CN104089089B - Pressure backfill type elasticity pipe laying method of construction - Google Patents
Pressure backfill type elasticity pipe laying method of construction Download PDFInfo
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- CN104089089B CN104089089B CN201410333406.1A CN201410333406A CN104089089B CN 104089089 B CN104089089 B CN 104089089B CN 201410333406 A CN201410333406 A CN 201410333406A CN 104089089 B CN104089089 B CN 104089089B
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- backfill
- penstock
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/028—Laying or reclaiming pipes on land, e.g. above the ground in the ground
- F16L1/038—Laying or reclaiming pipes on land, e.g. above the ground in the ground the pipes being made in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/18—Making embankments, e.g. dikes, dams
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Rigid Pipes And Flexible Pipes (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of pressure backfill type elasticity pipe laying method of construction, comprise following steps: step one: tube seat excavation and supporting; Step 2: penstock makes, and comprises (1) steel pipe blanking, (2) steel pipe roll bending, (3) longitudinal joint group pair, the welding of (4) steel pipe connection section, and (5) surface treatment; Step 3: penstock is installed; Step 4: pipeline backfill; Step 5: roll smooth, compacting is carried out smooth by the tube seat of roller compactor to backfill, complete whole operation, penstock is regarded as a flexible pipe laying structure by pressure backfill type elasticity pipe laying method of construction of the present invention, aggregate backfill, compacting is adopted around steel pipe, allow steel pipe free deformation in backfill, to discharge stress, be conducive to the design and construction technique level improving China's Hydraulic and Hydro-Power Engineering, it is applicable to rock breaking, covers thickness, the environment of physical features inequality, has application prospect widely.
Description
Technical field
The present invention relates to the technical field of pipe laying construction, particularly relate to a kind of pressure backfill type elasticity pipe laying method of construction.
Background technique
Along with improving constantly of people's living standard, various infrastructure also gets more and more, as power station etc., although this infrastructure is in order to mankind's service, but in order to realize such infrastructure, often need to carry out pipeline construction, both utilized required pipeline to realize water, the conveying of circuit etc. and transport, but along with people are to the progressively attention of environment, equally also wish that this infrastructure can reduce the impact on environment as much as possible, and, in pipeline construction, due to circumstance complication, physical features is uneven, be uneven, also more and more higher requirement is proposed to pipe laying construction.
In the prior art, fix to realize pipeline and construct, logical producing adopts the following two kinds mode: one is land burial formula pressure piping, both pipeline was imbedded underground, and carry out pipeline by one deck outsourcing steel concrete around penstock and country rock and fix, although be fixed on underground, but construction is complicated, bad adaptability, and cost is higher, larger to environmental disruption; Two is outdoor formula penstocks, and both penstock was revealed in surface, and was fixed by anchor block and buttress, although this mode can reduce the destruction to environment, the easy damage of outdoor formula, and the vegetation and the normal use that affect ground, same exist larger defect.
And some pipeline also needs to mate larger pressure, stressing conditions is more complicated, and this just has higher requirement to the support of pipeline and pipeline.
Thus, how to design and a kind ofly neither large destruction is produced to environment and vegetation, can obtain again being suitable for pipe laying method of construction more widely preferably, then become current institute urgent need.
For this reason, artificer of the present invention is because above-mentioned defect, and by concentrating on studies and designing, comprehensive experience and the achievement being engaged in related industry for a long time for many years, research and design goes out a kind of pressure backfill type elasticity pipe laying method of construction, to overcome above-mentioned defect.
Summary of the invention
The technical problem to be solved in the present invention is: the defect overcoming prior art, provides a kind of pressure backfill type elasticity pipe laying method of construction, can reduce the destruction to environment, can also provide good pipe laying form of construction work, improve accommodation, have more practicability.
