CN205242441U - Oval contrary shaft of doing of suspension type - Google Patents

Oval contrary shaft of doing of suspension type Download PDF

Info

Publication number
CN205242441U
CN205242441U CN201521099320.3U CN201521099320U CN205242441U CN 205242441 U CN205242441 U CN 205242441U CN 201521099320 U CN201521099320 U CN 201521099320U CN 205242441 U CN205242441 U CN 205242441U
Authority
CN
China
Prior art keywords
wall
vertical shaft
oval
contrary
borehole wall
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN201521099320.3U
Other languages
Chinese (zh)
Inventor
陈孝湘
张培勇
赵金飞
李广福
吴征
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China Electric Power Construction Group Fujian electric survey and Design Institute Co., Ltd.
Original Assignee
Fujian Electric Power Survey and Design Institute
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Fujian Electric Power Survey and Design Institute filed Critical Fujian Electric Power Survey and Design Institute
Priority to CN201521099320.3U priority Critical patent/CN205242441U/en
Application granted granted Critical
Publication of CN205242441U publication Critical patent/CN205242441U/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The utility model relates to a civil engineering lies in with the contrary shaft, especially an oval contrary shaft of doing of suspension type done, its structural feature, including the oval wall of a well of plural number festival, for assembling reinforcement concreting structure, the major axis radius of every section wall of a well is the same with the minor axis radius, constructs for the type of falling L at the wall of a well of the top, erects the part and is located the contrary the top wall of a well of making the shaft, and horizontal part then is on a parallel with ground to fixed mounting on the foundation soil, later each festival wall of a well all through structure steel bar connection to the assembling reinforcement of its top a lesson wall of a well, communicate the subterranean tunnel until the contrary shaft of doing. Like this, transmit all lateral wall weight of certain a lesson wall of a well below to the present section lateral wall final the transmission to the shaft collar of the type of falling L through the distributing bar to the weight of each festival wall of a well is being born downwards to the mode of transmission, and the whole power of biography route is clear, has effectively improved the atress load of the wall of a well, and the structure is succinct, and the width is taken up an area of to reasonable the reduction, has simplified construction procedure simultaneously, has reduced the construction work volume.

