CN103909574B - The production technology of large moment of flexure high strength post tensioned steel concurrent and electric pole - Google Patents
The production technology of large moment of flexure high strength post tensioned steel concurrent and electric pole Download PDFInfo
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- CN103909574B CN103909574B CN201410005379.5A CN201410005379A CN103909574B CN 103909574 B CN103909574 B CN 103909574B CN 201410005379 A CN201410005379 A CN 201410005379A CN 103909574 B CN103909574 B CN 103909574B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 267
- 239000010959 steel Substances 0.000 title claims abstract description 267
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- 230000002787 reinforcement Effects 0.000 claims abstract description 63
- 239000004567 concrete Substances 0.000 claims abstract description 60
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- 239000002002 slurry Substances 0.000 claims abstract description 14
- 238000013461 design Methods 0.000 claims abstract description 13
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- XUIMIQQOPSSXEZ-UHFFFAOYSA-N Silicon Chemical compound [Si] XUIMIQQOPSSXEZ-UHFFFAOYSA-N 0.000 claims description 12
- 239000002956 ash Substances 0.000 claims description 12
- 239000004568 cement Substances 0.000 claims description 12
- 229910052710 silicon Inorganic materials 0.000 claims description 12
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- 239000000203 mixture Substances 0.000 claims description 7
- -1 rubble Substances 0.000 claims description 7
- 229920003043 Cellulose fiber Polymers 0.000 claims description 6
- 239000011398 Portland cement Substances 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 6
- 239000002245 particle Substances 0.000 claims description 6
- 229920005646 polycarboxylate Polymers 0.000 claims description 6
- 239000002994 raw material Substances 0.000 claims description 6
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- 238000000034 method Methods 0.000 description 17
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- 229920000647 polyepoxide Polymers 0.000 description 3
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- 229910000754 Wrought iron Inorganic materials 0.000 description 2
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Classifications
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B28—WORKING CEMENT, CLAY, OR STONE
- B28B—SHAPING CLAY OR OTHER CERAMIC COMPOSITIONS; SHAPING SLAG; SHAPING MIXTURES CONTAINING CEMENTITIOUS MATERIAL, e.g. PLASTER
- B28B21/00—Methods or machines specially adapted for the production of tubular articles
- B28B21/56—Methods or machines specially adapted for the production of tubular articles incorporating reinforcements or inserts
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B28—WORKING CEMENT, CLAY, OR STONE
- B28B—SHAPING CLAY OR OTHER CERAMIC COMPOSITIONS; SHAPING SLAG; SHAPING MIXTURES CONTAINING CEMENTITIOUS MATERIAL, e.g. PLASTER
- B28B11/00—Apparatus or processes for treating or working the shaped or preshaped articles
- B28B11/24—Apparatus or processes for treating or working the shaped or preshaped articles for curing, setting or hardening
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B28—WORKING CEMENT, CLAY, OR STONE
- B28B—SHAPING CLAY OR OTHER CERAMIC COMPOSITIONS; SHAPING SLAG; SHAPING MIXTURES CONTAINING CEMENTITIOUS MATERIAL, e.g. PLASTER
- B28B21/00—Methods or machines specially adapted for the production of tubular articles
- B28B21/02—Methods or machines specially adapted for the production of tubular articles by casting into moulds
- B28B21/10—Methods or machines specially adapted for the production of tubular articles by casting into moulds using compacting means
- B28B21/22—Methods or machines specially adapted for the production of tubular articles by casting into moulds using compacting means using rotatable mould or core parts
- B28B21/30—Centrifugal moulding
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
- E04H12/16—Prestressed structures
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
- E04H2012/006—Structures with truss-like sections combined with tubular-like sections
Abstract
The present invention relates to production technology and the electric pole of large moment of flexure high strength post tensioned steel concurrent.The technical problem that invention will solve is to provide a kind of production technology of large moment of flexure high strength post tensioned steel concurrent and utilizes the electric pole of this post-stretching explained hereafter.The technical scheme solving this problem is: 1, work out steel reinforcement cage, and guarantee that wherein each seamless steel pipe is identical relative to the tapering of steel reinforcement cage axis; 2, reinforcing bar cage hoisting is entered in steel mould for electric pole base, pour concrete slurry into, matched moulds, hang after centrifugal forming and balance placement, the demoulding after natural curing in 3 days, then natural curing 21 days; 3, in seamless steel pipe, wear prestress wire, by this prestress wire one end anchoring, stretch-draw is carried out to the other end, reach locked for its stretching end after design load.The present invention is used for the electric pole in electric line.
Description
Technical field
The production technology that the present invention relates to a kind of concurrent and the electric pole utilizing this technique to obtain, particularly the production technology of large moment of flexure high strength post tensioned steel concurrent and the electric pole that utilizes this explained hereafter to obtain, be mainly applicable in electric line.
Background technology
Reinforced concrete pole is applied to substation framework, and the supporting role in electric line, is divided into straight line pole, point pole, angle pole, tension-resistant rod and terminal pole, still widely applies at present in distribution line by purposes.In recent years in concurrent innovation mainly to the improvement that structure is carried out, and raising strength grade of concrete, but the power applied presstressed reinforcing steel is all apply before centrifugal forming at concrete, and namely pre-tensioning system production technology, so be the same in principle.Because pre-tensioning system technique has it to limit to, prestressed porous plate as very wide in civil buildings application in last century is exactly adopt pre-tensioning system to produce, and present reinforced concrete bridge jackshaft beam slab is then that employing post stretching construction technology more can load-bearing.In current, small city land resource is in short supply, distribution line gallery is more and more nervous, cable run is again because of the universal difficulty of cost height, and power transmission sequence application reinforced concrete pole is all at more than 18m, cubic bracing wire need be joined comparatively take up an area, therefore power transmission sequence seldom adopts concurrent, distribution line wants saving construction cost, reducing occupation of land has only to multiloop future development, as joint used four return leads, such electric pole just must improve its bending strength, and concurrent and steel pipe pole, narrow base steel tower is than having economy and later maintenance is simple, in distribution line, application has significant advantage.
Application number 200710027089.0, patent name are the Chinese invention patent application of " prestressed concrete electric pole and production technology thereof " (notification number CN101029540A), disclose a kind of prestressed concrete electric pole, by isometric main muscle, the vertical circle of non-prestressing tendon, in the vertical distribution frame in steel reinforcement cage, the reinforcing bar netting twining spiral bar outward becomes cage, is fitted into punching block, penetration concrete slurry, matched moulds, main muscle is stretched, after centrifugal forming, carries out steam curing, the demoulding.The invention of above-mentioned document application, be that in main muscle, presstressed reinforcing steel adopts PC rod iron, Fptk=1420Mpa, steel construction and concrete strength have had innovation, but still be current traditional pre-tensioning system technique, by the inborn defect of pre-tensioning system production technology, and the restriction of grip of concrete, electric pole intensity moment of flexure improves limited.
