CN104074526A - Horseshoe pen type shield body structure and shield body structure construction technology thereof - Google Patents
Horseshoe pen type shield body structure and shield body structure construction technology thereof Download PDFInfo
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Abstract
The invention relates to a horseshoe open type shield body structure and shield body structure construction technology thereof. The horseshoe open type shield body structure comprises a horseshoe cross section shield body structure, wherein a plurality of hydraulic jacks and support I beams around are used to machine a detachable counter force system, and first phase protection and shield body safety guarantee are combined to complete excavation of soil body. After a section is completed, the counter force system is detached, reinforced concrete lining is carried out, and tunnel structure construction is completed. By finite element model calculation, mechanism strength and stress safety index meet the requirement, and a machined part is partitioned, welded and detected according to a machining requirement of a steel structure, and whole machine trial splicing is carried out in a processing plant. A hydraulic system is a famous-brand product purchased from a market and begins trail operation after whole machine construction safety is evaluated at the site by a relevant department.
Description
Technical field
The present invention relates to, based on shield structure body operating principle, shape of a hoof open type shield structure body and the shield construction technique thereof developed in order to solve the safety problem of saturated Loess Layer Mining Method excavation, belong to the extension of shield structure technology.
Background technology
Tunneling in soil layer at present, because soil layer intensity is low, cavitation stability extreme difference when especially water content is large, so shield construction arises at the historic moment.Shield method is to utilize high strength and the easy processing characteristic of steel, and steel plate is processed into tunnel section shape, is formed on the protection body to constructor and equipment in soil layer; At head, excavation supporting facility is set as hand digging compartment, Cutting tool, waterpower shower nozzle etc. again; Excavated material output device is set in shield body, as spiral conveyor, muddy water pipeline, light rail trolley; At shield tail, lining cutting supporting facility is set, forms excavation, be unearthed, the structure of supporting, lining cutting coordination, complete the complete method of constructing tunnel.
Look back formation, development and the present situation of shield method, 1823, in the tunnel construction of Times river, London, Coal Mine engineer's shield structure imagination is become to practical operation and attempt, although submerged tunnel lasts 18 years, for the new method that has invention has been started in similar engineering construction.
Through persistent exploration and the practice of over one hundred year, the nineties in 20th century, various types of Suporting structure applications progressively entered the prosperity period.Gulf, Tokyo highway tunnel is called as the example of world's ultra-large type road traffic Shield Tunneling; Great Britain and France's seabed tunnel becomes the model that world shield structure technology power concentrates construction technology cutting edge technology achievement especially.The development of shield structure technology, not only makes earth pressure balance, mud and water balance technology become better and approaching perfection day by day, and makes that operation is simpler, system is more perfect, automaticity is higher, control accuracy is more accurate.Aspect excavated section compliance, succeeded in developing single head, double end and bull cutterhead, utilize transmission of crankshaft technology, develop the cutterhead and the support apparatus that adapt to rectangular cross section, elliptical section or arbitrary cross-section.
China started to carry out shield method test tunnel excavation in Shanghai in 1962, within 1970, complete Shanghai Da Pulu highway tunnel, and this is the highway tunnel under water of Chinese article one shield construction.The nineties in 20th century, each metropolis subway engineering of China is flourish, and a collection of underground light rail tunnel starts to build, and Shanghai, Beijing, Guangzhou, Shenzhen constructing tunnel of awaiting a subway has all been applied shield structure technology.Particularly 2003, Shanghai construction of tunnel Co., Ltd took the lead in adopting two circular tunnel engineering development machine constructions Shanghai M8 line subway sectional tunnel, the New Times of Chinese shield method tunnel construction being brought into Liao Yu world bleeding edge synchronized development.
In China, nowadays shield structure technology Development Level is synchronizeed with the world, and various shield machines can be produced at home, and this has greatly improved this field speed of development.
