CN104775447A - 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
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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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 foundation framework for cliffy mountain power transmission tower and construction technology thereof.
Background technology
Along with the development of China's power construction, power transmission line corridor is more and more in short supply, and the condition of the iron tower foundation position of transmission line of electricity is more and more severe, and especially mountain area transmission line of electricity, iron tower foundation will inevitably be positioned at the mountain terrain such as mountain top or half way up the mountain.Conventional design often adopts steel tower complete unequel leg extension and does not wait the coordinating of higher baseline, can avoid to a certain extent constructing a large amount of evolution and the high slope problem that occurs.
But, when steel tower be positioned at that local landform is precipitous, the discrepancy in elevation is greatly different, the location of narrow space time, basic principal post cantilever dew is tall and big, and basic tip displacement deformation is very large, can increase the additional bending moment of basic principal post, thus increases construction costs.Through retrieval related documents, traditional treatment measures are: (1) strengthens foundation main column diameter and embedded depth of foundation, base concrete and amount of reinforcement certainly will be caused like this to increase, weaken its economic advantages; (2) adopt many pile foundations of band cushion cap, its basic material amount significantly increases, economy extreme difference; Difficulty of construction increases, and when mountain terrain, implementation is poor, need set up larger operation platform, and amount of excavation is large, spoir amount increase and not environmentally.
Seek the control measure of the tall and big basic tip displacement caused of power transmission tower basis, cliffy mountain principal post cantilever dew, can effectively optimize Foundation Design amount, improving construction investment economy, is an important technology difficult problem of mountain area power transmission line iron tower foundation design optimization.
Summary of the invention
For shortcomings such as tall and big, the basic top displacement of above-mentioned existing method for designing existence foundation dew are large, less economical, the object of the present invention is to provide a kind of primary and secondary foundation framework for cliffy mountain power transmission tower and construction technology thereof, adopt " primary and secondary basis " frame system of this band binding beam effectively can improve the horizontal bearing performance of basic principal post, reduce the horizontal movement of basic stand column, thus reduce base concrete and amount of reinforcement.
For achieving the above object, primary and secondary foundation framework for cliffy mountain power transmission tower provided by the invention, it is characterized in that: comprise female basis, subbase plinth and main binding beam, the two ends of described main binding beam are connected with mother basis, subbase plinth respectively, and female basis and subbase plinth form frame construction by main binding beam;
Described female basis comprises female basic principal post and bottom is expanded on mother basis, and the basic principal post of described mother comprises female basis high section of dew and female foundation embedded section, and the high section of female basis dew is connected with top power transmission tower steel truss by stone bolt or plug-in type angle iron; Evenly be provided with many female foundation main reinforcements along female basic principal post circumference, the female foundation main reinforcement of every root is arranged along female foundation main mast axis; Female basic outer wall is provided with the outer stirrup in mother basis of circumferentially annular, is provided with the basic erection hoop reinforcement of mother of annular inside female foundation main column outer wall, and the basic erection hoop reinforcement of described mother along female basic principal post circumferentially and be connected with whole female foundation main reinforcement successively; Female foundation main reinforcement is circular layout along the longitudinal depth direction of female basic principal post; Female foundation main reinforcement outer wall is provided with the outer stirrup in the mother basis be circumferentially circular layout, and the outer stirrup in described female basis passes through to weld or colligation is connected with female foundation main reinforcement; Be provided with the mother basis erection hoop reinforcement of annular inside female foundation main column outer wall, the basic erection hoop reinforcement of described mother along female basic principal post circumferentially and be connected with whole female foundation main reinforcement successively;
Described subbase plinth comprises subbase plinth principal post and subbase plinth expands bottom, and described subbase plinth principal post comprises subbase plinth and reveals high section and sub-foundation embedded section; Evenly be 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 arranged; Subbase plinth outer wall is provided with circumferentially around the outer stirrup of the subbase plinth arranged, be also provided with subbase plinth erection hoop reinforcement in subbase plinth principal post outer wall, and described subbase plinth erection hoop reinforcement is connected with whole sub-foundation main reinforcement along subbase plinth principal post circumferential hoop successively around layout;
Described main binding beam is provided with five layers of main beam main tendon, main binding beam encryption stirrup, the non-encrypted stirrup of main binding beam and main binding beam end dowel; Five layers of main beam main tendon are arranged symmetrically with along main binding beam square-section, and wherein two-layer main beam main tendon is distributed in square-section each one deck up and down, disposed at equal distance other three layers of main beam main tendon in equal altitudes direction in the middle of square-section; The both sides of described five layers of main beam main tendon end and main binding beam end dowel are anchored in female basis, sub-foundation structure, form common force transfer system; Described main binding beam encryption stirrup adopts S shape two limb, four limbs hoop or compound hoop to be connected by five layers of main beam main tendon with the non-encrypted stirrup of main binding beam.
Preferably, described female basis is equipped with support binding beam with the vertical principal plane of subbase plinth.
Further, the basic principal post of described mother is uniform section cylindrical structural, and the diameter d 1 of female basic principal post is 1.2m ~ 2.0m;
The fabricated structure that bottom is made up of variable cross-section round platform and uniform section cylinder is expanded on described female basis, and the round platform base diameter that bottom is expanded on female basis is bellout diameter d2, and d2 is by 1.5 ~ 2.0 times of d1 values; The uniform section cylinder height that bottom is expanded on female basis is that h1, h1 are by 0.15 ~ 0.20d2 value; It is h2 that bottom tapered section frustum cone height is expanded on described female basis; The side slope that bottom is expanded on described female basis is the ratio of (d2-d1)/2 and (h1+h2); (d2-d1)/2 press 1/3 ~ 1/2 value with the ratio of (h1+h2);
Described female foundation embedded section height H 1 is 7.0m ~ 9.0m, and the high section height H 2 of female basis dew is 5.0m ~ 7.0m.
