CN103909574A - Production technology of large bending moment and high strength post tensioning reinforced concrete electric pole and electric pole - Google Patents
Production technology of large bending moment and high strength post tensioning reinforced concrete electric pole and electric pole Download PDFInfo
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- CN103909574A CN103909574A CN201410005379.5A CN201410005379A CN103909574A CN 103909574 A CN103909574 A CN 103909574A CN 201410005379 A CN201410005379 A CN 201410005379A CN 103909574 A CN103909574 A CN 103909574A
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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
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Abstract
The invention relates to a production technology of a large bending moment and high strength post tensioning reinforced concrete electric pole and an electric pole, and mainly aims at providing the production technology of the large bending moment and high strength post tensioning reinforced concrete electric pole and the electric pole produced by using the post tensioning production technology. The production technology of the large bending moment and high strength post tensioning reinforced concrete electric pole includes the steps of 1, weaving a reinforcement cage, and confirming that taper degrees of all seamless steel tubes in the reinforcement cage relative to the axis of the reinforcement cage are equal; 2, hoisting the reinforcement cage into a base seat of an electric pole steel mold, pouring concrete sizing agents into the electric pole steel mold, closing the mold, lifting the mold off the base seat and placing the mold on a balance position after centrifugal shaping, performing mold releasing after three days of natural curing, and performing the natural curing for 21 days; 3, disposing a pre-stressed steel strand in the seamless steel tubes in penetration mode, anchoring one end of the pre-stressed steel strand, tensioning the other end of the pre-stressed steel strand, and locking up the tensioned end of the pre-stressed steel strand after design value is achieved. The production technology of the large bending moment and high strength post tensioning reinforced concrete electric pole is used on the electric pole in an electric line.
Description
Technical field
The electric pole that the present invention relates to a kind of production technology of concurrent and utilize this technique to obtain, particularly the production technology of large moment of flexure high strength post tensioned steel concurrent and an electric pole that utilizes this explained hereafter to obtain, be mainly applicable in electric line.
Background technology
Reinforced concrete pole is applied to electric substation's framework, and supporting role in electric line, is divided into straight line pole, point pole, angle pole, tension-resistant rod and terminal pole by purposes, still widely applies at present in distribution line.In recent years be mainly the improvement that structure is carried out in concurrent innovation, and raising strength grade of concrete, but the power that presstressed reinforcing steel is applied is all to apply before centrifugal forming at concrete, namely pre-tensioning system production technology, so be the same in principle.Because pre-tensioning system technique has its limitation, as the very wide prestressed porous plate of civil buildings application in last century, adopt exactly pre-tensioning system to produce, present reinforced concrete bridge jackshaft beam slab is 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 high universal difficulty of cost, and power transmission sequence application reinforced concrete pole is all more than 18m, need join cubic bracing wire takes up an area, therefore power transmission sequence seldom adopts concurrent, distribution line is wanted saving construction cost, reduce to take up an area and have only to multiloop future development, as joint use four return leads, electric pole just must improve its bending strength like this, and concurrent and steel pipe pole, narrow base steel tower ratio has 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), a kind of prestressed concrete electric pole is disclosed, in steel reinforcement cage by isometric main muscle, non-prestressing tendon, the vertical circle of distribution frame in the vertical, the reinforcing bar netting that twines spiral bar outward becomes cage, is fitted into punching block, penetration concrete slurry, matched moulds, main muscle is stretched, after centrifugal forming, carry 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, be subject to 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 concrete has been brought up to C60 by C50, adopt the structure of prestressing force main reinforcement and non-prestressed main reinforcement and stirrup and spiral bar composition, produce according to conventional concrete electric lever production technology.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 traditional conventional prestressing force pre-tensioning system production technology, 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 is applied generally at distribution line, and distribution line application is mainly 18 meters of following 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, assemble prestressing force, the listed corresponding level of partially prestressed concrete tapered bar cracking check moment of flexure according to subordinate list 4 in " ring-like concurrent standard " GB/4623-2006 GB again, when 18 meters of electric pole standard test moment of flexure L2=2.5 rice, convert, its standard test moment of flexure is 155kn.m.Be 152.5kn.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, I level value is 167.75kn.m, still there is three grades poor from the Q level 228.75kn.m of the strongest grade in GB, there is no to reach and surmount GB the strongest existing class inspection moment.24 meters, 27 meters, 30 meters concurrents are applied to the above power transmission sequence of 110kV must cubic bracing wire, is with cubic span pole disadvantage to take up an area exactly, land resource in short supply under, the current less steel tower of relative occupation of land, the steel pipe pole generally used instead of power transmission sequence.And mainly electric pole below 18 meters of distribution line application, straight line pole can be by buried solution electric pole stability problem.So it is still general that distribution line uses concurrent 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 moment of flexure, intensity, prestressing force performance, elastic recovery capability and the instantaneous bearing capacity of electric pole, further guarantee the safety and reliability of electric pole.
