CN108894210A - The comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area - Google Patents

The comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area Download PDF

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Publication number
CN108894210A
CN108894210A CN201810765017.4A CN201810765017A CN108894210A CN 108894210 A CN108894210 A CN 108894210A CN 201810765017 A CN201810765017 A CN 201810765017A CN 108894210 A CN108894210 A CN 108894210A
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China
Prior art keywords
slot
mud
construction
continuous
grab
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CN201810765017.4A
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Chinese (zh)
Inventor
张文新
王超峰
杨书江
李治国
朱继红
张迅
李云涛
李鹏毅
牛占威
王延辉
谭咸松
袁浩峦
李凤远
陈桥
赵军喜
向义熊
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China Railway Tunnel Group Co Ltd CRTG
CRTG Survey and Design Institute Co Ltd
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China Railway Tunnel Group Co Ltd CRTG
CRTG Survey and Design Institute Co Ltd
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Application filed by China Railway Tunnel Group Co Ltd CRTG, CRTG Survey and Design Institute Co Ltd filed Critical China Railway Tunnel Group Co Ltd CRTG
Priority to CN201810765017.4A priority Critical patent/CN108894210A/en
Publication of CN108894210A publication Critical patent/CN108894210A/en
Pending legal-status Critical Current

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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/18Bulkheads or similar walls made solely of concrete in situ
    • E02D5/187Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02FDREDGING; SOIL-SHIFTING
    • E02F5/00Dredgers or soil-shifting machines for special purposes
    • E02F5/02Dredgers or soil-shifting machines for special purposes for digging trenches or ditches

Abstract

Comprehensive construction method the invention discloses kind for continuous wall trench under sea area COMPLEX MIXED formation condition, it is constructed to weak soil using grab chute forming, boulder is abolished using block stamp, churning driven trenching construction is passed through to weathered rock formation, to hard rock stratum and slope rock by rotary drill trenching construction, hole is repaired finally by rectangular block stamp.This method makes full use of the construction ability of all kinds of machinery, can effectively solve the problem that the construction speed and quality of continuous wall trench underground under the conditions of the COMPLEX MIXED geology section of sea area, saves construction cost, and provide guarantee for the construction and operation security of successive projects.

