CN104775447B - Composite base framework used for power transmission tower in steep mountainous area and construction technology thereof - Google Patents
Composite base framework used for power transmission tower in steep mountainous area and construction technology thereof Download PDFInfo
- Publication number
- CN104775447B CN104775447B CN201510171726.6A CN201510171726A CN104775447B CN 104775447 B CN104775447 B CN 104775447B CN 201510171726 A CN201510171726 A CN 201510171726A CN 104775447 B CN104775447 B CN 104775447B
- Authority
- CN
- China
- Prior art keywords
- female
- basis
- binding beam
- foundation
- main
- 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
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Foundations (AREA)
Abstract
The invention discloses a composite base framework used for a power transmission tower in a steep mountainous area. The composite base framework comprises a master base, a slave base and a main binding beam, wherein the master base comprises a master base main post and a master base expanding bottom; the master base main post comprises a master base compact exposure section and a master base embedding section; the slave base comprises a slave base main post and a slave base expanding bottom, wherein the slave base main post comprises a slave base compact exposure section and a slave base embedding section; the main binding beam is provided with a main binding beam main reinforcement, main binding beam reinforcement stirrups, a main binding beam non-reinforcement stirrup and main binding beam end part anchorage reinforcements. The invention also provides a construction technology of the composite base framework used for the power transmission tower in the steep mountainous area. The composite base frame system with the binding beam is adopted to replace a traditional means that the base main post is deepened and thickened or a multi-post bearing platform is adopted, the horizontal bearing performance of the base main post can be effectively improved, the horizontal displacement of the base main post is reduced so as to reduce the use amount of base concrete and reinforcing steel bars, and the invention performs a prominent engineering significance on environment protection, conservation of water and soil and terrain condition adaption.
Description
Technical field
The present invention relates to technical field of electric power, particularly a kind of primary and secondary basic framework for cliffy mountain power transmission tower and
Its construction technology.
Background technology
With the development of China's power construction, power transmission line corridor is more and more in short supply, the power transmission tower basis institute of transmission line of electricity
Condition in position is more and more severe, especially mountain area transmission line of electricity, and power transmission tower basis will inevitably be located at mountain top or half
The mountain terrain such as hill-side.Conventional design often adopts power transmission tower complete unequel leg extension and does not wait the cooperation of higher baseline, can be certain
The high slope problem avoiding constructing a large amount of evolutions in degree and occurring.
But, when power transmission tower be located at local landform is precipitous, the discrepancy in elevation is greatly different, the location of narrow space when, basic principal post cantilever
Dew is tall and big, and basic tip displacement deformation is very big, can increase the additional bending moment of basic principal post, thus increasing construction costs.Through retrieval
Relevant document, traditional treatment measures are: (1) increases foundation main column diameter and embedded depth of foundation, so certainly will cause basic coagulation
Soil and amount of reinforcement increase, and weaken its economic advantages；(2) using the many pile foundations with cushion cap, its basic material amount is significantly increased,
Economy extreme difference；Difficulty of construction increases, and in mountain terrain, implementation is poor, need to set up larger operation platform, and amount of excavation is big,
Spoir amount increase and not environmentally.
Seek the control measure that cliffy mountain power transmission tower basis principal post cantilever reveals the tall and big basic tip displacement causing, permissible
Effectively optimize foundation engineering amount, improve construction investment economy, be of mountain area transmission line of electricity power transmission tower basis design optimization
An important technology difficult problem.
Content of the invention
For above-mentioned existing design method existence foundation reveal tall and big, basic top displacement is big, less economical the shortcomings of, this
Bright purpose is to provide a kind of primary and secondary basic framework for cliffy mountain power transmission tower and its construction technology, using this band binding beam
" primary and secondary basis " frame system can effectively improve the horizontal bearing performance of basic principal post, reduce the horizontal position of basic stand column
Move, thus reducing base concrete and amount of reinforcement.
For achieving the above object, provided by the present invention for the primary and secondary basic framework of cliffy mountain power transmission tower, its feature exists
In: include female basis, subbase plinth and main binding beam, the two ends of described main binding beam are connected with mother basis, subbase plinth respectively, female basis with
Subbase plinth forms frame structure by main binding beam；
Described female basis includes female basis principal post and female basis base expanding and base expanding portion, and described female basis principal post includes female basis and reveals high section
With female foundation embedded section, female basis is revealed high section and is connected with top power transmission tower steel truss by foundation bolt or plug-in type angle iron；Edge
Female basis principal post circumference is uniformly provided with many female foundation main reinforcements, and every female foundation main reinforcement is along female foundation main mast axis arrangement；Female base
Plinth outer wall is provided with the outer stirrup in female basis of circumferentially annular, and the female basis being provided with annular inside female foundation main column outer wall erects
Stirrup, described female basis erection hoop reinforcement circumferentially and successively with whole mother's foundation main reinforcements is connected along female basis principal post；Female basis
Cage bar is circular layout along female basis principal post longitudinal direction depth direction；Female foundation main reinforcement outer wall is provided with the female basis being circumferentially circular layout
Outer stirrup, described female basic outer stirrup passes through welding or colligation is connected with female foundation main reinforcement；It is provided with inside female foundation main column outer wall
Female basis erection hoop reinforcement of annular, described female basic erection hoop reinforcement is circumferentially and female basic with whole successively along female basis principal post
Cage bar connects；
Described subbase plinth includes subbase plinth principal post and subbase plinth base expanding and base expanding portion, and described subbase plinth principal post includes subbase plinth and reveals high section
With sub- foundation embedded section；It is uniformly provided with many roots foundation main reinforcement along subbase plinth principal post circumference, every root foundation main reinforcement is along subbase plinth
Principal post axis is arranged；Subbase plinth outer wall is provided with the outer stirrup of subbase plinth circumferentially surrounding arrangement, also sets in subbase plinth principal post outer wall
Have subbase plinth erection hoop reinforcement, described subbase plinth erection hoop reinforcement along subbase plinth principal post circumferentially around arrangement and successively with whole subbase plinth
Cage bar connects；
Described main binding beam is provided with five layers of main binding beam cage bar, and main binding beam encrypts stirrup, the main non-encrypted stirrup of binding beam and main binding beam
End dowel；Five layers of main binding beam cage bar are arranged symmetrically along main binding beam square-section, and wherein two-layer main binding beam cage bar is distributed in rectangle
Each one layer up and down of section, the other three layers of main binding beam cage bar of short transverse disposed at equal distance such as square-section centre；Described five layers of master
The both sides of binding beam cage bar end and main binding beam end dowel are anchored in female basic, sub- base structure, form common force transfer system；
Described main binding beam encryption stirrup and the non-encrypted stirrup of main binding beam adopt the double limb of s shape, extremity hoop or compound hoop by five layers of main binding beam master
Muscle connects.
Preferably, the vertical principal plane of described female basis and subbase plinth is equipped with support binding beam.