The pluses and minuses of current shield structure technology, are the basic principle from shield-tunneling construction, in order to support the stable of face, adopt earth pressure balance or slurry balance shield.Earth pressure balanced shield, EPBS is suitable for cohesive soil stratum, arenaceous stratum and the gravel soil layer that underground water is few, transmission coefficient is little, and the casting amount by accurate control excavation storehouse, keeps the soil pressure in excavation cabin, keeps balance with the excavation face soil body, prevents from caving in.Slurry balance shield is suitable for Fu Shui stratum and the higher stratum of sand gravel content such as groundwater table is high, drift sand, and by excavation cabin pressure injection mud, the balancing work surface soil body, appears excavated material conveying with pipeline mud on the other hand on the one hand.Along with the development of shield structure technology, different shield configuration formulas and excavation face antihunt means are combined, form composite shield method.Composite shield can adjust according to soil layer geology and hydrologic condition, and it is to excavation face supporting way and cutter, slag tap transportation system and other equipment adjustment in essence.The integrated mode of composite shield has muddy water formula, open type shield structure; Earth pressure balance, open type shield structure; Muddy water formula, earth pressure balanced shield, EPBS; Open type, muddy water formula, earth pressure balanced shield, EPBS etc.
Now, noncircular cross section shield structure is mainly in excavation face, a plurality of cutterheads to be combined, by methods such as twin shaft, multiaxis and bent axles, control the movement locus of different cutterheads, excavate out the section configuration of the various needs such as rectangle, ellipse, the shape of a hoof, two round, three circles, in the special underground structure of subway station, develop, and increasingly mature.Along with noncircular cross section tunnel adopts Shield Construction Technique content more and more higher, design, manufacture, integrated complex, cost is very high.Therefore engineering is used and is only limited to the important engineering that engineering quantity is large, in common engineering, seldom uses.In a word, these shield machines are applicable to long tunnel or large section, and advantage is that automaticity is high, function is many, and shortcoming is manufacturing cycle length, complex structure, and cost is high.
Summary of the invention
The object of the invention is, the problem existing for prior art, the safety problem that provides a kind of mechanical strength and stressed safety index to meet saturated Loess Layer Mining Method excavation requires and shape of a hoof open type shield structure body structure and the shield construction technique thereof of development.
For achieving the above object, the technical solution used in the present invention is: a kind of shape of a hoof open type shield structure structure is provided, it is characterized in that, described shield structure structure comprises u-shaped cross-section shield machine, at the periphery of shield machine u-shaped cross-section, be provided with some hydraulic jack and support the removable formula counterforce structure that moves that i iron forms, in a side of counterforce structure, be provided with reinforced concrete lining layer barrel structure.
Wherein preferred technical scheme is, in the both sides of described shape of a hoof shield machine, be respectively equipped with cross grid, be arranged on that the shield machine afterbody cross grid of a week coordinates with hydraulic jack and simultaneously for backhoe entrucking, be arranged on the cross grid of shield machine front portion for cutting the soil body.
Further preferred technical scheme is to be also equipped with longitudinal and horizontal stiffening girder in the front portion of described shield machine.
Further preferred technical scheme also has, and described hydraulic jack is arranged on both sides and the base of shape of a hoof shield machine.
A shield construction technique that adopts above-mentioned shape of a hoof open type shield structure structure, is characterized in that, described shield construction technique comprises following processing step:
S1: adopt u-shaped cross-section, utilize some hydraulic jack of periphery and the removable formula counter-force system of moving of shaped steel processing;
S2: in conjunction with supporting and shield body safety device, complete excavation work;
S3: excavate after a section, remove the removable formula counter-force system of moving, carry out reinforced concrete lining layer, complete barrel structure construction.
Wherein preferred technical scheme is, the removable formula counter-force system of moving in described S1 step, by being arranged on 12 the hydraulic jack collaborative works of a week of shield tail, makes the anterior grid cutting soil body, and backhoe entrucking after grid, realizes spoil body running.
Further preferred technical scheme is, in described S2 step, supporting and shield body safety device are in jack-in process, stroke 60cm of hydraulic jack jacking, be the spacing that i iron supports, new clothes i iron is supported and is arranged under the protection department of shield machine afterbody, and weld together with mounted support i iron and reinforcement bar; After shield driving, carry out in time pneumatically placed concrete protection, form and stablize cavern temporarily.
Further preferred technical scheme also has, and described support i iron is arranged under the protection department of shield machine afterbody, and welds together with mounted support i iron and reinforcement bar.
Further preferred technical scheme also has, and described protection department is the interim cavern that stablizes being formed by the concrete spraying on the wall reinforcing bar of hole after shield machine advances.
Further preferred technical scheme also has, and is provided with the force transferring structure of assemblnig steel truss between described shield machine shield structure drive end unit and reinforced concrete lining layer.