Description

The oval contrary vertical shaft of doing of suspension type
Technical field
The utility model relates to the oval contrary vertical shaft of doing of the contrary vertical shaft of doing, particularly a kind of suspension type of a kind of civil engineering.
Background technology
In prior art, the contrary sequence method vertical shaft of domestic underground engineering all adopts rectangle and circle shape cross-sectional configuration, and the sidewall of vertical shaft is for waiting wall thickness framework, but the vertical shaft of circular configuration is taking pressurized as main, and arrangement of reinforcement is little, but its space availability ratio is low, to account for floor area large; In the vertical shaft well of rectangular configuration headroom utilization rate high, take up an area littlely, but its structure is to be subject to, curved as main, arrangement of reinforcement is large, difficulty of construction is large. And no matter existing technology, be rectangle or circular well, all adopt the wall thickness arrangements of reinforcement such as upper and lower, surrounding, digging in dark larger work shaft, less economical. In addition, adopt when reverse construction, due to after soil excavation, vertical shaft sidewall builds soil body of front existence and faces the empty time, adopts rectangular well cannot form soil arch at excavation sidewall, can cause sidewall soil to cave in, and then cause construction accident.
It is a kind of for the push pipe jacking contrary vertical shaft of doing of the ellipse of removing obstacles that is hampered that Chinese patent ZL201520024209.1 provides, adopt oval contrary sequence method vertical shaft, can have stressed good, the advantage such as arrangement of reinforcement is little, floor space is little of circular configuration and rectangular configuration concurrently, but described in this patented technology scheme, the structure of vertical shaft is vertical reducing structure, be divided into three of upper, middle and lower part, top adopts the outer structure of dehiscing to stablize shaft collar, middle part arranges circular table as workbench, reinforces this part borehole wall simultaneously; Lower shaft internal diameter is greater than middle part, adopts multiple supporting frameworks, and main purpose is to serve jacking construction troubleshooting, is temporary structure.
Although above-mentioned patented technology has been utilized oval-shaped vertical shaft, be only also according to the scope of barrier, circle suitably to be adjusted, do not give full play to the oval contrary structure advantage of making vertical shaft; The contrary vertical shaft of doing of above-mentioned patented technology and prior art all adopts the framework that waits wall thickness in addition, and this is mainly because the thickness of sidewall soil excavation is difficult to accurate control, usually causes and backbreaks, control such as constructability such as structure such as wall thickness such as employing grade; And the concrete square amount of the wall thickness structure generation such as employing can not increase too much. But in practice of construction, because vertical shaft is that short transverse or the earth lateral pressure of lateral part are all had nothing in common with each other, so, vertical shaft entirety discontinuity, change upper and lower shaft wall structure or the borehole wall internal diameter of vertical shaft and adapt to different earth lateral pressures, cause shaft structure complexity, between the different segment borehole wall, Path of Force Transfer is crisscross, construction work amount increases, and construction investment is higher.
Summary of the invention
The purpose of this utility model is to provide a kind of clear Path of Force Transfer that builds according to the deficiencies in the prior art part, improves the stressed load of the borehole wall, simplifies the oval contrary vertical shaft of doing of suspension type of shaft structure.
The purpose of this utility model realizes by following approach:
The oval contrary vertical shaft of doing of suspension type, its structural feature is, include the oval borehole wall of plural number joint, for assembling reinforcement casting concrete structure, the major axis internal diameter of every joint borehole wall is identical with minor axis internal diameter, be inverted L shape structure at the borehole wall of the top, this inverted L shape is configured to preliminary shaft, standing portion is positioned at the contrary the top borehole wall of making vertical shaft, lateral part is parallel to ground, and be fixedly installed on foundation soil, each joint borehole wall all saves in the assembling reinforcement of the borehole wall by the distributing bar side of being connected thereto afterwards, makes vertical shaft be communicated with subterranean tunnel until contrary.
The described inverted L shape structure borehole wall is the whole contrary preliminary shaft of making vertical shaft, passes to foundation soil by the structure of ground segment, and inverted L shape structure is pressed flexural member arrangement of reinforcement. Contrary make vertical shaft merogenesis be contrary from top to bottom to build, each joint borehole wall below preliminary shaft adopts distributing bar to connect, like this, by distributing bar by all sidewall weight transmitting of a certain joint borehole wall below to this section sidewall, finally be passed to the preliminary shaft of inverted L shape, now inverted L shape preliminary shaft is a kind of suspended structure, is carrying the weight of each joint borehole wall in the mode of transmitting downwards, entirety Path of Force Transfer is clear, has effectively improved the stressed load of the borehole wall; Under such actuating system structure, the contrary interior lateral section of making vertical shaft just can be made consistent, when construction, adopt the oval steel form construction of same cross-sectional, since then, entirety is contrary is ovallized column body structure as vertical shaft, simple for structure, rationally reduce and take up an area width, simplified operational procedure simultaneously, reduced construction work amount.
The utility model can further be specially:
The minor axis inside radius a in the oval borehole wall of every joint cross section and the ratio of major axis inside radius b are 0.3≤(a/b)≤1.0.
The elliptic cross-section of considering the borehole wall is variant at major axis and the stressed size of short-axis direction, in order to guarantee the stressed utilization rate of side wall construction, the major axis radius of elliptic cross-section and the ratio data of minor axis radius are obtained via repeatedly calculating, test and testing, under this proportion structure, can obtain the stressed utilization rate of good side wall construction.
The wall thickness t of major axis place in the oval borehole wall of described every joint cross sectionbWith the wall thickness t of minor axis placeaRatio be 0.5≤(tb/ta)≤1.0。
Not only the elliptic cross-section of the borehole wall is variant at major axis and the stressed size of short-axis direction, is also different being subject on force direction, the wall thickness t of minor axis placeaStressed moment of flexure be to bending in well, and the wall thickness t of major axis placebStressed moment of flexure be to well outside sweep, therefore, in order further to improve the stressed utilization rate of side wall construction, the wall thickness different structure of the borehole wall that the utility model is provided with elliptic cross-section on long axis direction and short-axis direction, via repeatedly calculating, test and test the wall thickness ratio having obtained on long axis direction and short-axis direction, the structure that becomes wall thickness by employing obtains the stressed utilization rate of better side wall construction.