Further, the diameter of section d3 of described subbase plinth principal post is 1.0m ~ 1.3m, and the diameter D that subbase plinth expands bottom is 1.8m ~ 2.5m; The height H 3 of described sub-foundation embedded section is 3.0m ~ 5.0m, and the height H 4 that subbase plinth reveals high section is 0.5m ~ 2.0m; Direction, 45 °, described subbase Chu Yanta center is arranged.
Further, described main binding beam is rectangular cross section structure, and described main binding beam and mother's sectional dimension that is basic, subbase plinth connecting place are high 1.3m × wide 0.6m, and the mid portion square-section of main binding beam is high 1.0m × wide 0.6m.
For the primary and secondary foundation framework of cliffy mountain power transmission tower, the frame system acting in conjunction be made up of female basis, subbase plinth, coupling beam three part, accurate calculating palpus computer finite element numerical analysis software simulating, but its numerical modeling is comparatively complicated, some work amount is large and each calculating must repeat modeling, not there is reproducibility, be unfavorable for that engineering is applied.For achieving the above object, the present invention also provides a kind of son for cliffy mountain power transmission tower routine to draw the construction technology of digging female foundation framework, and it comprises the steps:
(1) the primary and secondary basic frame structure computational methods simplified and flow process, specifically comprise following steps:
The first step: according to site contour figure and the profileometry data of concrete tower position, as the input data of actual landform landforms, according to the height leg of this steel tower and the higher baseline mated condition such as not, base should be fallen by excavation minimum principle respectively to four tower legs, determine the high section height H 2 of mother basis dew of mountain terrain;
Second step: the amount of force passing to basis according to top power transmission tower (comprises vertical pressure N, X to horizontal component Nx, Y-direction horizontal component Ny and on pull out active force T, X is to horizontal component Tx, Y-direction horizontal component Ty) and field geology conditions (soil body cohesion c, severe γ
s, characteristic value of foundation bearing capacity f
a) as edge-restraint condition, the physical dimension parameter on the female basis of initial setting;
The physical dimension parameter arranging female basis comprises: buried depth section height H 1, the diameter d 1 of basic principal post and bellout diameter d2, and the uniform section cylinder height expanding bottom is h1; Expanding 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 meets the requirement of resistance to plucking, Compressive Bearing Capacity, and adopt the shearing method in current design criteria specification to calculate, female key dimension should meet the following requirements:
In formula: T
v-resistance to plucking soil body circular sliding surface shearing resistance upright projection component;
G
ssoil body deadweight in-circular sliding surface;
G
f-base concrete is conducted oneself with dignity;
Wherein γ
fthat get 0.9 for suspended pattern shaft tower, pendulous angle tower gets 0.95, and strained angled tower gets 1.1 in the relevant coefficient of shaft tower pattern; The buried depth section height H 1 obtained in calculating is greater than the high section height H 2 of dew;
4th step: above-mentioned second and the 3rd diameter d 1 of basic principal post of obtaining of step, the capital Admissible displacement value χ on the female basis of setting
0afor 10mm, according to JGJ94 formula R
ha=0.75 α
3eI χ
0a/ ν
xdetermine female basic principal post horizontal bearing capacity characteristic value R
ha;
By horizontal bearing capacity characteristic value R
hawith press down horizontal force make a concerted effort
carry out reckoning to compare, determine whether to arrange binding beam; When
time, need the capital horizontal movement arranging binding beam to reduce female basis; When
time, can not binding beam be set;
5th step: when above-mentioned 4th step needs to arrange binding beam, determined the span L 1 of binding beam by the position of true stator foundation; Sub-base position is chosen at primary moment plane generally 45 ° of directions along tower center of iron tower foundation;
6th step: after the span L 1 of binding beam is determined, is considered as the component mainly bearing deadweight and female foundation level load, calculates its internal force, determine its square-section size according to the RC Beam with Rectangular Section of two ends freely-supported by binding beam; Binding beam is adopting haunch to strengthen processing with mother basis and subbase plinth connection, and the basic and subbase plinth connection stirrup of binding beam and mother should be encrypted and strengthen processing;
7th step: the end reaction that can be obtained binding beam end and subbase plinth by the 6th step, as the vertical external load of subbase plinth, the horizontal loading on female basis directly shows effect with passing to subbase plinth by binding beam; In conjunction with above-mentioned stressed load as initial conditions, according to the physical dimension of the true stator foundation of method of the 3rd step;
(2) construction on primary and secondary basis is in accordance with the following steps:
2a, foundation pits setting-out: the near coal-mine position, basis determining steel tower four tower legs; According to the difference of height between Center stake formation level and foundation ditch ground, horizontal range is converted into oblique distance and carries out foundation ditch setting-out, determine the position, hole of foundation ditch;
2b, excavation of foundation pit and cleaning: excavation adopts hand excavation or hand excavation, and to excavate the method combined shaping with putting little big gun;
2c, installation reinforcing bar and stone bolt;
2d, formwork centering;
2e, concreting and vibrate;
2f, maintenance and form removal;
2g, backfill.
Further, draw the column, frange plate or the haunch binding beam that dig female basis, constructor basic described in and all adopt reinforced concrete structure; Concrete grade is C25, and main steel bar stress adopts HRB400, stirrup or female basic erection hoop reinforcement, subbase plinth erection hoop reinforcement employing HPB300.
Operating principle of the present invention is as follows: be made up of digging foundation, subbase plinth and binding beam three part for cliffy mountain power transmission tower basic frame structure, as shown in Figure 1.Wherein subbase plinth (hereinafter referred to as " subbase plinth "), conventional digging foundation (hereinafter referred to as " female basis ") form a pair " primary and secondary basis " form.When landform is precipitous, principal post for female basis exposes excessive, it is inadequate that steel tower subtracts leg, and concrete cantilever dew is high will be caused the increase of eccentric bending moment and cause female foundation main column section and reinforcing bar amount all very large, adopt the present invention can effectively reduce female basic top displacement and bottom resist torque.