Compared with prior art, the invention has the beneficial effects as follows: the construction technology of this shape of a hoof open type shield structure structure and shield method thereof has following features:
(1) design scheme of this shape of a hoof open type shield structure structure is calculated through FEM (finite element) model, mechanism's intensity and the requirement up to specification of stressed safety index.
(2) processing and fabricating is convenient, and this shape of a hoof open type shield structure structure, by workpiece piecemeal, welding and detection technique are carried out according to steel work processing request, is carried out complete machine examination in processing factory assembled.Hydraulic system is from market purchasing, member manufacture and easy to assembly.
(3) construction quality significantly improves, and as this shape of a hoof open type shield structure structure jacking 60cm, carries out in time shotcrete with mesh supporting.Steel mesh reinforcement is welded on i iron and supports above, and pneumatically placed concrete divides three layers to complete, and each jetting thickness 6cm left and right, therefore workmanship significantly improves.
(4) the invention solves conventional Mining Method excavation in the safety problem of saturated Loess Layer, construction investment is low, easy construction is reliable
Accompanying drawing explanation
Fig. 1 is the Facad structure schematic diagram of shape of a hoof open type shield structure body of the present invention;
Fig. 2 is the lateral view of Fig. 1;
Fig. 3 is shape of a hoof open type shield structure body propulsion system of the present invention and leans on afterwards front view;
Fig. 4 is shape of a hoof open type shield structure body propulsion system of the present invention and leans on afterwards profile.
In figure: 1-supports i iron, 2-layer of concrete, 3-cross grid, 4-shield structure body head, 5-hydraulic jack, 6-steel truss.
The specific embodiment
The present invention is a kind of shape of a hoof open type shield structure structure, described shield structure structure comprises u-shaped cross-section shield machine, at the periphery of shield machine u-shaped cross-section, be provided with some hydraulic jack 5 and support the removable formula counterforce structure that moves that i iron 1 forms, in a side of described counterforce structure, be provided with reinforced concrete lining layer barrel structure.
In the present invention, preferred embodiment is, in the both sides of described shape of a hoof shield machine, be respectively equipped with cross grid 3, be arranged on that the shield machine afterbody cross grid 3 of a week coordinates with hydraulic jack 5 and simultaneously for backhoe entrucking, be arranged on shield machine front portion and be the cross grid 3 of shield structure body head 4 for cutting the soil body.
In the present invention, further preferred embodiment is, in described shield machine front portion, is also equipped with longitudinal and horizontal stiffening girder.
In the present invention, further preferred embodiment also has, and described hydraulic jack 5 is arranged on both sides and the base of shape of a hoof shield machine.
A shield construction technique that adopts above-mentioned shape of a hoof open type shield structure structure, described shield construction technique comprises following processing step:
The first step: adopt u-shaped cross-section, utilize periphery some hydraulic jack 5 and the removable formula counter-force system of moving of shaped steel processing;
Second step: in conjunction with supporting and shield body safety device, complete excavation work;
The 3rd step: excavate after a section, remove counter-force system, add the lining cutting of the layer of concrete 2 of reinforcing bar, complete barrel structure construction.
In the present invention, preferred embodiment is, the removable formula counter-force system of moving in the described first step is by being arranged on 12 hydraulic jack 5 collaborative works of a week of shield tail, make the anterior cross grid 3 cutting soil bodys, the backhoe entrucking after cross grid 3, realizes spoil body running.
In the present invention, further preferred embodiment is, in described second step, supporting and shield body safety device are in jack-in process, stroke 60cm of hydraulic jack 5 jacking, be and support the spacing that i iron 1 supports, new clothes are supported to i iron 1 support and be arranged under shield tail protection department, and weld together with mounted support i iron 1 and supporting steel rib; After shield driving, carry out in time pneumatically placed concrete protection, form and stablize cavern temporarily.
In the present invention, further preferred embodiment also has, and described support i iron 1 is arranged under the protection department of shield machine afterbody, and welds together with mounted support i iron 1 and supporting steel rib.
In the present invention, further preferred embodiment also has, and described protection department is the interim cavern that stablizes being formed by the described layer of concrete 2 spraying on the supporting steel rib of hole wall after shield machine advances.