Further, described female basis principal post is uiform section cylindrical structural, the diameter d1 of female basis principal post be 1.2m～
2.0m；
The fabricated structure that described female basis base expanding and base expanding portion is made up of with uiform section cylinder variable cross-section round platform, female basis base expanding and base expanding
The round platform base diameter in portion is bellout diameter d2, and d2 presses 1.5～2.0 times of d1 values；The uiform section cylinder in female basis base expanding and base expanding portion
It is highly h1, h1 presses 0.15～0.20d2 value；It is h2 that bottom tapered section frustum cone height is expanded on described female basis；Described female basis is expanded
The side slope of bottom is the ratio of (d2-d1)/2 and (h1+h2)；(d2-d1)/2 are taken by 1/3～1/2 with the ratio of (h1+h2)
Value；
Described mother foundation embedded section height h1 is 7.0m～9.0m, and it is 5.0m～7.0m that high section height h2 is revealed on female basis.
Further, the diameter of section d3 of described subbase plinth principal post is 1.0m～1.3m, and the diameter d in subbase plinth base expanding and base expanding portion is
1.8m～2.5m；The height h3 of described sub- foundation embedded section be 3.0m～5.0m, subbase plinth reveal high section height h4 be 0.5m～
2.0m；The 45 ° of direction arrangements in described subbase Chu Yanta center.
Further, described main binding beam is rectangular cross section structure, described main binding beam and mother basis, the cutting of subbase plinth connecting place
The a size of high 1.3m in face × wide 0.6m, the mid portion square-section of main binding beam is high 1.0m × wide 0.6m.
For the primary and secondary basic framework of cliffy mountain power transmission tower, the frame being made up of female basis, subbase plinth, coupling beam three part
Frame system collective effect, accurately calculates and must realize by computer finite element numerical analysis software, but its numerical modeling is more
Complexity, part workload is big and each calculating must repeat to model, and does not have reproducibility, is unfavorable for engineering popularization and application.For reality
Existing above-mentioned purpose, the present invention also provides a kind of construction technology of the primary and secondary basic framework for cliffy mountain power transmission tower, and it includes
Following steps:
(1) the primary and secondary basic frame structure computational methods simplifying and flow process, specifically comprise the steps of
The first step: according to site contour figure and the profileometry data of concrete tower position, as the input of actual landform landforms
Data, the height lower limb according to this power transmission tower and the higher baseline mated condition such as not, preferably press excavation minimum principle to four tower legs respectively
Fall base, determines that high section height h2 is revealed on female basis of mountain terrain；
Second step: vertical pressure n (is included, x is to horizontal component according to the amount of force that top power transmission tower passes to basis
Nx, y to horizontal component ny and on pull out active force t, x is to horizontal component tx, y to horizontal component ty) and field geology conditions (soil
Body cohesive strength c, severe γs, characteristic value of foundation bearing capacity fa) as edge-restraint condition, the physical dimension on the female basis of initial setting
Parameter；
The physical dimension parameter on the female basis of setting includes: buried depth section height h1, the diameter d1 of basic principal post and bellout diameter
D2, the uiform section cylinder height in base expanding and base expanding portion is h1；Expansion bottom tapered section frustum cone height is h2；3rd step: female basis is in order to direct
Bear top vertical load n and t that power transmission tower passes over；Female basis meets the requirement of resistance to plucking, Compressive Bearing Capacity, using existing
Shearing method in Regulations calculates, and female key dimension should meet the following requirements:
In formula: tvResistance to plucking soil body circular sliding surface shearing resistance upright projection component；
gsSoil body deadweight in circular sliding surface；
gfBase concrete is conducted oneself with dignity；
Wherein γfIt is the coefficient related to shaft tower pattern, 0.9 is taken for suspended pattern shaft tower, pendulous angle tower takes 0.95, resistance to
Open angle tower and take 1.1；The buried depth section height h1 obtaining in calculating is more than and reveals high section height h2；
4th step: above-mentioned second and the 3rd diameter d1 of basic principal post of obtaining of step, the capital setting female basis allows position
Shifting value χ0aFor 10mm, according to jgj94 formula rha=0.75 α3ei·χ0a/νxDetermine female basis principal post horizontal bearing capacity eigenvalue
rha；
By horizontal bearing capacity eigenvalue rhaMake a concerted effort with pushing horizontal forceCarry out reckoning to compare, it is determined whether
Setting binding beam；WhenWhen, need to arrange binding beam to reduce the capital horizontal displacement on female basis；WhenWhen, binding beam can be not provided with；
5th step: when above-mentioned 4th step need arrange binding beam when, by the position of true stator foundation determine binding beam across
Degree l1；Sub- base position is chosen at the primary moment plane on power transmission tower basis typically along 45 ° of tower center direction；
6th step: after span l1 of binding beam determines, binding beam is considered as mainly undertaking the structure of deadweight and female foundation level load
Part, the RC Beam with Rectangular Section according to two ends freely-supported calculates its internal force, determines its square-section size；Binding beam with mother
Basis and subbase plinth connection adopt haunch reinforcement to process, and binding beam should be encrypted with female basis and subbase plinth connection stirrup
Strength is managed；
7th step: the end reaction of binding beam end and subbase plinth is can get by the 6th step, vertically outer as subbase plinth
Load, effect is directly passed to subbase plinth by binding beam by the horizontal loading on female basis；In conjunction with above-mentioned stress load conduct
Input condition, according to the physical dimension of the true stator foundation of method of the 3rd step；
(2) primary and secondary basis construction in accordance with the following steps:
2a, foundation pits setting-out: determine the near coal-mine position in basis of four tower legs of power transmission tower；According to Center stake formation level with
Difference of height between foundation ditch ground, is converted into oblique distance horizontal range and carries out foundation ditch setting-out, determine the hole position of foundation ditch；
2b, excavation of foundation pit and cleaning: excavation is mutually tied with putting little big gun excavation using hand excavation or hand excavation
The method molding closed；
2c, installation reinforcing bar and foundation bolt；
2d, formwork centering；
2e, concreting and vibrate；
2f, maintenance and form removal；
2g, backfill.
Further, described drawing is dug female basis, the column on constructor basis, flange plate or haunch binding beam and all adopts reinforcing bar mixed
Xtah Crude Clay structure；Concrete grade is c25, and main steel bar stress adopts hrb400, stirrup or female basis erection hoop reinforcement, sub- foundation frame
Vertical stirrup adopts hpb300.
The operation principle of the present invention is as follows: for cliffy mountain power transmission tower basic frame structure by digging foundation, subbase plinth
And binding beam three part composition, as shown in Figure 1.Wherein subbase plinth (hereinafter referred to as " subbase plinth "), (letter below of conventional digging foundation
Referred to as " female basis ") form a pair " primary and secondary basis " form.When landform is precipitous, expose excessive for female basic principal post, defeated
Electric tower subtracts lower limb not, and concrete cantilever dew height will cause the increase of eccentric bending moment to lead to female foundation main column section and reinforcing bar amount all
Very big, female basis top displacement and bottom resist torque can be effectively reduced using the present invention.
In technique scheme, female basis is connected with top power transmission tower steel truss by foundation bolt or plug-in type angle iron
Connect, directly bear the upper load that power transmission tower passes over.Wherein power transmission tower tower leg main will vertical active force be undertaken by female basis,
Horizontal applied force then mainly supports binding beam to undertake by subbase plinth and principal plane, and binding beam provides enough lateral rigidities, and this system is closed
That manages is assigned with basic role power, at utmost decreases female basis top displacement using frame system simultaneously, is power transmission tower tower
Lower limb provides and preferably constrains rigidity, effectively reduces the eccentric bending moment on female basis, improves its principal post top displacement, reduces concrete and uses
Amount.
