CN1247253A - Construction method for joint holes of underground impervious concrete walls - Google Patents
Construction method for joint holes of underground impervious concrete walls Download PDFInfo
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- CN1247253A CN1247253A CN 99121684 CN99121684A CN1247253A CN 1247253 A CN1247253 A CN 1247253A CN 99121684 CN99121684 CN 99121684 CN 99121684 A CN99121684 A CN 99121684A CN 1247253 A CN1247253 A CN 1247253A
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Abstract
The present invention relates to a construction method for the joint of underground impervirous concrete walls, which features use of lower-strength material for volume substitution. After the first-stage slotted hole is formed and before concrete is poured, the prefabricated aerated concrete substitutive material is filled at the position of joint hole, a preburied part is arranged under the top of guide slot, a steel beam is set up on the top of substitutive block and is welded to the preburied part, and the pull cable is stressed by inreversible chain wheel to pull the substitutive material block until it is vertical. It can prevent the substitutive material block from floating up when concrete is poured and make the hole slope of joint hole meet the specification.
Description
The present invention relates to the joint technology of the concrete cut of a kind of dam or regulating dam, when especially relating to a kind of employing direct pipe method concreting underground impervious wall, one, the construction technology of the intersegmental nipple orifice of the second stage of wall.
Build concrete cut and generally should be divided into the second phase construction, one, the second stage of wall is intersegmental must connect closely, prevents seepage.The method that solves is to form nipple orifice between the concrete of first phase slotted eye and the second stage of slotted eye concrete, and the arbitrary height at the bottom of aperture to hole must reach the hole deviation rate of design and code requirement, otherwise will influence the impervious wall quality, reduces anti-permeability performance.
At present, the job practices of domestic concrete cut nipple orifice is after the concreting of first phase slotted eye finished 12-14 hour, make a call to a construction technology of boring in its nipple orifice position, two ends with Churn drill or revolution drill bushing, form the nipple orifice that is connected with the second stage of slotted eye, the shortcoming of this process is the pore-creating operation that repeats first phase slotted eye two ends main aperture, increased the pore-creating drilling depth, prolong the pore-creating duration, and in the concrete of having built, hole, both wasted concrete, also may shake the bad nipple orifice concrete that has solidified on every side during percussion drilling, it is all influential that body of wall is prevented blending the life-span.If it is higher to meet early age strength of concrete, it is low not only to creep into work efficiency, hole deviation also very easily occurs, increases the work of treatment amount of hole deviation.
For overcoming above shortcoming, adopt a kind of volume method of substitution in recent years.Promptly use the volume identical with nipple orifice, different quality has more low intensive material and replaces high-grade concrete, fills the nipple orifice position, treats that concreting is intact, and when reaching certain intensity, will replace material to get out with rig again, in filling position formation nipple orifice.
Chinese patent has disclosed a kind of technology for jointing concrete anti-leakage wall that utilizes the volume method of substitution for the basis for No. 94107404.8.This patent is used instead material of gas concrete prefabricated section, the prefabricated section center is porose, the side has the bar shaped socket, guide rope one end is fixed on heavy of bottom, the other end joins by draw-bar donamometer and jack, the substitute material piece penetrates guide rope by socket, and polylith in layer superposes until the aperture.Apply certain pulling force to guide rope, and then carry out concreting.Treat that the slotted eye concrete reaches certain intensity,, and, form nipple orifice outside its extraction hole with Churn drill or pipe bit impact grinding substitute material.In the practice of construction process, little and be arranged in the mud because of substitute material density, so in the process of building, the phenomenon of the whole come-up of substitute material piece often occurs, be difficult to guarantee that the substitute material piece remains vertical state.The also difficult control of the hole deviation rate of nipple orifice.Therefore, the technology that this patent provides still is apparent not enough in practice of construction, is difficult to satisfy the requirement of design specifications.
The object of the present invention is to provide a kind of new technology of concrete cut nipple orifice, when using the construction of volume method of substitution nipple orifice, can effectively avoid substitute material rising phenomenon in the process of concreting, and make it remain vertical state, the hole deviation rate of nipple orifice is remained in the allowed band of design specifications.
The objective of the invention is to adopt following method to realize: when the concrete gathering sill is constructed, to give earlier and bury built-in fitting underground in the nipple orifice position of design.The substitute material piece is all divided into and is finished, make draw-bar donamometer reach given load after, hanging guide rope place slotted eye one side of substitute material piece, settle a girder steel, the welding of girder steel and embedded part is fixing, substitute material piece top is combined closely with steel beam bottom.Like this, when concreting, the substitute material piece can not produce rising phenomenon.The whole vertical state that keeps of substitute material piece makes the hole deviation rate of the nipple orifice of last formation reach code requirement.
Fig. 1 is a prior art technology for jointing concrete anti-leakage wall schematic diagram;
Fig. 2 is a concrete cut nipple orifice of the present invention position normal cross-section view;
Fig. 3 is a concrete cut nipple orifice of the present invention position side cross section view;
In the accompanying drawing: 1. plane on 6. heavy 7. nipple orifice of hoisting machine 2. draw-bar donamometers, 3. guide rope 4. jacks, 5. substitute material pieces, 8. girder steels, 9. built-in fittings, 10. gathering sills, 11. mud faces, 12. built-in fitting vertical leg, 13. built-in fittings.