For solving the problem, the invention discloses a kind of pressure backfill type elasticity pipe laying method of construction, comprising following steps:
Step one: tube seat excavation and supporting
(1) earth excavation, measures the above-ground route of required excavation, is directly constructed by channel excavation method, cut out native rock ballast material after removing vegetation;
(2) rock excavation, by drill bursting construction, first to the boring of rock portion, carries out rock ballast and transports, to form the inverted trapezoidal tube seat shown in Fig. 1 after explosion;
Step 2: penstock makes
(1) steel pipe blanking, cuts and groove opening after steel plate line;
(2) steel pipe roll bending, adopt steel plate starting the arc press machine to the prefabricated radian in steel plate termination, length is about 400mm, and it is cold coiling that steel pipe rolls mode;
(3) longitudinal joint group pair, single-unit group completes on plate bending rolls, and spot welding is fixed;
(4) steel pipe connection section welding, multiple support rollers single-unit penstock being placed on chassis carry out connection section, and the inside of described penstock is provided with supporting element, then carries out weld preheating, adopts arc welding or Lincoln weld to weld after preheating;
(5) surface treatment, steel pipe inner wall brushwork epoxy resin paint twice, film thickness 500 μm, outer wall is wound around anticorrosion adhesive tape;
Step 3: penstock is installed
The thick concrete cushion of 100mm is built in bottom surface in tube seat, keeps at a certain distance away and arrange supporting frame on concrete cushion, penstock is put into the supporting frame of tube seat, to make penstock distance concrete cushion certain distance;
Step 4: pipeline backfill
Layer overlay bedding backfill layer on described concrete cushion, described basic unit backfill layer adopts particle diameter to be that the great Shi of 80-100mm and super large stone fill material, basic unit's backfill layer is equipped with the pipe covering whole penstock and supports backfill layer, described pipe supports backfill layer for the gravelstone that maximum particle diameter is 20mm and fills material to provide protection to pressure piping; The outer rim that described pipe supports backfill layer is equipped with inner support backfill layer, and described inner support backfill employing particle diameter is that the comparatively great Shi of 50-80mm fills material; The outside of described inner support backfill layer is equipped with outer support backfill layer, and described outer support backfill layer adopts original soil excavated material backfill;
Step 5: roll smooth
Carry out compacting by the tube seat of roller compactor to backfill smooth, complete whole operation.
Wherein: described supporting element comprises annulus and is arranged at multiple jack of annulus outer periphery, described multiple jack extending radially outwardly from annulus outer periphery equi-spaced apart.
Known by said structure, pressure backfill type elasticity pipe laying method of construction of the present invention has following technique effect:
(1) penstock is regarded as a flexible pipe laying structure, adopt aggregate backfill, compacting around steel pipe, allow steel pipe free deformation in backfill, to discharge stress, be conducive to the design and construction technique level improving China's Hydraulic and Hydro-Power Engineering.
(2) applicability is strong, and backfill type soft-constraint elasticity pipe laying is applicable to rock breaking, covers thickness, the environment of physical features inequality.
(3) improve speed of application, less demanding to ground of backfill type soft-constraint elasticity pipe laying, can shorten the digging time of pressure piping greatly; Adopt graded aggregate backfill, the mode of its construction speed also than traditional is faster simultaneously.
(4) save construction cost, owing to have employed common graded aggregate backfill, compared with traditional reinforced concrete construction, greatly reduce construction cost.
Detailed content of the present invention obtains by explanation described later and institute's accompanying drawing.
Accompanying drawing explanation
Fig. 1 shows the schematic cross-section of pressure backfill type elasticity pipe laying method of construction of the present invention.
Fig. 2 shows the front view of steel pipe of the present invention connection section welding.
Fig. 3 shows the side view of steel pipe of the present invention connection section welding.
Embodiment
See Fig. 1, show the schematic cross-section of pressure backfill type elasticity pipe laying method of construction of the present invention.
In order to avoid the impact on environment, reduce the structure such as steel pipe external wrapping concrete and buttress as much as possible, the present invention has selected more shallow tube seat and elasticity pipe laying, adopts following steps:
Step one: tube seat excavation and supporting
(1) earth excavation, the above-ground route of required excavation is measured, directly constructed by channel excavation method after removing vegetation, cut out native rock ballast material, wherein, for preventing rain wash side slope in work progress, affect stability of slope and engineering construction, be outside equipped with the intercepting ditch parallel with tube seat at the 2m apart from excavation line both sides, preferably, described intercepting ditch is of a size of 50cm × 50cm;
(2) rock excavation, pass through drill bursting construction, first hole to rock portion, the dark 3m of preferred boring, is being positioned at the main blast hole tight-face blasting in the middle part of tube seat, adopts photoface exploision in the auxiliary blast hole of both sides, the pitch-row of main blast hole controls at 1.0 ~ 1.5m, array pitch controls at 1.0 ~ 1.2m, carries out rock ballast and transport after explosion, to form the inverted trapezoidal tube seat shown in Fig. 1;
(3) slope retaining
For improving side slope intensity, the combined supporting measure of anchor pole+linked network+pneumatically placed concrete also can be carried out to side slope, to guarantee side slope safety;
Step 2: penstock makes
The main material material of penstock is Q345R and ASTMA517 two kinds, and wherein, Q345R is ordinary low-alloy steel, is mainly used in low pressure pipeline, its pipe thickness 12-26mm; A517 is high-strength hardened and tempered steel plate, and its tensile strength is 795 ~ 930MPa, and yield strength is greater than 690Mpa, is mainly used in high pressure pipe line, its pipe thickness 14-28mm.