The technical solution adopted in the present invention is: the production technology of large moment of flexure high strength post tensioned steel concurrent, it is characterized in that, and for whole single pole, comprise the following steps:
1.1, according to the electric pole length of drawing up, two blocks of coaxially arranged disc prestress anchoraging steel plates are set at its two ends, each prestress anchoraging steel plate outside is all processed with shoulder folder, uniform one group of hole on each prestress anchoraging steel plate, each group hole is the rounded layout take the center of its place prestress anchoraging steel plate as the center of circle all, identical and corresponding layout the one by one of two groups of hole quantity;
1.2, in every two corresponding holes, insert a seamless steel pipe, then the cage body inner side that forms at each seamless steel pipe, adopt one group of interval of sub-arc-welding coaxial welding uniformly in stirrup, in the scope apart from 1 meter of electric pole end adopts, the version of stirrup Two bors d's oeuveres is welded, and guarantee that each seamless steel pipe is evenly arranged around two prestress anchoraging steel plate circle center line connectings, and identical with respect to the tapering of two prestress anchoraging steel plate circle center line connectings;
1.3, at one group of non-prestressing tendon of described interior stirrup outside welding, each non-prestressing tendon is identical with the tapering of seamless steel pipe with respect to the tapering of two prestress anchoraging steel plate circle center line connectings;
1.4, the Rotary-table outer felt forming at described non-prestressing tendon, interior stirrup and seamless steel pipe, around spiral reinforcement, forms steel reinforcement cage;
1.5, reinforcing bar cage hoisting step 1.4 being obtained enters 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, after centrifugal forming, hang and balance placement, the demoulding after natural curing in 3 days, then after 21 days, will exceed the seamless steel pipe excision of prestress anchoraging steel plate through natural curing;
1.6, in seamless steel pipe, respectively wear a prestress wire that scribbles anti-corrosion grease, by this prestress wire one end anchoring, then the other end is carried out to stretch-draw, reach after design load locked prestress wire stretching end.
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 μ m; Water reducer is the polycarboxylate pure SH of concentration 40%; It is UF500 cellulose section fiber that concrete fiber adopts model, monfil 2.1mm.
It is 1960N/mm that described prestress wire adopts intensity level
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, comprises the following steps:
1.1, according to the length of the electric pole section of drawing up, two blocks of coaxially arranged disc prestress anchoraging steel plates are set at its two ends, each prestress anchoraging steel plate outside is all processed with shoulder folder, uniform one group of hole on each prestress anchoraging steel plate, each group hole is the rounded layout take the center of its place prestress anchoraging steel plate as the center of circle all, identical and corresponding layout the one by one of two groups of hole quantity;
1.2, in every two corresponding holes, insert a seamless steel pipe, then the cage body inner side that forms at each seamless steel pipe, adopt one group of interval of sub-arc-welding coaxial welding uniformly in stirrup, in the scope apart from 1 meter of electric pole section end adopts, the version of stirrup Two bors d's oeuveres is welded, and guarantee that each seamless steel pipe is evenly arranged around two prestress anchoraging steel plate circle center line connectings, and identical with respect to the tapering of two prestress anchoraging steel plate circle center line connectings;
1.3, at one group of non-prestressing tendon of described interior stirrup outside welding, each non-prestressing tendon is identical with the tapering of seamless steel pipe with respect to the tapering of two prestress anchoraging steel plate circle center line connectings;
1.4, the Rotary-table outer felt forming at described non-prestressing tendon, interior stirrup and seamless steel pipe, around spiral reinforcement, forms steel reinforcement cage;
1.5, reinforcing bar cage hoisting step 1.4 being obtained enters 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, after centrifugal forming, hang and balance placement, the demoulding after natural curing in 3 days, then after 21 days, will exceed the seamless steel pipe excision of prestress anchoraging steel plate through natural curing;
1.6, in seamless steel pipe, respectively wear a prestress wire that scribbles anti-corrosion grease, by this prestress wire one end anchoring, then the other end is carried out to stretch-draw, reach after design load locked prestress wire stretching end;
1.7, in the anchored end of electric pole section, inner flange is coaxially installed, finally by inner flange, each electric pole section is linked to be to 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 μ m; Water reducer is the polycarboxylate pure SH of concentration 40%; It is UF500 cellulose section fiber that concrete fiber adopts model, monfil 2.1mm.