Application number 200610116733.7, patent name are the Chinese invention patent application of " a kind of concrete for large moment of flexure high strength reinforced concrete pole " (notification number CN1958262A), disclose one and concrete is brought up to C60 by C50, adopt the structure that prestressing force main reinforcement and non-prestressed main reinforcement and stirrup form with spiral bar, concrete electric lever production technology production conveniently.Wherein the moment of flexure of 24 meters of concurrents is 240kn.m, and the moment of flexure of 27 meters of concurrents is 270kn.m, and the moment of flexure of 30 meters of concurrents is 300kn.m.The invention of above-mentioned document application and aforementioned application 200710027089.0 all belong to the prestress pretensioning method production technology of traditional routine, and the main muscle material of both prestressing force used is all PC rod iron mutually, and tensile strength is 1420n/mm
2.Current concurrent application is general at distribution line, and distribution line application mainly less than 18 meters electric poles, described in above-mentioned document, the moment of flexure of 24 meters of concurrents is 240kn.m, and the moment of flexure of 27 meters of concurrents is 270kn.m, and the moment of flexure of 30 meters of concurrents is 300kn.m.Conversion is to 18 meters of electric poles, corresponding level listed by prestressing force, partially prestressed concrete tapered bar cracking inspection moment of flexure is assembled again according to subordinate list 4 in " ring-like concurrent standard " GB/4623-2006 GB, convert during 18 meters of electric pole standard test moment of flexure L2=2.5 rice, its standard test moment of flexure is 155kn.m.And this value is equivalent to the listed 18 meters of electric pole tip footpath 350mm standard test moment of flexure Q level values of subordinate list 4 in GB/4623-2006 GB is 152.5kn.m, I level value is 167.75kn.m, Q level 228.75kn.m from the strongest grade in GB still has the difference of three grades, there is no to reach to surmount GB the strongest existing class inspection moment.24 meters, 27 meters, 30 meters concurrents are applied to more than 110kV power transmission sequence must cubic bracing wire, is with cubic span pole disadvantage to take up an area exactly, land resource in short supply under, power transmission sequence is current generally to be used instead and relatively takes up an area less steel tower, steel pipe pole.And distribution line application mainly electric pole below 18 meters, straight line pole can by buried solution electric pole stability problem.So distribution line uses concurrent still general so far.
Summary of the invention
The technical problem to be solved in the present invention is: break through existing prestressed electric wire pole and adopt pre-tensioning system traditional processing technology, a kind of production technology of large moment of flexure high strength post tensioned steel concurrent is provided and utilizes the electric pole of this post-stretching explained hereafter, to improve the moment of flexure of electric pole, intensity, prestressing force performance, elastic recovery capability and instantaneous bearing capacity, ensure the safety and reliability of electric pole further.
The technical solution adopted in the present invention is: the production technology of large moment of flexure high strength post tensioned steel concurrent, is characterized in that, for whole single pole, comprise the following steps:
1.1, two blocks of coaxially arranged disc prestress anchoraging steel plates are set according to electric pole length of drawing up at its two ends, shoulder folder is all processed with outside each prestress anchoraging steel plate, uniform one group of hole on each prestress anchoraging steel plate, each group of hole all with the center of its place prestress anchoraging steel plate for the rounded layout in the center of circle, the identical and one_to_one corresponding of two groups of hole quantity is arranged;
1.2, a seamless steel pipe is inserted in every two corresponding holes, then inside the cage body that each seamless steel pipe is formed, adopt sub-arc-welding coaxial welding one group of interval uniform in stirrup, in scope within distance 1 meter, electric pole end adopts, the version of stirrup Two bors d's oeuveres is welded, and ensure that each seamless steel pipe is evenly arranged around two prestress anchoraging steel plate circle center line connectings, and identical relative to the tapering of two prestress anchoraging steel plate circle center line connectings;
1.3, outside described interior stirrup, weld one group of non-prestressing tendon, each non-prestressing tendon is identical with the tapering of seamless steel pipe relative to the tapering of two prestress anchoraging steel plate circle center line connectings;
1.4, described non-prestressing tendon, interior stirrup and seamless steel pipe formed Rotary-table outer felt around spiral reinforcement, formed steel reinforcement cage;
1.5, the reinforcing bar cage hoisting that step 1.4 obtains is entered in steel mould for electric pole base, make the shoulder folder low water clamping of two blocks of prestress anchoraging steel plates, pour concrete slurry into, matched moulds, hang after centrifugal forming and balance placement, the demoulding after natural curing in 3 days, then through natural curing after 21 days, will the seamless steel pipe excision of prestress anchoraging steel plate be exceeded;
1.6, in seamless steel pipe, respectively wear the prestress wire that one scribbles anti-corrosion grease, by this prestress wire one end anchoring, then stretch-draw is carried out to the other end, reach locked for prestress wire stretching end after design load.
The raw material of described concrete slurry comprises cement, sand, rubble, water, flyash, silicon ash, water reducer, concrete fiber, and the weight ratio of each composition is 1:1.28 ~ 1.30:2.35 ~ 2.5:0.18 ~ 0.24:0.08 ~ 0.1:0.19 ~ 0.21:0.04 ~ 0.06:0.0018 ~ 0.002, its intensity is C100 level.
Described cement is the Portland cement of >=52.5 grades; Husky modulus of fineness is 2.3 ~ 2.7, clay content 0.25%; Rubble adopts 5 ~ 20 continuous gradings, faller gill shape ≯ 5%, and compression strength is no less than 120Mpa; Flyash is primary standard flyash, and silicon ash particle diameter is 0.15 ~ 0.2 μm; Water reducer is the polycarboxylate water-reducer of concentration 40%; Concrete fiber adopts model to be UF500 cellulose fibre, monfil 2.1mm.
Described prestress wire adopts intensity level to be 1960N/mm
2, 1000h relaxation rate≤2.5%, diameter 11.1mm without bonding 1 × 7 prestress wire; Described non-prestressing tendon is made up of non-prestressed main muscle and short muscle, wherein non-prestressed main muscle is evenly arranged around two prestress anchoraging steel plate circle center line connectings, and layout alternate with seamless steel pipe, short muscle classification is arranged symmetrically with, every grade short muscle radical is even number root, length is identical, and axial symmetry is arranged centered by steel reinforcement cage axis, and the length difference between the short muscle of adjacent two-stage is 2.5m.
According to the large moment of flexure high strength post tensioned steel concurrent of explained hereafter described in above-mentioned any one.
The production technology of large moment of flexure high strength post tensioned steel concurrent, is characterized in that, for segmented electric pole, comprise the following steps:
1.1, two blocks of coaxially arranged disc prestress anchoraging steel plates are set according to the length of electric pole section of drawing up at its two ends, shoulder folder is all processed with outside each prestress anchoraging steel plate, uniform one group of hole on each prestress anchoraging steel plate, each group of hole all with the center of its place prestress anchoraging steel plate for the rounded layout in the center of circle, the identical and one_to_one corresponding of two groups of hole quantity is arranged;
1.2, a seamless steel pipe is inserted in every two corresponding holes, then inside the cage body that each seamless steel pipe is formed, adopt sub-arc-welding coaxial welding one group of interval uniform in stirrup, in scope within distance 1 meter, electric pole section end adopts, the version of stirrup Two bors d's oeuveres is welded, and ensure that each seamless steel pipe is evenly arranged around two prestress anchoraging steel plate circle center line connectings, and identical relative to the tapering of two prestress anchoraging steel plate circle center line connectings;
1.3, outside described interior stirrup, weld one group of non-prestressing tendon, each non-prestressing tendon is identical with the tapering of seamless steel pipe relative to the tapering of two prestress anchoraging steel plate circle center line connectings;
1.4, described non-prestressing tendon, interior stirrup and seamless steel pipe formed Rotary-table outer felt around spiral reinforcement, formed steel reinforcement cage;
1.5, the reinforcing bar cage hoisting that step 1.4 obtains is entered in steel mould for electric pole base, make the shoulder folder low water clamping of two blocks of prestress anchoraging steel plates, pour concrete slurry into, matched moulds, hang after centrifugal forming and balance placement, the demoulding after natural curing in 3 days, then through natural curing after 21 days, will the seamless steel pipe excision of prestress anchoraging steel plate be exceeded;
1.6, in seamless steel pipe, respectively wear the prestress wire that one scribbles anti-corrosion grease, by this prestress wire one end anchoring, then stretch-draw is carried out to the other end, reach locked for prestress wire stretching end after design load;
1.7, coaxially inner flange is installed in the anchored end of electric pole section, finally by inner flange, each electric pole section is linked to be entirety.
