway trench 2 is coated with screen pack 4; Top guide 6 is provided with 6 road sealing rings 5 with the link 61 of soakaway trench 2.Other structures of on-site water injection test device are identical with embodiment 1 in the present embodiment.
In the present embodiment, the on-site water injection test job practices is substantially the same manner as Example 1, but as shown in Figure 7 and Figure 8, different is: in the step 1), the connecting portion that also is included in top guide 6 and soakaway trench 2 is provided with the step of 6 road sealing rings 5; Step 2) in, also is included in the soakaway trench 2 outer steps that coat screen pack 4; In the step 3), utilize rig to press down the sleeve pipe (not shown) with device for exerting; In the step 4), also comprise the step that adopts lining rope to check soakaway trench 2 and pillar 3 separation degrees, be exposed to fully outside the pillar 3 really to make soakaway trench 2; In the step 5), the time of leaving standstill is 2 hours.
Because of being provided with sealing device before the top guide 6, it is hereby ensured that earth and underground water can not enter in the pillar 3, therefore in pressing down operation process, soakaway trench 2 can not damage, stop up.
Because soakaway trench flange 1 is arranged on the end of soakaway trench 2, pillar flange 7 is arranged on the end of pillar 3, therefore in step 4), when promoting sleeve pipe, can guarantee preferably that soakaway trench 2 is exposed to outside the pillar 3 fully.
More than describe preferred embodiment of the present invention in detail.The ordinary skill that should be appreciated that this area need not creative work and just can design according to the present invention make many modifications and variations.Therefore, all technician in the art all should be in the determined protection domain by claims under this invention's idea on the basis of existing technology by the available technical scheme of logical analysis, reasoning, or a limited experiment.
Claims (14)
1. on-site water injection test job practices may further comprise the steps:
1) soakaway trench (2) with porous is connected with a top guide (6);
2) soakaway trench (2) is put into pillar (3), and spacing by top guide (6) with the end face that soakaway trench (2) is connected; Pillar (3) is connected with sleeve pipe;
3) adopt the mode of static pressure to press down sleeve pipe, be pressed into to intending testing soil layer test section bottom until top guide (6);
4) water filling in sleeve pipe; Promoting sleeve pipe is exposed to outside the pillar (3) soakaway trench (2);
5) leave standstill, after the section disturbance soil body creep of waiting to seep water is basicly stable, the beginning water injection test;
6) after water injection test finishes, take out sleeve pipe, pillar (3), soakaway trench (2) and top guide (6).
2. on-site water injection test job practices as claimed in claim 1 is characterized in that: in the step 1), the connecting portion that also is included in top guide (6) and described soakaway trench (2) is provided with the step of sealing device (5).
3. on-site water injection test job practices as claimed in claim 2 is characterized in that: described top guide (6) is the taper top guide.
4. on-site water injection test job practices as claimed in claim 1 is characterized in that: step 2) in, also be included in the outer step that coats screen pack (4) of described soakaway trench (2).
5. on-site water injection test job practices as claimed in claim 1 is characterized in that: in the step 3), utilize the hydraulic static sounding machine to press down sleeve pipe.
6. on-site water injection test job practices as claimed in claim 1 is characterized in that: in the step 4), also comprise the step that adopts lining rope to check soakaway trench (2) and pillar (3) separation degree, so that soakaway trench (2) is exposed to outside the pillar (3) fully.
7. on-site water injection test job practices as claimed in claim 1 is characterized in that: in the step 5), the time of leaving standstill is 1～2 hour.
8. on-site water injection test device comprises the soakaway trench (2) of porous, and it is characterized in that: described soakaway trench (2) is arranged in the pillar (3); Fixedly connected with top guide (6) in the bottom of described soakaway trench (2); Described top guide (6) has the bearing surface (63) of the described pillar of supporting (3).
9. on-site water injection test device as claimed in claim 8 is characterized in that: the external surface of described soakaway trench (2) is coated with screen pack (4).
10. on-site water injection test device as claimed in claim 8 is characterized in that: described top guide (6) comprise the link (61) that is connected with described soakaway trench (2) and with the guide end (62) of described link (61) one; Described link (61) is a cylinder, and described guide end (62) is a cone.