It is 1960N/mm that described prestress wire adopts intensity level
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 high-intensity distribution line with in bar four loops, reducing tip footpath is more suitable in construction electric pole, substitute large tip footpath electric pole and straight steel pipe rod, steel tower, simultaneously can saving steel.2, adopt the electric pole of post-stretching explained hereafter to there is better elastic recovery capability, through test, when reaching this bar, electric pole bearing capacity allows 200% of moment, after losing bearing capacity, can recover, gap closure, and for pretensioning electric pole, when electric pole bearing capacity reach this bar allow moment 200% time, imperial remove bearing capacity after gap be difficult to closure, 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, adopt the electric pole of post-stretching explained hereafter, prestress wire is arranged in seamless steel pipe, and can slide by free-extension, when and then retraction of electric pole entirety after prestress wire resilience, greatly improved the instantaneous bearing capacity of electric pole, guaranteed can not cause the destructiveness of electric pole to damage after overload, therefore post-stretching electric pole has better safety and reliability, and post-stretching electric pole intensity obtains complete series and improve, along with the raising intensity level of the moment of inertia, to surmount existing state scale value just larger.4, adopt new concrete formulation, make concrete strength reach C100 level, infiltrate concrete fiber and improved the problem of the stressed complexity of local concrete under anchor plate, improve anti-pressure ability, give full play to the large effect of post-stretching stretching force, and strong concrete has the feature longer than the general concrete life-span, improve 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, and has reduced 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, has improved prestressing force performance.7, ∮ 270mm × 15m, the ∮ 270mm × 18m specification electric pole that adopts the inventive method to manufacture, being suitable for four loop distribution line LGJ-240/30 wires joint uses, the requirement of large moment of flexure straight-line wire pole more than average 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 that 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. 9-1st, the structure chart of inner flange.
Fig. 9-2nd, the top view after docking steel plate is removed in Fig. 9-1.
Fig. 9-3rd, the upward view after prestress anchoraging steel plate is removed in Fig. 9-1.
Figure 10 is inner flange docking profile.
Figure 11-1st, the bar tip is protected prefabricated sealing cap structure chart.
Figure 11-2nd, pole-footing is protected prefabricated envelope leg structure figure.
Figure 12-1st, the constitutional diagram of prestress anchoraging steel plate and porous intermediate plate ground tackle.
Figure 12-2nd, the structure chart 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.
The specific embodiment
The all size of GB from ∮ 190mm to ∮ 350mm continued to use in the tip footpath of electric pole of the present invention.Length 6m～15m, the 15m of electric pole and above sectional manufacture, be convenient to transportation, to adapt to the different demands such as electric line, electric substation's framework.There is whole rod-type as shown in Figure 7, have respectively ∮ 190mm × 10m, ∮ 190mm × 12m, ∮ 190mm × 13m, ∮ 230mm × 13m, ∮ 270mm × 13m; There is the electric pole of the plurality of specifications such as ∮ 190mm × 15m, ∮ 230mm × 15m, ∮ 270mm × 15m, ∮ 270mm × 18m, ∮ 270mm × 24m, ∮ 310mm × 15m, the ∮ 350mm × 15m of segmented.Segmented is mainly divided upper and lower two sections of docking, as ∮ 270mm × 15m bar, can be divided into epimere 6m and add hypomere 9m, ∮ 270mm × 18m and can be divided into that epimere 9m adds hypomere 9m, ∮ 350mm × 18m can be divided into the electric pole that epimere 9m adds the plurality of specifications such as hypomere 9m.Between upper and lower section, connect 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, according to the electric pole length of drawing up, two blocks of coaxially arranged disc prestress anchoraging steel plates 1 are set at its two ends, the distance 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 steel No. 45, and makes through modified heat treatment, and its thickness is 12-20mm, specifically determines according to stretch-draw value.Described prestress anchoraging steel plate 1 outside is processed with shoulder folder 23, and its thickness is the half of prestress anchoraging steel plate 1 thickness, and the electric pole back porch folder 23 that completes protrudes from the body of rod; On described prestress anchoraging steel plate 1, uniform one group of hole 15(the present embodiment is six), respectively organize all rounded layouts take the center of its place prestress anchoraging steel plate 1 as the center of circle of hole 15, two groups of hole 15 quantity identical (being six) and one by one corresponding layout; On stretching end (being electric pole top end in a present embodiment) side prestress anchoraging steel plate 1, be shaped with four dowel holes 12.