Wherein, A517 steel tendency of hardenability and cold cracking inclination are all comparatively large, and necessary preheating before welding, postwelding also needs to carry out after heat.
(1) steel pipe blanking, cut and groove opening after steel plate line, adopt pressure-less gasoline cutting machine, inconvenience uses the place of semi-automatic cutting, adopts injector cutting torch to carry out hand cut, preferably meets following requirements during steel plate line:
1) a joint steel pipe can only have a longitudinal weld, and the longitudinal weld of adjacent tube coupling should stagger more than 300mm.
2) elongation of roll bending process light plate, the contraction of weld seam, the factor such as weld gap and processing affluence degree should be considered during steel plate marking lengths.
3), after steel plate line, the numbering marking steel pipe segmentation, merogenesis, piecemeal respectively should be painted, water (flow) direction, horizontal and vertical center line, the symbol such as groove angle and line of cut.
4) permissible error (limit deviation) of steel plate line should conform with the regulations.
5) cutting of steel plate and groove opening, must not use electric arc to cut.Adopt single " V " type groove when steel plate thickness is not more than 22mm, when steel plate thickness is greater than or be greater than 22mm, weld groove is symmetrical " X " type groove.
(2) steel pipe roll bending, adopt steel plate starting the arc press machine to the prefabricated radian in steel plate termination, length is about 400mm, and it is cold coiling that steel pipe rolls mode, and wherein, roll bending direction is consistent with the rolling direction of steel plate, to avoid the destruction to steel inner materials in cold coiling.
(3) longitudinal joint group pair
Single-unit group completes on plate bending rolls, and longitudinal joint counterpart dislocation limit deviation is not more than 10% δ, and is not more than 2mm, and uneven place uses pressure code, chock flattens, and spot welding is fixed.
The limit deviation of steel pipe nozzle planeness is 2mm.Steel pipe is to the deviate also should measuring mouth of pipe girth after circle.Actual measurement mouth of pipe girth is ± 3D/1000mm with the limit deviation of design mouth of pipe girth, and adjacent tubes internode mouth of pipe girth limit deviation is 10mm.
Carry out longitudinal seam welding deformation process and steel pipe roundness adjustment after steel pipe vertical seam has welded, longitudinal seam welding deformation process is carried out on press machine, checks radian with model.
(4) steel pipe connection section welding
The multiple support rollers 12 single-unit penstock welded being placed on chassis 11 as shown in Figure 2,3 carry out connection section, same elevation plane is in ensure tube coupling straightness accuracy by each support roller 12, the inside of described penstock is provided with supporting element 13, then weld preheating is carried out, crawler heater band butt welded seam is adopted to carry out preheating, preheating width is each 3 times of thicknesss of slab in weld seam and both sides, center and is not less than 150mm, and preheating temperature 100 DEG C ~ 120 DEG C, adopts arc welding or Lincoln weld to weld after preheating.
Wherein, described supporting element 13 comprises annulus and is arranged at multiple jack of annulus outer periphery, and described multiple jack extending radially outwardly from annulus outer periphery equi-spaced apart, keeps circularity to make penstock in welding.
(5) surface treatment
Steel pipe inner wall brushwork epoxy resin paint twice, film thickness 500 μm, rust grade Sa2.5 level, surface roughness 4 ~ 70 μm; Outer wall is wound around anticorrosion adhesive tape, derusting grade Sa2.0 level.