Against making vertical shaft from top to bottom, be provided with a joint wall seat every the plural number joint borehole wall, it is positioned at hoistway wall base soil one side and has a projection, and it embeds in vertical shaft base soil.
The contrary height of making vertical shaft is according to Specific construction situation and fixed, if the height of vertical shaft is higher, in order to ensure stability and the reliability of Path of Force Transfer, need to the one joint borehole wall be arranged to wall-forming seat at the height every certain, wall seat is distinguished and is to be provided with a side projection that can firmly embed in vertical shaft base soil compared with other boreholes wall, by the active force of vertical shaft base soil, on original actuating system, continue to provide the suspension force of carrying load downwards.
The distributing bar diameter of the adjacent two joint boreholes wall of described connection is 8-12mm.
Vertical shaft from top to bottom merogenesis work done in the manner of a certain author is built, respectively save and between vertical shaft, adopt the structure muscle of Φ 8 ~ Φ 12 to connect, by distributing bar by all sidewall weight transmitting of a certain joint borehole wall below to this section sidewall, be finally passed to the foundation soil of the preliminary shaft below of inverted L shape.
In sum, the utility model provides a kind of suspension type the oval contrary vertical shaft of doing, the upper vertical shaft to inferior interior cross section of serving as reasons is constructed, the borehole wall of constructing as inverted L shape using the preliminary shaft of the top, it is suspended on foundation soil, between each joint vertical shaft, adopt distributing bar to connect, by distributing bar by all sidewall weight transmitting of a certain joint borehole wall below to this section sidewall, be finally passed to the foundation soil of the preliminary shaft below of inverted L shape; The way that adopts distributing bar transmission load between the load-bearing of suspension type preliminary shaft, the different segment borehole wall, Path of Force Transfer is clear, simple structure; Rationally reduce and take up an area width, simplified operational procedure simultaneously, reduced construction work amount.
Brief description of the drawings
Fig. 1 is the oval contrary cross section structure schematic diagram of vertical shaft in short transverse of doing of suspension type described in the utility model.
Fig. 2 is the oval contrary lateral cross section structural representation of making vertical shaft of suspension type described in the utility model.
Below in conjunction with embodiment, the utility model is described further.
Detailed description of the invention
Most preferred embodiment:
With reference to accompanying drawing 1, suspension type is oval, and against making vertical shaft, vertical shaft from top to bottom merogenesis work done in the manner of a certain author is built, and includes the oval borehole wall of plural number joint, and every saving is 1.0-1.5m, is assembling reinforcement casting concrete structure, and the major axis internal diameter of every joint borehole wall is identical with minor axis internal diameter. Be inverted L shape structure at the borehole wall of the top, this inverted L shape is configured to the contrary preliminary shaft 1 of making vertical shaft, and the standing portion of preliminary shaft 1 is as the contrary the top borehole wall of making vertical shaft, and lateral part is parallel to ground, and be fixedly installed on foundation soil, L-type structure is pressed flexural member arrangement of reinforcement; Excavate section by section downwards afterwards, construction section by section, in the assembling reinforcement of the distributing bar side of the being connected thereto one joint borehole wall that each joint borehole wall 2 is all 8-12mm by diameter, makes vertical shaft connection subterranean tunnel until contrary, and the final section borehole wall is ingate. Like this, from preliminary shaft down, by distributing bar by all sidewall weight transmitting of a certain joint borehole wall below to this section sidewall, finally be passed to the foundation soil of the preliminary shaft below of inverted L shape, therefore, from this delivery type structure, inverted L shape preliminary shaft is a kind of suspended structure, is carrying the weight of each joint borehole wall in the mode of transmitting downwards.
The contrary lateral cross section of having considered vertical shaft as vertical shaft of ellipse described in the utility model---elliptic cross-section structure, as shown in Figure 2, wherein the minor axis radius a in the oval borehole wall of every joint cross section and the ratio of major axis radius b are 0.3≤(a/b)≤1.0; And the wall thickness t of major axis placebWith the wall thickness t of minor axis placeaRatio be 0.5≤(tb/ta)≤1.0. Above-mentioned cross-sectional configuration has considered that the elliptic cross-section of the borehole wall is variant at major axis and the stressed size of short-axis direction, on force direction, be also different being subject to, depart from the only improvement from cross sectional shape, further consider the stressed utilization rate of borehole wall side wall construction, improved the isometrical contrary structural stability of making vertical shaft.
Because the contrary height of making vertical shaft is according to Specific construction situation and fixed, if the height of vertical shaft is higher, in order to ensure stability and the reliability of Path of Force Transfer, need to the one joint borehole wall be arranged to wall-forming seat 3 at the height every certain, wall seat 3 is distinguished and is to be provided with a side projection that can firmly embed in vertical shaft base soil compared with other boreholes wall, by the active force of hoistway wall base soil, on original actuating system, continue to provide the suspension force of carrying load downwards.
The construction method of the oval work done in the manner of a certain author vertical shaft of suspension type described in the utility model is: (1) is according to drawing requirement, process oval steel form, between the high 1.0 ~ 1.5m of template → (2) field lofting, make major axis and the minor axis of oval vertical shaft, comprise preliminary shaft base plate scope → (3) simultaneously and remove the top layer loosened soil of preliminary shaft scope, excavation the soil body → (4) build preliminary shaft → (5) preliminary shaft concrete strength reach design strength 70% after, the soil body → (6) the clay model processing of excavation first segment well sidewall scope, colligation sidewall reinforcing bar → (7) building mould, build sidewall concrete (adopt water-proof concrete build) → (8) sidewall concrete reach design strength 70% after, tear the soil body → (10) of excavating within the scope of next joint borehole wall steel form → (9) open and repeat abovementioned steps, until well reaches design altitude → (11) according to actual conditions, complete after construction at well, build the permanent top board of vertical shaft, the row of channels of trying to be a good fellow.
It is same as the prior art that the utility model is not stated part.