1.2, every two corresponding hole 15(lay respectively on two blocks of prestress anchoraging steel plates) a seamless steel pipe 9(external diameter 15.5mm of interior insertion, internal diameter 12.5mm), then the cage body inner side forming at each seamless steel pipe 9, along cage axon to adopting the bar bending of diameter 6mm to make at interval of stirrup 6(in 500mm welding (adopting a sub-arc welding) circle), and each interior stirrup 6 is all coaxially arranged, in adopting in the scope apart from 1 one meters of two ends prestress anchoraging steel plates, the version of stirrup Two bors d's oeuveres is welded, before and after welding, guarantee that each seamless steel pipe 9 (is cage body axis around two prestress anchoraging steel plate 1 circle center line connectings, lower same) be evenly arranged, and the tapering with respect to two prestress anchoraging steel plate 1 circle center line connectings is identical, this tapering need to be determined according to actual conditions, can make isometrical bar, also can make tapered rod, the present embodiment is the tapered rod of tapering 1:75 ± 5.
1.3, weld one group of non-prestressing tendon in described interior stirrup 6 outsides, each non-prestressing tendon is identical with the tapering of seamless steel pipe 9 with respect 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 cage body axis around two prestress anchoraging steel plate 1 circle center line connectings, lower same) be evenly arranged, and layout alternate with seamless steel pipe 9 (interval is even), short muscle 5 classifications are arranged symmetrically with, every grade short muscle 5 radicals are 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, to can lay two muscle.Short muscle 5 is from starting as the first order from bar tip 2.5m, as 9m section electric pole, and the short muscle 7.5m of the first order; The short muscle in the second level is 5m, and 9m section electric pole is established the short muscle 5 of secondary, as establishes three grades of short muscle, the overstocked concrete grouting that affects of muscle spacing, and 12 meters of above electric poles of bar can be established three grades.
1.4, the Rotary-table outside forming at described non-prestressing tendon, interior stirrup 6 and seamless steel pipe 9 connects a circle close spiral reinforcement 7 around diameter 4mm continuously according to the mode of spiral winding one circle, within the scope of apart from 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, reinforcing bar cage hoisting step 1.4 being obtained enters 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, finally from low speed to middling speed turn to per minute 1050, after centrifugal forming, hang, balance is placed.The demoulding after natural curing in 3 days, then through natural curing after 21 days, the common seamless steel pipe 9 that two ends is exceeded to prestress anchoraging plate 1 cuts away, and polishes flat.
1.6, as shown in Figure 12-1, Figure 12-2, adopt alignment pin and porous intermediate plate ground tackle 2 be coaxially arranged on the lateral surface of stretching end (being electric pole top end in a present embodiment) side prestress anchoraging steel plate 1 by dowel hole 12, wherein on porous intermediate plate ground tackle 2, evenly offer the bellmouth 26 that one group of number is identical with seamless steel pipe 9 numbers, after installation, each bellmouth 26 and hole 15 corresponding layout one by one on prestress anchoraging steel plate 1, described porous intermediate plate ground tackle 2 is monoblock cast, and its specification sets presstressed reinforcing steel radical according to different electric poles and stretching end pole diameter is determined, then prestress wire 3 is coated to II type anti-corrosion grease and passed common seamless steel pipe 9, before doing crimping to prestress wire 3, anchored end cleans, by hydraulic press by extruding anchor 11 and prestress wire 3 crimping, recoat II type anti-corrosion grease, take out tight prestress wire 3 use moveable anchors at stretching end and lock steel strand wires, by hydraulic press stretch-draw, stretch-draw value is made as stretch-draw design load by 75% of prestress wire 3 tensile value, after reaching design stretch-draw value, fill in the locked prestress wire 3 of anchoring clamping plate 10, more than remaining length 5mm, remainder is removed 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 that electric pole transportation and work progress medial end portions from being collided and damaging, put respectively prefabricated sealing cap 20 and prefabricated envelope pin 21 at the bar tip and pole-footing, and fill epoxy resin mortar 13 compactings.As shown in Figure 11-1, Figure 11-2, sealing cap 20 presses the bar tip with envelope pin 21 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 diameters are 8mm, envelope pin reinforcing bar 25 diameters are 12mm, determine internal diameter according to made pole 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, are 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 μ m; Water reducer is the polycarboxylate pure SH of concentration 40%; Concrete fiber adopts third generation high performance concrete fiber, and model is UF500 cellulose section fiber, monfil 2.1mm.