In technique scheme, female basis is connected with top power transmission tower steel truss by stone bolt or plug-in type angle iron, directly bears the upper load that power transmission tower passes over.Wherein steel tower tower leg main wants vertical active force to be born by female basis, horizontal applied force then supports binding beam primarily of subbase plinth and principal plane and bears, binding beam provides enough lateral rigidities, this system is reasonably assigned with basic role power, adopt frame system at utmost to decrease female basic top displacement simultaneously, better retrain rigidity for steel tower tower leg provides, effectively reduce the eccentric bending moment on female basis, improve its principal post top displacement, reduce concrete amount.
In technique scheme, " son is drawn and dug " basis is arranged and can be arranged flexibly according to on-the-spot actual landform, and the use " primary and secondary basis " of reasonably optimizing, coordinate comprehensive height leg and principal post heightened foundation, economy and the feature of environmental protection will be comparatively obvious.
The invention has the advantages that:
One, adopts " primary and secondary basis " frame system of band binding beam, and the height effectively improving cliffy mountain conventional base is appeared problem, effectively can control Foundation displacement.
Its two, to construct feasible, and relatively convenient, and later stage operation maintenance is convenient.
Its three, this measure is novel, effective, easy, safe and reliable, and in Batang ~ Changdu 500kV work transmission line, Jinping I power station ~ Xichang current conversion station 500kV KV Electric Transmissions, effect is good, has use promotional value.
The processing method that the present invention adopts power industry electric power pylon basis to increase, specifically adopt band binding beam " primary and secondary basis " frame system to replace traditional basic principal post overstriking or grouped piles cap means, adopt " primary and secondary basis " frame system of this band binding beam effectively can improve the horizontal bearing performance of basic principal post, reduce the horizontal movement of basic stand column, thus reduce base concrete and amount of reinforcement.Primary and secondary basic frame structure, because having good applicability for mountain terrain, has significant engineering significance to environmental protection, water and soil conservation and adaptation to the ground condition.
Accompanying drawing explanation
Fig. 1 is structural representation of the present invention.
Fig. 2 is the A-A cross-sectional view of Fig. 1.
Fig. 3 is B-B section (the main binding beam haunch place) structural representation of Fig. 1.
Fig. 4 is C-C section (the main binding beam cross section) structural representation of Fig. 1.
Fig. 5 is layout plan of the present invention.
Fig. 6 is female foundation structure schematic diagram of the present invention.
In figure: female basis 1, female basic principal post 1.1, bottom 1.2 is expanded on female basis, the high section 1.11 of female basis dew, female foundation embedded section 1.12, female foundation main reinforcement 1.3, the outer stirrup 1.4 in female basis, female basic erection hoop reinforcement 1.5;
Subbase plinth 2, subbase plinth principal post 2.1, subbase plinth expands bottom 2.2, and subbase plinth reveals high section 2.11, sub-foundation embedded section 2.12, sub-foundation main reinforcement 2.3, the outer stirrup 2.4 of subbase plinth, subbase plinth erection hoop reinforcement 2.5; Main binding beam 3, main beam main tendon 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 4;
The diameter d 1 of female basic principal post, the bellout diameter d2 of bottom is expanded on female basis, and the uniform section cylinder height h1 of bottom is expanded on female basis, and bottom tapered section frustum cone height h2 is expanded on female basis, female foundation embedded section height H 1, the high section height H 2 of female basis dew; Subbase plinth principal post diameter of section d3, subbase plinth expands the diameter D of bottom; The height H 3 of sub-foundation embedded section, subbase plinth reveals the height H 4 of high section, steel tower pin M1, M2, M3, M4, the distance Q between cross-arm center P, steel tower pin M1 and adjacent column foot M2 or M4.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the present invention is described in further detail.
The primary and secondary foundation framework for cliffy mountain power transmission tower as shown in the figure, it is characterized in that: comprise female basis 1, subbase plinth 2 and main binding beam 3, the two ends of main binding beam 3 are connected with mother basis 1, subbase plinth 2 respectively, and female basis 1 and subbase plinth 2 form frame construction by main binding beam 3;
Female basis 1 comprises expands bottom 1.2 by the basic principal post 1.1 of mother and mother basis, female basic principal post 1.1 comprises female basis high section 1.11 of dew and female foundation embedded section 1.12, female basis high section 1.11 of dew is connected with top power transmission tower steel truss, in order to directly to bear the upper load that power transmission tower passes over by stone bolt or plug-in type angle iron; Evenly be provided with all female foundation main reinforcements 1.3 along female basic principal post 1.1 circumference, the female foundation main reinforcement 1.3 of every root is along mother's basic principal post 1.1 axis arranged; Female basic 1 outer wall is provided with stirrup 1.4 outside circumferentially annular mother basis, female basic principal post 1.1 inside outer wall is provided with the mother basis erection hoop reinforcement 1.5 of annular, and female basic erection hoop reinforcement 1.5 along the basic principal post of mother 1.1 circumferentially and be connected with all female foundation main reinforcements 1.3 successively; Depth direction is elongated is along the longitudinal circular layout for female foundation main reinforcement 1.3; Female foundation main reinforcement 1.3 outer wall is provided with stirrup 1.4 outside circumferentially annular mother basis, is connected with female foundation main reinforcement 1.3 by welding or colligation; Female basic principal post 1.1 inside outer wall is provided with the mother basis erection hoop reinforcement 1.5 of annular, and female basic erection hoop reinforcement 1.5 along the basic principal post of mother 1.1 circumferentially and be connected with all female foundation main reinforcements 1.3 successively; Female basic erection hoop reinforcement 1.5 starts, to arrange one deck every about 1.5m downwards from natural ground 1.0m, and the main frame that plays a part stands and stablizes main muscle, convenient construction;
Subbase plinth 2 comprises by subbase plinth principal post 2.1 and subbase plinth expansion bottom 2.2, and subbase plinth principal post 2.1 comprises subbase plinth and reveals high section 2.11 and sub-foundation embedded section 2.12; Evenly be provided with many roots foundation main reinforcement 2.3 along subbase plinth principal post 2.1 circumference, every root foundation main reinforcement 2.3 is along subbase plinth principal post 2.1 axis arranged; Subbase plinth 2 outer wall is provided with circumferentially around the outer stirrup 2.4 of the subbase plinth arranged, also be provided with subbase plinth erection hoop reinforcement 2.5 in subbase plinth principal post 2.1 outer wall, subbase plinth erection hoop reinforcement 2.5 along subbase plinth principal post 2.1 circumferential hoop around layout and be connected with many roots foundation main reinforcement 2.3 successively;
Main binding beam 3 is provided with main beam main tendon 3.1, the encryption of main binding beam stirrup 3.2, the non-encrypted stirrup of main binding beam 3.3 and main binding beam end dowel 3.4; Main beam main tendon 3.1 is symmetrical elongated layout along main binding beam 3 square-section, is wherein mainly distributed in square-section each one deck up and down, middle equal altitudes direction disposed at equal distance three layers of waist muscle; Five layers of main beam main tendon 3.1 end and dowel 3.4 both sides, main binding beam end are stretched into and are anchored in female basis 1, subbase plinth 2 structure, form common force transfer system; The tilted-putted main beam main tendon 3.1 of one deck is increased, to strengthen anchoring structure further at the section of the tucking in section-bottom that adds with mother basis 1, subbase plinth 2 connecting place; Main binding beam encryption stirrup 3.2 and the non-encrypted stirrup 3.3 of main binding beam adopt the forms such as the two limb of S shape, four limbs hoop and compound hoop to be connected by main for above-mentioned layering muscle; Main binding beam encryption stirrup 3.2 connects a distance, end stirrup spacing in order to main binding beam 3 with mother basis 1, subbase plinth 2 and encrypts.