In the present invention, further preferred embodiment also has, and is provided with steel truss 6 force transferring structures after can assembling between described shield machine afterbody and the layer of concrete 2 of lining cutting.
Embodiment 1
The present invention is a kind of shape of a hoof open type shield structure body structure and shield construction technique thereof, first this shape of a hoof open type shield structure body structure meets design section requirement, adopt u-shaped cross-section, utilize 12 hydraulic jack 5 of periphery to become the removable formula counter-force system of moving with shaped steel combination, in conjunction with first liner timbering and shield body safety guarantee, complete excavation work.Excavate after a paragraph, remove described counter-force system, carry out the lining cutting of layer of concrete 2, complete barrel structure construction.
Tentatively select cross grid shape of a hoof shield structure, by being arranged on the several jack collaborative works of a week of shield tail, make the anterior grid cutting soil body, backhoe entrucking after grid, realizes spoil body running.Backhoe entrucking is located in shield body, and in jack-in process, 5 one stroke 60cm of hydraulic jack, are the spacing that supports i iron 1, new clothes are supported to i iron 1 and be arranged under shield tail protection department, and reliably weld with mounted support work 1 word steel 1 and reinforcement bar.After described shield driving, carry out in time pneumatically placed concrete protection, form and stablize cavern temporarily.
Therefore, the design of shield machine is simple as far as possible, economical, reliable under the prerequisite of reflection field demand, is the key project of subject study.
Shield machine design objective is as follows:
The thick Q235 steel plate of shield employing 40mm rolls, welding processing, and interior section configuration is the shape of a hoof design excavated section with inverted arch, section 5900mm * 7600mm.Shield structure total length 6490mm, wherein before the prominent upper long 1800mm of shield, the front portion full section length 1496mm of the vertical dividing plate in cabin, front and back, front deck is mainly to cut native part, for soft, moulds stablizing of the soil body, with 40mm steel plate partition, becomes lattice; The long 3194mm of rear deck, is open type shield, and hydraulic jack bearing is set, and hydraulic jack 5 is installed the support i iron 1 of supporting while regaining.
According to designing and calculating, in shield structure shell soil, frictional resistance is 7320kN with cutting soil resistance sum, considers correction and enclose native moisture content to change, and demand thrust is got 10000kN.
For this reason, along the hydraulic cylinder of periphery hydraulic jack 5, get 200/110-800mm, system pressure 300bar, single thrust hydraulic cylinder is 942kN, totally 14 jack, and gross thrust 13188kN, satisfies the demands.
Hydraulic jack 5 design runlength 800mm, are used stroke 600mm, and rear backrest adopts shaped steel processing, and width is used stroke with hydraulic jack 5, and full section is divided into 4 sections, i.e. upper beam, two side columns and a bottom girder.
The design of steel truss 6 jacking schemes:
It is basic engineering that design scheme be take existing hole section, face place arranges open type shield machine, first in shield shell, i iron 1 is supported in assembling, and sprayed and protected the support i iron 1 support using and be connected with rear portion, shield machine jacking one Pin distance forward afterwards, after shield tail encloses native exposure, be sprayed mortar sealing, arrange subsequently excavation to be unearthed and next circulation construction, as shown in figure Fig. 1, Fig. 2.Construction experience in conjunction with water-break hole, and the needs of construction speed, supporting i iron 1 and select I 20a type i iron (longitudinally I 16 is still used in connection), every Pin is apart from controlling as 0.7m, support the interior installation of i iron 1 φ 6200 steel mesh reinforcements, the thick C20 concrete of spray 0.25m.
During shield machine jacking, take completed permanent concrete lining as final stress point, assemblnig steel truss 6 force transferring structures are set between shield tail and layer of concrete 2 lining cutting, after shield machine jacking 1 Pin, hydraulic jack 1 retraction, in hydraulic jack 1,1 Pin steel truss 6 is installed behind, is carried out jacking next time.When jacking total length reaches 10m (first jacking need reach 11m), stop tunnel excavation supporting, then remove the steel truss 6 after shield machine, arrangement baseplate and 2 lining cutting of side wall concrete layer, concreting moulding can recover excavation supporting after 3 days, and 2 lining cutting of crown layer of concrete can parallelly with the place ahead excavation supporting be carried out.
Shield machine design
(1) shield structure shield tail intensity is calculated
1. shield structure housing load
Press formula, B=5.9m, H=7.6m, slump pitch of arch h=13.36m, for guaranteeing shield structure reliability, h presses 19.5m and considers.