The electric pole that adopts the present embodiment method to make, comprise steel reinforcement cage, steel reinforcement cage is coated on to concrete bodies 8 that inside and entirety is hollow round table shape completely, is positioned at these concrete bodies two ends and two blocks of coaxially arranged 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 of equally distributed seamless steel pipe of axle 9 centered by concrete bodies 8 axis, 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 with respect to the tapering identical (being 1:75 ± 5) of concrete bodies 8 axis, its two ends are respectively through hole 15 corresponding on two blocks of prestress anchoraging steel plates 1, and each seamless steel pipe 9 is interior all wears a prestress wire 3, each prestress wire two ends all extend seamless steel pipe 9 outsides, 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 slippages, the other end (being positioned at electric pole top end) is through the bellmouth 26 of porous intermediate plate ground tackle 2, after stretch-draw, by plug, the anchoring clamping plate 10 in this bellmouth is realized the locked of prestress wire 3.Short muscle 5 classifications are arranged symmetrically with, and every grade short muscle 5 radicals are 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, to 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, its inner side is axially furnished with an interior stirrup 6 every 500mm along electric pole, and each interior stirrup 6 is all coaxially arranged, the version of stirrup Two bors d's oeuveres in adopting in the scope apart from 1 one meters of two ends prestress anchoraging steel plates, outside is according to the mode of the spiral winding close spiral reinforcement 7 that is wound with diameter 4mm continuously, within the scope of apart from 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 adopts sub-arc welding with interior stirrup 6, and non-prestressed main muscle 4 welds with interior stirrup 6.
Described prestress anchoraging steel plate 1 outside is processed with shoulder folder 23, and 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 that is positioned at bar top end is greater than bar tip diameter, and the shoulder folder diameter that is positioned at pole-footing end is greater than pole-footing diameter.
Embodiment 2: as shown in Fig. 1-Fig. 6, the present embodiment technique, mainly for the production of ∮ 270mm × 15m electric pole, adopts epimere 6m to add the form splicing of hypomere 9m, and concrete steps are as follows,
1.1, according to the length of electric pole epimere of drawing up, two blocks of coaxially arranged disc prestress anchoraging steel plates 1 are set at its two ends, the distance 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 steel No. 45, and makes through modified heat treatment, and its thickness is 15mm.Described prestress anchoraging steel plate 1 outside is processed with shoulder folder 23, and its thickness is the half of prestress anchoraging steel plate 1 thickness, and the electric pole back porch folder 23 that completes protrudes from the body of rod; All rounded layouts take the center of its place prestress anchoraging steel plate 1 as the center of circle of 15, eight holes 15 of uniform eight holes on described prestress anchoraging steel plate 1, lay respectively at two groups of holes 15 corresponding layout the one by one on two blocks of prestress anchoraging steel plates 1; On stretching end one side prestress anchoraging steel plate 1, be shaped with four dowel holes 12.
1.2, every two corresponding hole 15(lay respectively on two blocks of prestress anchoraging steel plates) a seamless steel pipe 9(external diameter 15.5mm of interior insertion, internal diameter 12.5mm), then the cage body inner side forming at each seamless steel pipe 9, along cage axon to adopting the bar bending of diameter 6mm to make at interval of stirrup 6(in 500mm welding (adopting a sub-arc welding) circle), and each interior stirrup 6 is all coaxially arranged, in adopting in the scope apart from 1 one meters of two ends prestress anchoraging steel plates, the version of stirrup Two bors d's oeuveres is welded, before and after welding, guarantee that each seamless steel pipe 9 is identical with respect to the tapering of two prestress anchoraging steel plate 1 circle center line connectings (being cage body axis), this tapering need to be determined according to actual conditions, the present embodiment tapering is 1:75.
1.3, weld one group of non-prestressing tendon in described interior stirrup 6 outsides, each non-prestressing tendon is identical with the tapering of seamless steel pipe 9 with respect 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 respectively at two ends, two short muscle 5 length are 3.5m, be that top is apart from 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 is arranged by decile, then arrange non-prestressed main muscle 4, the short muscle 5 of inferior row.