Female basis 1 is provided with the vertical principal plane of subbase plinth 2 and supports binding beam 4.
Female basic principal post 1.1 is uniform section cylindrical structurals, and the diameter d 1 of female basic principal post 1.1 is 1.2m ~ 2.0m; The fabricated structure that bottom 1.2 is made up of variable cross-section round platform and uniform section cylinder is expanded on female basis, and the round platform upper diameter that bottom 1.2 is expanded on female basis is d1, and the round platform base diameter that bottom 1.2 is expanded on female basis is bellout diameter d2, and d2 is by 1.5 ~ 2.0 times of d1 values; The uniform section cylinder height that bottom 1.2 is expanded on female basis is desirable 0.15 ~ 0.20 times of d2 of h1, h1; It is h2 that bottom 1.2 variable cross-section frustum cone heights are expanded on female basis; Determined by the side slope of expansion bottom, female basis 1.2, frustum cone side expands the ratio that bottom slope refers to (d2-d1)/2 and (h1+h2); Expand bottom sides slope by 1/3 ~ 1/2 value; Female foundation embedded section 1.12 height H 1 is 7.0m ~ 9.0m, and high section 1.11 height H 2 of female basis dew is 5.0m ~ 7.0m.
The diameter of section d3 of subbase plinth principal post 2.1 is 1.0m ~ 1.3m, and the diameter D that subbase plinth expands bottom 2.2 is 1.8m ~ 2.5m; The height H 3 of sub-foundation embedded section 2.12 is 3.0m ~ 5.0m, and the height H 4 that subbase plinth reveals high section 2.11 is 0.5m ~ 2.0m; Direction, 45 °, subbase Chu Yanta center is arranged.
Main binding beam 3 is rectangular cross section structure, and main binding beam 3 is done to add to tuck in the cross section of mother basis 1, subbase plinth 2 connecting place and strengthened processing, and 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.
Primary and secondary foundation 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, the sectional dimension on female basis is determined.In conjunction with actual landform landforms, coordinate power transmission tower comprehensive height leg configuring condition, that determines female basis increases cantilever value, reaches the effect of not evolution, few excavation.
(2) according to existing tecnical regulations, specification, calculates the capital shift value on female basis, in order to meet the needs of force and deformation admissible value, arranges frange plate or binding beam in the vertical side plane on female basis.
(3) frange plate or binding beam are mainly born deadweight and are drawn and dig female foundation level load, and frange plate or binding beam arrangement of reinforcement should meet stressed and detailing requiments.Binding beam is adopting haunch to strengthen processing with mother basis and subbase plinth connection.
(4) sub-base position is generally chosen at primary moment plane generally 45 ° of directions along tower center of iron tower foundation, as shown in Figure 5.Its position comprehensively should be determined according to site contour landforms, convenient construction etc.It arranges relatively flexible.
(5) all basic principal posts, frange plate or haunch binding beam all adopt reinforced concrete structure.Concrete grade is C25, and main steel bar stress adopts HRB400, and stirrup or booster stirrup adopt HPB300.
(6) female foundation bottom arranges and expands bottom, improves its resistance to plucking, anti-Its ultimate bearing capacity further.Its total length reveals high section by basis and foundation embedded section height forms, and buried depth is calculated by top vertical load to be determined.Cantilever segment height is unsuitable excessive, is generally less than embedded depth of foundation degree, and meets basic overturning or slip resistance analysis checking computations requirement.
(7) the cantilever revealed section stirrup of female basis and subbase plinth should be encrypted, and meets shearing resistance requirement.
(8) binding beam and mother basis and subbase plinth connection stirrup should be encrypted and strengthen processing.
(9) formwork need be increased when frange plate or the construction of haunch binding beam.Must build in time after the foundation ditch pore-forming of female basis and subbase plinth, avoid water and foreign material to immerse foundation ditch.If desired, retaining wall or steel bushing segmentation pouring construction is taked.
The son routine that the present invention is used for cliffy mountain power transmission tower draws the construction technology of digging female foundation framework, comprises the steps:
(1) the primary and secondary basic frame structure computational methods simplified and flow process, specifically comprise following steps:
The first step: according to site contour figure and the profileometry data of concrete tower position, as the input data of actual landform landforms, according to the height leg of this steel tower and the higher baseline mated condition such as not, base should be fallen by excavation minimum principle respectively to four tower legs, determine the high section height H 2 of mother basis dew of mountain terrain.