The raw material of described concrete slurry comprises cement, sand, rubble, water, flyash, silicon ash, water reducer, concrete fiber, and the weight ratio of each composition is 1:1.28 ~ 1.30:2.35 ~ 2.5:0.18 ~ 0.24:0.08 ~ 0.1:0.19 ~ 0.21:0.04 ~ 0.06:0.0018 ~ 0.002, its intensity is C100 level.
Described cement is the Portland cement of >=52.5 grades; Husky modulus of fineness is 2.3 ~ 2.7, clay content 0.25%; Rubble adopts 5 ~ 20 continuous gradings, faller gill shape ≯ 5%, and compression strength is no less than 120Mpa; Flyash is primary standard flyash, and silicon ash particle diameter is 0.15 ~ 0.2 μm; Water reducer is the polycarboxylate water-reducer of concentration 40%; Concrete fiber adopts model to be UF500 cellulose fibre, monfil 2.1mm.
Described prestress wire adopts intensity level to be 1960N/mm
2, 1000h relaxation rate≤2.5%, diameter 11.1mm without bonding 1 × 7 prestress wire; Described non-prestressing tendon is made up of non-prestressed main muscle and short muscle, wherein non-prestressed main muscle is evenly arranged around two prestress anchoraging steel plate circle center line connectings, and layout alternate with seamless steel pipe, short muscle classification is arranged symmetrically with, every grade short muscle radical is even number root, length is identical, and axial symmetry is arranged centered by steel reinforcement cage axis, and the length difference between the short muscle of adjacent two-stage is 2.5m.
According to the large moment of flexure high strength post tensioned steel concurrent of explained hereafter described in above-mentioned any one.
The invention has the beneficial effects as follows: 1, the present invention adopts post-stretching explained hereafter electric pole, moment of flexure is larger, intensity is higher, can be applicable to the distribution line of high strength with in bar four loop, reducing tip footpath makes electric pole be more suitable for construction, substitute large tip footpath electric pole and straight steel pipe rod, steel tower, simultaneously can saving steel.2, the electric pole of post-stretching explained hereafter is adopted to have better elastic recovery capability, through test, when electric pole bearing capacity reaches 200% of this bar permission moment, can recover after losing bearing capacity, gap closes, and for pretensioning electric pole, when electric pole bearing capacity reaches 200% of this bar permission moment, drive gap after removing bearing capacity to be difficult to close, pretensioning electric pole is by concrete grip, after upholding, retraction ability is limited, and therefore for pretensioning electric pole, its bearing capacity reaches this bar and allows 200% of moment to be just equivalent to do destructive testing.3, the electric pole of post-stretching explained hereafter is adopted, prestress wire is arranged in seamless steel pipe, and can slide by free-extension, when electric pole entirety and then retraction after prestress wire resilience, substantially increase the instantaneous bearing capacity of electric pole, the destructiveness of electric pole can not be caused to damage after guaranteeing overload, therefore post-stretching electric pole has better safety and reliability, and post-stretching electric pole intensity obtains complete series raising, it is larger that the raising intensity level along with the moment of inertia surmounts existing state scale value.4, new concrete formulation is adopted, concrete strength is made to reach C100 level, infiltrate the problem that concrete fiber improves concrete stressed complexity in local under anchor plate, improve anti-pressure ability, give full play to the effect that post-stretching stretching force is large, and strong concrete has the feature longer than the general concrete life-span, improves electric pole service life.5, the omnidistance natural curing of the maintenance of electric pole after concrete formation, not through steam pond maintenance link, saves material, reduces cost.6, the main muscle of prestressing force adopts high strength low relaxed 1000h≤2.5% without bonding 1 × 7 prestress wire, and its intensity level is 1960N/mm
2, specification is ∮ 11.1mm, has given full play to the drawing-resistant function of high-strength prestress steel strand wires, improves prestressing force performance.7, the ∮ 270mm × 15m, the ∮ 270mm × 18m specification electric pole that adopt the inventive method to manufacture, be suitable for four loop distribution line LGJ-240/30 wires to joint use, the requirement of the large moment of flexure straight-line wire pole of average more than span 50m, the effect of alternative straight steel pipe rod, narrow base steel tower, and be convenient to operation maintenance, economical reliable, be suitable for applying in many times distribution lines.
Accompanying drawing explanation
Fig. 1 is bar tip stretching end constitutional diagram.
Fig. 2 is the structure chart of prestress anchoraging steel plate in Fig. 1.
Fig. 3 is pole-footing stretching end constitutional diagram.
Fig. 4 is the structure chart of prestress anchoraging steel plate in Fig. 3.
Fig. 5 is pole-footing is anchored end constitutional diagram.
Fig. 6 is the cross-sectional view of steel reinforcement cage in Fig. 5.
Fig. 7 is the vertical figure of whole single pole group.
Fig. 8 is anchored end and inner flange constitutional diagram.
Fig. 9-1 is the structure chart of inner flange.
Fig. 9-2 is the top views after Fig. 9-1 removes docking steel plate.
Fig. 9-3 is the upward views after Fig. 9-1 removes prestress anchoraging steel plate.
Figure 10 is inner flange docking profile.
Figure 11-1 is that the bar tip protects prefabricated sealing cap structure chart.
Figure 11-2 is that prefabricated envelope leg structure figure protected by pole-footing.
Figure 12-1 is the constitutional diagram of prestress anchoraging steel plate and porous intermediate plate ground tackle.
Figure 12-2 is structure charts of prestress anchoraging steel plate in Figure 12-1.
Figure 13 is that ∮ 270mm tip footpath 15m is to extension bar 9m hypomere electric pole arrangement of reinforcement.
Figure 14 is that ∮ 270mm tip footpath 18m is to extension bar 9m epimere electric pole arrangement of reinforcement.
Figure 15 is that ∮ 270mm tip footpath 18m is to extension bar 9m hypomere electric pole arrangement of reinforcement.
Detailed description of the invention
The all size of GB from ∮ 190mm to ∮ 350mm is continued to use in the tip footpath of electric pole of the present invention.The length 6m of electric pole ~ 15m, 15m and above sectional manufacture, be convenient to transport, to adapt to the different demand such as electric line, substation framework.There is whole rod-type as shown in Figure 7, have ∮ 190mm × 10m, ∮ 190mm × 12m, ∮ 190mm × 13m, ∮ 230mm × 13m, ∮ 270mm × 13m respectively; There is the electric pole of the plurality of specifications such as the ∮ 190mm × 15m of segmented, ∮ 230mm × 15m, ∮ 270mm × 15m, ∮ 270mm × 18m, ∮ 270mm × 24m, ∮ 310mm × 15m, ∮ 350mm × 15m.Segmented mainly divides upper and lower two sections of docking, as ∮ 270mm × 15m bar, epimere 6m can be divided into add hypomere 9m, ∮ 270mm × 18m and epimere 9m can be divided into add hypomere 9m, ∮ 350mm × 18m epimere 9m can be divided into add the electric pole of the plurality of specifications such as hypomere 9m.Connect between upper and lower section and be bolted by the connection end plate of inner flange.