1.4, the Rotary-table outside forming at described non-prestressing tendon, interior stirrup 6 and seamless steel pipe 9 connects a circle close spiral reinforcement 7 around diameter 4mm continuously according to the mode of spiral winding one circle, within the scope of apart from 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, reinforcing bar cage hoisting step 1.4 being obtained enters 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, finally from low speed to middling speed turn to per minute 1050, after centrifugal forming, hang, balance is placed.The demoulding after natural curing in 3 days, then through natural curing after 21 days, the common seamless steel pipe 9 that two ends is exceeded to 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 one side prestress anchoraging steel plate 1, form overall anchoring system, wherein on porous intermediate plate ground tackle 2, evenly offer the bellmouth 26 that one group of number is identical with seamless steel pipe 9 numbers, after installation, each bellmouth 26 and hole 15 corresponding layout one by one on prestress anchoraging steel plate 1, described porous intermediate plate ground tackle 2 is monoblock cast, and its specification sets presstressed reinforcing steel radical according to electric pole and stretching end pole diameter is determined, then prestress wire 3 is coated to II type anti-corrosion grease and passed common seamless steel pipe 9, before doing crimping to prestress wire 3, anchored end cleans, by hydraulic press by extruding anchor 11 and prestress wire 3 crimping, recoat II type anti-corrosion grease, take out tight prestress wire 3 use moveable anchors at stretching end and lock steel strand wires, by hydraulic press stretch-draw, stretch-draw value is made as stretch-draw design load by 75% of prestress wire 3 tensile value, after reaching design stretch-draw value, fill in the locked prestress wire 3 of anchoring clamping plate 10, more than remaining length 5mm, remainder is removed 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, in anchored end, inner flange is coaxially installed, be specially, in elder generation's coaxial welding on anchored end prestress anchoraging steel plate 1 lateral surface is columniform, connect steel ring plate 17, then at this interior radially one group of reinforcement gusset 16 of uniform welding of steel ring panel area that connects, weld the docking steel plate 18 parallel and coaxial with prestress anchoraging steel plate 1 interior connecing on steel ring plate 17 and reinforcement gusset 16 again, and at the reinforcing bar 19 of strengthening gusset 16 outer felt Rao Er road diameter 5mm, and weld with stiffened panel 16, last scarfing cinder, filling epoxy resin mortar 13 packages, form the closed protective to prestress wire 3 and extruding anchor 11, complete the preparation of epimere 6m electric pole section.
Then prepare hypomere 9m electric pole section according to above-mentioned steps, difference is, arrangement of reinforcement difference, its arrangement of reinforcement as shown in figure 13, steel reinforcement cage is arranged ten seamless steel pipes 9 altogether, 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 short muscle of first order top is apart from bar tip 2.5m, the short muscle in the second level is apart from bar tip 5m.
As shown in figure 10, finally by inner flange by epimere and hypomere bolt to being connected into entirety, avoided Site Welding.
In order to prevent that the transportation of electric pole section and work progress medial end portions from being collided and damaging, put respectively prefabricated sealing cap 20 and prefabricated envelope pin 21 at the bar tip and pole-footing, first at sealing cap 20 and the interior filling epoxy resin mortar 13 of envelope pin 21 before cover, then be pressed into respectively sealing cap 20 and envelope pin 21, and compacting.As shown in Figure 11-1, Figure 11-2, sealing cap 20 presses the bar tip with envelope pin 21 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 diameters are 8mm, envelope pin reinforcing bar 25 diameters are 12mm, determine internal diameter according to made pole 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, are 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 μ m; Water reducer is the polycarboxylate pure SH of concentration 40%; Concrete fiber adopts third generation high performance concrete fiber, and model is UF500 cellulose section fiber, monfil 2.1mm.
The electric pole that adopts the present embodiment method to make, is 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 comprises steel reinforcement cage, steel reinforcement cage is coated on to the concrete bodies 8(tapering that inside and entirety is hollow round table shape to be completely 1:75), be positioned at these concrete bodies two ends and coaxially arranged two blocks of prestress anchoraging steel plates 1, be installed on the porous intermediate plate ground tackle 2 on stretching end prestress anchoraging steel plate 1 by alignment pin and dowel hole 12, and be installed on the inner flange of anchored end.
Described steel reinforcement cage comprise eight equally distributed seamless steel pipes of axle 9 centered by concrete bodies 8 axis, 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 short muscle 5 that axial symmetry is arranged and length is 3.5m centered by concrete bodies 8 axis.Wherein each seamless steel pipe 9 is with respect to the tapering identical (being 1:75) of concrete bodies 8 axis, its two ends are respectively through hole 15 corresponding on two blocks of prestress anchoraging steel plates 1, and each seamless steel pipe 9 is interior all wears a prestress wire 3, each prestress wire two ends all extend seamless steel pipe 9 outsides, the anchored end of described prestress wire 3 be crimped with for prevent stretching process and stressed after this end from the extruding anchor 11 of seamless steel pipe 9 interior slippages, the other end (stretching end) is through the bellmouth 26 of porous intermediate plate ground tackle 2, after stretch-draw, by plug, the anchoring clamping plate 10 in this bellmouth is realized the locked of prestress wire 3.Described seamless steel pipe 9, non-prestressed main muscle 4 and short muscle 5 are positioned on the side of same round platform, its inner side is axially furnished with an interior stirrup 6 every 500mm along electric pole, and each interior stirrup 6 is all coaxially arranged, the version of stirrup Two bors d's oeuveres in adopting in the scope apart from 1 one meters of two ends prestress anchoraging steel plates, outside is according to the mode of the spiral winding close spiral reinforcement 7 that is wound with diameter 4mm continuously, within the scope of apart from 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 adopts sub-arc welding with interior stirrup 6, 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 is strengthened gusset 16 in this interior a group of connecing steel ring plate periphery, in being welded in, connect steel ring plate 17 and strengthen gusset 16 tops, the docking steel plate 18 parallel and coaxially arranged with prestress anchoraging steel plate 1, and being wound in the twice reinforcing bar 19 of strengthening gusset 16 outsides and welding with it.