Second step: the amount of force passing to basis according to top power transmission tower (comprises vertical pressure N, X to horizontal component Nx, Y-direction horizontal component Ny and on pull out active force T, X is to horizontal component Tx, Y-direction horizontal component Ty) and field geology conditions (soil body cohesion c, severe γ
s, characteristic value of foundation bearing capacity f
a) as edge-restraint condition, the physical dimension parameter on the female basis of initial setting.
The physical dimension parameter arranging female basis comprises: buried depth section height H 1, the diameter d 1 of basic principal post and bellout diameter d2, and the uniform section cylinder height expanding bottom is h1; Expanding bottom tapered section frustum cone height is h2; When arranging above-mentioned parameter and not yet calculating, can the experience initialization of people used according to the invention.
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 the requirement of resistance to plucking, Compressive Bearing Capacity, and adopt the shearing method in current design criteria specification to calculate, female key dimension should meet the following requirements:
In formula: T
v-resistance to plucking soil body circular sliding surface shearing resistance upright projection component;
G
ssoil body deadweight in-circular sliding surface;
G
f-base concrete is conducted oneself with dignity.
Wherein γ
fthat get 0.9 for suspended pattern shaft tower, pendulous angle tower gets 0.95, and strained angled tower gets 1.1 in the relevant coefficient of shaft tower pattern.
The female foundation embedded section height H 1 obtained in calculating is unsuitable too small, need be greater than the high section height H 2 of female basis dew, meet basic overturning or slip resistance analysis requirement to meet.
4th step: above-mentioned second and the 3rd foundation main column diameter d1 of obtaining of step, the capital Admissible displacement value χ on the female basis of setting
0afor 10mm, according to " technical code for building pile foundation " JGJ94 formula R
ha=0.75 α
3eI χ
0a/ ν
xdetermine female basic principal post horizontal bearing capacity characteristic value R
ha.
By horizontal bearing capacity characteristic value R
hawith press down horizontal force make a concerted effort
carry out reckoning to compare, determine whether to arrange binding beam.When
time, need the capital horizontal movement arranging binding beam to reduce female basis; When
time, can not binding beam be set.
5th step: when above-mentioned 4th step needs to arrange binding beam, we determine the span L 1 of binding beam by the position of true stator foundation.Sub-base position is generally chosen at primary moment plane generally 45 ° of directions along tower center of iron tower foundation, as shown in Figure 5.Its position comprehensively should be determined according to site contour landforms, convenient construction etc.It arranges relatively flexible.
6th step: after the span of binding beam or length L1 determine, is considered as the component mainly bearing deadweight and female foundation level load, calculates its internal force, determine its square-section size according to the RC Beam with Rectangular Section of two ends freely-supported by binding beam.
In order to meet the stressed of binding beam and detailing requiments requirement, the main steel bar stress of binding beam adopts HRB400, and stirrup or booster stirrup adopt HPB300.Binding beam is adopting haunch to strengthen processing with mother basis and subbase plinth connection, and the basic and subbase plinth connection stirrup of binding beam and mother should be encrypted and strengthen processing.
7th step: the end reaction that can be obtained binding beam end and subbase plinth by the 6th step, as the vertical external load of subbase plinth, the horizontal loading on female basis is directly shown effect with passing to subbase plinth by binding beam.In conjunction with above-mentioned stressed load as initial conditions, can the physical dimension of true stator foundation according to the similar method of the 3rd step.
By above-mentioned steps, primary and secondary basic frame structure can be determined.In such scheme, all posts, frange plate or haunch binding beam all adopt reinforced concrete structure.Concrete grade is C25, and main steel bar stress adopts HRB400, and stirrup or booster stirrup adopt HPB300.
The cantilever revealed section stirrup of female basis and subbase plinth should be encrypted, and meets shearing resistance requirement.
Formwork need be increased when frange plate or the construction of haunch binding beam.Must build in time after the foundation ditch pore-forming of female basis and subbase plinth, avoid water and foreign material to immerse foundation ditch.If desired, retaining wall or steel bushing segmentation pouring construction is taked;
(2) construction on primary and secondary basis is in accordance with the following steps:
2a, foundation pits setting-out: the near coal-mine position, basis determining steel tower four tower legs; According to the difference of height between Center stake formation level and foundation ditch ground, horizontal range is converted into oblique distance and carries out foundation ditch setting-out, determine the position, hole of foundation ditch;
2b, excavation of foundation pit and cleaning: excavation generally adopts hand excavation, to excavate the method combined shaping with putting little big gun also can to adopt hand excavation; During foundation ditch primary excavation, should 30mm ~ 50mm less of the size of design code, to repair foundation ditch; Excavation of foundation pit to during close to projected depth, then excavates expansion base section, and each portion size should reserve about 50mm, repairs during foundation ditch for clearance again; Foundation ditch cleaning should be carried out from top to down; Be positioned at the excavation of foundation pit on abrupt slope, forbid to stack to free face above tower position direction of fall spoir or tower position on the spot, jeopardize column foot safety to prevent destroy by rush of water tower position direction of fall physical relief, landforms and vegetation of spoir;
2c, reinforcing bar and stone bolt are installed: after basic pore-forming, should to verify in time, mounting foot bolt and reinforcing bar;
2d, formwork centering: according to the real size correspondence processing template of primary and secondary basic frame structure, on template surface, be evenly coated with one deck remover before formwork, all supports are wanted firmly, and location is wanted accurately.Adjustment after template is in place should meet the following requirements: centering → centering → behaviour puts down; Method for supporting, should determine according to soil property situation and template length, when soil property is hard, should be made inclined support bar at the template four side lumps of wood or round log (60mm × 60mm or φ 60mm ~ φ 80mm); When soil property is soft or template is longer, except increase bearing diagonal, at binding beam junction reinforcing angle; Template can adopt wooden form or steel form, and wooden form should adopt thickness to be not less than the sheet material of 18mm; Support for wooden form can use steel pipe support or round log to support, and shuttering supporting must be solid and reliable;