Claims (5)

1. the oval contrary vertical shaft of doing of suspension type, it is characterized in that, include the oval borehole wall of plural number joint, for assembling reinforcement casting concrete structure, the major axis internal diameter of every joint borehole wall is identical with minor axis internal diameter, be inverted L shape structure at the borehole wall of the top, standing portion is positioned at the contrary the top borehole wall of making vertical shaft, lateral part is parallel to ground, and be fixedly installed on foundation soil, each joint borehole wall all saves in the assembling reinforcement of the borehole wall by the distributing bar side of being connected thereto afterwards, makes vertical shaft be communicated with subterranean tunnel until contrary.
2. suspension type according to claim 1 is oval is characterized in that against making vertical shaft, and the minor axis inside radius a in the oval borehole wall of every joint cross section and the ratio of major axis inside radius b are 0.3≤a/b≤1.0.
3. suspension type according to claim 1 is oval against making vertical shaft, it is characterized in that the wall thickness t of major axis place in the oval borehole wall of described every joint cross sectionbWith the wall thickness t of minor axis placeaRatio be 0.5≤tb/ta≤1.0。
4. suspension type according to claim 1 is oval is characterized in that against making vertical shaft, against making vertical shaft from top to bottom, is provided with a joint wall seat every the plural number joint borehole wall, and it is positioned at hoistway wall base soil one side and has a projection, and it embeds in vertical shaft base soil.
5. suspension type according to claim 1 is oval is characterized in that against making vertical shaft, and the distributing bar diameter of the adjacent two joint boreholes wall of described connection is 8-12mm.
CN201521099320.3U 2015-12-24 2015-12-24 Oval contrary shaft of doing of suspension type Active CN205242441U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201521099320.3U CN205242441U (en) 2015-12-24 2015-12-24 Oval contrary shaft of doing of suspension type

