CN103266624B - Method for supporting oil and gas pipeline penetrating through karst active zone - Google Patents
Method for supporting oil and gas pipeline penetrating through karst active zone Download PDFInfo
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- CN103266624B CN103266624B CN201310212829.3A CN201310212829A CN103266624B CN 103266624 B CN103266624 B CN 103266624B CN 201310212829 A CN201310212829 A CN 201310212829A CN 103266624 B CN103266624 B CN 103266624B
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Abstract
The invention discloses a method for supporting an oil and gas pipeline penetrating through a karst active zone. The method for supporting the oil and gas pipeline penetrating through the karst active zone comprises the steps that a composite high-pressure jet grouting column-shaped basic pillar is constructed, wherein the basic pillar is composed of five high-pressure jet grouting poles which are arranged in a quincunx type; a reinforced concrete spouting supporting pole is constructed, wherein the lower end of the reinforced concrete spouting supporting pole is embedded into the center of the basic pillar by about 1m, the diameter of the reinforced concrete spouting supporting pole is identical to the diameter of a pipeline, and the diameter of the embedded portion is smaller than the diameter of the pipeline by 8cm-10cm; a trapezoid groove reinforced concrete bearing platform is constructed, wherein trumpet type joint is adopted by the trapezoid groove reinforced concrete bearing platform and the reinforced concrete spouting supporting pole and at least six load-bearing bars at the top end of the reinforced concrete spouting supporting pole is in joint with a bearing platform bottom plate reinforcing steel bar through arc-shaped bending in a point welding or binding mode. The method for supporting the oil and gas pipeline penetrating through the karst active zone has the advantages that the method is suitable for being widely used in large underground caverns in the karst zone, soft soil is filled in the caverns, the structure is safe and reliable, and design construction is simple and convenient.
Description
Technical field
The present invention relates to oil and gas pipeline and pass through pipeline support protection field, karst strong activity area, particularly relate to underground karst cave diameter and be greater than 10m, and in hole, Lower Half silt is filled with the Muddy Bottoms chip weak soil of thick more than 5m, not containing the Pipeline Crossing Program method for supporting of block rubble.
Background technology
Long-distance oil & gas pipeline engineering inevitably passes through karst area, the depth capacity of pipeline foundation design is many within 20m, growth due to karst area cavern, crack makes the exterior portion ground within 20m become lax, under self gravitation and heavy rain, heavy rain, severe earthquake action, produce drastic deformation, even ground subsides.If oil and gas pipeline is embedded in this type of topsoil, pipeline also can subside along with exterior portion ground and produce flexural deformation, because the pressure of pipeline self and oepration at full load acts on basic ground, the distortion of exterior portion ground can be accelerated, even can make pipeline themselves bend, fracture.Therefore, lay oil and gas pipeline in karst area, the pipeline support that design is necessary and conservation project are very important.
The karst region that long-distance oil & gas pipeline passes through is more, and the Karst Geological Landscape problem of encountering, the pipe bending deformation failure that Cave subsides and causes is more and more outstanding.But the research of karst area pipeline support safeguard measure also not being caught up with to the needs of engineering construction, engineering design department has to use Other Engineering basement process way to reinforce the engineering property of karst area ground ground.As adopted the method in spanning river to cross over middle-size and small-size sinkhole, funnel; Adopt the method for building foundation grouting to fill karst area cavern, crack, reinforce the loose soil bed of karst collapse.Because said method is inadequate for the applied research of karst area, there is again many new problems, when such as adopting grout filling process, owing to not knowing the hydrogeological conditions of cavern, result has poured into a lot of cement mortar, also loses injection pressure and raises, and has to stop perfusion.Therefore, said method is only applicable to medium and small karst region, and must to underground karst cavity, crack substantially reconnoitre clear after select.For big-and-middle-sized cavern and the strong development area of karst, the application of said method should be very careful.
Summary of the invention
In order to overcome the above-mentioned shortcoming of prior art, the invention provides the Pipeline Crossing Program method for supporting that a kind of oil and gas pipeline passes through the strong activity area of karst.