Embodiment 1: as shown in Fig. 1-Fig. 7, the present embodiment technique is mainly for the production of whole single pole, and concrete steps are as follows,
1.1, arrange two blocks of coaxially arranged disc prestress anchoraging steel plates 1 at its two ends according to electric pole length of drawing up, the distance namely between two blocks of prestress anchoraging steel plates 1 is the length of electric pole of drawing up; In this example, prestress anchoraging steel plate 1 adopts No. 45 steel, and makes through Tempering and Quenching, and its thickness is 12-20mm, specifically determines according to stretch-draw value.Be processed with shoulder folder 23 outside described prestress anchoraging steel plate 1, its thickness is the half of prestress anchoraging steel plate 1 thickness, and the electric pole back porch folder that completes 23 protrudes from the body of rod; Uniform one group of hole 15 (the present embodiment is six) on described prestress anchoraging steel plate 1, each group of hole 15 all with the center of its place prestress anchoraging steel plate 1 for the rounded layout in the center of circle, two groups of hole 15 quantity identical (being six) and one_to_one corresponding are arranged; Stretching end (being electric pole top end in the present embodiment) side prestress anchoraging steel plate 1 is shaped with four dowel holes 12.
1.2, a seamless steel pipe 9 (external diameter 15.5mm is inserted in every two corresponding holes 15 (laying respectively on two blocks of prestress anchoraging steel plates), internal diameter 12.5mm), then inside the cage body of each seamless steel pipe 9 formation, along cage body axially at interval of stirrup in 500mm welding (adopting a sub-arc welding) circle 6 (adopting the bar bending of diameter 6mm to make), and each interior stirrup 6 is all coaxially arranged, in adopting in scope within distance two ends prestress anchoraging steel plate 1 one meters, the version of stirrup Two bors d's oeuveres is welded, ensure before and after welding that each seamless steel pipe 9 is around two prestress anchoraging steel plate 1 circle center line connecting (i.e. cage body axis, lower same) be evenly arranged, and it is identical relative to the tapering of two prestress anchoraging steel plate 1 circle center line connectings, this tapering needs to determine according to actual conditions, isometrical bar can be made, also tapered rod can be made, the present embodiment is the tapered rod of tapering 1:75 ± 5.
1.3, outside described interior stirrup 6, weld one group of non-prestressing tendon, each non-prestressing tendon is identical with the tapering of seamless steel pipe 9 relative to the tapering of two prestress anchoraging steel plate 1 circle center line connectings.In the present embodiment, described non-prestressing tendon is made up of non-prestressed main muscle 4 and short muscle 5, and both all adopt HRB500 regular reinforcement, its tensile strength design load 435N/mm
2, compression strength design load 410N/mm
2, its bar gauge ∮ 16mm.Wherein non-prestressed main muscle 4 is around two prestress anchoraging steel plate 1 circle center line connecting (i.e. cage body axis, lower same) be evenly arranged, and layout alternate with seamless steel pipe 9 (interval is even), the classification of short muscle 5 is arranged symmetrically with, every grade short muscle 5 radical is even number root, and length is identical, and axial symmetry is arranged centered by steel reinforcement cage axis, length difference between the short muscle 5 of adjacent two-stage is 2.5m, can lay two muscle.Short muscle 5 from being the first order from bar tip 2.5m, as 9m section electric pole, the short muscle 7.5m of the first order; The short muscle in the second level is that the short muscle 5 of secondary established by 5m, 9m section electric pole, and as established three grades of short muscle, muscle spacing is overstocked affects concrete grouting, and 12 meters of above electric poles of bar can establish three grades.
1.4, mode one circle according to spiral winding outside the Rotary-table of described non-prestressing tendon, interior stirrup 6 and seamless steel pipe 9 formation connects a circle close spiral reinforcement 7 around diameter 4mm continuously, within the scope of distance termination, two ends 1m, adopt encryption to be wound around, to prestress anchoraging steel plate 1, spiral reinforcement 7 is close around 3 circles, forms steel reinforcement cage.
1.5, the reinforcing bar cage hoisting that step 1.4 obtains is entered in steel mould for electric pole base, make the shoulder of two blocks of prestress anchoraging steel plates 1 press from both sides 23 low water clampings, pour concrete slurry into, to the clear limit of punching block, punching block upper cover is closed, close die, more fastening punching block die bolt, hang in centrifuge by punching block entirety, centrifuge progressively strengthens rotating speed, from low speed to middling speed finally to 1050 turns per minute, hang after centrifugal forming, balance is placed.The demoulding after natural curing in 3 days, then through natural curing after 21 days, the common seamless steel pipe 9 two ends being exceeded prestress anchoraging plate 1 cuts away, and polishes flat.
1.6, as shown in Figure 12-1, Figure 12-2, adopt alignment pin and by dowel hole 12, porous intermediate plate ground tackle 2 be coaxially arranged on the lateral surface of stretching end (being electric pole top end in the present embodiment) side prestress anchoraging steel plate 1, wherein porous intermediate plate ground tackle 2 evenly offers one group of number bellmouth 26 identical with seamless steel pipe 9 number, after installation, each bellmouth 26 is arranged with hole 15 one_to_one corresponding on prestress anchoraging steel plate 1, described porous intermediate plate ground tackle 2 is monoblock cast, and its specification presstressed reinforcing steel radical and stretching end pole diameter set by different electric pole are determined, then prestress wire 3 coated II type anti-corrosion grease and pass common seamless steel pipe 9, cleaning before anchored end does crimping to prestress wire 3, by hydraulic press, extruding anchor 11 is crimped with prestress wire 3, recoat II type anti-corrosion grease, take out tight prestress wire 3 at stretching end and lock steel strand wires with moveable anchor, by hydraulic press stretch-draw, stretch-draw value is set to stretch-draw design load by 75% of prestress wire 3 tensile value, the locked prestress wire 3 of anchoring clamping plate 10 is filled in after reaching design stretch-draw value, remaining more than length 5mm, remainder removes unnecessary prestress wire 3.In the present embodiment, described prestress wire 3 adopts high strength (1960N/mm
2) underrelaxation (1000h relaxation rate≤2.5%) is without bonding 1 × 7 prestress wire, specification is ∮ 11.1mm.
In order to prevent electric pole transportation and work progress medial end portions from being collided and damaging, overlapping prefabricated sealing cap 20 and prefabricated envelope pin 21 respectively at the bar tip and pole-footing, and filling epoxy resin mortar 13 compacting.As shown in Figure 11-1, Figure 11-2, sealing cap 20 and envelope pin 21 press the bar tip and pole-footing specification is prefabricated respectively, be made up of armored concrete, wherein concrete strength is C40 level, and sealing cap reinforcing bar 24 diameter is 8mm, envelope pin reinforcing bar 25 diameter is 12mm, according to made pole diameter determination internal diameter, enclose along thickness 50mm, sealing cap 20 is inserted in the degree of depth need entangle bar tip 65mm, envelope pin 21 base thickness 120mm, is inserted in electric pole root degree of depth 100mm.
The raw material of described concrete slurry comprises cement, sand, rubble, water, flyash, silicon ash, water reducer, concrete fiber, and the weight ratio of each composition is 1:1.28 ~ 1.30:2.35 ~ 2.5:0.18 ~ 0.24:0.08 ~ 0.1:0.19 ~ 0.21:0.04 ~ 0.06:0.0018 ~ 0.002; Its intensity is C100 level.In this example, described cement is the Portland cement of >=52.5 grades; Husky modulus of fineness is 2.3 ~ 2.7, clay content 0.25%; Rubble adopts 5 ~ 20 continuous gradings, and faller gill shape is not more than 5%, and compression strength is no less than 120Mpa; Flyash is primary standard flyash, and silicon ash particle diameter is 0.15 ~ 0.2 μm; Water reducer is the polycarboxylate pureSH of concentration 40%; Concrete fiber adopts third generation high performance concrete fiber, and model is UF500 cellulose fibre, monfil 2.1mm.