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201521099320.3U CN205242441U (en) 2015-12-24 2015-12-24 Oval contrary shaft of doing of suspension type

Publications (1)

Publication Number Publication Date
CN205242441U true CN205242441U (en) 2016-05-18

Family

ID=55941519

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201521099320.3U Active CN205242441U (en) 2015-12-24 2015-12-24 Oval contrary shaft of doing of suspension type

Country Status (1)

Country Link
CN (1) CN205242441U (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106869167A (en) * 2017-03-06 2017-06-20 南京联众建设工程技术有限公司 The bowed out box shape steel structure Urban Underground pipe gallery in section
CN111535816A (en) * 2020-06-10 2020-08-14 中南大学 Vertical shaft structure for improving section utilization rate and design method thereof

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106869167A (en) * 2017-03-06 2017-06-20 南京联众建设工程技术有限公司 The bowed out box shape steel structure Urban Underground pipe gallery in section
CN111535816A (en) * 2020-06-10 2020-08-14 中南大学 Vertical shaft structure for improving section utilization rate and design method thereof

Similar Documents

Publication Publication Date Title
CN203834739U (en) End steel board connection, positioning and assembly type shear wall structure
CN103711135B (en) Anti-slide pile of jointed arch structure
CN103556749A (en) Hanging flexible connection of precast concrete infill wall
CN203487664U (en) Prefabricated concrete filled wall suspension type flexible connection
CN205242441U (en) Oval contrary shaft of doing of suspension type
CN103726586A (en) H-shaped steel and steel plate framework assembly shear wall with interfaces with grooves and manufacturing method
CN103850363A (en) Prefabricated through hole assembly type reinforced concrete shear wall and construction method of prefabricated through hole assembly type reinforced concrete shear wall
CN105332388A (en) Assembled concrete-filled steel tubular column cap type tower crane foundation structure and construction method
CN210598987U (en) Subway station based on single-layer four-guide-hole and middle-guide-hole inner pile foundation
CN101949215A (en) Mounting construction method of steel structure support seat
CN204690776U (en) A kind of reinforced concrete composite structure huge plug-in type suspension column structure
CN106168053A (en) Y shape pillar is used to be combined the structure at design large span deep buried metro station with uplift pile
CN201347558Y (en) Ring-shaped bracing structure system of deep and large foundation pit
CN206070724U (en) The structure at design large span deep buried metro station is combined using Y shape pillar with uplift pile
CN204703545U (en) A kind of reinforcing mixing board wall for brick is taken root structure
CN211312485U (en) Profile steel connection type prefabricated underground continuous wall
CN208650067U (en) Underground increasing layer excavates new supporting structure
CN105569073B (en) Suspension type change wall thickness ellipse is inverse to be made vertical shaft and its becomes wall thickness setting method
CN207525779U (en) A kind of assembly type pipe gallery pattern foundation pit supporting structure of recycling and structure external mold composite structure
CN208563658U (en) A kind of prefabricated lattice compound shear wall assembly monomer
CN205063369U (en) Quick transport corridor of super deep basal pit spiral decline material
CN106087973B (en) Lattice diaphram wall arrangement
CN211922488U (en) Take full vertical pile wharf structure of horizontal stay restraint
CN210067020U (en) Sub-structure assembled frame structure
CN203583462U (en) Large reinforced concrete composite pile

Legal Events

Date Code Title Description
C14 Grant of patent or utility model
GR01 Patent grant
CP01 Change in the name or title of a patent holder

Address after: 350003 Gulou District, Fujian, Fuzhou No. 54 Road, No. 268

Patentee after: China Electric Power Construction Group Fujian electric survey and Design Institute Co., Ltd.

Address before: 350003 Gulou District, Fujian, Fuzhou No. 54 Road, No. 268

Patentee before: Fujian Electric Power Survey and Design Institute

CP01 Change in the name or title of a patent holder