Basseting part in female basis, should by key dimension reasonable disposition, and template surface should be smooth and seam tight, must not spillage; The connection stall bars 50mm × 50mm of template, the spacing of stall bars is generally 500mm ~ 700mm;
For preventing concrete casting and vibrating in process, concrete extrusion template make it be out of shape and affect key dimension and technique attractive in appearance, upright column mold plate should be put one Reinforced Hoop at interval of 0.5m and is fixed, clamp, and prevents swollen touching.The each node of Reinforced Hoop must be fixed with fastener;
2e, concreting and vibrate: concrete is no more than 2m from the eminence free height fallen of inclining, and should fall, to avoid segregation phenomenon more than during 2m along elephant trunk, skewed slot, tumbling barrel; Build order for first template corner and then centre; Cast thickness must not more than 400mm at every turn; 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 that concrete no longer significantly sinks, and no longer occurs bubble, till surface glows mortar;
2f, maintenance and form removal: after concreting, water seasoning should be started in 12 hours, should cover the overburden such as straw bag or plastic sheeting and timely trickle at concrete surface during maintenance, irrigation times should be able to keep concrete surface moistening all the time; After basis is cast, can form removal when concrete strength reaches 2.5MPa, form removal should be carried out from top to bottom, and form removal should be noted not damaging concrete surface and corner angle;
2g, backfill: basic stand column wraps up by backfill foundation ditch front plastic foil, and water and carry out maintenance; High especially upright post basic, part of basseting is higher, must wrap up tight, and frequent water seasoning; For avoiding principal post to deform by Gravitative Loads, should inside first back filled foundation again outside back filled foundation during the backfill of basis;
All column, frange plate or haunch binding beams of digging female basis, constructor basic drawn all adopt reinforced concrete structure; Concrete grade is C25, and main steel bar stress adopts HRB400, stirrup or female basic erection hoop reinforcement, subbase plinth erection hoop reinforcement employing HPB300.
The construction on primary and secondary basis is roughly in accordance with the following steps: (1) foundation pits setting-out, (2) excavation of foundation pit and cleaning, (3) reinforcing bar and stone bolt are installed, (4) formwork centering, (5) concreting and vibrating; (6) maintenance and form removal; (7) backfill;
Specifically describe as follows:
(1) foundation pits setting-out: the near coal-mine position, basis determining steel tower four tower legs.
According to the difference of height between Center stake formation level and foundation ditch ground, horizontal range is converted into oblique distance and carries out foundation ditch setting-out, determine the position, hole of foundation ditch.
(2) excavation of foundation pit and cleaning:
Excavation generally adopts hand excavation, and to excavate the method combined shaping with putting little big gun also can to adopt hand excavation.During foundation ditch primary excavation, should 30mm ~ 50mm less of the size of design code, to repair foundation ditch.Excavation of foundation pit to during close to projected depth, then excavates expansion base section, and each portion size should reserve about 50mm, repairs during foundation ditch for clearance again.
Foundation ditch cleaning should be carried out from top to down.Be positioned at the excavation of foundation pit on abrupt slope, forbid to stack to free face above tower position direction of fall spoir or tower position on the spot, jeopardize column foot safety to prevent destroy by rush of water tower position direction of fall physical relief, landforms and vegetation of spoir.
(3) reinforcing bar and stone bolt are installed
After the pore-forming of basis, should verify in time, mounting foot bolt and reinforcing bar.
(4) formwork centering: according to the real size correspondence processing template of primary and secondary basic frame structure, be evenly coated with one deck remover before formwork on template surface, all supports are wanted firmly, and location is wanted accurately.Adjustment after template is in place should meet the following requirements: centering → centering → behaviour puts down.
Method for supporting, should determine according to soil property situation and template length, when soil property is hard, should be made inclined support bar at the template four side lumps of wood or round log (60mm × 60mm or φ 60mm ~ φ 80mm); When soil property is soft or template is longer, except increase bearing diagonal, at binding beam junction reinforcing angle.
Template can adopt wooden form or steel form, and wooden form should adopt thickness to be not less than the sheet material of 18mm.Support for wooden form can use steel pipe support or round log to support, and shuttering supporting must be solid and reliable.
Basseting part in female basis, should by key dimension reasonable disposition, and template surface should be smooth and seam tight, must not spillage.The connection stall bars 50mm × 50mm of template, the spacing of stall bars is generally 500mm ~ 700mm.
For preventing concrete casting and vibrating in process, concrete extrusion template make it be out of shape and affect key dimension and technique attractive in appearance, upright column mold plate should be put one Reinforced Hoop at interval of 0.5m and is fixed, clamp, and prevents swollen touching.The each node of Reinforced Hoop must be fixed with fastener.
(5) concrete vibrating and pouring
Concrete is no more than 2.0m from the eminence free height fallen of inclining, and should fall, to avoid segregation phenomenon more than during 2.0m along elephant trunk, skewed slot, tumbling barrel; Build order for first template corner and then centre.Cast thickness must not more than 400mm at every turn.
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 that concrete no longer significantly sinks, and no longer occurs bubble, till surface glows mortar.
(6) maintenance and form removal
Should start water seasoning in 12 hours after concreting, should cover the overburden such as straw bag or plastic sheeting and timely trickle at concrete surface during maintenance, irrigation times should be able to keep concrete surface moistening all the time.
After basis is cast, can form removal when concrete strength reaches 2.5MPa, form removal should be carried out from top to bottom, and form removal should be noted not damaging concrete surface and corner angle
(7) backfill
Basic stand column wraps up by backfill foundation ditch front plastic foil, and waters and carry out maintenance.High especially upright post basic, part of basseting is higher, must wrap up tight, and frequent water seasoning.For avoiding principal post to deform by Gravitative Loads, should inside first back filled foundation again outside back filled foundation during the backfill of basis.
Following table is the quality control standards (QCS) of work in every:
Below in conjunction with concrete engineering practice, the present invention is described in further detail.