The technical solution adopted for the present invention to solve the technical problems is: a kind of oil and gas pipeline passes through the Pipeline Crossing Program method for supporting of the strong activity area of karst, and construction sequence is as follows:
Step one, composite high pressure churning column foundation pier are constructed: build up high a more than 3m, the foundation pier of 1.8 ~ 2.0 times that cross-sectional diameter is oil and gas pipes diameter, described foundation pier adds four high-pressure rotary jet grouting pile blossom types around by one, center and is arranged to form, cement mixing slurry through high-pressure rotary-spray injection fully stirs, make five piles become an entirety, foundation pier cross section shapes is rounded square;
Step 2, steel concrete perfusion supporting pile construction: steel concrete is poured into supporting pile lower end and embed dark about the 1m in foundation pier center, the diameter of steel concrete perfusion supporting pile is consistent with pipe diameter, embedded part diameter 8 ~ 10cm less of pipe diameter;
Step 3, ladder-type trough reinforced concrete pile cap are constructed: ladder-type trough reinforced concrete pile cap base plate is rectangle, grow for pipe diameter adds 55 ~ 65cm; Widely add 40 ~ 50cm for pipe diameter; Thick 25 ~ 35cm; Both walls is high subtracts 10 ~ 20cm for pipe diameter; Thick 20 ~ the 25cm of side wall; Side wall and horizontal plane angle are 60 ° ~ 70 °; Complete is reinforced concrete structure, cast in situs; Ladder-type trough reinforced concrete pile cap and steel concrete pour into supporting pile and adopt trumpet type to be connected, steel concrete perfusion supporting pile top has at least six roots of sensation steel bar stress to be engaged togather by arc-shaped bend and the spot welding of cushion cap baseplate reinforcing bar or binding, while cast in situs; Fill out punching in ladder-type trough interior conduit surrounding and have antidetonation charges.
Compared with prior art; good effect of the present invention is: can be widely used in the relatively large cavern in karst area (cavern diameter d >10m); and in hole, be filled with an overfill protection of the Pipeline Crossing Program of the weak soils such as the warp clay of thickness G reatT.GreaT.GT5m, sandy soil and gravelly soil, there is the advantages such as structural safety is reliable, easy, the reduced investment of designing and constructing.
Detailed description of the invention
Oil and gas pipeline passes through a Pipeline Crossing Program method for supporting for the strong activity area of karst, is made up of composite high pressure churning column foundation pier (abbreviation foundation pier), steel concrete perfusion supporting pile (abbreviation supporting pile) and ladder-type trough reinforced concrete pile cap (abbreviation cushion cap) three parts.Its enforcement comprises the steps:
step one, composite high pressure churning column foundation pier are constructed:
The object of this step is the basis of building propping works, builds up high a more than 3m, the foundation pier of 1.8 ~ 2.0 times that cross-sectional diameter is oil and gas pipes diameter.Foundation pier comprises five high-pressure rotary jet grouting pile blossom types and is arranged to form.Cement mixing slurry through high-pressure rotary-spray injection fully stirs, and makes five piles become an entirety, plays a part foundation pier.Concrete construction method is as follows:
1. the construction of foundation pier
Foundation pier cross section shapes is rounded square, corner rotary churning pile diameter and pipe diameter close, the 5th, center rotary churning pile diameter is 0.4 ~ 0.50 times of pipe diameter, is excellent with 0.45 times.By five high-pressure rotary jet grouting piles, quincunx arrangement, edge superposition 1 ~ 2cm, middle pericardium rank steel concrete perfusion supporting pile, steel concrete perfusion supporting pile diameter is suitable with oil and gas pipes diameter.Foundation pier is as the criterion plain concrete construction intensity, is less than about plain concrete strength, considers and is connected the concrete intensity of circle, be connected circle around the concrete thickness of thinnest part should be more than or equal to 40cm.The most applicable height of foundation pier should be 1/3 of whole supporting pile overall height according to the study, and minimum height is at least 3m, requires that cavern alluvial soil layer thickness is more than or equal to 4m.Along with oil and gas pipes diameter increases, the length of side and the height of foundation pier can correspondingly increase, but can not exceed alluvial soil layer thickness in cave.
2. the connection construction of foundation pier and subterrane
Foundation pier directly contacts with subterrane, due to the out-of-flatness of contact surface basement rock, may press from both sides mud bubble, block in exposed section on the contact surface, affect the stable of contact surface.So the present invention adopts the way of tenon to solve this problem.Square corner rotary churning pile and subterrane adopt plain concrete tenon to be connected, and the diameter of tenon is within the scope of 35-45cm, and be excellent with 45cm, stretch into long more than the 50cm of subterrane, center rotary churning pile directly contacts with subterrane, can touch without joggle.