Below in conjunction with accompanying drawing technical characterictic of the present invention is elaborated:
According to shown in Figure 1, one at the end of substitute material piece is heavy.Guide rope 3 one ends are fixed on heavy 6, and guide rope 3 other ends link to each other with jack 4 by draw-bar donamometer 2, and the pulling force of adjusting guide rope 3 by jack 4 and draw-bar donamometer reaches regulation numerical value.During concreting, because the density of substitute material piece 5 is less relatively, substitute material piece 5 top layers do not have fastening devices, therefore can produce rising phenomenon.And be difficult between the substitute material piece 5 arrange closely, and keep vertical state.Cause the hole deviation rate of the nipple orifice of final formation not reach designing requirement.
Fig. 2 and Fig. 3 are concrete cut nipple orifice of the present invention position sectional views.As shown in the figure, when 10 constructions of concrete gathering sill, divide into built-in fitting 9 in the both sides of the nipple orifice 7 that designs, built-in fitting 9 is made up of last plane 13 and vertical leg 12, and vertical leg 12 is imbedded both sides, concrete gathering sill top.As shown in Figure 3, built-in fitting is positioned at guide rope 3 towards treating pouring concrete one side, the position that girder steel 8 has staggered guide rope 3.Guide rope 3 can be passed through from a side of girder steel 8.Adopt welding fixing between girder steel 8 and the built-in fitting 9.The top layer of the bottom surface of girder steel 8 and substitute material piece 5 fits tightly.When concreting, invar beam 8 is to fit tightly with substitute material piece 5, defines upwards floating of substitute material piece 5, makes substitute material piece 5 keep the mutual alignment constant, and the whole vertical state that keeps is avoided run-off the straight.
As shown in Figure 2, girder steel 8 adopts i-beam structure in an embodiment of the present invention, also can be with replacements such as channel-section steels.But girder steel 8 must have enough stiffness.
The vertical leg 12 of built-in fitting 9 can be used garden steel and 13 welding of last plane, and when making built-in fitting 9 imbed concrete gathering sill 10 tops, vertical leg 12 should have enough anchorage lengths, makes girder steel 8 can bear bigger pulling force.
Substitute material piece 5 uses that gas concrete is prefabricated to form, as adopts conventional steam curing process, and its product qualified rate is lower, and cost increases.
Technology for jointing concrete anti-leakage wall of the present invention when making gas concrete substitute material piece 5, reduces steam-cured rate of pressure reduction, prolongs the step-down time, and the product qualified rate of substitute material piece is improved greatly.
Claims (2)
1. coagulation impervious wall joint technology, before cast first phase slotted eye concrete, employing has the substitute material piece that more low intensive gas concrete material is made, fill the nipple orifice position of design, it is characterized in that: when impervious wall concrete gathering sill is constructed, give and earlier be positioned at the gathering sill both sides, guide rope place that hang the substitute material piece and bury built-in fitting underground at the gathering sill top.Substitute material is all divided into and is finished, and after making draw-bar donamometer reach given load, settles a girder steel and built-in fitting welding to fix above being positioned at substitute material piece top layer on the built-in fitting, and the top layer of substitute material piece and steel beam bottom are fitted tightly.
2. technology for jointing concrete anti-leakage wall according to claim 1, it is characterized in that: gas concrete substitute material piece is to adopt steam curing process to make, in manufacturing process, steam-cured rate of pressure reduction should be lower than the steam-cured rate of pressure reduction of routine, thereby the steam-cured time needs proper extension.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 99121684 CN1093901C (en) | 1999-10-14 | 1999-10-14 | Construction method for joint holes of underground impervious concrete walls |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 99121684 CN1093901C (en) | 1999-10-14 | 1999-10-14 | Construction method for joint holes of underground impervious concrete walls |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1247253A true CN1247253A (en) | 2000-03-15 |
| CN1093901C CN1093901C (en) | 2002-11-06 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 99121684 Expired - Fee Related CN1093901C (en) | 1999-10-14 | 1999-10-14 | Construction method for joint holes of underground impervious concrete walls |
Country Status (1)
| Country | Link |
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| CN (1) | CN1093901C (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102011412A (en) * | 2010-12-31 | 2011-04-13 | 中国水电顾问集团中南勘测设计研究院 | Concrete anti-seepage wall joint |
| CN103726514A (en) * | 2013-12-26 | 2014-04-16 | 上海建工二建集团有限公司 | Anti-leakage structure and anti-leakage construction method for underground continuous wall |
| CN115874576A (en) * | 2023-01-05 | 2023-03-31 | 中国电建集团成都勘测设计研究院有限公司 | Construction method of concrete impervious wall |
-
1999
- 1999-10-14 CN CN 99121684 patent/CN1093901C/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102011412A (en) * | 2010-12-31 | 2011-04-13 | 中国水电顾问集团中南勘测设计研究院 | Concrete anti-seepage wall joint |
| CN103726514A (en) * | 2013-12-26 | 2014-04-16 | 上海建工二建集团有限公司 | Anti-leakage structure and anti-leakage construction method for underground continuous wall |
| CN103726514B (en) * | 2013-12-26 | 2016-03-02 | 上海建工二建集团有限公司 | The anti-leakage structure of diaphragm wall and anti-seepage construction method |
| CN115874576A (en) * | 2023-01-05 | 2023-03-31 | 中国电建集团成都勘测设计研究院有限公司 | Construction method of concrete impervious wall |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1093901C (en) | 2002-11-06 |
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