In technique scheme, " son is drawn and dug " basis arrangement can flexibly be arranged according to live actual landform, rationally excellent
Use " primary and secondary basis ", the comprehensive height lower limb of cooperation and the principal post heightened foundation changed, economy and the feature of environmental protection will be more obvious.
It is an advantage of the current invention that:
First, using " primary and secondary basis " frame system with binding beam, effectively improving the Gao Lu of cliffy mountain conventional base
Head problem, can effective control Foundation displacement.
Second, construction is feasible, and relatively convenient, and later stage operation maintenance is convenient.
Third, this measure is new, effective, easy, safe and reliable, in Batang～Changdu 500kv work transmission line, brocade
In screen primary power station～Xichang current conversion station 500kv KV Electric Transmissions, application effect is good, has application and popularization and is worth.
The present invention is transmitted electricity the processing method increased of power transmission tower basis using power industry, is specifically using carrying binding beam
" primary and secondary basis " frame system replaces traditional basic principal post overstriking or grouped piles cap means, using this " primary and secondary base with binding beam
Plinth " frame system can effectively improve the horizontal bearing performance of basic principal post, reduces the horizontal displacement of basic stand column, thus subtracting
Few base concrete and amount of reinforcement.Primary and secondary basic frame structure because there is the good suitability for mountain terrain, to environment
Protection, water and soil conservation and adaptation to the ground condition have significant engineering significance.
Brief description
Fig. 1 is the structural representation of the present invention.
Fig. 2 is the a-a cross-sectional view of Fig. 1.
Fig. 3 is b-b section (at the main binding beam haunch) structural representation of Fig. 1.
Fig. 4 is c-c section (the main binding beam section) structural representation of Fig. 1.
Fig. 5 is the site plan of the present invention.
Fig. 6 is female base structure schematic diagram of the present invention.
In figure: female basis 1, female basis principal post 1.1, female basis base expanding and base expanding portion 1.2, high section 1.11 is revealed on female basis, and female basis is buried
Deep section 1.12, female foundation main reinforcement 1.3, female basic outer stirrup 1.4, female basis erection hoop reinforcement 1.5；
Subbase plinth 2, subbase plinth principal post 2.1, subbase plinth base expanding and base expanding portion 2.2, subbase plinth reveals high section, sub- foundation embedded section, subbase
Plinth cage bar 2.3, the outer stirrup 2.4 of subbase plinth, subbase plinth erection hoop reinforcement 2.5；Main binding beam 3, main binding beam cage bar 3.1, main binding beam encryption
Stirrup 3.2, the non-encrypted stirrup 3.3 of main binding beam, main binding beam end dowel 3.4；Support binding beam；
The diameter d1 of female basis principal post, the bellout diameter d2 in female basis base expanding and base expanding portion, the uiform section cylinder in female basis base expanding and base expanding portion
Height h1, bottom tapered section frustum cone height h2, female foundation embedded section height h1 are expanded in female basis, and high section height h2 is revealed on female basis；Son
Foundation main column section diameter d3, the diameter d in subbase plinth base expanding and base expanding portion；The height h3 of sub- foundation embedded section, subbase plinth reveals the height of high section
Degree h4, transmit electricity column foot m1, m2, m3, m4, cross-arm center p, and transmit electricity column foot m1 and the distance between adjacent column foot m2 or m4 q.
Specific embodiment
Below in conjunction with the drawings and specific embodiments, the present invention is described in further detail.
Be used for as depicted the primary and secondary basic framework of cliffy mountain power transmission tower it is characterised in that: include female basis 1, son
Basis 2 and main binding beam 3, the two ends of main binding beam 3 are connected with female basis 1, subbase plinth 2 respectively, and female basis 1 and subbase plinth 2 pass through master
Binding beam 3 forms frame structure；
Female basis 1 includes by female basis principal post 1.1 and female basis base expanding and base expanding portion 1.2, and female basis principal post 1.1 includes female basis dew
High section 1.11 and female foundation embedded section 1.12, female basis high section 1.11 of dew is passed through foundation bolt or plug-in type angle iron and is transmitted electricity with top
Tower steel truss connects, in order to directly to bear the upper load that power transmission tower passes over；It is uniformly provided with along female basis principal post 1.1 circumference
All mother's foundation main reinforcements 1.3, every female foundation main reinforcement 1.3 is arranged along female basis principal post 1.1 axis；Female basic 1 outer wall is provided with edge
The circumferentially outer stirrup 1.4 in female basis of annular, female basis principal post 1.1 inside outer wall is provided with female basis erection hoop reinforcement of annular
1.5, female basis erection hoop reinforcement 1.5 circumferentially and successively with all mother's foundation main reinforcements 1.3 is connected along female basis principal post 1.1；Female
Foundation main reinforcement 1.3 is circular layout along longitudinal depth direction is elongated；Female foundation main reinforcement 1.3 outer wall be provided with circumferentially annular
Female basic outer stirrup 1.4, is connected with female foundation main reinforcement 1.3 by welding or colligation；Female basis principal post 1.1 inside outer wall is provided with ring
Female basis erection hoop reinforcement 1.5 of shape, female basis erection hoop reinforcement 1.5 along female basis principal post 1.1 circumferentially and successively with all mothers
Foundation main reinforcement 1.3 connects；Female basis erection hoop reinforcement 1.5 starts downwards from ground 1.0m, every 1.5m about arrange one layer,
Act primarily as and erect the effect stablizing cage bar, convenient construction；
Subbase plinth 2 includes by subbase plinth principal post 2.1 and subbase plinth base expanding and base expanding portion 2.2, and subbase plinth principal post 2.1 includes subbase plinth dew
High section and sub- foundation embedded section；It is uniformly provided with many roots foundation main reinforcement 2.3, every root foundation main along subbase plinth principal post 2.1 circumference
Muscle 2.3 is arranged along subbase plinth principal post 2.1 axis；Subbase plinth 2 outer wall is provided with the outer stirrup 2.4 of subbase plinth circumferentially surrounding arrangement,
It is additionally provided with subbase plinth erection hoop reinforcement 2.5, subbase plinth erection hoop reinforcement 2.5 was along subbase plinth principal post 2.1 weeks in subbase plinth principal post 2.1 outer wall
It is connected successively to cincture arrangement and with many roots foundation main reinforcement 2.3；
Main binding beam 3 is provided with main binding beam cage bar 3.1, main binding beam encryption stirrup 3.2, the non-encrypted stirrup of main binding beam 3.3 and main
Beam end dowel 3.4；Main binding beam cage bar 3.1, along main binding beam 3 square-section symmetrically elongated arrangement, is wherein mainly distributed on rectangle and cuts
Each one layer up and down of face, three layers of waist muscle of the short transverse disposed at equal distance such as centre；Five layers of main binding beam cage bar 3.1 end and main binding beam
End dowel 3.4 both sides are stretched into and are anchored in female basic 1, subbase plinth 2 structure, form common force transfer system；With female basis 1,
Adding of subbase plinth 2 connecting place tucks in section section-bottom one layer of tilted-putted main binding beam cage bar 3.1 of increase, to strengthen further anchoring
Construction；Main binding beam encryption stirrup 3.2 and the non-encrypted stirrup of main binding beam 3.3 will using forms such as the double limb of s shape, extremity hoop and compound hoops
Above-mentioned layering cage bar connects；Main binding beam encryption stirrup 3.2 in order to main binding beam 3 couple with female basic 1, subbase plinth 2 end necessarily away from
From place's stirrup spacing encryption.