Adopt the electric pole that the present embodiment method is obtained, comprise steel reinforcement cage, steel reinforcement cage is coated on inside completely and overall concrete bodies 8 in hollow round table shape, is positioned at these concrete bodies two ends and coaxially arranged two blocks of prestress anchoraging steel plates 1, and be installed on the porous intermediate plate ground tackle 2 on stretching end (for electric pole top end) prestress anchoraging steel plate 1 by alignment pin and dowel hole 12.
Described steel reinforcement cage comprise one group centered by concrete bodies 8 axis the equally distributed seamless steel pipe of axle 9, one group of layout alternate with seamless steel pipe 9 and same centered by concrete bodies 8 axis the equally distributed non-prestressed main muscle 4 of axle and one group short muscle 5.Wherein each seamless steel pipe 9 is relative to the tapering of concrete bodies 8 axis identical (being 1:75 ± 5), its two ends are each passed through hole 15 corresponding on two blocks of prestress anchoraging steel plates 1, and all wear a prestress wire 3 in each seamless steel pipe 9, it is outside that each prestress wire two ends all extend seamless steel pipe 9, described prestress wire 3 wherein one end (being arranged in electric pole butt) be crimped with for prevent stretching process and stressed after this end from the extruding anchor 11 of seamless steel pipe 9 slippage, the other end (being positioned at electric pole top end) is through the bellmouth 26 of porous intermediate plate ground tackle 2, the locked of prestress wire 3 is realized by the anchoring clamping plate 10 of plug in this bellmouth after stretch-draw.The classification of short muscle 5 is arranged symmetrically with, and every grade short muscle 5 radical is even number root, and length is identical, and axial symmetry is arranged centered by steel reinforcement cage axis, and the length difference between the short muscle 5 of adjacent two-stage is 2.5m, can lay two muscle.Described seamless steel pipe 9, non-prestressed main muscle 4 and short muscle 5 are positioned on the side of same round platform, axially an interior stirrup 6 is furnished with every 500mm along electric pole inside it, and each interior stirrup 6 is all coaxially arranged, the version of stirrup Two bors d's oeuveres in adopting in scope within distance two ends prestress anchoraging steel plate 1 one meters, outside is according to the mode close spiral reinforcement 7 being wound with diameter 4mm continuously of spiral winding, within the scope of distance termination, two ends 1m, adopt encryption to be wound around, to prestress anchoraging steel plate 1, spiral reinforcement 7 is close around 3 circles; Wherein seamless steel pipe 9 and interior stirrup 6 adopt sub-arc welding, and non-prestressed main muscle 4 welds with interior stirrup 6.
Be processed with shoulder folder 23 outside described prestress anchoraging steel plate 1, its thickness is the half of prestress anchoraging steel plate 1 thickness, and shoulder folder 23 protrudes from the body of rod, and the shoulder folder diameter being namely positioned at bar top end is greater than bar tip diameter, and the shoulder folder diameter being positioned at pole-footing end is greater than pole-footing diameter.
Embodiment 2: as shown in figs 1 to 6, the present embodiment technique is mainly for the production of ∮ 270mm × 15m electric pole, and adopt epimere 6m to add the form splicing of hypomere 9m, concrete steps are as follows,
1.1, arrange two blocks of coaxially arranged disc prestress anchoraging steel plates 1 at its two ends according to the length of electric pole epimere of drawing up, the distance namely between two blocks of prestress anchoraging steel plates 1 is the length of electric pole epimere of drawing up; In this example, prestress anchoraging steel plate 1 adopts No. 45 steel, and makes through Tempering and Quenching, and its thickness is 15mm.Be processed with shoulder folder 23 outside described prestress anchoraging steel plate 1, its thickness is the half of prestress anchoraging steel plate 1 thickness, and the electric pole back porch folder that completes 23 protrudes from the body of rod; On described prestress anchoraging steel plate 1 uniform eight holes 15, eight holes 15 all with the center of its place prestress anchoraging steel plate 1 for the rounded layout in the center of circle, two groups of hole 15 one_to_one corresponding laid respectively on two blocks of prestress anchoraging steel plates 1 are arranged; Stretching end side prestress anchoraging steel plate 1 is shaped with four dowel holes 12.
1.2, a seamless steel pipe 9 (external diameter 15.5mm is inserted in every two corresponding holes 15 (laying respectively on two blocks of prestress anchoraging steel plates), internal diameter 12.5mm), then inside the cage body of each seamless steel pipe 9 formation, along cage body axially at interval of stirrup in 500mm welding (adopting a sub-arc welding) circle 6 (adopting the bar bending of diameter 6mm to make), and each interior stirrup 6 is all coaxially arranged, in adopting in scope within distance two ends prestress anchoraging steel plate 1 one meters, the version of stirrup Two bors d's oeuveres is welded, ensure before and after welding that each seamless steel pipe 9 is identical relative to the tapering of two prestress anchoraging steel plate 1 circle center line connectings (i.e. cage body axis), this tapering needs to determine according to actual conditions, the present embodiment tapering is 1:75.
1.3, outside described interior stirrup 6, weld one group of non-prestressing tendon, each non-prestressing tendon is identical with the tapering of seamless steel pipe 9 relative to the tapering of two prestress anchoraging steel plate 1 circle center line connectings.In the present embodiment, described non-prestressing tendon is made up of eight non-prestressed main muscle 4 and two short muscle 5, and both all adopt HRB500 regular reinforcement, its tensile strength design load 435N/mm
2, compression strength design load 410N/mm
2, its bar gauge ∮ 16mm.Wherein non-prestressed main muscle 4 layout alternate with seamless steel pipe 9 (interval is even), its length is 6m, two blocks of prestress anchoraging steel plates 1 are withstood at two ends respectively, two short muscle 5 length are 3.5m, i.e. top distance bar tip 2.5m, bottom contacts with the prestress anchoraging steel plate 1 of pole-footing, and two short muscle 5 axial symmetry centered by steel reinforcement cage axis is arranged.The arrangement principle of presstressed reinforcing steel (prestress wire), non-prestressed main muscle 4 and short muscle 5 is: first the spacing of presstressed reinforcing steel arranged by decile, then arrange non-prestressed main muscle 4, the short muscle 5 of secondary row.
1.4, mode one circle according to spiral winding outside the Rotary-table of described non-prestressing tendon, interior stirrup 6 and seamless steel pipe 9 formation connects a circle close spiral reinforcement 7 around diameter 4mm continuously, within the scope of distance termination, two ends 1m, adopt encryption to be wound around, close around 3 circles at prestress anchoraging steel plate 1 medial surface, form steel reinforcement cage.
1.5, the reinforcing bar cage hoisting that step 1.4 obtains is entered in steel mould for electric pole base, make the shoulder of two blocks of prestress anchoraging steel plates 1 press from both sides 23 low water clampings, pour concrete slurry into, to the clear limit of punching block, punching block upper cover is closed, close die, more fastening punching block die bolt, hang in centrifuge by punching block entirety, centrifuge progressively strengthens rotating speed, from low speed to middling speed finally to 1050 turns per minute, hang after centrifugal forming, balance is placed.The demoulding after natural curing in 3 days, then through natural curing after 21 days, the common seamless steel pipe 9 two ends being exceeded prestress anchoraging plate 1 cuts away, and polishes flat.