11. on-site water injection test device as claimed in claim 8 is characterized in that: described top guide (6) is provided with sealing device (5) with the link (61) of described soakaway trench (2).
12. on-site water injection test device as claimed in claim 11 is characterized in that: described sealing device (5) is 6 road sealing rings.
13. as the arbitrary described on-site water injection test device of claim 8 to 12, it is characterized in that: described soakaway trench (2) is provided with soakaway trench flange (1) apart from the far-end (21) of described top guide (6) along the direction near described pillar (3); Described pillar (3) is provided with the pillar flange (7) that can cooperate with described soakaway trench flange (1) apart from the near-end (31) of described top guide (6) along the direction near described soakaway trench (2).
14. on-site water injection test device as claimed in claim 13 is characterized in that: described soakaway trench flange (1) is arranged on the end of described soakaway trench (2); Described pillar flange (7) is arranged on the end of described pillar (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010197666 CN101858074A (en) | 2010-06-10 | 2010-06-10 | Construction method and device for on-site water injection test |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010197666 CN101858074A (en) | 2010-06-10 | 2010-06-10 | Construction method and device for on-site water injection test |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101858074A true CN101858074A (en) | 2010-10-13 |
Family
ID=42944213
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201010197666 Pending CN101858074A (en) | 2010-06-10 | 2010-06-10 | Construction method and device for on-site water injection test |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101858074A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105823718A (en) * | 2016-04-11 | 2016-08-03 | 中国电建集团成都勘测设计研究院有限公司 | Method for confirming water injection level of drilling hole and constant head water injection test |
| CN106703087A (en) * | 2016-11-30 | 2017-05-24 | 上海岩土工程勘察设计研究院有限公司 | Cast-in-place pile end slurry supplying and grouting device and method |
| CN107338777A (en) * | 2017-08-23 | 2017-11-10 | 上海山南勘测设计有限公司 | A kind of test device for water injection test |
| CN108533186A (en) * | 2018-03-04 | 2018-09-14 | 李翠芳 | A kind of adaptive adjustment well casing |
| CN110656926A (en) * | 2019-11-14 | 2020-01-07 | 上海市城市建设设计研究总院（集团）有限公司 | Shallow harmful gas detection device based on drilling equipment and using method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5565637A (en) * | 1978-11-06 | 1980-05-17 | Kajima Corp | Method of investigating and testing continuous underground wall |
| JP2001132375A (en) * | 1999-10-29 | 2001-05-15 | Nishi Nippon Chishitsu Chiyousashiyo:Kk | Double tube type on-site permeability test method and device |
| US20060042356A1 (en) * | 2004-08-31 | 2006-03-02 | Goughnour R R | Measuring soil permeability in situ |
| CN200988957Y (en) * | 2006-12-12 | 2007-12-12 | 上海市城市建设设计研究院 | Water pressure measuring device for underground pressure-bearing water |
| CN201107416Y (en) * | 2007-10-22 | 2008-08-27 | 苏州圣庄伟业岩土科技有限公司 | Foundation engineering ground water parameter measuring systems based on pressure tracer |
| CN201187297Y (en) * | 2008-05-09 | 2009-01-28 | 中国水电顾问集团成都勘测设计研究院 | Apparatus for measuring permeability coefficient |
-
2010
- 2010-06-10 CN CN 201010197666 patent/CN101858074A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5565637A (en) * | 1978-11-06 | 1980-05-17 | Kajima Corp | Method of investigating and testing continuous underground wall |
| JP2001132375A (en) * | 1999-10-29 | 2001-05-15 | Nishi Nippon Chishitsu Chiyousashiyo:Kk | Double tube type on-site permeability test method and device |
| US20060042356A1 (en) * | 2004-08-31 | 2006-03-02 | Goughnour R R | Measuring soil permeability in situ |
| CN200988957Y (en) * | 2006-12-12 | 2007-12-12 | 上海市城市建设设计研究院 | Water pressure measuring device for underground pressure-bearing water |
| CN201107416Y (en) * | 2007-10-22 | 2008-08-27 | 苏州圣庄伟业岩土科技有限公司 | Foundation engineering ground water parameter measuring systems based on pressure tracer |