The vertical principal plane of female basis 1 and subbase plinth 2 is provided with support binding beam.
Female basis principal post 1.1 is uiform section cylindrical structural, and the diameter d1 of female basis principal post 1.1 is 1.2m～2.0m；Female
The fabricated structure that basic base expanding and base expanding portion 1.2 is made up of with uiform section cylinder variable cross-section round platform, the round platform in female basis base expanding and base expanding portion 1.2
Upper diameter is d1, and the round platform base diameter in female basis base expanding and base expanding portion 1.2 is bellout diameter d2, and d2 is taken by 1.5～2.0 times of d1
Value；The uiform section cylinder height in female basis base expanding and base expanding portion 1.2 is h1, and h1 can use 0.15～0.20 times of d2；Female basis base expanding and base expanding portion 1.2 becomes
Section frustum cone height is h2；Determine, frustum cone side base expanding and base expanding portion slope refers to (d2- by the side slope in female basis base expanding and base expanding portion 1.2
D1)/2 with the ratio of (h1+h2)；Expand bottom sides slope and press 1/3～1/2 value；Female foundation embedded section 1.12 height h1 is
7.0m～9.0m, it is 5.0m～7.0m that high section 1.11 height h2 is revealed on female basis.
The diameter of section d3 of subbase plinth principal post 2.1 is 1.0m～1.3m, the diameter d in subbase plinth base expanding and base expanding portion 2.2 be 1.8m～
2.5m；The height h3 of sub- foundation embedded section is 3.0m～5.0m, and the height h4 that subbase plinth reveals high section is 0.5m～2.0m；Subbase plinth
Along 45 ° of tower center direction arrangement.
Main binding beam 3 is rectangular cross section structure, and the section on main binding beam 3 and female basis 1, subbase plinth 2 connecting place is made plus tucked in reinforcement
Process, sectional dimension is high 1.3m × wide 0.6m；The mid portion square-section of main binding beam 3 is high 1.0m × wide 0.6m.
The primary and secondary basic framework for cliffy mountain power transmission tower of the present invention, specific design scheme is as follows:
(1) according to different top power transmission tower basis active forces and field geology conditions, determine the sectional dimension on female basis.
In conjunction with actual landform landforms, coordinate power transmission tower comprehensive height lower limb configuring condition, determine female basis increases cantilever value, reaches not
Evolution, the effect of few excavation.
(2) according to existing technical regulation, specification, calculate the capital shift value on female basis, in order to meet stress and deformation
The needs of feasible value, in vertical side plane setting flange plate or the binding beam on female basis.
(3) flange plate or binding beam mainly undertake to conduct oneself with dignity and draw and dig female foundation level load, and flange plate or binding beam arrangement of reinforcement should be expired
Sufficient stress and detailing requiments.Binding beam is adopting haunch reinforcement to process with female basis and subbase plinth connection.
(4) sub- base position is typically chosen at the primary moment plane on power transmission tower basis typically along 45 ° of tower center direction, such as schemes
Shown in 5.Its position comprehensively should determine according to site contour landforms, convenient construction etc..Its setting is relatively flexible.
(5) all bases principal post, flange plate or haunch binding beam are all using reinforced concrete structure.Concrete grade is c25,
Main steel bar stress adopts hrb400, stirrup or booster stirrup to adopt hpb300.
(6) female foundation bottom setting base expanding and base expanding portion, improves its resistance to plucking, anti-Its ultimate bearing capacity further.Its total length is by basis
Reveal high section and foundation embedded section highly forms, buried depth is calculated by top vertical load and determines.Cantilever segment is highly unsuitable excessive,
It is generally less than embedded depth of foundation degree, and meets basic antidumping checking computations and require.
(7) the cantilever revealed section stirrup of female basis and subbase plinth should be encrypted, and meets shearing resistance requirement.
(8) binding beam should be encrypted reinforcement with female basis and subbase plinth connection stirrup and process.
(9) flange plate or haunch binding beam need to increase formwork when constructing.Must be in time after the foundation ditch pore-forming of female basis and subbase plinth
Pour, it is to avoid water and debris immersion foundation ditch.If necessary, retaining wall or steel bushing segmentation pouring construction are taken.
The present invention is used for the construction technology of the primary and secondary basic framework of cliffy mountain power transmission tower, comprises the steps:
(1) the primary and secondary basic frame structure computational methods simplifying and flow process, specifically comprise the steps of
The first step: according to site contour figure and the profileometry data of concrete tower position, as the input of actual landform landforms
Data, the height lower limb according to this power transmission tower and the higher baseline mated condition such as not, preferably press excavation minimum principle to four tower legs respectively
Fall base, determines that high section height h2 is revealed on female basis of mountain terrain.
Second step: vertical pressure n (is included, x is to horizontal component according to the amount of force that top power transmission tower passes to basis
Nx, y to horizontal component ny and on pull out active force t, x is to horizontal component tx, y to horizontal component ty) and field geology conditions (soil
Body cohesive strength c, severe γs, characteristic value of foundation bearing capacity fa) as edge-restraint condition, the physical dimension on the female basis of initial setting
Parameter.
The physical dimension parameter on the female basis of setting includes: buried depth section height h1, the diameter d1 of basic principal post and bellout diameter
D2, the uiform section cylinder height in base expanding and base expanding portion is h1；Expansion bottom tapered section frustum cone height is h2；When setting above-mentioned parameter not yet calculates
When, can people used according to the invention experience initialization.
3rd step: female basis is in order to directly to bear top vertical load n and t that power transmission tower passes over.Female basis meets
Resistance to plucking, the requirement of Compressive Bearing Capacity, are calculated using the shearing method in current design criteria specification, and female key dimension should meet following wanting
Ask:
In formula: tvResistance to plucking soil body circular sliding surface shearing resistance upright projection component；
gsSoil body deadweight in circular sliding surface；
gfBase concrete is conducted oneself with dignity.
Wherein γfIt is the coefficient related to shaft tower pattern, 0.9 is taken for suspended pattern shaft tower, pendulous angle tower takes 0.95, resistance to
Open angle tower and take 1.1.
The female foundation embedded section height h1 obtaining in calculating is unsuitable too small, need to reveal high section height h2 more than female basis, with full
Foot meets basic antidumping requirement.
4th step: above-mentioned second and the 3rd foundation main column diameter d1 of obtaining of step, set the capital Admissible displacement on female basis
Value χ0aFor 10mm, according to " technical code for building pile foundation " jgj94 formula rha=0.75 α3ei·χ0a/νxDetermine female basis principal post water
Flat characteristic load bearing capacity rha.