3. compound piles of jet grouting binding construction
The present invention is linked togather being positioned at four identical high-pressure rotary jet grouting piles of square four angular diameters with the 5th high-pressure rotary jet grouting pile being positioned at square center is sticky, forms an entirety, plays a part a ultra-large type high-pressure rotary jet grouting pile.The mentality of designing that this many rotary churning piles are tightly connected.Patent of the present invention is called binding mentality of designing, for realizing binding design, should strictly construct by following program:
A, get working various material and plant equipment ready, smooth construction plant;
B, by design drawing, five churning stake holes positions are fixed on smooth good construction plant;
C, time of concentration (in 4 hours) complete the rotary churning pile being positioned at square four angles and the construction embedding subterrane tenon;
D, complete above-mentioned construction after stop 48 ~ 60 hours, treat that rotary churning pile starts initial set;
E, treat that rotary churning pile starts initial set, after exterior portion form is fixed substantially, start the 5th jet grouting pile construction being positioned at center.5th pile should churning from bottom to up at least three times, and the soil layer that corner rotary churning pile is enclosed in limit fully stirs, and has minority cement grout from the gap injection of enclosing between limit rotary churning pile, and make to enclose limit rotary churning pile and be linked togather tightly mutually with the 5th rotary churning pile, shape is as bundled.
the construction of step 2, steel concrete perfusion supporting pile:
Steel concrete perfusion supporting pile is the main body of propping works, plays a part to form a connecting link, accepts top ladder-type trough cushion cap pressure, and be delivered on the foundation pier of bottom, then pass on infinitely great basement rock.Concrete construction method is as follows:
1. constructed with being connected of foundation pier in steel concrete perfusion supporting pile lower end
For guaranteeing the safe, stable of joining section, invention adopts embedded tandem method.Embed dark about the 1m in foundation pier center by steel concrete perfusion supporting pile lower end, the diameter of steel concrete perfusion supporting pile is consistent with pipe diameter, embedded part diameter 8 ~ 10cm less of pipe diameter.
2. construction point
The construction of steel concrete perfusion supporting pile is except by except " technical code for building pile foundation " (JGJ94-2008) enforcement, and in lower end, upper end joining place also should construct by following requirement.
A, project to ground centre-drilling hole (bore diameter is consistent with pipe diameter) from foundation pier, adopt pipe-following drilling to foundation pier center, check, guarantee drill center position in its foundation pier in the heart, if there is deviation, should adjust.
B, continue to creep into 1m, bore diameter reduces 8 ~ 10cm, and conduit is parked in foundation pier end face, and in flushing hole, bottom landwaste, puts into hole by the reinforcing cage woven, stretch at the bottom of hole.
C, deployed cement mortar concrete is poured in hole, fully shake with shock club, mix mortar thoroughly.
step 3, ladder-type trough reinforced concrete pile cap are constructed:
Ladder-type trough reinforced concrete pile cap is the structure that propping works accepts oil and gas pipes and upper end earthing pressure, no matter which kind of pressure type of upper end, source method and size, all will come together in this ladder-type trough cushion cap, then pass on the supporting stake of stage casing.Its specific design and construction method are except by except " design of hydraulic concrete structures specification " (SDJ-20-78), also should being undertaken by following requirement:
1. ladder-type trough cushion cap physical dimension
Ladder-type trough base plate is rectangle, and length adds 55 ~ 65cm for pipe diameter, is excellent to add 60cm; Widely adding 40 ~ 50cm for pipe diameter, is excellent to add 45cm; Thick 25 ~ 35cm is excellent with 30cm; Both walls height subtracts 10 ~ 20cm for pipe diameter, is excellent to subtract 15cm; Thick 20 ~ the 25cm of side wall is excellent with 20cm; Side wall and bottom surface (horizontal plane) angle, generally within the scope of 60 ° ~ 70 °, are excellent with 65 °.Complete is reinforced concrete structure, cast in situs.
2. cushion cap pours into being connected of supporting pile with steel concrete
According to the feature that can produce slight vibrations in conduit running, require that cushion cap and steel concrete pour into supporting pile for be closely connected, stability will be got well, and the present invention adopts trumpet type to be connected.Steel concrete perfusion supporting pile top at least will have six roots of sensation steel bar stress to be engaged togather by arc-shaped bend and cushion cap baseplate reinforcing bar spot welding (or binding), cast in situs simultaneously.
3. antidetonation charges design in ladder-type trough
If location earthquake intensity need not be set up defences below 7 °, directly the general inserts such as chip soil can be put into groove interior conduit surrounding, compacting is without strong rammer gently.To earthquake intensity more than 7 ° meizoseismal areas, just can not use general filling packing, good springiness should be selected, filler that is flexible, that do not damage piping jacket fills.Pipeline can be allowed during strong earthquakes slightly to move in ladder-type trough and heavily do not hit both walls.Target for this reason, the present invention chooses high-tenacity baton round or hard plastic foam strip (block) is filled.Ladder-type trough two ends also need to close with engineering plastics flange, and plastic plate suitable for reading covers, screws tighten.