1.6, as shown in Figure 12-1, Figure 12-2, adopt alignment pin and by dowel hole 12, porous intermediate plate ground tackle 2 be coaxially arranged on the lateral surface of stretching end side prestress anchoraging steel plate 1, forming overall anchoring system, wherein porous intermediate plate ground tackle 2 evenly offers one group of number bellmouth 26 identical with seamless steel pipe 9 number, after installation, each bellmouth 26 is arranged with hole 15 one_to_one corresponding on prestress anchoraging steel plate 1, described porous intermediate plate ground tackle 2 is monoblock cast, and its specification presstressed reinforcing steel radical and stretching end pole diameter set by electric pole are determined, then prestress wire 3 coated II type anti-corrosion grease and pass common seamless steel pipe 9, cleaning before anchored end does crimping to prestress wire 3, by hydraulic press, extruding anchor 11 is crimped with prestress wire 3, recoat II type anti-corrosion grease, take out tight prestress wire 3 at stretching end and lock steel strand wires with moveable anchor, by hydraulic press stretch-draw, stretch-draw value is set to stretch-draw design load by 75% of prestress wire 3 tensile value, the locked prestress wire 3 of anchoring clamping plate 10 is filled in after reaching design stretch-draw value, remaining more than length 5mm, remainder removes unnecessary prestress wire 3.In the present embodiment, described prestress wire 3 adopts high strength (1960N/mm
2) underrelaxation (1000h relaxation rate≤2.5%) is without bonding 1 × 7 prestress wire, specification is ∮ 11.1mm.
1.7, as Fig. 8, Fig. 9-1, 9-2, shown in 9-3, coaxially inner flange is installed in anchored end, be specially, steel ring plate 17 is connect in elder generation's coaxial welding on anchored end prestress anchoraging steel plate 1 lateral surface is columniform, then this interior connect steel ring panel area radially uniform welding one group strengthen gusset 16, connect steel ring plate 17 interior and strengthen the docking steel plate 18 that on gusset 16, welding is parallel and coaxial with prestress anchoraging steel plate 1 again, and strengthening the reinforcing bar 19 of gusset 16 outer felt around two road diameter 5mm, and weld with stiffened panel 16, last scarfing cinder, filling epoxy resin mortar 13 package, form the closed protective to prestress wire 3 and extruding anchor 11, namely the preparation of epimere 6m electric pole section is completed.
Then hypomere 9m electric pole section is prepared according to above-mentioned steps, difference is, arrangement of reinforcement is different, its arrangement of reinforcement as shown in figure 13, steel reinforcement cage arranges ten seamless steel pipes 9 altogether, namely arrange that ten prestress wires 3 are as presstressed reinforcing steel, arrange ten non-prestressed main muscle 4 simultaneously, layout alternate with seamless steel pipe 9, its length is 9m, short muscle 5 has four, two length are 6.5m, as the short muscle of the first order, all the other two length are 4m, as the short muscle in the second level, the short muscle of two-stage is axial symmetry layout centered by steel reinforcement cage axis respectively, the first order short muscle top distance bar tip 2.5m, the second level short muscle distance bar tip 5m.
As shown in Figure 10, finally by inner flange, epimere and hypomere bolt are butted into entirety, avoid Site Welding.
Collided to prevent the transport of electric pole section and work progress medial end portions and damaged, prefabricated sealing cap 20 and prefabricated envelope pin 21 is overlapped respectively at the bar tip and pole-footing, the front first filling epoxy resin mortar 13 in sealing cap 20 with envelope pin 21 of cover, then be pressed into sealing cap 20 and envelope pin 21 respectively, and compacting.As shown in Figure 11-1, Figure 11-2, sealing cap 20 and envelope pin 21 press the bar tip and pole-footing specification is prefabricated respectively, be made up of armored concrete, wherein concrete strength is C40 level, and sealing cap reinforcing bar 24 diameter is 8mm, envelope pin reinforcing bar 25 diameter is 12mm, according to made pole diameter determination internal diameter, enclose along thickness 50mm, sealing cap 20 is inserted in the degree of depth need entangle bar tip 65mm, envelope pin 21 base thickness 120mm, is inserted in electric pole root degree of depth 100mm.
The raw material of described concrete slurry comprises cement, sand, rubble, water, flyash, silicon ash, water reducer, concrete fiber, and the weight ratio of each composition is 1:1.28 ~ 1.30:2.35 ~ 2.5:0.18 ~ 0.24:0.08 ~ 0.1:0.19 ~ 0.21:0.04 ~ 0.06:0.0018 ~ 0.002; Its intensity is C100 level.In this example, described cement is the Portland cement of >=52.5 grades; Husky modulus of fineness is 2.3 ~ 2.7, clay content 0.25%; Rubble adopts 5 ~ 20 continuous gradings, and faller gill shape is not more than 5%, and compression strength is no less than 120Mpa; Flyash is primary standard flyash, and silicon ash particle diameter is 0.15 ~ 0.2 μm; Water reducer is the polycarboxylate pureSH of concentration 40%; Concrete fiber adopts third generation high performance concrete fiber, and model is UF500 cellulose fibre, monfil 2.1mm.
Adopt the electric pole that the present embodiment method is obtained, formed by the docking of inner flange bolt by 6m epimere electric pole section and 9m hypomere electric pole section.Wherein epimere electric pole section is comprised steel reinforcement cage, steel reinforcement cage is coated on inside completely and overall concrete bodies 8 (tapering is 1:75) in hollow round table shape, is positioned at these concrete bodies two ends and coaxially arranged two blocks of prestress anchoraging steel plates 1, the porous intermediate plate ground tackle 2 be installed on by alignment pin and dowel hole 12 on stretching end prestress anchoraging steel plate 1, and is installed on the inner flange of anchored end.
Described steel reinforcement cage comprise eight centered by concrete bodies 8 axis the equally distributed seamless steel pipe of axle 9, eight layouts alternate with seamless steel pipe 9 and same centered by concrete bodies 8 axis the equally distributed non-prestressed main muscle 4 of axle and two same centered by concrete bodies 8 axis axial symmetry arrange and the length short muscle 5 that is 3.5m.Wherein each seamless steel pipe 9 is relative to the tapering of concrete bodies 8 axis identical (being 1:75), its two ends are each passed through hole 15 corresponding on two blocks of prestress anchoraging steel plates 1, and all wear a prestress wire 3 in each seamless steel pipe 9, it is outside that each prestress wire two ends all extend seamless steel pipe 9, the anchored end of described prestress wire 3 be crimped with for prevent in stretching process and stressed after this end from the extruding anchor 11 of slippage in seamless steel pipe 9, the other end (stretching end) is through the bellmouth 26 of porous intermediate plate ground tackle 2, the locked of prestress wire 3 is realized by the anchoring clamping plate 10 of plug in this bellmouth after stretch-draw.Described seamless steel pipe 9, non-prestressed main muscle 4 and short muscle 5 are positioned on the side of same round platform, axially an interior stirrup 6 is furnished with every 500mm along electric pole inside it, and each interior stirrup 6 is all coaxially arranged, the version of stirrup Two bors d's oeuveres in adopting in scope within distance two ends prestress anchoraging steel plate 1 one meters, outside is according to the mode close spiral reinforcement 7 being wound with diameter 4mm continuously of spiral winding, within the scope of distance termination, two ends 1m, adopt encryption to be wound around, to prestress anchoraging steel plate 1, spiral reinforcement 7 is close around 3 circles; Wherein seamless steel pipe 9 and interior stirrup 6 adopt sub-arc welding, and non-prestressed main muscle 4 welds with interior stirrup 6.