Description

The integrated construction of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area Method
Technical field
The invention belongs to architectural engineering construction technique fields, and in particular to one kind is under sea area COMPLEX MIXED formation condition The comprehensive construction method of continuous wall trench.
Background technique
In recent years, with the fast development of national communication engineering, more and more works for wear using shield machine Jiang Yuehai Cheng Jinhang is implemented, and the base pit engineering positioned at the two sides Jiang Hai is the most important condition as shield launching and arrival, and base pit engineering The diaphram wall of building enclosure is that the first step of construction is crucial.As diaphram wall is widely applied, geological conditions more becomes It obtains complicated.Especially be Weak Silty Soil there are top in sea area section, middle part is weathered rock formation and is distributed boulder, and lower part is complete Property good rock stratum under conditions of, ground-connecting-wall is constructed, and a grooving is difficult, and current construction method mainly has first is that using milling The method of scouring machine construction, the number of devices is few, expensive;Another kind is using grab chute forming machine combination drilling machine or perforating press The method of trenching construction constructs to the weak soil on top using grab chute forming machine, fast speed and economical rationality, but to the hard of lower part When homogenous rock stratum pore-forming, using drilling machine or perforating press, then speed of application is slower, and work efficiency is not high.
Therefore, one kind how is provided under the conditions of weak soil, weathered rock formation and integrality rock stratum comprehensive geology, both be can guarantee and is applied Work progress and quality, but the construction method that can reduce the continuous wall trench underground of construction cost is building engineering field technical staff A letter technical problem to be solved.
Summary of the invention
It is a kind of multiple for sea area technical problem to be solved by the present invention lies in view of the above shortcomings of the prior art, providing The comprehensive construction method of continuous wall trench under hybrid conjunction geological conditions, this method can effectively solve the problem that sea area COMPLEX MIXED geology section Under the conditions of continuous wall trench underground construction speed and quality, save construction cost, and for successive projects construction and operation peace It is complete that guarantee is provided.
In order to solve the above technical problems, the technical solution adopted by the present invention is that, which includes as follows:
Step A, measurement and positioning:The position of measurement and positioning continuous wall groove and diaphragm wall elevation of top;
Step B, cell wall is reinforced:Consolidation process is carried out to cell wall using uniaxial or three axis cement mixing piles, is mixed using cement It buries to be stirred in vivo and be consolidated into;The weak soil of cell wall surrounding formation is reinforced before grooving excavation construction, mixing pile adds Gu depth is not less than thickness of soft soil;
Step C, wall (5) construction is led:Diaphram wall two sides top construction of guide wall is carried out, leads wall using cast-in-place Integral Steel Tendon concrete structure;
Step D, slot section framing:Slot section framing is carried out, what is taken between each groove segment is fore shaft plate connector, after slot section divides Each groove segment position is marked, and prepares mud;
Step E, soft soil layer (1) grabs digging:Mud is poured into each groove segment respectively, so that the mud face in slot section is kept Leading wall top face absolute altitude or less;Then, start to grab the top soft soil layer in grooving section, mud is with unearthed during grabbing digging It fills into slot, remains at the mud face in slot section and lead wall top face absolute altitude or less;Meanwhile during grabbing digging, timing Mud property index in detection hole;
Step F, boulder (2) is abolished:The boulder exposed in slot section is abolished using block stamp, during block stamp is abolished, so that slot section Interior mud face, which remains at, leads 28~32cm of wall top face absolute altitude or less;
Step G, strongly weathered sand-rock (3) drills through:Strongly weathered sand-rock below boulder in slot section is dug out using churning driven, is bored Mud fills into slot with being unearthed during taking, so that the mud face in slot section, which remains at, leads wall top face absolute altitude or less;
Step H, drilling:Rotary drill drill core is carried out to hard inclined-plane rock, takes out basement rock, mud is with unearthed in drilling operation It fills into slot, so that the mud face in slot section, which remains at, leads wall top face absolute altitude or less;Complete drilling;
Step I, slot is repaired:It carries out repairing slot, rectangular block stamp width dimensions and diaphram wall using rectangular block stamp punching equipment The width dimensions of slot section are consistent;
Step J, it is pumped into mud to the bottom of slot using mud tube, body refuse is made to float, by the mud of suspension body refuse in slot section Slurry extraction;
Step K, it is carried out repairing slot with chute forming machine again;
Step L, the slagging thickness indication of mud index, slot bottom is detected, calculates diaphragm wall elevation of bottom, standard For:After slot bottom cleaning and displacement mud terminate 1h, the mud balance in slot bottom 500mm height is not more than 1.25, and sediment thickness is not Greater than 200mm;It is such as unsatisfactory for above-mentioned standard, then repeatedly step A-K, until complying with standard.
Further, the planar sequence of the grooving in step E is along the length direction of slot section, and each slot section first grabs digging Two sides, after to grab digging intermediate;The top soft soil layer dug in this slot section is grabbed using grab chute forming machine, the slot and slot of difference number use Alternation excavation.
Further, the digging requirement of grabbing of grab chute forming machine is in step E:Lead wall in the grab bucket alignment two sides of grab chute forming machine Between center line and with the center line at plumbness, grab bucket is cut the earth along wall is led, and is constantly adjusted and grabbed by inclinometer The verticality to struggle against during grooving keeps vertical.
Further, in step E, F, G and H, the mud face in slot section, which remains at, leads wall top face absolute altitude or less 28 ~32cm.
Further, specification of the mixing pile using 650@400 of Φ in step B, reinforcement depth 15m, mixing speed are " four Stir two sprays ".
The comprehensive construction method of continuous wall trench has as follows under a kind of COMPLEX MIXED geological conditions for sea area of the present invention Advantage:Under the requirement that ensure that continuous wall trench underground construction quality, constructed to weak soil using grab chute forming, boulder is using punching Hammer is abolished, to weathered rock formation by churning driven trenching construction, to hard rock stratum and slope rock by rotary drill trenching construction, finally Hole is repaired by rectangular block stamp, makes full use of the construction ability of all kinds of machinery, substantially increases the construction speed and quality of grooving, is dropped Influence of the low punching to surrounding enviroment.Since this method is according to stratum distribution situation, corresponding mechanical and measure is taken, is formd Continuous productive process substantially increases construction efficiency and grooving quality, construction cost is effectively reduced.