Described prestress anchoraging steel plate 1 outside is processed with shoulder folder 23, and 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 that is positioned at bar top end is greater than bar tip diameter, and the shoulder folder diameter that is positioned at pole-footing end is greater than pole-footing diameter.
The structure of the structure of described hypomere electric pole section and epimere electric pole section is basic identical, difference is the arrangement of reinforcement difference of steel reinforcement cage, steel reinforcement cage is arranged ten seamless steel pipes 9 altogether, 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 short muscle of first order top is apart from bar tip 2.5m, the short muscle in the second level is apart from bar tip 5m.
The electric pole standard test moment of flexure that adopts the present embodiment method to make reaches 184.12KN.m, check the most by force moment of flexure to improve 188% than same specification electric pole in GB, cross the value of the strongest grade T grade standard check of GB ∮ 350mm × 15m moment of flexure 183.75KN.m, can substitute ∮ 310mm × 15m and ∮ 350mm × 15m electric pole, and with straight steel pipe rod, the steel tower of intensity, alleviate weight, at the alternative span pole of the little corner in single, double loop, being suitable for large-section lead LGJ-240/30 distribution line four loops joint uses, tip footpath is moderate, is beneficial to construction.Segmented is convenient to transportation, and Site Welding has been avoided in bolt docking.
Embodiment 3: as shown in Fig. 1-Fig. 6, the present embodiment technique, mainly for the production of ∮ 270mm × 18m electric pole, adopts epimere 9m to add the form splicing of hypomere 9m, and its concrete production technology is substantially the same manner as Example 2, and its difference is the arrangement of reinforcement difference of each section of electric pole section.
For epimere 9m electric pole section, its arrangement of reinforcement as shown in figure 14, steel reinforcement cage is arranged eight seamless steel pipes 9 altogether, 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 short muscle of first order top is apart from bar tip 2.5m, the short muscle in the second level is apart from bar tip 5m.
For hypomere 9m electric pole section, its arrangement of reinforcement as shown in figure 15, steel reinforcement cage is arranged 13 seamless steel pipes 9 altogether, 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 short muscle of first order top is apart from bar tip 2.5m, the short muscle in the second level is apart from bar tip 5m.
The electric pole that adopts the present embodiment method to make, basic identical with the electric pole structure that embodiment 2 methods make, formed by the docking of inner flange bolt by 9m epimere electric pole section and 9m hypomere electric pole section.Difference is the arrangement of reinforcement difference of steel reinforcement cage, for epimere electric pole section, steel reinforcement cage is arranged eight seamless steel pipes 9 altogether, arranges that eight prestress wires 3 are as presstressed reinforcing steel, arranges 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 is arranged 13 seamless steel pipes 9 altogether, arrange that 13 prestress wires 3 are as presstressed reinforcing steel, arrange 13 non-prestressed main muscle 4, short muscle 5 has four simultaneously, and two length are 6.5m, 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.
Adopt the electric pole check moment of flexure that the present embodiment method makes to reach 228.91KN.m, check the most by force moment of flexure to improve 188% than electric pole same specification in GB, exceed the value of the strongest grade T level testing of GB ∮ 350mm × 18m moment of flexure 228.75KN.m, can substitute ∮ 310mm × 18m and ∮ 350mm × 18m electric pole, and with straight steel pipe rod, the steel tower of intensity, alleviate weight, at the alternative span pole of the little corner in single, double loop, being suitable for large-section lead LGJ-240/30 distribution line four loops joint uses, tip footpath is moderate, is beneficial to construction.Segmented is convenient to transportation, and Site Welding has been avoided in bolt docking.