For Batang ~ Changdu 500kV work transmission line G262293A of Sichuan-Tibet networking, tower is Z31105, and corresponding wire adopts 4 × JL/G1A-500/45 steel-cored aluminium strand, and adopt double earth wire, wherein one is common ground wire, and another root 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 iron tower foundation active force of the present embodiment is in table 1.
Table 1
According to field measurement data, this tower B leg basic engineering needs to expose 6.5m, counts basic exposed height reach 6.5m from protection domain.Traditional method for designing brings following problem: basic tip displacement reaches about 20mm, has exceeded the requirement that domestic relevant Regulations and design experiences are not more than 10mm.
After adopting the present embodiment, foundation main capital end X-direction translational degree of freedom suffers restraints, and when bearing horizontal force, its tip displacement can be reduced to 8.2mm, obvious to the control effects of horizontal movement.
Meanwhile, after adopting the present embodiment, maximal bending moment relative conventional method design in primary and secondary basis can reduce about 30% ~ 40%, and basic stress performance is greatly improved, and reduces the use amount of basic material.
Also it should be noted that, for different work transmission line, tower position landform, landforms and geological conditions and the upper load suffered by shaft tower can difference to some extent, accordingly, the each several part size of described embodiment also needs to adjust according to concrete project situation, and the present invention repeats no longer one by one to this.
Claims (7)
1. the primary and secondary foundation framework for cliffy mountain power transmission tower, it is characterized in that: comprise female basis (1), subbase plinth (2) and main binding beam (3), the two ends of described main binding beam (3) are connected with mother basis (1), subbase plinth (2) respectively, and female basis (1) and subbase plinth (2) form frame construction by main binding beam (3);
Described female basis (1) comprises female basic principal post (1.1) and bottom (1.2) is expanded on mother basis, the basic principal post of described mother (1.1) comprises the female basis high section of dew (1.11) and female foundation embedded section (1.12), and the female basis high section of dew (1.11) is connected with top power transmission tower steel truss by stone bolt or plug-in type angle iron; Evenly be provided with many female foundation main reinforcements (1.3) along female basic principal post (1.1) circumference, the female foundation main reinforcement (1.3) of every root is along female basic principal post (1.1) axis arranged; Female basis (1) outer wall is provided with stirrup (1.4) outside circumferentially annular mother basis, female basic principal post (1.1) inside outer wall is provided with mother basis erection hoop reinforcement (1.5) of annular, and the basic erection hoop reinforcement of described mother (1.5) along female basic principal post (1.1) circumferentially and be connected with whole female foundation main reinforcement (1.3) successively; Female foundation main reinforcement (1.3) is circular layout along the longitudinal depth direction of female basic principal post (1.1); Female foundation main reinforcement (1.3) outer wall is provided with the outer stirrup (1.4) in the mother basis be circumferentially circular layout, and the outer stirrup in described female basis (1.4) is passed through to weld or colligation is connected with female foundation main reinforcement (1.3); Female basic principal post (1.1) inside outer wall is provided with mother basis erection hoop reinforcement (1.5) of annular, and the basic erection hoop reinforcement of described mother (1.5) along female basic principal post (1.1) circumferentially and be connected with whole female foundation main reinforcement (1.3) successively;
Described subbase plinth (2) comprises subbase plinth principal post (2.1) and subbase plinth expands bottom (2.2), and described subbase plinth principal post (2.1) comprises subbase plinth and reveals high section (2.11) and sub-foundation embedded section (2.12); Evenly be provided with many roots foundation main reinforcement (2.3) along subbase plinth principal post (2.1) circumference, every root foundation main reinforcement (2.3) is along subbase plinth principal post (2.1) axis arranged; Subbase plinth (2) outer wall is provided with circumferentially around the outer stirrup (2.4) of the subbase plinth arranged, also be provided with subbase plinth erection hoop reinforcement (2.5) in subbase plinth principal post (2.1) outer wall, described subbase plinth erection hoop reinforcement (2.5) along subbase plinth principal post (2.1) circumferential hoop around layout and be connected with whole sub-foundation main reinforcement (2.3) successively;
Described main binding beam (3) is provided with five layers of main beam main tendon (3.1), main binding beam encryption stirrup (3.2), the non-encrypted stirrup of main binding beam (3.3) and main binding beam end dowel (3.4); Five layers of main beam main tendon (3.1) are arranged symmetrically with along main binding beam (3) square-section, wherein two-layer main beam main tendon (3.1) is distributed in square-section each one deck up and down, disposed at equal distance other three layers of main beam main tendon (3.1) in equal altitudes direction in the middle of square-section; The both sides of described five layers of main beam main tendon (3.1) end and main binding beam end dowel (3.4) are anchored in female basis (1), subbase plinth (2) structure, form common force transfer system; Described main binding beam encryption stirrup (3.2) and the non-encrypted stirrup of main binding beam (3.3) adopt S shape two limb, four limbs hoop or compound hoop five layers of main beam main tendon (3.1) to be connected.
2. the primary and secondary foundation framework for cliffy mountain power transmission tower according to claim 1, is characterized in that: described female basis (1) is equipped with the vertical principal plane of subbase plinth (2) and supports binding beam (4).
3. the primary and secondary foundation framework for cliffy mountain power transmission tower according to claim 1 and 2, it is characterized in that: the basic principal post of described mother (1.1) is uniform section cylindrical structural, the diameter d 1 of female basic principal post (1.1) is 1.2m ~ 2.0m;
The fabricated structure that bottom (1.2) is made up of variable cross-section round platform and uniform section cylinder is expanded on described female basis, and the round platform base diameter that bottom (1.2) is expanded on female basis is bellout diameter d2, and d2 is by 1.5 ~ 2.0 times of d1 values; The uniform section cylinder height that bottom (1.2) is expanded on female basis is that h1, h1 are by 0.15 ~ 0.20d2 value; It is h2 that bottom (1.2) variable cross-section frustum cone height is expanded on described female basis; The side slope that bottom (1.2) is expanded on described female basis is the ratio of (d2-d1)/2 and (h1+h2); (d2-d1)/2 press 1/3 ~ 1/2 value with the ratio of (h1+h2);
Described female foundation embedded section (1.12) height H 1 is 7.0m ~ 9.0m, and female basis dew high section (1.11) height H 2 is 5.0m ~ 7.0m.
4. the primary and secondary foundation framework for cliffy mountain power transmission tower according to claim 1 and 2, it is characterized in that: the diameter of section d3 of described subbase plinth principal post (2.1) is 1.0m ~ 1.3m, the diameter D that subbase plinth expands bottom (2.2) is 1.8m ~ 2.5m; The height H 3 of described sub-foundation embedded section (2.12) is 3.0m ~ 5.0m, and the height H 4 that subbase plinth reveals high section (2.11) is 0.5m ~ 2.0m; Direction, 45 °, described subbase Chu Yanta center is arranged.
5. the primary and secondary foundation framework for cliffy mountain power transmission tower according to claim 1 and 2, it is characterized in that: described main binding beam (3) is rectangular cross section structure, described main binding beam (3) is high 1.3m × wide 0.6m with the sectional dimension of mother basis (1), subbase plinth (2) connecting place, and the mid portion square-section of main binding beam (3) is high 1.0m × wide 0.6m.
6. the son routine for cliffy mountain power transmission tower draws a construction technology of digging female foundation framework, and it comprises the steps:
(1) primary and secondary basic frame structure computational methods and flow process, specifically comprises following steps:
The first step: according to site contour figure and the profileometry data of concrete tower position, as the input data of actual landform landforms, according to the height leg of this steel tower and the higher baseline mated condition such as not, by excavation minimum principle, respectively base is fallen to four tower legs, determine the high section height H 2 of mother basis dew of mountain terrain;
Second step: the amount of force and field geology conditions (soil body cohesion c, the severe γ that pass to basis according to top power transmission tower
s, characteristic value of foundation bearing capacity f
a) as edge-restraint condition, the physical dimension parameter on the female basis of initial setting; Described active force comprises vertical pressure N, X to horizontal component Nx, Y-direction horizontal component Ny and on pull out active force T, X is to horizontal component Tx, Y-direction horizontal component Ty, and described field geology conditions comprises soil body cohesion c, severe γ
s, characteristic value of foundation bearing capacity f
a;
The physical dimension parameter arranging female basis comprises: buried depth section height H 1, the diameter d 1 of basic principal post and bellout diameter d2, and the uniform section cylinder height expanding bottom is h1; Expanding 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 meets the requirement of resistance to plucking, Compressive Bearing Capacity, and adopt the shearing method in current design criteria specification to calculate, female key dimension should meet the following requirements:
In formula: T
v-resistance to plucking soil body circular sliding surface shearing resistance upright projection component;
G
ssoil body deadweight in-circular sliding surface;
G
f-base concrete is conducted oneself with dignity;
Wherein γ
fthat get 0.9 for suspended pattern shaft tower, pendulous angle tower gets 0.95, and strained angled tower gets 1.1 in the relevant coefficient of shaft tower pattern; The buried depth section height H 1 obtained in calculating is greater than the high section height H 2 of dew;
4th step: above-mentioned second and the 3rd foundation main column diameter d1 of obtaining of step, the capital Admissible displacement value χ on the female basis of setting
0afor 10mm, according to JGJ94 formula R
ha=0.75 α
3eI χ
0a/ ν
xdetermine female basic principal post horizontal bearing capacity characteristic value R
ha;
By horizontal bearing capacity characteristic value R
hawith press down horizontal force make a concerted effort
carry out reckoning to compare, determine whether to arrange binding beam; When
time, need the capital horizontal movement arranging binding beam to reduce female basis; When
time, can not binding beam be set;
5th step: when above-mentioned 4th step needs to arrange binding beam, determined the span L 1 of binding beam by the position of true stator foundation; Sub-base position is chosen at primary moment plane generally 45 ° of directions along tower center of iron tower foundation;
6th step: after the span L 1 of binding beam is determined, is considered as the component mainly bearing deadweight and female foundation level load, calculates its internal force, determine its square-section size according to the RC Beam with Rectangular Section of two ends freely-supported by binding beam; Binding beam is adopting haunch to strengthen processing with mother basis and subbase plinth connection, and the basic and subbase plinth connection stirrup of binding beam and mother should be encrypted and strengthen processing;
7th step: the end reaction that can be obtained binding beam end and subbase plinth by the 6th step, as the vertical external load of subbase plinth, the horizontal loading on female basis directly shows effect with passing to subbase plinth by binding beam; In conjunction with above-mentioned stressed load as initial conditions, according to the physical dimension of the true stator foundation of method of the 3rd step;
(2) construction on primary and secondary basis is in accordance with the following steps:
2a, foundation pits setting-out: the near coal-mine position, basis determining steel tower four tower legs; According to the difference of height between Center stake formation level and foundation ditch ground, horizontal range is converted into oblique distance and carries out foundation ditch setting-out, determine the position, hole of foundation ditch;
2b, excavation of foundation pit and cleaning: excavation adopts hand excavation or hand excavation, and to excavate the method combined shaping with putting little big gun;
2c, installation reinforcing bar and stone bolt;
2d, formwork centering;
2e, concreting and vibrate;
2f, maintenance and form removal;
2g, backfill.
7., according to claim 6 for the construction technology of the primary and secondary foundation framework of cliffy mountain power transmission tower, it is characterized in that: described in draw the column, frange plate or the haunch binding beam that dig female basis, constructor basic and all adopt reinforced concrete structure; Concrete grade is C25, and main steel bar stress adopts HRB400, stirrup or female basic erection hoop reinforcement, subbase plinth erection hoop reinforcement employing HPB300.
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| CN113882425A (en) * | 2021-11-25 | 2022-01-04 | 山东建筑大学 | Hole digging foundation structure for high and steep slope and construction method |
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