Detailed description of the invention
Fig. 1 is that chute forming machine of the invention takes weak soil schematic elevation view;
Fig. 2 is that round block stamp of the invention breaks through boulder schematic elevation view;
Fig. 3 is that Spiral digging machine of the invention takes weathered rock formation schematic elevation view;
Fig. 4 is that rotary drill of the invention drills through hard slope rock stratum schematic elevation view;
Fig. 5 is that rectangular block stamp of the invention repairs slot vertical section schematic diagram;
In figure:1, soft soil layer;2, boulder;3, strongly weathered sand-rock;4, hard inclined-plane rock;5, wall is led;6, continuous wall groove;7 Ground-connecting-wall top mark is high;8, ground-connecting-wall bottom absolute altitude;9, chute forming machine;10, round block stamp;11, churning driven;12, rotary drill;13, rectangular Block stamp.
Specific embodiment
The comprehensive construction method of continuous wall trench, the construction party under a kind of COMPLEX MIXED formation condition for sea area of the present invention Method includes the following steps:
Step A, measurement and positioning:Smooth location, the position of measurement and positioning continuous wall groove 6 and diaphragm wall elevation of top 7;
Step B, cell wall is reinforced:Consolidation process is carried out to cell wall using uniaxial or three axis cement mixing piles, is mixed using cement It buries to be stirred in vivo and be consolidated into;The weak soil of cell wall surrounding formation is reinforced before grooving excavation construction, mixing pile adds Gu depth is not less than thickness of soft soil;Mixing pile uses the specification of 650@400 of Φ, and reinforcement depth 15m arrives weathered rock formation, stirring Speed is " four stir two sprays ".Using P.O42.5 grades of ordinary portland cements, tap water is mixed as slurry material, cement mixing content 15%.
Step C, wall (5) construction is led:It carries out diaphram wall two sides upper guide wall 5 to construct, leads wall 5 and use cast-in-place " ┑ ┍ " Type monolithic reinforced-concrete structures;The bottom surface for leading wall 5 of two upper lateral part of diaphram wall about depth 2.0m located underground, leads wall 5 Top surface absolute altitude and ground are high consistent.The effect for leading wall 5 is as follows, as diaphram wall ground surface primary standard substance;For determining Subterranean wall unit groove section is in position on the spot;For the retaining wall as the earth's surface soil body;For preventing mud loss for conduct Accommodate and save the groove of mud;It is used for for the fairlead as groover grooving initial phase inclined as detection slot section morpheme The primary standard substance of difference;For support when entering slot lifting as steel reinforcement cage and for as support when pulling junction block.
Step D, slot section framing:Slot section framing is carried out, what is taken between each groove segment is fore shaft plate connector, after slot section divides Each groove segment position is marked, and prepares mud;
Step E, soft soil layer (1) grabs digging:Mud is poured into each groove segment respectively, so that the mud face in slot section is kept Leading wall top face absolute altitude or less;Then, start to grab the top soft soil layer 1 in grooving section, mud is with out during grabbing digging Soil fills into slot, remains at the mud face in slot section and leads 28~32cm of wall top face absolute altitude or less;The depth of grab bucket grooving Spending range is from ground elevation to the top surface down toward weathered rock formation.As shown in Figure 1.Meanwhile during grabbing digging, timing detection hole Interior mud property index should carry out changing slurry adjustment immediately if discovery index parameter changes.
The planar sequence of grooving is that each slot section, which is first grabbed, digs two sides along the length direction of slot section, after to grab digging intermediate;Using Grab chute forming machine 9 grabs the top soft soil layer 1 dug in this slot section, and the slot and slot of difference number use alternation excavation.It is grabbed in the E Bucket chute forming machine 9 grab digging require be:The grab chute forming machine 9 grab bucket alignment two sides lead the center line between wall and with the center Line at plumbness, cut the earth along wall is led, and constantly adjusts the verticality grabbed bucket during grooving by inclinometer by grab bucket, Keep vertical.
Step F, boulder (2) is abolished:The boulder 2 exposed in slot section is abolished using round block stamp 10, as shown in Fig. 2, It leads 5 position of wall and installs block stamp bracket, block stamp position is positioned, to boulder in bracket groove, 2 impact grinding of boulder.During block stamp is abolished, So that the mud face in slot section, which remains at, leads 28~32cm of wall top face absolute altitude or less;
Step G, strongly weathered sand-rock (3) drills through:The strongly weathered sand-rock 3 of 2 lower section of boulder in slot section is dug using churning driven 11 Out, as shown in figure 3, churning driven drills along slot segment length direction interval and takes out part rock stratum, guarantee in churning driven work progress The verticality of rotary drilling rig, mud fills into slot with being unearthed in drilling operation, so that the mud face in slot section remains Leading 28~32cm of wall top face absolute altitude or less;
Step H, it drills:12 drill core of rotary drill is carried out to hard inclined-plane rock 4, takes out basement rock, in drilling operation mud with It is unearthed and fills into slot, so that the mud face in slot section, which remains at, leads 28~32cm of wall top face absolute altitude or less;Complete drilling; In the process first to churning driven drilling pipe bit change-over at rotatable rock bit, hard rock is drilled through using rock bit.Such as Fig. 4 institute Show.The rotary drill of use is reequiped to common churning driven, is rock bit original bit change-over, can be located in very well Manage slope rock and basement rock.
Step I, slot is repaired:After reaching diaphragm wall projected depth, as shown in figure 5, being carried out using rectangular 13 punching equipment of block stamp Slot is repaired, rectangular 13 width dimensions of block stamp are consistent with the width dimensions of underground continuous wall groove segment;When repairing slot using rectangular block stamp 13, under One hammer position should be overlapped with upper hammer position, to guarantee grooving quality.
Step J, using mud round-robin method borehole cleaning, i.e., it is that empty slot section bottom is pumped into new mud to slot by mud tube, makes Body refuse floats, and the mud of suspension body refuse in slot section is extracted out.
Step K, it is carried out repairing slot with chute forming machine again;
Step L, the slagging thickness indication of mud index, slot bottom is detected, calculates diaphragm wall elevation of bottom 8, standard For:After slot bottom cleaning and displacement mud terminate 1h, the mud balance in slot bottom 500mm height is not more than 1.25, and sediment thickness is not Greater than 200mm;It is such as unsatisfactory for above-mentioned standard, then repeatedly step A-K, until complying with standard.
Since the method in the present invention is according to stratum distribution situation, corresponding mechanical and measure is taken, flowing water is formd Operation substantially increases construction efficiency and grooving quality, construction cost is effectively reduced.Therefore, the present invention is that one kind is directed to Comparison safety and warp under conditions of sea area section weak soil, boulder, weathered rock formation and the Various Complex geology combination of integrality rock stratum The method that the reasonable continuous wall trench underground that helps is constructed.