Described inner flange comprises in cylindrical on anchored end prestress anchoraging steel plate 1 lateral surface of coaxial welding and connects steel ring plate 17, radially uniform welding strengthens gusset 16 in this interior a group of connecing steel ring plate periphery, connect steel ring plate 17 in being welded in and strengthen docking steel plate 18 above gusset 16, parallel and coaxially arranged with prestress anchoraging steel plate 1, and being wound in outside reinforcement gusset 16 and the twice reinforcing bar 19 welded with it.
Be processed with shoulder folder 23 outside described prestress anchoraging steel plate 1, its thickness is the half of prestress anchoraging steel plate 1 thickness, and shoulder folder 23 protrudes from the body of rod, and the shoulder folder diameter being namely positioned at bar top end is greater than bar tip diameter, and the shoulder folder diameter being positioned at pole-footing end is greater than pole-footing diameter.
The structure of described hypomere electric pole section is substantially identical with the structure of epimere electric pole section, difference is that the arrangement of reinforcement of steel reinforcement cage is different, steel reinforcement cage arranges ten seamless steel pipes 9 altogether, namely arrange that ten prestress wires 3 are as presstressed reinforcing steel, arrange ten non-prestressed main muscle 4 simultaneously, layout alternate with seamless steel pipe 9, its length is 9m, short muscle 5 has four, two length are 6.5m, as the short muscle of the first order, all the other two length are 4m, as the short muscle in the second level, the short muscle of two-stage is axial symmetry layout centered by steel reinforcement cage axis respectively, the first order short muscle top distance bar tip 2.5m, the second level short muscle distance bar tip 5m.
The obtained electric pole standard test moment of flexure of the present embodiment method is adopted to reach 184.12KN.m, moment of flexure is checked the most by force to improve 188% than same specification electric pole in GB, cross the value of GB ∮ 350mm × 15m the strongest grade T grade standard inspection moment of flexure 183.75KN.m, ∮ 310mm × 15m and ∮ 350mm × 15m electric pole can be substituted, and with straight steel pipe rod, the steel tower of intensity, alleviate weight, at the alternative span pole of single, double loop small angle tower, be suitable for large-section lead LGJ-240/30 distribution line four loop to joint use, tip footpath is moderate, is beneficial to construction.Segmented is convenient to transport, and bolt docking avoids Site Welding.
Embodiment 3: as shown in figs 1 to 6, the present embodiment technique is mainly for the production of ∮ 270mm × 18m electric pole, and adopt epimere 9m to add the form splicing of hypomere 9m, its concrete production technology is substantially the same manner as Example 2, and its difference is that the arrangement of reinforcement of each section of electric pole section is different.
For epimere 9m electric pole section, its arrangement of reinforcement as shown in figure 14, steel reinforcement cage arranges eight seamless steel pipes 9 altogether, namely arrange that eight prestress wires 3 are as presstressed reinforcing steel (stretch-draw value is 872.59KN), arrange eight non-prestressed main muscle 4 simultaneously, layout alternate with seamless steel pipe 9, its length is 9m, short muscle 5 has four, two length are 6.5m, as the short muscle of the first order, all the other two length are 4m, as the short muscle in the second level, the short muscle of two-stage is axial symmetry layout centered by steel reinforcement cage axis respectively, the first order short muscle top distance bar tip 2.5m, the second level short muscle distance bar tip 5m.
For hypomere 9m electric pole section, its arrangement of reinforcement as shown in figure 15, steel reinforcement cage arranges 13 seamless steel pipes 9 altogether, namely arrange that 13 prestress wires 3 are as presstressed reinforcing steel (stretch-draw value is 1417.96KN), arrange 13 non-prestressed main muscle 4 simultaneously, layout alternate with seamless steel pipe 9, its length is 9m, short muscle 5 has four, two length are 6.5m, as the short muscle of the first order, all the other two length are 4m, as the short muscle in the second level, the short muscle of two-stage is axial symmetry layout centered by steel reinforcement cage axis respectively, the first order short muscle top distance bar tip 2.5m, the second level short muscle distance bar tip 5m.
Adopt the electric pole that the present embodiment method is obtained, the electric pole structure obtained with embodiment 2 method is substantially identical, is formed by the docking of inner flange bolt by 9m epimere electric pole section and 9m hypomere electric pole section.Difference is that the arrangement of reinforcement of steel reinforcement cage is different, for epimere electric pole section, steel reinforcement cage arranges eight seamless steel pipes 9 altogether, namely arranges that eight prestress wires 3 are as presstressed reinforcing steel, arrange eight non-prestressed main muscle 4 simultaneously, short muscle 5 has four, two length are 6.5m, and as the short muscle of the first order, all the other two length are 4m, as the short muscle in the second level, the short muscle of two-stage is axial symmetry layout centered by steel reinforcement cage axis respectively; For hypomere electric pole section, steel reinforcement cage arranges 13 seamless steel pipes 9 altogether, namely arrange that 13 prestress wires 3 are as presstressed reinforcing steel, arrange 13 non-prestressed main muscle 4, short muscle 5 has four, and two length are 6.5m simultaneously, as the short muscle of the first order, all the other two length are 4m, and as the short muscle in the second level, the short muscle of two-stage is axial symmetry layout centered by steel reinforcement cage axis respectively.
The present embodiment method obtained electric pole inspection moment of flexure is adopted to reach 228.91KN.m, moment of flexure is checked the most by force to improve 188% than electric pole same specification in GB, exceed the value of GB ∮ 350mm × 18m the strongest grade T level testing moment of flexure 228.75KN.m, ∮ 310mm × 18m and ∮ 350mm × 18m electric pole can be substituted, and with straight steel pipe rod, the steel tower of intensity, alleviate weight, at the alternative span pole of single, double loop small angle tower, be suitable for large-section lead LGJ-240/30 distribution line four loop to joint use, tip footpath is moderate, is beneficial to construction.Segmented is convenient to transport, and bolt docking avoids Site Welding.
Adopt ∮ 350mm × 18m segmented electric pole that the inventive method is obtained, electric pole inspection moment of flexure can be increased to 322.5KN.m, and adopt this electric pole intensity of prestress wire post-stretching to improve 140.98%, post-stretching electric pole strength enhancing is obvious.Especially the elastic recovery capability of post-stretching electric pole is that other any existing kind electric pole cannot be comparable, and have its structural advantage, security reliability is high.