By horizontal bearing capacity eigenvalue rhaMake a concerted effort with pushing horizontal forceCarry out reckoning to compare, it is determined whether
Setting binding beam.WhenWhen, need to arrange binding beam to reduce the capital horizontal displacement on female basis；WhenWhen, binding beam can be not provided with.
5th step: when above-mentioned 4th step needs to arrange binding beam, we determine binding beam by the position of true stator foundation
Span l1.Sub- base position is typically chosen at the primary moment plane on power transmission tower basis typically along 45 ° of tower center direction, such as Fig. 5
Shown.Its position comprehensively should determine according to site contour landforms, convenient construction etc..Its setting is relatively flexible.
6th step: after the span of binding beam or the determination of length l1, binding beam is considered as mainly undertaking deadweight and female foundation level lotus
The component carrying, the RC Beam with Rectangular Section according to two ends freely-supported calculates its internal force, determines its square-section size.
Stress and detailing requiments in order to meet binding beam require, and the main steel bar stress of binding beam adopts hrb400, stirrup or
Booster stirrup adopts hpb300.Binding beam is adopting haunch reinforcement process, binding beam and female base with female basis and subbase plinth connection
Plinth and subbase plinth connection stirrup should be encrypted reinforcement and process.
7th step: the end reaction of binding beam end and subbase plinth is can get by the 6th step, vertically outer as subbase plinth
Load, effect is directly passed to subbase plinth by binding beam by the horizontal loading on female basis.In conjunction with above-mentioned stress load conduct
Input condition, can determine the physical dimension of subbase plinth according to the method that the 3rd step is similar to.
By above-mentioned steps it may be determined that primary and secondary basic frame structure.In such scheme, Suo Youzhu, flange plate or plus
Axil binding beam is all using reinforced concrete structure.Concrete grade is c25, and main steel bar stress adopts hrb400, stirrup or booster
Stirrup adopts hpb300.
The cantilever revealed section stirrup of female basis and subbase plinth should be encrypted, and meets shearing resistance requirement.
Formwork need to be increased when flange plate or the construction of haunch binding beam.Must pour in time after the foundation ditch pore-forming of female basis and subbase plinth
Build, it is to avoid water and debris immersion foundation ditch.If necessary, retaining wall or steel bushing segmentation pouring construction are taken；
(2) primary and secondary basis construction in accordance with the following steps:
2a, foundation pits setting-out: determine the near coal-mine position in basis of four tower legs of power transmission tower；According to Center stake formation level with
Difference of height between foundation ditch ground, is converted into oblique distance horizontal range and carries out foundation ditch setting-out, determine the hole position of foundation ditch；
2b, excavation of foundation pit and cleaning: excavation typically adopt hand excavation, hand excavation may also be employed with put little
The method molding that big gun excavation combines；During foundation ditch primary excavation, preferably little than the size of design code 30mm～50mm, so that finishing base
Hole；Excavation of foundation pit to close to projected depth when, then excavate expansion base section, each portion size should reserve 50mm, base for clearance
Refinish during hole；Foundation ditch cleaning should be carried out from top to down；Positioned at the excavation of foundation pit on abrupt slope, forbid to abandon to tower position direction of fall on the spot
Above soil or tower position, free face is stacked, to prevent destroy by rush of water tower position direction of fall physical relief, landforms and vegetation of spoir from jeopardizing column foot
Safety；
2c, reinforcing bar and foundation bolt are installed: after basic pore-forming, should verify in time, mounting foot bolt and reinforcing bar；
2d, formwork centering: according to the actual size corresponding processing template of primary and secondary basic frame structure, in template table before formwork
One layer of remover is uniformly applied on face, all supports will firmly be positioned to accurately.Adjustment after template is in place should meet following wanting
Ask: centering → centering → behaviour puts down；Method for supporting, should be according to soil property situation and template length depending on, when soil property is hard, should be in template
The four side lumps of wood or round log (60mm × 60mm or φ 60mm～φ 80mm) are made inclined support bar；Soil property is soft or template is longer
When, in addition to increasing bearing diagonal, in binding beam junction reinforcing angle；Template can adopt plank sheathing or steel form, and plank sheathing should be adopted
It is not less than the sheet material of 18mm with thickness；Support for plank sheathing can be supported using steel pipe support or round log, and shuttering supporting is necessary
Solid and reliable；
Basseting part in female basis, should be by key dimension reasonable disposition, and template surface should be smooth and seam is tight, must not
Spillage；The connection stall bars 50mm × 50mm of template, between stall bars, distance is generally 500mm～700mm；
For preventing in concrete casting and process of vibrating, concrete extrusion template makes it deform and affects key dimension and work
Skill is attractive in appearance, and upright column mold plate should be put one Reinforced Hoop at interval of 0.5m and is fixed, clamps, and prevent swollen touching.Reinforced Hoop respectively saves
Point must be fixed with fastener；
2e, concreting and vibrate: the concrete free height falling of inclining from eminence is less than 2m, should be along slipping more than during 2m
Pipe, skewed slot, tumbling barrel fall, and to avoid segregation phenomenon；Pouring order is that first template corner is then middle again；Cast thickness every time
Must not exceed 400mm；Concrete is answered stratified watering and is made firm by ramming, and the basic stand column of female basis and subbase plinth vibrates by 1.0m layering.
Vibrating time is no longer significantly sunk for concrete, bubble no longer, till surface glows mortar；
2f, maintenance and form removal: water seasoning should be started in 12 hours after concreting, should be in concrete during maintenance
Surface covers the covering such as straw bag or plastic sheeting and timely water drenching, and irrigation times should be able to keep concrete surface to moisten all the time；Basis
Cast after finishing, when concrete strength reaches 2.5mpa can form removal, form removal should carry out from top to bottom, and form removal is it should be noted that must not
Damage surface and the corner angle of concrete；
2g, backfill: with plastic foil, basic stand column is wrapped up before backfill foundation ditch, and water and carry out maintenance；Especially high column base
Plinth, part of basseting is higher it is necessary to parcel is tight, and frequent water seasoning；For avoiding principal post to be deformed by Gravitative Loads,
Should be inside first back filled foundation again outside back filled foundation during the backfill of basis；
All drawing digs female basis, the column on constructor basis, flange plate or haunch binding beam all using reinforced concrete structure；
Concrete grade is c25, and main steel bar stress adopts hrb400, stirrup or female basis erection hoop reinforcement, subbase plinth erection hoop reinforcement to adopt
Use hpb300.
The construction on primary and secondary basis is substantially according to following steps: (1) foundation pits setting-out, (2) excavation of foundation pit and cleaning, (3)
Reinforcing bar and foundation bolt be installed, (4) formwork centering, (5) concreting and vibrating；(6) maintenance and form removal；(7) backfill；
It is described in detail below:
(1) foundation pits setting-out: determine the near coal-mine position in basis of four tower legs of power transmission tower.
According to the difference of height between Center stake formation level and foundation ditch ground, horizontal range is converted into oblique distance carries out foundation ditch and put
Sample, determines the hole position of foundation ditch.