∮ 350mm × 18m segmented the electric pole that adopts the inventive method to make, electric pole check moment of flexure can be increased to 322.5KN.m, adopts this electric pole intensity of prestress wire post-stretching to improve 140.98%, and 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, has its structural advantage, and 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, comprises the following steps:
1.1, according to the electric pole length of drawing up, two blocks of coaxially arranged disc prestress anchoraging steel plates (1) are set 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 hole (15) is the rounded layout take the center of its place prestress anchoraging steel plate (1) as the center of circle all, identical and corresponding layout the one by one of two groups of holes (15) quantity;
1.2, in every two corresponding holes (15), insert a seamless steel pipe (9), then the cage body inner side that forms at each seamless steel pipe (9), adopt one group of interval of sub-arc-welding coaxial welding uniformly in stirrup (6), in the scope apart from 1 meter of electric pole end adopts, the version of stirrup Two bors d's oeuveres is welded, and guarantees that each seamless steel pipe (9) is identical with respect to the tapering of two prestress anchoraging steel plate (1) circle center line connectings;
1.3, at one group of non-prestressing tendon of described interior stirrup (6) outside welding, each non-prestressing tendon is identical with the tapering of seamless steel pipe (9) with respect to the tapering of two prestress anchoraging steel plate (1) circle center line connectings;
1.4, the Rotary-table outer felt forming at described non-prestressing tendon, interior stirrup (6) and seamless steel pipe (9), around spiral reinforcement (7), forms steel reinforcement cage;
1.5, reinforcing bar cage hoisting step 1.4 being obtained enters in steel mould for electric pole base, make shoulder folder (23) low water clamping of two blocks of prestress anchoraging steel plates (1), pour concrete slurry into, matched moulds, after centrifugal forming, hang and balance placement, the demoulding after natural curing in 3 days, then after 21 days, will exceed seamless steel pipe (9) excision of prestress anchoraging steel plate (1) through natural curing;
1.6, in seamless steel pipe (9), respectively wear a prestress wire (3) that scribbles anti-corrosion grease, by this prestress wire one end anchoring, then the other end is carried out to stretch-draw, reach after design load locked prestress wire (3) stretching end.
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 μ m; Water reducer is the polycarboxylate pure SH of concentration 40%; It is UF500 cellulose section fiber that concrete fiber adopts model, 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: it is 1960N/mm that described prestress wire (3) adopts intensity level
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 the alternate layout of seamless steel pipe (9), short muscle (5) classification is arranged symmetrically with, every grade short muscle (5) radical is even number root, length is identical, and centered by steel reinforcement cage axis, axial symmetry is arranged, 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, comprises the following steps:
1.1, according to the length of the electric pole section of drawing up, two blocks of coaxially arranged disc prestress anchoraging steel plates (1) are set 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 hole (15) is the rounded layout take the center of its place prestress anchoraging steel plate (1) as the center of circle all, identical and corresponding layout the one by one of two groups of holes (15) quantity;
1.2, in every two corresponding holes (15), insert a seamless steel pipe (9), then the cage body inner side that forms at each seamless steel pipe (9), adopt one group of interval of sub-arc-welding coaxial welding uniformly in stirrup (6), in the scope apart from 1 meter of electric pole section end adopts, the version of stirrup Two bors d's oeuveres is welded, and guarantees that each seamless steel pipe (9) is identical with respect to the tapering of two prestress anchoraging steel plate (1) circle center line connectings;
1.3, at one group of non-prestressing tendon of described interior stirrup (6) outside welding, each non-prestressing tendon is identical with the tapering of seamless steel pipe (9) with respect to the tapering of two prestress anchoraging steel plate (1) circle center line connectings;
1.4, the Rotary-table outer felt forming at described non-prestressing tendon, interior stirrup (6) and seamless steel pipe (9), around spiral reinforcement (7), forms steel reinforcement cage;
1.5, reinforcing bar cage hoisting step 1.4 being obtained enters in steel mould for electric pole base, make shoulder folder (23) low water clamping of two blocks of prestress anchoraging steel plates (1), pour concrete slurry into, matched moulds, after centrifugal forming, hang and balance placement, the demoulding after natural curing in 3 days, then after 21 days, will exceed seamless steel pipe (9) excision of prestress anchoraging steel plate (1) through natural curing;
1.6, in seamless steel pipe (9), respectively wear a prestress wire (3) that scribbles anti-corrosion grease, by this prestress wire one end anchoring, then the other end is carried out to stretch-draw, reach after design load locked prestress wire (3) stretching end;
1.7, in the anchored end of electric pole section, inner flange is coaxially installed, finally by inner flange, each electric pole section is linked to be to 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 μ m; Water reducer is the polycarboxylate pure SH of concentration 40%; It is UF500 cellulose section fiber that concrete fiber adopts model, 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: it is 1960N/mm that described prestress wire (3) adopts intensity level
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 the alternate layout of seamless steel pipe (9), short muscle (5) classification is arranged symmetrically with, every grade short muscle (5) radical is even number root, length is identical, and centered by steel reinforcement cage axis, axial symmetry is arranged, 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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|---|---|---|---|---|
| CN105927632A (en) * | 2016-05-09 | 2016-09-07 | 华中科技大学 | Connecting device and method for sectional type composite electric pole |
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| CN103909574B (en) | 2016-01-20 |
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