Top vertical load is pressed q=270kN/m
2.
Top horizontal loading e1=105.8kN/m
2.
Bottom level load e2=158.8kN/m
2.
Bottom vertical load q2=158.8kN/m
2.
Lateral pressure distribution slope:
2. shield structure Shell Finite Element Method grid is divided
Shield structure shell stress is analyzed by Finite Element.
3. stress analysis
Maximum stress is 120N/mm
2, be less than steel plate design intensity 210N/mm
2.Maximum stress appears at the forward position abutment wall middle part of jacking direction, and this position is straightway, is subject to lateral earth pressure and the flexing action of crown pressure large, therefore should strengthen processing man-hour adding.
From stress analysis result, crown stress condition is better, but in jack-in process, shield structure housing will pass through the dewatering well on tunnel axis, and dewatering well well casing is concrete, and every joint length is 1m, owing to well casing cannot being taken out in advance in jacking, need shield structure housing that well casing is extruded to excavation area, so vault steel plate also needs to strengthen to process, prevent that well casing extruding crown from causing the distortion of shield shell.
4. Displacement Analysis
Maximum displacement is 0.9cm.Maximum displacement appears near shield structure rear portion upright wall section hydraulic jack 5 bearings, and this position is straightway, is subject to lateral earth pressure and hydraulic jack 5 jacking power compound actions large, therefore should strengthen processing man-hour adding.
In jacking operation, should detect hydraulic jack 5 jacking directions, adjust rear backrest position, make as far as possible hydraulic jack 5 jacking directions parallel with hole axis, prevent shield shell eccentric compression, cause interior receipts displacement to increase.Aspect strengthening measure, in described shield structure front portion, add cross, longitudinally establish horizontal stiffening girder, one side fixed hydraulic jack 5, the opposing party first can strengthen described shield whole and rigidity, reduces distortion, guarantees normal operation.
5. safety factor
Minimum safety factor is 1.787.
(2) shield force calculates
Shield force is mainly considered shield structure housing and soil body frictional force F
1with cutting ring of shield incision soil body resistance F
2.
In cohesive soil: F
1=B L C
In above formula:
B-shield structure housing girth (m);
L-shield structure shell length (m);
C-cohesion of soil (kN/m
2);
F
1＝B?L?C＝22.92×5.5×42.8＝5393kN
Soil pressure (20kN/m
2, 10m calculates):
20×10＝200kN/m2＝200KPa
Peripheral resistance during injection that otch inserts soil
F
2＝(l×L×C)+[l×0.05×200]＝781+365＝1146kN
L thickness P=(23+5.9+7.6) * 0.05 * 200=365kN
L---injection face perimeter length (m) T---sword pin depth of penetration (m) 0.2m
Kp---coefficient of passive earth pressure, 0.4 Pw---act on the average soil pressure (KPa) on shield structure
F＝F
1+F
2＝5393+1146＝6539kN
Comprehensive above calculating, thrust is got 10000kN.
(3) propulsion hydraulic system design
The hydraulic cylinder of hydraulic jack 5 is got 200/110-800mm, system pressure 300bar, 14 of described hydraulic cylinder numbers.
Single thrust hydraulic cylinder is:
All hydraulic cylinder gross thrust 942 * 14=13188 > 10000, reaches engineering demands.
(4) propulsion hydraulic system subregion is controlled
In tunneling construction, described shield structure need to be done axial advancement according to the route track of appointment, the resistance that the shield body of whole described shield structure is subject to stratum is often uneven, the tunneling direction of described shield structure is departed from, at this moment just need to, by coordinating accurately to control the correction that propelling hydraulic cylinder is realized shield structure, reach the object that shield structure advances along design route track.In addition, described shield structure carries out curve while advancing, the driving that sometimes will lean forward, sometimes will swing back, sometimes will swing or make progress to its composite square, and this also needs, and by coordinating accurately to control, hydraulic cylinder realizes.Because general propulsion system hydraulic cylinder quantity is many, each hydraulic cylinder height of controlling cost separately, for this reason, can adopt subregion to control, and is about to numerous propelling hydraulic cylinder and is divided into several districts by even circumferential.Dui Mei district propelling hydraulic cylinder is controlled respectively.So both can be cost-saving, reduce and control complexity, can reach again the adjustment of shield attitude, the object of the accurate control of correction.Native system is divided into Si Ge district as required, is respectively red bluish-green Hei Sige district, can control respectively the size of the thrust of four subregions, thereby adjusts shield attitude.