| CN201187297Y (en) * | 2008-05-09 | 2009-01-28 | 中国水电顾问集团成都勘测设计研究院 | Apparatus for measuring permeability coefficient |
Non-Patent Citations (2)
| Title |
|---|
| 《岩土工程界》 20090628 魏志范 粉性土地区钻孔常水头注水试验求取渗透系数 49-51 1-14 第12卷, 第6期 2 * |
| 《江淮水利科技》 20081025 张贻火 钻孔注水试验方法浅析 31-33 1-14 , 第5期 2 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105823718A (en) * | 2016-04-11 | 2016-08-03 | 中国电建集团成都勘测设计研究院有限公司 | Method for confirming water injection level of drilling hole and constant head water injection test |
| CN106703087A (en) * | 2016-11-30 | 2017-05-24 | 上海岩土工程勘察设计研究院有限公司 | Cast-in-place pile end slurry supplying and grouting device and method |
| CN107338777A (en) * | 2017-08-23 | 2017-11-10 | 上海山南勘测设计有限公司 | A kind of test device for water injection test |
| CN108533186A (en) * | 2018-03-04 | 2018-09-14 | 李翠芳 | A kind of adaptive adjustment well casing |
| CN110656926A (en) * | 2019-11-14 | 2020-01-07 | 上海市城市建设设计研究总院（集团）有限公司 | Shallow harmful gas detection device based on drilling equipment and using method thereof |
| CN110656926B (en) * | 2019-11-14 | 2024-02-09 | 上海市城市建设设计研究总院（集团）有限公司 | Application method of shallow harmful gas detection device based on drilling equipment |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101639540B (en) | Method for detecting seepage passage hidden trouble of waterproof curtain | |
| CN102912780B (en) | Sandy soil water-immersion testing method for loess collapsible deformation | |
| CN105369812B (en) | The pressure water head of foundation ditch pumping with constant rate determines method under suspension type water-stop curtain | |
| CN104060637B (en) | A kind of centrifuge model test method that gravel pile reinforcing is soft soil roadbed | |
| CN102410014A (en) | Method for testing pressure of gas in water-containing wall rock coal seam | |
| CN101858074A (en) | Construction method and device for on-site water injection test | |
| CN112229981A (en) | Device for simulating comprehensive influence of foundation pit excavation and multi-gradient precipitation on tunnel | |
| CN109610525A (en) | A kind of method of quick judgement water-stop curtain construction quality | |
| Suckling | Effect of support fluids on pile performance–a field trial in east London | |
| CN118088223A (en) | Hydraulic connection monitoring system for underground water layer of deep-buried tunnel and implementation method | |
| CN105421324B (en) | Burying method for pore water pressure gauges | |
| CN105257318B (en) | A kind of lining cutting localized seepage causes the method for security protection that tunnel structure is deformed | |
| CN201713803U (en) | On-site water injection testing device | |
| CN113605933A (en) | Grouting reinforcement method for underground excavation channel of close-distance underpass subway station | |
| CN205502044U (en) | Be applied to precipitation structure in grittiness water -bearing stratum under building | |
| CN105297739B (en) | The determination method of pressure water head when the default water level of foundation ditch draws water under water-stop curtain | |
| CN105386430B (en) | A kind of lower water-stop curtain both sides water level method for determining difference of water-stop curtain effect | |
| CN112049140A (en) | Large buried depth rock crack reinforcing anti-seepage grouting process | |
| CN208151998U (en) | A kind of device of water buoyancy suffered by in-site detecting underground structure | |
| CN206114063U (en) | Underground water level monitoring device | |
| CN206233232U (en) | A kind of upper and lower part expansion type soil cement is combined pile tube | |
| CN115343416A (en) | Coal seam post-mining flowing water grouting simulation device and test method | |
| CN213209012U (en) | Ground settlement monitoring layering mark and water level monitoring well | |
| CN110287563B (en) | Method for determining design parameters of foundation pit deep horizontal back cover waterproof curtain | |
| CN209841650U (en) | Pipe jacking of pipe jacking experimental box |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Open date: 20101013 |