Claims (5)

1. the comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area, which is characterized in that this is applied Work method includes as follows:
Step A, measurement and positioning:Smooth location, the position of measurement and positioning continuous wall groove (6) and diaphragm wall elevation of top (7);
Step B, cell wall is reinforced:Consolidation process is carried out to cell wall using uniaxial or three axis cement mixing piles, mixes soil using cement It is stirred and is consolidated into vivo;The weak soil of cell wall surrounding formation is reinforced before grooving excavation construction, cement mixing method is deep Degree is not less than thickness of soft soil;
Step C, wall (5) construction is led:It carries out leading wall (5) construction described in two upper lateral part of diaphram wall, described lead wall (5) are using existing Pour monolithic reinforced-concrete structures;
Step D, slot section framing:Slot section framing is carried out, what is taken between each groove segment is fore shaft plate connector, and slot section marks after dividing Each groove segment position, and prepare mud;
Step E, soft soil layer (1) grabs digging:Mud is poured into each groove segment respectively, so that the mud face in slot section is maintained at and leads Below the absolute altitude of wall top face;Then, start to grab soft soil layer described in the top in grooving section (1), grab dig during mud with It is unearthed and fills into slot, remain at the mud face in slot section and lead wall top face absolute altitude or less;Meanwhile during grabbing digging, Mud property index in timing detection hole;
Step F, boulder (2) is abolished:The boulder (2) exposed in slot section is abolished using block stamp, during block stamp is abolished, so that slot Mud face in section, which remains at, leads 28~32cm of wall top face absolute altitude or less;
Step G, strongly weathered sand-rock (3) drills through:Churning driven is used to the strongly weathered sand-rock (3) below boulder (2) described in slot section (11) it digs out, mud fills into slot with being unearthed in drilling operation, so that the mud face in slot section remains at and leads wall top Below the absolute altitude of face;
Step H, it drills:Rotary drill (12) drill core is carried out to hard inclined-plane rock (4), takes out basement rock, in drilling operation mud with It is unearthed and fills into slot, so that the mud face in slot section, which remains at, leads wall top face absolute altitude or less;Complete drilling;
Step I, slot is repaired:It carries out repairing slot, rectangular block stamp (13) width dimensions and ground using rectangular block stamp (13) punching equipment The width dimensions of lower continuous wall groove segment are consistent;
Step J, it is pumped into mud to the bottom of slot using mud tube, body refuse is made to float, the mud of suspension body refuse in slot section is taken out Out;
Step K, it is carried out repairing slot with chute forming machine again;
Step L, the slagging thickness indication of mud index, slot bottom is detected, is calculated diaphragm wall elevation of bottom (8), standard is: After slot bottom cleaning and displacement mud terminate 1h, the mud balance in slot bottom 500mm height is not more than 1,25, and sediment thickness is not more than 200mm;It is such as unsatisfactory for above-mentioned standard, then repeatedly step A-K, until complying with standard.
2. the integrated construction side of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area described in accordance with the claim 1 Method, which is characterized in that the planar sequence of the grooving in the step E is along the length direction of slot section, and each slot section first grabs digging Two sides, after to grab digging intermediate;Soft soil layer (1) described in the top dug in this slot section is grabbed using grab chute forming machine (9), difference number Slot and slot use alternation excavation.
3. according to claim 2 under a kind of COMPLEX MIXED formation condition for sea area continuous wall trench integrated construction side Method, which is characterized in that grab chute forming machine (9) described in the step E grab digging require be:Grab chute forming machine (9) are grabbed The center line between wall is led and with the center line at plumbness in bucket alignment two sides, and grab bucket is cut the earth along wall is led, and passes through deviational survey Instrument constantly adjusts the verticality grabbed bucket during grooving, keeps vertical.
4. the integrated construction side of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area described in accordance with the claim 3 Method, which is characterized in that in described step E, F, G and H, the mud face in slot section remain at lead wall top face absolute altitude or less 28~ 32cm。
5. according to continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area of any of claims 1-4 Comprehensive construction method, which is characterized in that mixing pile uses the specification of 650@400 of Φ, reinforcement depth 15m, stirring in the step B Speed is " four stir two sprays ".
CN201810765017.4A 2018-07-12 2018-07-12 The comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area Pending CN108894210A (en)