(2) excavation of foundation pit and cleaning:
Excavation typically adopts hand excavation, hand excavation may also be employed and put the method that little big gun excavation combines
Molding.During foundation ditch primary excavation, preferably little than the size of design code 30mm～50mm, so that finishing foundation ditch.Excavation of foundation pit sets to close
During meter depth, then excavate expansion base section, each portion size should reserve 50mm, refinishes during foundation ditch for clearance.
Foundation ditch cleaning should be carried out from top to down.Positioned at the excavation of foundation pit on abrupt slope, forbid on the spot to tower position direction of fall spoir
Or above tower position free face stack, with prevent spoir destroy by rush of water tower position direction of fall physical relief, landforms and vegetation jeopardize column foot peace
Entirely.
(3) reinforcing bar and foundation bolt are installed
After basic pore-forming, should verify in time, mounting foot bolt and reinforcing bar.
(4) formwork centering: according to the actual size corresponding processing template of primary and secondary basic frame structure, in template table before formwork
One layer of remover is uniformly applied on face, all supports will firmly be positioned to accurately.Adjustment after template is in place should meet following wanting
Ask: centering → centering → behaviour puts down.
Method for supporting, should be according to soil property situation and template length depending on, when soil property is hard, should in the template four side lumps of wood or
Round log (60mm × 60mm or φ 60mm～φ 80mm) is made inclined support bar；Soil property is soft or when template is longer, except increasing tiltedly
Outside support, in binding beam junction reinforcing angle.
Template can adopt plank sheathing or steel form, and plank sheathing should be not less than the sheet material of 18mm using thickness.For plank sheathing
Support can be supported using steel pipe support or round log, shuttering supporting must be solid and reliable.
Basseting part in female basis, should be by key dimension reasonable disposition, and template surface should be smooth and seam is tight, must not
Spillage.The connection stall bars 50mm × 50mm of template, between stall bars, distance is generally 500mm～700mm.
For preventing in concrete casting and process of vibrating, concrete extrusion template makes it deform and affects key dimension and work
Skill is attractive in appearance, and upright column mold plate should be put one Reinforced Hoop at interval of 0.5m and is fixed, clamps, and prevent swollen touching.Reinforced Hoop respectively saves
Point must be fixed with fastener.
(5) concrete vibrating and pouring
Concrete inclines the free height falling less than 2.0m from eminence, should fall along elephant trunk, skewed slot, tumbling barrel more than during 2.0m
Under, to avoid segregation phenomenon；Pouring order is that first template corner is then middle again.Cast thickness every time and must not exceed 400mm.
Concrete is answered stratified watering and is made firm by ramming, and the basic stand column of female basis and subbase plinth vibrates by 1.0m layering.
Vibrating time is no longer significantly sunk for concrete, bubble no longer, till surface glows mortar.
(6) maintenance and form removal
Water seasoning should be started in 12 hours after concreting, during maintenance should concrete surface cover straw bag or
The coverings such as plastic sheeting and timely water drenching, irrigation times should be able to keep concrete surface to moisten all the time.
Basis is cast after finishing, when concrete strength reaches 2.5mpa can form removal, form removal should carry out from top to bottom, tear open
Mould is it should be noted that surface and the corner angle of concrete must not be damaged
(7) backfill
With plastic foil, basic stand column is wrapped up before backfill foundation ditch, and water and carry out maintenance.Especially high upright post basic, exposes ground
Face part is higher it is necessary to parcel is tight, and frequent water seasoning.For avoiding principal post to be deformed by Gravitative Loads, basis backfill
Inside Shi Yingxian back filled foundation again outside back filled foundation.
Following table is the quality control standards (QCS) of work in every:
With reference to specific engineering practice, the present invention is described in further detail.
, tower is z31105, corresponding taking Batang～Changdu 500kv work transmission line g262293a of Sichuan-Tibet networking as a example
Wire adopt 4 × jl/g1a-500/45 steel-cored aluminium strand, using double earth wire, wherein one is common ground wire, and another is
opgw.Meteorological condition is 10mm ice formation, 31m/s wind, below 4000m height above sea level tangent tower, exhales high 78m.
The correlation performance parameters of the g262293a power transmission tower basis active force of the present embodiment are shown in Table 1.
Table 1
According to field measurement data, this tower b lower limb basic engineering needs to expose 6.5m, counts basis from protection domain and exposes height
Degree reaches 6.5m.Traditional method for designing brings following problem: basic tip displacement reaches about 20mm, has exceeded domestic correlation code
Specification and the design experiences no more than requirement of 10mm.
After the present embodiment, foundation main capital end x direction translational degree of freedom suffers restraints, when bearing horizontal force, its
Tip displacement can be reduced to 8.2mm, obvious to the control effect of horizontal displacement.
Meanwhile, after using the present embodiment, the maximal bending moment relatively conventional method design of primary and secondary basis can reduce about 30%～
40%, basic stress performance is greatly improved, and reduces the usage amount of basic material.
Also, it should be noted for different work transmission lines, suffered by tower position landform, landforms and geological conditions and shaft tower
The upper load arriving can difference, accordingly, each several part size of described embodiment also needs to be entered according to specific project situation
Row adjustment, the present invention no longer repeats one by one to this.
Claims (7)
1. a kind of primary and secondary basic framework for cliffy mountain power transmission tower it is characterised in that: include female basis (1), subbase plinth (2)
With main binding beam (3), the two ends of described main binding beam (3) are connected with mother basis (1), subbase plinth (2) respectively, female basic (1) and subbase
Plinth (2) forms frame structure by main binding beam (3)；
Described female basis (1) includes female basis principal post (1.1) and female basis base expanding and base expanding portion (1.2), described female basis principal post (1.1) bag
Include female basis and reveal high section (1.11) and female foundation embedded section (1.12), female basis is revealed high section (1.11) and passed through foundation bolt or insertion
Formula angle steel is connected with top power transmission tower steel truss；It is uniformly provided with many female foundation main reinforcements along female basis principal post (1.1) circumference
(1.3), every female foundation main reinforcement (1.3) is along female basis principal post (1.1) axis arrangement；Female basis (1) outer wall is provided with circumferentially cloth
Put the outer stirrup (1.4) in female basis of annular, female basis principal post (1.1) inside outer wall is provided with female basis erection hoop reinforcement of annular
(1.5), described female basis erection hoop reinforcement (1.5) along female basis principal post (1.1) circumferentially and successively with whole mother's foundation main reinforcements
(1.3) connect；Female foundation main reinforcement (1.3) is circular layout along female basis principal post (1.1) longitudinal direction depth direction；Female foundation main reinforcement
(1.3) outer wall is provided with the outer stirrup (1.4) in female basis being circumferentially circular layout, and described female basic outer stirrup (1.4) passes through welding
Or colligation is connected with female foundation main reinforcement (1.3)；
Described subbase plinth (2) includes subbase plinth principal post (2.1) and subbase plinth base expanding and base expanding portion (2.2), described subbase plinth principal post (2.1) bag
High section and sub- foundation embedded section are revealed in enclosed tool basis；It is uniformly provided with many roots foundation main reinforcement along subbase plinth principal post (2.1) circumference
(2.3), every root foundation main reinforcement (2.3) is arranged along subbase plinth principal post (2.1) axis；Subbase plinth (2) outer wall is provided with circumferentially ring
Around the outer stirrup (2.4) of the subbase plinth of arrangement, in subbase plinth principal post (2.1) outer wall, it is additionally provided with subbase plinth erection hoop reinforcement (2.5), described
Subbase plinth erection hoop reinforcement (2.5) connects along subbase plinth principal post (2.1) circumferentially around arrangement and successively with all sub- foundation main reinforcements (2.3)
Connect；
Described main binding beam (3) is provided with five layers of main binding beam cage bar (3.1), main binding beam encryption stirrup (3.2), the non-encrypted stirrup of main binding beam
And main binding beam end dowel (3.4) (3.3)；Five layers of main binding beam cage bar (3.1) are arranged symmetrically along main binding beam (3) square-section, its
Middle two-layer main binding beam cage bar (3.1) such as is distributed in the middle of each one layer up and down of square-section, square-section at the equidistant cloth of short transverse
Put other three layers main binding beam cage bar (3.1)；Described five layers of main binding beam cage bar (3.1) end and main binding beam end dowel (3.4)
Both sides are anchored at female basis (1), in subbase plinth (2) structure, form common force transfer system；Described main binding beam encryption stirrup (3.2)
Non-encrypted stirrup (3.3) adopts the double limb of s shape, extremity hoop or compound hoop to connect five layers of main binding beam cage bar (3.1) with main binding beam.