Step 3: penstock is installed
The thick concrete cushion of 100mm 103 is built in bottom surface in tube seat, keep at a certain distance away on concrete cushion 103 and supporting frame (not shown) is set, penstock 101 is put into the supporting frame of tube seat, to make penstock distance concrete cushion 103 certain distance.
Step 4: pipeline backfill
Layer overlay bedding backfill layer 102 on described concrete cushion 103, described basic unit backfill layer 102 adopts particle diameter to be that the great Shi of 80-100mm and super large stone fill material, to provide sufficient support; Basic unit's backfill layer 102 is equipped with the pipe covering whole penstock 101 and supports backfill layer 104, destroy for avoiding producing the anticorrosive coat of pressure piping 101, the gravelstone of described pipe supports backfill layer to be maximum particle diameter be 20mm fills material, to provide protection to pressure piping; The outer rim that described pipe supports backfill layer 104 is equipped with inner support backfill layer 105, and described inner support backfill 105 employing particle diameter is that the comparatively great Shi of 50-80mm fills material; The outside of described inner support backfill layer is equipped with outer support backfill layer 106, and described outer support backfill layer 106 adopts original soil excavated material backfill.
Step 5: roll smooth
Carry out compacting by the tube seat of roller compactor to backfill smooth, complete whole operation.
The present invention is by elasticity pipe laying, and tube seat excavation is shallow, avoids the excess destruction to environment and vegetation, and adaptability is stronger, and cost is lower.
In the application of republic of Fiji Islands Nan Derui vatu (Nadarivatu) Hydropower Project, effective confirmation is obtained inventor, this Hydropower Project is positioned at the middle and south, Fijian VitiLevu island, dam site place east longitude 177 ° 49 ' 3 "; 17 ° 18 ' 30, south latitude ", distance Nadi airport 135km, distance capital Suva is about 300km, this project mainly comprises: barrage, water-carriage system, Power Plant, 132KV switchyard and ultra-high-tension power transmission line, and the Main Function of engineering is barrage reservoir impoundment power generation.
Pass through embody rule, have employed backfill type soft-constraint elasticity pipe laying scheme of the present invention, save Outsourcing Concrete than conventional embedded pressure piping and be about 5400m3, the construction cost of deduction backfill gradating material, investment reduction about 47.02 ten thousand dollars altogether, after construction terminates, about estimate according to the thick of local environmental administration, about create the environmental benefit of 43.8 ten thousand dollars, go through water-filling after engineering terminates and build pressure, emptying perforate inspection, mechanical type rejection of full load moves the test of water flow special topic, unit rejection of full load run-in test, long-term set grid-connection commercial off-the-shelf moves water running test, fully demonstrate the present invention and achieve success, design principle and the method for construction with scientific research and innovation possess the value wideling popularize application completely, its technology is ripe, safety, reliably.
Known by said structure, the invention has the advantages that:
(1) penstock is regarded as a flexible pipe laying structure, adopt aggregate backfill, compacting around steel pipe, allow steel pipe free deformation in backfill, to discharge stress, be conducive to the design and construction technique level improving China's Hydraulic and Hydro-Power Engineering.
(2) applicability is strong, and backfill type soft-constraint elasticity pipe laying is applicable to rock breaking, covers thickness, the environment of physical features inequality.
(3) improve speed of application, less demanding to ground of backfill type soft-constraint elasticity pipe laying, can shorten the digging time of pressure piping greatly; Adopt graded aggregate backfill, the mode of its construction speed also than traditional is faster simultaneously.
(4) save construction cost, owing to have employed common graded aggregate backfill, compared with traditional reinforced concrete construction, greatly reduce construction cost.
It is evident that, above description and record be only citing instead of in order to limit disclosure of the present invention, application or use.Although described in an embodiment and be described in the drawings embodiment, but the present invention do not limit by accompanying drawing example and describe in an embodiment as the optimal mode thought at present to implement the specific examples of instruction of the present invention, scope of the present invention will comprise any embodiment of specification and the appended claim fallen into above.
Claims (2)
1. a pressure backfill type elasticity pipe laying method of construction, comprises following steps:
Step one: tube seat excavation and supporting
(1) earth excavation, measures the above-ground route of required excavation, is directly constructed by channel excavation method, cut out native rock ballast material after removing vegetation;
(2) rock excavation, by drill bursting construction, first to the boring of rock portion, carries out rock ballast and transports, to form inverted trapezoidal tube seat after explosion;
Step 2: penstock makes
(1) steel pipe blanking, cuts and groove opening after steel plate line;
(2) steel pipe roll bending, adopt steel plate starting the arc press machine to the prefabricated radian in steel plate termination, length is about 400mm, and it is cold coiling that steel pipe rolls mode;
(3) longitudinal joint group pair, single-unit group completes on plate bending rolls, and spot welding is fixed;
(4) steel pipe connection section welding, multiple support rollers single-unit penstock being placed on chassis carry out connection section, and the inside of described penstock is provided with supporting element, then carries out weld preheating, adopts arc welding or Lincoln weld to weld after preheating;
(5) surface treatment, steel pipe inner wall brushwork epoxy resin paint twice, film thickness 500 μm, outer wall is wound around anticorrosion adhesive tape;
Step 3: penstock is installed
The thick concrete cushion of 100mm is built in bottom surface in tube seat, keeps at a certain distance away and arrange supporting frame on concrete cushion, penstock is put into the supporting frame of tube seat, to make penstock distance concrete cushion certain distance;
Step 4: pipeline backfill
Layer overlay basic unit backfill layer on described concrete cushion, described basic unit backfill layer adopts particle diameter to be that the great Shi of 80-100mm and super large stone fill material, basic unit's backfill layer is equipped with the pipe covering whole penstock and supports backfill layer, described pipe supports backfill layer for the gravelstone that maximum particle diameter is 20mm and fills material to provide protection to pressure piping; The outer rim that described pipe supports backfill layer is equipped with inner support backfill layer, and described inner support backfill layer employing particle diameter is that the comparatively great Shi of 50-80mm fills material; The outside of described inner support backfill layer is equipped with outer support backfill layer, and described outer support backfill layer adopts original soil excavated material backfill;
Step 5: roll smooth
Carry out compacting by the tube seat of roller compactor to backfill smooth, complete whole operation.
2. method of construction as claimed in claim 1, is characterized in that: described supporting element comprises annulus and is arranged at multiple jack of annulus outer periphery, described multiple jack extending radially outwardly from annulus outer periphery equi-spaced apart.
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| CN104466872A (en) * | 2014-12-12 | 2015-03-25 | 西安科技大学 | Protection structure for coal mine gob floor monitoring lines and buried method thereof |
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| CN110005870A (en) * | 2019-04-02 | 2019-07-12 | 中国石油天然气集团有限公司 | A kind of complex ground buried-pipe laying pipeline support backfill construction method |
| CN110778788B (en) * | 2019-11-13 | 2021-07-23 | 中冶沈勘秦皇岛工程设计研究总院有限公司 | Protection method for laying heat supply pipeline after shallow earth covering under road surface |
| CN111456758B (en) * | 2020-06-03 | 2021-05-14 | 中国水利水电第十工程局有限公司 | Double-shield TBM pipe back supporting method for dealing with rock burst |
| CN111895178B (en) * | 2020-07-08 | 2022-07-22 | 中石化重庆天然气管道有限责任公司 | Ecological protection system suitable for stone channel district pipeline |
| CN113482015A (en) * | 2021-06-30 | 2021-10-08 | 上海宝冶集团有限公司 | Backfill support protection construction method for underground pipeline |
| CN113653324A (en) * | 2021-09-02 | 2021-11-16 | 中国二十二冶集团有限公司 | Quick pipeline encapsulating method |
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| CN1247285A (en) * | 1999-08-24 | 2000-03-15 | 范中明 | Underground pipeline installation engineering construction method without earth surface excavation |
| CN1280263A (en) * | 1999-07-12 | 2001-01-17 | 四川石油管理局川东钻探公司 | Construction method of drawing casing through drilled hole |
| CN1331394A (en) * | 2000-06-27 | 2002-01-16 | 韩国电气通信公社 | Method for structure duct in ground |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP3010356B1 (en) * | 1998-11-19 | 2000-02-21 | 鹿島建設株式会社 | How to build a tunnel |
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| CN1280263A (en) * | 1999-07-12 | 2001-01-17 | 四川石油管理局川东钻探公司 | Construction method of drawing casing through drilled hole |
| CN1247285A (en) * | 1999-08-24 | 2000-03-15 | 范中明 | Underground pipeline installation engineering construction method without earth surface excavation |
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