Claims (5)
1. oil and gas pipeline passes through a Pipeline Crossing Program method for supporting for the strong activity area of karst, it is characterized in that: construction sequence is as follows:
Step one, composite high pressure churning column foundation pier are constructed: build up high a more than 3m, the foundation pier of 1.8 ~ 2.0 times that cross-sectional diameter is oil and gas pipes diameter, described foundation pier adds four high-pressure rotary jet grouting pile blossom types around by one, center and is arranged to form, cement mixing slurry through high-pressure rotary-spray injection fully stirs, make five piles become an entirety, foundation pier cross section shapes is rounded square;
Step 2, steel concrete perfusion supporting pile construction: steel concrete is poured into supporting pile lower end and embed the dark 1m in foundation pier center, the diameter of steel concrete perfusion supporting pile is consistent with pipe diameter, embedded part diameter 8 ~ 10cm less of pipe diameter;
Step 3, ladder-type trough reinforced concrete pile cap are constructed: ladder-type trough reinforced concrete pile cap base plate is rectangle, grow for pipe diameter adds 55 ~ 65cm; Widely add 40 ~ 50cm for pipe diameter; Thick 25 ~ 35cm; Both walls is high subtracts 10 ~ 20cm for pipe diameter; Thick 20 ~ the 25cm of side wall; Side wall and horizontal plane angle are 60 ° ~ 70 °; Described ladder-type trough reinforced concrete pile cap is reinforced concrete structure, cast in situs; Ladder-type trough reinforced concrete pile cap and steel concrete pour into supporting pile and adopt trumpet type to be connected, steel concrete perfusion supporting pile top has at least six roots of sensation steel bar stress to be engaged togather by arc-shaped bend and the spot welding of cushion cap baseplate reinforcing bar or binding, while cast in situs; Fill out punching in ladder-type trough interior conduit surrounding and have antidetonation charges.
2. oil and gas pipeline according to claim 1 passes through the Pipeline Crossing Program method for supporting of the strong activity area of karst, it is characterized in that: around described foundation pier four high-pressure rotary jet grouting pile diameters and pipe diameter close, central high pressure rotary churning pile diameter is 0.4 ~ 0.50 times of pipe diameter, central high pressure rotary churning pile and surrounding four high-pressure rotary jet grouting pile edges superpose 1 ~ 2cm, are formed and are connected circle.
3. oil and gas pipeline according to claim 2 passes through the Pipeline Crossing Program method for supporting of the strong activity area of karst, it is characterized in that: the concrete thickness of described linking circle thinnest part is more than or equal to 40cm.
4. oil and gas pipeline according to claim 1 passes through the Pipeline Crossing Program method for supporting of the strong activity area of karst, it is characterized in that: around described foundation pier, four adopt plain concrete tenon to be connected between high-pressure rotary jet grouting pile with subterrane, the diameter of tenon is 35-45cm, stretches into long more than the 50cm of subterrane.
5. oil and gas pipeline according to claim 1 passes through the Pipeline Crossing Program method for supporting of the strong activity area of karst, it is characterized in that: the meizoseismal area for earthquake intensity being more than 7 °, described antidetonation charges are high-tenacity baton round or hard plastic foam strip or hard plastic foam block, described ladder-type trough two ends adopt engineering plastics flange to close, plastic plate suitable for reading covers, screws tighten.
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| CN201310212829.3A CN103266624B (en) | 2013-06-02 | 2013-06-02 | Method for supporting oil and gas pipeline penetrating through karst active zone |
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| WO2016033771A1 (en) * | 2014-09-04 | 2016-03-10 | 冯新林 | Road structure at high pressure gas pipe reinforcement |
| CN107386320B (en) * | 2017-03-17 | 2019-07-09 | 中国华冶科工集团有限公司 | Pass through the construction method of the underground pipe gallery of buried concrete waterpipe |
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| KR20040088735A (en) * | 2003-04-10 | 2004-10-20 | 유승운 | A Design and Construction of Joint between Corrugated Structural Steel Plate and R.C Box-Culvert |
| CN101250882A (en) * | 2008-04-03 | 2008-08-27 | 上海市第一建筑有限公司 | Method for discharging construction of underground tunnel upper |
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Effective date of registration: 20180110 Address after: 610041 Chengdu high tech Zone, Sichuan province sublimation Road No. 6 Patentee after: China Petroleum Engineering Construction Co Ltd Address before: 610041 Chengdu high tech Zone, Sichuan province sublimation Road No. 6 Patentee before: Engineering Design Co., Ltd., China Petroleum Group |
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Effective date of registration: 20210210 Address after: 100007 No. 9 North Main Street, Dongcheng District, Beijing, Dongzhimen Patentee after: CHINA NATIONAL PETROLEUM Corp. Patentee after: CHINA PETROLEUM ENGINEERING & CONSTRUCTION Corp. Address before: No. 6, Sichuan hi tech Zone, sublime Road, Chengdu, Sichuan Patentee before: CHINA PETROLEUM ENGINEERING & CONSTRUCTION Corp. |
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