Claims (10)
1. a production technology for large moment of flexure high strength post tensioned steel concurrent, is characterized in that, for whole single pole, comprise the following steps:
1.1, two blocks of coaxially arranged disc prestress anchoraging steel plates (1) are set according to electric pole length of drawing up at its two ends, each prestress anchoraging steel plate (1) outside is all processed with shoulder folder (23), the upper uniform one group of hole (15) of each prestress anchoraging steel plate (1), each group of hole (15) is all the rounded layout in the center of circle with the center at its place prestress anchoraging steel plate (1), and the identical and one_to_one corresponding of two groups of hole (15) quantity is arranged;
1.2, a seamless steel pipe (9) is inserted in every two corresponding holes (15), then inside the cage body that each seamless steel pipe (9) is formed, adopt sub-arc-welding coaxial welding one group of interval uniform in stirrup (6), in scope within distance 1 meter, electric pole end adopts, the version of stirrup Two bors d's oeuveres is welded, and ensures that each seamless steel pipe (9) is identical relative to the tapering of two prestress anchoraging steel plate (1) circle center line connectings;
1.3, at described interior stirrup (6) outside welding one group of non-prestressing tendon, each non-prestressing tendon is identical with the tapering of seamless steel pipe (9) relative to the tapering of two prestress anchoraging steel plate (1) circle center line connectings;
1.4, the Rotary-table outer felt formed at described non-prestressing tendon, interior stirrup (6) and seamless steel pipe (9), around spiral reinforcement (7), forms steel reinforcement cage;
1.5, the reinforcing bar cage hoisting that step 1.4 obtains is entered in steel mould for electric pole base, make shoulder folder (23) low water clamping of two pieces of prestress anchoraging steel plates (1), pour concrete slurry into, matched moulds, hang after centrifugal forming and balance placement, the demoulding after natural curing in 3 days, then through natural curing after 21 days, seamless steel pipe (9) excision of prestress anchoraging steel plate (1) will be exceeded;
1.6, in seamless steel pipe (9), the prestress wire (3) that one scribbles anti-corrosion grease is respectively worn, by this prestress wire one end anchoring, then stretch-draw is carried out to the other end, reach locked for prestress wire (3) stretching end after design load.
2. the production technology of large moment of flexure high strength post tensioned steel concurrent according to claim 1, it is characterized in that: the raw material of described concrete slurry comprises cement, sand, rubble, water, flyash, silicon ash, water reducer, concrete fiber, and the weight ratio of each composition is 1:1.28 ~ 1.30:2.35 ~ 2.5:0.18 ~ 0.24:0.08 ~ 0.1:0.19 ~ 0.21:0.04 ~ 0.06:0.0018 ~ 0.002; Its intensity is C100 level.
3. the production technology of large moment of flexure high strength post tensioned steel concurrent according to claim 2, is characterized in that: described cement is the Portland cement of >=52.5 grades; Husky modulus of fineness is 2.3 ~ 2.7, clay content 0.25%; Rubble adopts 5 ~ 20 continuous gradings, faller gill shape ≯ 5%, and compression strength is no less than 120Mpa; Flyash is primary standard flyash, and silicon ash particle diameter is 0.15 ~ 0.2 μm; Water reducer is the polycarboxylate water-reducer of concentration 40%; Concrete fiber adopts model to be UF500 cellulose fibre, monfil 2.1mm.
4. the production technology of large moment of flexure high strength post tensioned steel concurrent according to claim 1, is characterized in that: described prestress wire (3) adopts intensity level to be 1960N/mm
2, 1000h relaxation rate≤2.5%, diameter 11.1mm without bonding 1 × 7 prestress wire; Described non-prestressing tendon is made up of non-prestressed main muscle (4) and short muscle (5), wherein non-prestressed main muscle (4) and seamless steel pipe (9) alternate layout, short muscle (5) classification is arranged symmetrically with, every grade short muscle (5) radical is even number root, length is identical, and axial symmetry is arranged centered by steel reinforcement cage axis, the length difference between the short muscle of adjacent two-stage (5) is 2.5m.
5. according to the large moment of flexure high strength post tensioned steel concurrent of explained hereafter described in claim 1-4 any one claim.
6. a production technology for large moment of flexure high strength post tensioned steel concurrent, is characterized in that, for segmented electric pole, comprise the following steps:
1.1, two blocks of coaxially arranged disc prestress anchoraging steel plates (1) are set according to the length of electric pole section of drawing up at its two ends, each prestress anchoraging steel plate (1) outside is all processed with shoulder folder (23), the upper uniform one group of hole (15) of each prestress anchoraging steel plate (1), each group of hole (15) is all the rounded layout in the center of circle with the center at its place prestress anchoraging steel plate (1), and the identical and one_to_one corresponding of two groups of hole (15) quantity is arranged;
1.2, a seamless steel pipe (9) is inserted in every two corresponding holes (15), then inside the cage body that each seamless steel pipe (9) is formed, adopt sub-arc-welding coaxial welding one group of interval uniform in stirrup (6), in scope within distance 1 meter, electric pole section end adopts, the version of stirrup Two bors d's oeuveres is welded, and ensures that each seamless steel pipe (9) is identical relative to the tapering of two prestress anchoraging steel plate (1) circle center line connectings;
1.3, at described interior stirrup (6) outside welding one group of non-prestressing tendon, each non-prestressing tendon is identical with the tapering of seamless steel pipe (9) relative to the tapering of two prestress anchoraging steel plate (1) circle center line connectings;
1.4, the Rotary-table outer felt formed at described non-prestressing tendon, interior stirrup (6) and seamless steel pipe (9), around spiral reinforcement (7), forms steel reinforcement cage;
1.5, the reinforcing bar cage hoisting that step 1.4 obtains is entered in steel mould for electric pole base, make shoulder folder (23) low water clamping of two pieces of prestress anchoraging steel plates (1), pour concrete slurry into, matched moulds, hang after centrifugal forming and balance placement, the demoulding after natural curing in 3 days, then through natural curing after 21 days, seamless steel pipe (9) excision of prestress anchoraging steel plate (1) will be exceeded;
1.6, in seamless steel pipe (9), the prestress wire (3) that one scribbles anti-corrosion grease is respectively worn, by this prestress wire one end anchoring, then stretch-draw is carried out to the other end, reach locked for prestress wire (3) stretching end after design load;
1.7, coaxially inner flange is installed in the anchored end of electric pole section, finally by inner flange, each electric pole section is linked to be entirety.
7. the production technology of large moment of flexure high strength post tensioned steel concurrent according to claim 6, it is characterized in that: the raw material of described concrete slurry comprises cement, sand, rubble, water, flyash, silicon ash, water reducer, concrete fiber, and the weight ratio of each composition is 1:1.28 ~ 1.30:2.35 ~ 2.5:0.18 ~ 0.24:0.08 ~ 0.1:0.19 ~ 0.21:0.04 ~ 0.06:0.0018 ~ 0.002; Its intensity is C100 level.
8. the production technology of large moment of flexure high strength post tensioned steel concurrent according to claim 7, is characterized in that: described cement is the Portland cement of >=52.5 grades; Husky modulus of fineness is 2.3 ~ 2.7, clay content 0.25%; Rubble adopts 5 ~ 20 continuous gradings, faller gill shape ≯ 5%, and compression strength is no less than 120Mpa; Flyash is primary standard flyash, and silicon ash particle diameter is 0.15 ~ 0.2 μm; Water reducer is the polycarboxylate water-reducer of concentration 40%; Concrete fiber adopts model to be UF500 cellulose fibre, monfil 2.1mm.
9. the production technology of large moment of flexure high strength post tensioned steel concurrent according to claim 6, is characterized in that: described prestress wire (3) adopts intensity level to be 1960N/mm
2, 1000h relaxation rate≤2.5%, diameter 11.1mm without bonding 1 × 7 prestress wire; Described non-prestressing tendon is made up of non-prestressed main muscle (4) and short muscle (5), wherein non-prestressed main muscle (4) and seamless steel pipe (9) alternate layout, short muscle (5) classification is arranged symmetrically with, every grade short muscle (5) radical is even number root, length is identical, and axial symmetry is arranged centered by steel reinforcement cage axis, the length difference between the short muscle of adjacent two-stage (5) is 2.5m.
10. according to the large moment of flexure high strength post tensioned steel concurrent of explained hereafter described in claim 6-9 any one claim.
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| CN106220097A (en) * | 2016-07-29 | 2016-12-14 | 儋州宇顺实业有限公司 | A kind of concurrent factory formula reducing energy consumption and electric pole preparation method |
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