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CN109653213A (en) * 2018-12-28 2019-04-19 中铁十二局集团有限公司 A kind of ground-connecting-wall forming construction method thereof
CN109706915A (en) * 2018-12-11 2019-05-03 北京建工土木工程有限公司 The construction method of guide wall of underground continuous wall in a kind of tunnel
CN109989438A (en) * 2019-04-09 2019-07-09 中国电建集团铁路建设有限公司 A kind of rich water sand pebble layer ultra-deep ground-connecting-wall forming construction method thereof
CN110159190A (en) * 2019-04-08 2019-08-23 中铁隧道集团二处有限公司 Continuous wall trench underground meets underground mixing pile and handles construction method
CN110886577A (en) * 2019-11-29 2020-03-17 深圳宏业基岩土科技股份有限公司 Construction method for perpendicularity control of rotary excavating hard secant pile in deep and thick rockfill area

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CN109706915A (en) * 2018-12-11 2019-05-03 北京建工土木工程有限公司 The construction method of guide wall of underground continuous wall in a kind of tunnel
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CN109989438A (en) * 2019-04-09 2019-07-09 中国电建集团铁路建设有限公司 A kind of rich water sand pebble layer ultra-deep ground-connecting-wall forming construction method thereof
CN110886577A (en) * 2019-11-29 2020-03-17 深圳宏业基岩土科技股份有限公司 Construction method for perpendicularity control of rotary excavating hard secant pile in deep and thick rockfill area

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Applicant before: China Railway Tunnel Bureau Group Co Ltd

Applicant before: China Railway Tunnel Survey and Design Research Institute Co., Ltd.

Address after: 511400 No. 2, West Side of Industrial Fourth Road, Mingzhuwan Starting Zone, Nansha District, Guangzhou City, Guangdong Province

Applicant after: China Railway Tunnel Bureau Group Co Ltd

Applicant after: China Railway Tunnel Survey and Design Research Institute Co., Ltd.

Address before: 471000 No.3 Hospital of Zhuangyuan Honglu, Laocheng District, Luoyang City, Henan Province

Applicant before: China Railway Tunnel Bureau Group Co Ltd

Applicant before: China Railway Tunnel Survey and Design Research Institute Co., Ltd.

CB02 Change of applicant information
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Application publication date: 20181127