(5) after propulsion system, lean on
The rear supporter that leans on of propulsion system is comprised of the steel pipe sheet of the U-shaped structure of a plurality of one-tenth, and upper end connects into frame construction by channel-section steel.The wide 5m of steel pipe sheet, length is 0.6m.The General Logistics Department is 10m by length.10:5=2 does not have strut stability problem.Afterwards by system stability.Propulsion system and seeing shown in Fig. 3, Fig. 4 by layout afterwards.
The invention is not restricted to above-mentioned embodiment, those skilled in the art make to any apparent improvement of above-mentioned embodiment or change, can not exceed design of the present invention and claims protection domain.
Claims (10)
1. a shape of a hoof open type shield structure structure, it is characterized in that, described shield structure structure comprises u-shaped cross-section shield machine, at the periphery of shield machine u-shaped cross-section, be provided with some hydraulic jack and support the removable formula counterforce structure that moves that i iron forms, in a side of counterforce structure, be provided with reinforced concrete lining layer barrel structure.
2. shape of a hoof open type shield structure structure as claimed in claim 1, it is characterized in that, in the both sides of described shape of a hoof shield machine, be respectively equipped with cross grid, be arranged on that the shield machine afterbody cross grid of a week coordinates with hydraulic jack and simultaneously for backhoe entrucking, be arranged on the cross grid of shield machine front portion for cutting the soil body.
3. shape of a hoof open type shield structure structure as claimed in claim 2, is characterized in that, in the front portion of described shield machine, is also equipped with longitudinal and horizontal stiffening girder.
4. shape of a hoof open type shield structure structure as claimed in claim 3, is characterized in that, described hydraulic jack is arranged on both sides and the base of shape of a hoof shield machine.
5. adopt a shield construction technique of weighing shape of a hoof open type shield structure structure described in 1, it is characterized in that, described shield construction technique comprises following processing step:
S1: adopt u-shaped cross-section, utilize some hydraulic jack of periphery and the removable formula counter-force system of moving of shaped steel processing;
S2: in conjunction with supporting and shield body safety device, complete excavation work;
S3: excavate after a section, remove counter-force system, carry out reinforced concrete lining layer, complete barrel structure construction.
6. shape of a hoof open type shield structure structure shield construction technique as claimed in claim 5, it is characterized in that, the removable formula counter-force system of moving in described S1 step is by being arranged on 12 the hydraulic jack collaborative works of a week of shield tail, make the anterior grid cutting soil body, backhoe entrucking after grid, realizes spoil body running.
7. shape of a hoof open type shield structure structure shield construction technique as claimed in claim 5, it is characterized in that, in described S2 step, supporting and shield body safety device are in jack-in process, stroke 60cm of hydraulic jack jacking, be the spacing that i iron supports, new clothes i iron is supported and is arranged under the protection of shield tail, and weld with mounted i iron supporting steel rib; After shield driving, carry out in time pneumatically placed concrete protection, form and stablize cavern temporarily.
8. shape of a hoof open type shield structure structure shield construction technique as claimed in claim 7, is characterized in that, described support i iron is arranged under the protection department of shield machine afterbody, and welds together with mounted support i iron and reinforcement bar.
9. shape of a hoof open type shield structure structure shield construction technique as claimed in claim 8, is characterized in that, described protection department is the interim cavern that stablizes being formed by the concrete spraying on the wall reinforcing bar of hole after shield machine advances.
10. shape of a hoof open type shield structure structure shield construction technique as claimed in claim 8, is characterized in that, is provided with the force transferring structure of assemblnig steel truss between the shield tail of described shield machine and reinforced concrete lining layer.
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| CN110259463A (en) * | 2019-06-13 | 2019-09-20 | 孔德玲 | The shield all-in-one machine of tunnel support body disposable moulding by casting |
| CN110348117A (en) * | 2019-07-10 | 2019-10-18 | 宁波六希格码建筑科技有限公司 | A kind of negative ring structure of steel pipe sheet and its optimization design |
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| CN104074526B (en) | 2016-03-23 |
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