2. the primary and secondary basic framework for cliffy mountain power transmission tower according to claim 1 it is characterised in that: described mother base
The vertical principal plane of plinth (1) and subbase plinth (2) is equipped with support binding beam.
3. the primary and secondary basic framework for cliffy mountain power transmission tower according to claim 1 and 2 it is characterised in that: described
Female basis principal post (1.1) is uiform section cylindrical structural, and the diameter d1 of female basis principal post (1.1) is 1.2m～2.0m；
The fabricated structure that described female basis base expanding and base expanding portion (1.2) is made up of with uiform section cylinder variable cross-section round platform, female basis is expanded
The round platform base diameter of bottom (1.2) is bellout diameter d2, and d2 presses 1.5～2.0 times of d1 values；Female basis base expanding and base expanding portion (1.2)
Uiform section cylinder height be h1, h1 press 0.15～0.20d2 value；Described female basis base expanding and base expanding portion (1.2) variable cross-section frustum cone height
For h2；The side slope of described female basis base expanding and base expanding portion (1.2) is the ratio of (d2-d1)/2 and (h1+h2)；(d2-d1)/2 and (h1
+ h2) ratio press 1/3～1/2 value；
Described mother foundation embedded section (1.12) height h1 is 7.0m～9.0m, female basis dew high section (1.11) height h2 be 5.0m～
7.0m.
4. the primary and secondary basic framework for cliffy mountain power transmission tower according to claim 1 and 2 it is characterised in that: described
The diameter of section d3 of subbase plinth principal post (2.1) is 1.0m～1.3m, and the diameter d of subbase plinth base expanding and base expanding portion (2.2) is 1.8m～2.5m；
The height h3 of described sub- foundation embedded section is 3.0m～5.0m, and the height h4 that subbase plinth reveals high section is 0.5m～2.0m；Described son
Basis is along 45 ° of tower center direction arrangement.
5. the primary and secondary basic framework for cliffy mountain power transmission tower according to claim 1 and 2 it is characterised in that: described
Main binding beam (3) is rectangular cross section structure, and described main binding beam (3) with the sectional dimension of mother basis (1), subbase plinth (2) connecting place is
High 1.3m × wide 0.6m, the mid portion square-section of main binding beam (3) is high 1.0m × wide 0.6m.
6. a kind of construction technology of the primary and secondary basic framework for cliffy mountain power transmission tower, it comprises the steps:
(1) primary and secondary basic frame structure computational methods and flow process, specifically comprise the steps of
The first step: according to site contour figure and the profileometry data of concrete tower position, as the input data of actual landform landforms,
Four tower legs are dropped base by excavating minimum principle, really by the height lower limb according to this power transmission tower and the higher baseline mated condition such as not respectively
High section height h2 is revealed on the female basis determining mountain terrain；
Second step: pass to amount of force and field geology conditions soil body cohesive strength c on basis, severe according to top power transmission tower
γs, characteristic value of foundation bearing capacity faAs edge-restraint condition, the physical dimension parameter on the female basis of initial setting；Described active force
Including vertical pressure n, x to horizontal component nx, y to horizontal component ny and on pull out active force t, x is to horizontal component tx, y to water
Divide power ty equally, described field geology conditions include soil body cohesive strength c, severe γs, characteristic value of foundation bearing capacity fa；
The physical dimension parameter on the female basis of setting includes: buried depth section height h1, the diameter d1 and bellout diameter d2 of basic principal post, expands
The uiform section cylinder height of bottom is h1；Expansion bottom tapered section frustum cone height is h2；
3rd step: female basis is in order to directly to bear top vertical load n and t that power transmission tower passes over；Female basis meet resistance to plucking,
The requirement of Compressive Bearing Capacity, is calculated using the shearing method in current design criteria specification, and female key dimension should meet the following requirements:
In formula: tvResistance to plucking soil body circular sliding surface shearing resistance upright projection component；
gsSoil body deadweight in circular sliding surface；
gfBase concrete is conducted oneself with dignity；
Wherein γ f is the coefficient related to shaft tower pattern, takes 0.9 for suspended pattern shaft tower, and pendulous angle tower takes 0.95, and strain insulator turns
Turret takes 1.1；The buried depth section height h1 obtaining in calculating is more than and reveals high section height h2；
4th step: above-mentioned second and the 3rd foundation main column diameter d1 of obtaining of step, set capital Admissible displacement value χ on female basis0a
For 10mm, according to jgj94 formula rha=0.75 α3ei·χ0a/νxDetermine female basis principal post horizontal bearing capacity eigenvalue rha；
By horizontal bearing capacity eigenvalue rhaMake a concerted effort with pushing horizontal forceCarry out reckoning to compare, it is determined whether setting binding beam；
WhenWhen, need to arrange binding beam to reduce the capital horizontal displacement on female basis；When
When, binding beam can be not provided with；
5th step: when above-mentioned 4th step needs to arrange binding beam, determine span l1 of binding beam by the position of true stator foundation；
Sub- base position is chosen at the primary moment plane on power transmission tower basis typically along 45 ° of tower center direction；
6th step: after span l1 of binding beam determines, binding beam is considered as mainly undertaking the component of deadweight and female foundation level load, presses
RC Beam with Rectangular Section according to two ends freely-supported calculates its internal force, determines its square-section size；Binding beam is basic with mother
Haunch reinforcement is adopted to process with subbase plinth connection, binding beam should be encrypted at reinforcement with female basis and subbase plinth connection stirrup
Reason；
7th step: the end reaction of binding beam end and subbase plinth is can get by the 6th step, as the vertical external load of subbase plinth,
Effect is directly passed to subbase plinth by binding beam by the horizontal loading on female basis；In conjunction with above-mentioned stress load as input bar
Part, according to the physical dimension of the true stator foundation of method of the 3rd step；
(2) primary and secondary basis construction in accordance with the following steps:
2a, foundation pits setting-out: determine the near coal-mine position in basis of four tower legs of power transmission tower；According to Center stake formation level and foundation ditch
Difference of height between ground, is converted into oblique distance horizontal range and carries out foundation ditch setting-out, determine the hole position of foundation ditch；
2b, excavation of foundation pit and cleaning: excavation is combined with putting little big gun and excavating using hand excavation or hand excavation
Method molding；
2c, installation reinforcing bar and foundation bolt；
2d, formwork centering；
2e, concreting and vibrate；
2f, maintenance and form removal；
2g, backfill.
7. according to claim 6 be used for cliffy mountain power transmission tower primary and secondary basic framework construction technology it is characterised in that:
Described stirrup or female basis erection hoop reinforcement, subbase plinth erection hoop reinforcement adopt hpb300.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510171726.6A CN104775447B (en) | 2015-04-13 | 2015-04-13 | Composite base framework used for power transmission tower in steep mountainous area and construction technology thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510171726.6A CN104775447B (en) | 2015-04-13 | 2015-04-13 | Composite base framework used for power transmission tower in steep mountainous area and construction technology thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104775447A CN104775447A (en) | 2015-07-15 |
| CN104775447B true CN104775447B (en) | 2017-02-01 |
Family
ID=53617186
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510171726.6A Active CN104775447B (en) | 2015-04-13 | 2015-04-13 | Composite base framework used for power transmission tower in steep mountainous area and construction technology thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104775447B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106245656B (en) * | 2016-08-02 | 2018-12-18 | 东北大学 | A kind of construction method for the supporting improving sidesway for master and slave type foundation pit group |
| CN106480899A (en) * | 2016-09-12 | 2017-03-08 | 安徽华电工程咨询设计有限公司 | A kind of full landform self-balancing column foot attachment structure |
| CN109358353B (en) * | 2018-10-31 | 2022-12-09 | 中国电建集团山东电力建设第一工程有限公司 | Rapid pit-dividing lofting method for current collection circuit foundation |
| CN110528565A (en) * | 2019-08-27 | 2019-12-03 | 西安理工大学 | Transmission line of electricity combines the design method of the lower plate of the double anchor slab foundation structures of plate stem |
| CN112036061B (en) * | 2020-08-07 | 2024-05-10 | 国网浙江省电力有限公司电力科学研究院 | Finite element modeling and dynamic response analysis method for omnibearing long and short leg tower line system |
| CN111914457B (en) * | 2020-08-18 | 2024-01-30 | 中国能源建设集团江苏省电力设计院有限公司 | Power transmission line foundation slope stability judging method and device and storage medium |
| CN113882425B (en) * | 2021-11-25 | 2023-02-21 | 山东建筑大学 | Hole digging foundation structure for high and steep slope and construction method |
| CN115012437A (en) * | 2022-06-20 | 2022-09-06 | 东北电力大学 | Lattice type angle steel power transmission tower fabricated foundation for paddy field and construction method thereof |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201943081U (en) * | 2011-02-28 | 2011-08-24 | 中国电力工程顾问集团西北电力设计院 | Deep-digging foundation structure with +/- 800kV direct-current circuit |
| CN103469809A (en) * | 2013-09-26 | 2013-12-25 | 国家电网公司 | Complete board type foundation of power transmission tower |
| CN204205502U (en) * | 2014-09-24 | 2015-03-11 | 中国电力工程顾问集团中南电力设计院有限公司 | The outlet of ultra-high voltage converter station direct current and suspension type capacitor share framework |
| CN204551514U (en) * | 2015-04-13 | 2015-08-12 | 中国电力工程顾问集团中南电力设计院有限公司 | For the primary and secondary foundation framework of cliffy mountain power transmission tower |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4376537B2 (en) * | 2003-04-01 | 2009-12-02 | 四国電力株式会社 | Transmission line tower |
-
2015
- 2015-04-13 CN CN201510171726.6A patent/CN104775447B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201943081U (en) * | 2011-02-28 | 2011-08-24 | 中国电力工程顾问集团西北电力设计院 | Deep-digging foundation structure with +/- 800kV direct-current circuit |
| CN103469809A (en) * | 2013-09-26 | 2013-12-25 | 国家电网公司 | Complete board type foundation of power transmission tower |
| CN204205502U (en) * | 2014-09-24 | 2015-03-11 | 中国电力工程顾问集团中南电力设计院有限公司 | The outlet of ultra-high voltage converter station direct current and suspension type capacitor share framework |
| CN204551514U (en) * | 2015-04-13 | 2015-08-12 | 中国电力工程顾问集团中南电力设计院有限公司 | For the primary and secondary foundation framework of cliffy mountain power transmission tower |
Non-Patent Citations (1)
| Title |
|---|
| 输电铁塔钢管构件轴压承载力研究;吴海洋等;《电力科学与工程》;20141130;第30卷(第11期);第47-51页、第56页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104775447A (en) | 2015-07-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104775447B (en) | Composite base framework used for power transmission tower in steep mountainous area and construction technology thereof | |
| CN105040715B (en) | Bridge construction cofferdam method is done using steel sheet pile | |
| CN101509261B (en) | Method for pile plate base for ultra-high voltage electric power line steel tower on soft foundation | |
| CN110820763A (en) | Truss type cast-in-situ bored pile supporting method for mucky soil deep foundation pit | |
| CN105756091B (en) | A kind of Metro station excavation construction method of control adjacent building composition deformation | |
| CN105297714A (en) | Integrative construction device and method for pile cap and pile body of pouring pile | |
| CN106836463A (en) | The constructing device and construction method of cushion cap and ground girder construction | |
| CN207092107U (en) | A kind of anti-subsidence structure using diaphram wall | |
| CN103603359A (en) | Deep foundation pit diagonal bracing support structure demolition method | |
| CN107419802A (en) | A kind of Precast Concrete Frame and construction method | |
| CN106245654B (en) | Deposited reinforced concrete pile exempts from inter-pile soil excavation construction method | |
| CN109183838B (en) | A kind of high anti-floating cracking resistance basement floor constructions and its design method | |
| CN106223354A (en) | The construction method of shallow foundation stay in place form | |
| CN104074197B (en) | The construction method of large diameter thin wall cylinder stake compound anchor rod-type foundation pit enclosure structure | |
| CN105625420A (en) | Extension type manual hole digging pile support structure and construction method thereof | |
| CN205116202U (en) | Stake of prestressing force side and integrated stand of steel lattice column | |
| CN109577322A (en) | A kind of constructing device for inside soil body existing pile foundation pile extension | |
| CN102900093A (en) | Plate-type double-cable foundation structure of transmission tower | |
| CN102900094A (en) | Transmission tower plate-type three-rope foundation structure | |
| CN108867662A (en) | Large span base pit stand construction with cable wire rope | |
| CN107227741A (en) | Basement supporting construction | |
| CN106400814A (en) | Foundation pit supporting method | |
| CN206529881U (en) | The constructing device of cushion cap and ground girder construction | |
| CN105297758B (en) | Prestress square pile and the integrated column of steel lattice column | |
| CN108951643A (en) | The big region support replacement construction method of Super High deep basal pit basement Core Walls Structure large span |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| EXSB | Decision made by sipo to initiate substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |