CN106759440A - Foundation of iron tower screw bolt reinforcing method - Google Patents
Foundation of iron tower screw bolt reinforcing method Download PDFInfo
- Publication number
- CN106759440A CN106759440A CN201611222784.8A CN201611222784A CN106759440A CN 106759440 A CN106759440 A CN 106759440A CN 201611222784 A CN201611222784 A CN 201611222784A CN 106759440 A CN106759440 A CN 106759440A
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- bar
- rinforcement bar
- rinforcement
- foundation
- iron tower
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Reinforcement Elements For Buildings (AREA)
- Foundations (AREA)
Abstract
The invention discloses a kind of foundation of iron tower screw bolt reinforcing method, belong to communications infrastructure area of maintenance.Determine the quantity and diameter of rinforcement bar；The floating rust on original place foot bolt surface is removed, protective coating is coated, and support block is encased inside below the flange of bottom；Bar planting hole corresponding with the quantity of rinforcement bar is drilled through in the top surface of original basis concrete, bar planting hole is uniformly distributed along the external circumferential of original place foot bolt；Anchor adhesive is simultaneously injected in cleaning bar planting hole, is inserted into rinforcement bar；Contact surface to original basis concrete carries out dabbing treatment, and reinforcing bar colligation then will be carried out between rinforcement bar, forms steel reinforcement cage；Branching standing template and casting concrete on the outside of steel reinforcement cage.Cost decline more than 90% of the reconstruction model compared to reinforcement means of the present invention is removed with traditional, communication operation cost is greatlyd save, and is capable of the demand for services of seamless connection operator, do not had any impact to communicating.
Description
Technical field
It is especially a kind of foundation of iron tower screw bolt reinforcing method the present invention relates to a kind of communication tower reinforcement means, belongs to logical
Letter infrastructure area of maintenance.
Background technology
, due to being erected at outdoor, the foundation bolt of its bottom is by natural environment during long-term use for communication iron tower
Easily there is corrosion in burn into weathering, part steel tower safeguards inadequate to foundation bolt in addition, cause the operation of steel tower to be subject to tight safely
Threaten again.The corrosion of foundation bolt will bring serious harm to whole iron tower structure, can not only influence the unimpeded of communication, and
Economic loss can be caused, in some instances it may even be possible to cause casualties.
At present, it is most of because safety problem causes far smaller than its design of its service life to use year in existing steel tower
Limit, it usually needs remove reconstruction and set, it not only causes the wasting of resources, increases communication operation cost, but also to influence normal
Communication overlay, made troubles to terminal user.
The content of the invention
The technical problems to be solved by the invention are to overcome prior art defect, there is provided one kind can be quickly to foundation of iron tower
Bolt is reinforced, effectively save communication operation cost, it is ensured that the foundation of iron tower screw bolt reinforcing side of safety and proper communication efficiency
Method.
In order to solve the above-mentioned technical problem, the foundation of iron tower screw bolt reinforcing method that the present invention is provided, comprises the following steps：
1), the design load according to steel tower uplift force determines the quantity and diameter of rinforcement bar；
2) the floating rust on original place foot bolt surface, is removed, protective coating is coated, and support block is encased inside below the flange of bottom；
3), the top surface in original basis concrete drills through bar planting hole corresponding with the quantity of rinforcement bar, and bar planting hole is along original place pin
The external circumferential of bolt is uniformly distributed；
4), clean bar planting hole and inject anchor adhesive, inserted in bar planting hole after then the surface of rinforcement bar is cleaned with water and fixed simultaneously
Maintenance；
5) dabbing treatment, is carried out with the contact surface for intending casting concrete to original basis concrete, then by between rinforcement bar
Reinforcing bar colligation is carried out, steel reinforcement cage is formed；
6), the branching standing template on the outside of steel reinforcement cage, then with concreting, then protected close over casting concrete
Support.
In the present invention, the step 1) in the quantity of rinforcement bar determine that method isD is reinforcing in formula
The theoretical diameter of muscle, a is the quantity of rinforcement bar, and b is the tensile strength of rinforcement bar；
The diameter of rinforcement bar is at least 1.2 times of d.
In the present invention, the step 3) in bar planting hole depth be at least 480MM.
In the present invention, the step 4) in detailed process be：
41), the bar planting hole inwall cleaned with water with hard brush, and dust in the bar planting of hole is all removed；
42) bottom that bar planting hole is stretched into after, extracting anchor adhesive with syringe is injected, and marginal not enters syringe side and carries upwards
Rise, the injection rate of anchor adhesive is the 2/3 of pore volume；
43) bar planting hole is inserted and to bottom hole in the slow rand rotation side of rinforcement bar after, cleaning with water, conserves more than 7 days.
In the present invention, the step 5) in detailed process be：
51), along rinforcement bar between the upper and lower every colligation multi-turn circular stirrups；
52), will be fixedly connected between bottom flanged plate muscle and the rinforcement bar of correspondence position；
53), the racking seizing reinforcing bar between each rinforcement bar, forms multiple zone well shape steel reinforcement cage.
Or be：
51), along rinforcement bar between the upper and lower every colligation multi-turn circular stirrups；
52), the racking seizing reinforcing bar between each rinforcement bar；
53), racking seizing reinforcing bar between levels circular stirrups, forms multiple zone well shape steel reinforcement cage.
In the present invention, be additionally included in bottom flange to original basis concrete outside set many drainpipes the step of.
In the present invention, to inner side bending, bending degree is 90 ° -145 ° at the top of the rinforcement bar.
In the present invention, the anchor adhesive uses modified epoxy class or modified vinyl esters material, and its curing agent is not
Including ethylenediamine.
The beneficial effects of the present invention are：(1), with it is traditional remove reconstruction model compared with reinforcement means of the present invention cost
Expense decline more than 90%, significantly energy-conservation communication operation cost, and it is capable of the demand for services of seamless connection operator, to communication not
Have any impact；(2), compared with reconstruction model is removed, reinforcement means holding time of the present invention is short, and speed is fast, and it is only right
Its column foot carries out consolidation process, and the normal of the tower can't be influenceed to use during consolidation process；(3), the corrosion of foundation bolt
Be steel tower safeguard in common problem, and steel tower in itself really substantially it is intact meet design use requirement, removed reconstruction
The serious waste of resource is necessarily caused, steel tower normal work in design service life can be met by reinforcement means of the present invention
Make, so that the cost-effective waste for avoiding resource so that resource it is effective using reaching maximization；(4), bar planting hole depth is at least
It is 480MM, with the stability for ensureing to reinforce；(5) the slow injecting glue of bottom up, using syringe from bar planting hole, the injection of glue
It is the 2/3 of pore volume to measure, and by the way of rinforcement bar is rotatably inserted into, can improve rinforcement bar steady with what original basis concrete was connected
It is fixed, reduce the waste of glue so that more firm Nian Jie with bar planting hole of rinforcement bar；(6), bottom flange to original basis concrete outside
Many drainpipes are set, the ponding inside king-post can be in time excluded, slow down corrosion, extend the service life of its steel tower；(7)、
The top of rinforcement bar to 90 ° -145 ° of inner side bending, to improve the stability of reinforcing.
Brief description of the drawings
Fig. 1 is steel tower schematic diagram after present invention reinforcing；
Fig. 2 is steel tower top view after present invention reinforcing；
Fig. 3 is that the embodiment of the present invention one reinforces schematic diagram；
Fig. 4 is reinforcing position sectional view；
Fig. 5 is rinforcement bar structural representation；
Fig. 6 reinforces schematic diagram for the present invention implements two；
Fig. 7 is implementation Er Zhi Zhu and formwork schematic diagram.
Specific embodiment
Below in conjunction with the accompanying drawings and embodiment is described in further detail to the present invention.
As illustrated in fig. 1 and 2, now technical scheme is described in detail by taking three common pipe towers as an example.The length of three pipe towers
During the use of phase, foundation bolt on its bottom flange causes diameter progressively to diminish because of corrosion, it is impossible to undertakes column foot and should bear
Pulling force, directly affect three pipe towers stabilization, it is impossible to ensure normal communication operation.The present invention is directed to the original stress of column foot
Complicated and changeable the characteristics of, by way of changing the Path of Force Transfer of original column foot, the principle of strong replacement such as take, i.e., on original
Bar planting and casting concrete on the basis of column foot, to reach the purpose of enhancing column foot bearing capacity, so that column foot stress meets
Design safety use requirement.
Embodiment one
As shown in Fig. 3,4 and 5, the pipe tower foundation bolt of Yancheng City area of Jiangsu Province three is reinforced, it is comprised the following steps that：
Step 1, the offer tower figure according to producer, consider load, with reference to current art rule according to+2 layers of support of three layers of platform
Model calculates gained column foot internal force：Uplift force design load is 981.049KN, and lower pressure design load is 1042.23KN.By column foot
Uplift force design load 981.049KN, original 6 crab-bolts of column foot are uniformly distributed in column foot surrounding, and the present embodiment is intended adding using 12
Gu the uniform annular spread of muscle 6, and the diameter of rinforcement bar 6 is determined according to following formula：
In formula, d is the theoretical diameter of rinforcement bar, and 12 is the quantity of rinforcement bar, and 360 is the tensile strength of rinforcement bar, and π is circle
Frequency；
Calculate d>17MM, it is considered to which safety factor is multiplied by 1.2 safe amplification coefficient, then take rinforcement bar 6 straight
Footpath d=20MM.I.e. each column foot is reinforced using 12 rinforcement bars of a diameter of 20MM 6.
Step 2, outside symmetrical laying two drainings of a diameter of 30MM of setting in bottom flange 3 to original basis concrete 1
Pipe 9, for excluding the ponding inside king-post 2, extends the service life of its steel tower.
The floating rust in the surface of original place foot bolt 5 is removed with wire brush, paints epoxy glue, and bloom is encased inside below bottom flange 3
(not shown), prevents from causing column foot to destroy because of the stripped thread of corrosion foundation bolt 5.Then, in bottom flange 3 and original basis concrete
In reserved hole between 1, poured with microdilatancy pea gravel concreten closely knit, use bottom flange 3 connects into whole with original basis concrete 1
Body.
Step 3, by detail of design, drill through 12 bar planting holes, 12 plants in the top surface electric impact drill of original basis concrete 1
Muscle hole is uniformly distributed along the external circumferential of original place foot bolt 5, and bar planting hole aperture is 25MM, and depth is 480MM.When drilling through bar planting hole
It should be noted that avoiding the reinforcing bar in original basis concrete 1.
Step 4, first, the inwall in bar planting hole is cleared up with hard plastic hairbrush, then with hair-dryer that the dust in bar planting hole is complete
Portion blows out, and so on three to four times, untill finger is touched less than hole wall dust.
Secondly, organic adhesion agent (i.e. anchor adhesive) is extracted with syringe, the mixing tube of syringe is stretched into the hole in bar planting hole
Bottom, pushing syringe injecting glue by the way of marginal not penetrates side lifting.The injection rate of injecting glue amount should have a little to insert after rinforcement bar 6
Organic adhesion agent overflows and is defined, generally the 2/3 of bar planting pore volume.Organic adhesion agent should use modified epoxy in the present invention
Class or modified vinyl esters material, its curing agent should not use ethylenediamine, to protect rinforcement bar 6, reduce corrosion.The present embodiment
Middle use, the SAMSON boards of Xi Meng departments (Shanghai) architecture engineering material Co., Ltd production, the anchoring adhesive of model EP90.
Finally, with steel brush by the surface of rinforcement bar 6 clean with water it is clean after, inserted rinforcement bar 6 is slow in rotation successively
In bar planting hole, it is necessary to assure every rinforcement bar 6 is inserted to the bottom hole in bar planting hole, rinforcement bar 6 uses traditional screw-thread steel, rinforcement bar
To inner side (i.e. to king-post 2) bending, bending degree is 90 ° -145 °, as shown in Figure 5 at 6 tops.The insertion bar planting of rinforcement bar 6 is conserved in hole
After 7 days, pull-out test is carried out to it by professional testing agency, next link is carried out after pass the test；
Bar planting pull-out test process：Every pile randomly selects 2 to be taken root in carries out anti-pulling test (using Non-Destructive Testing side into muscle
Formula), its test pulling capacity minimum value take 84.8kN, maximum takes 100.53kN, use continuous load mode (prior art) with
Uniform rate is loaded onto the inspection payload values of setting within the 2min-3min times, and continues 2min.The original basis in test process
Also the sign without other local damages the free from flaw of concrete 1 occurs, as qualified.
After bar planting pull-out test terminates, original basis concrete 1 and the contact surface for intending existing casting concrete 10 are dug
Hair treatment, raising pours stability.
Step 5, first, along rinforcement bar 6 between the upper and lower every colligation multi-turn circular stirrups 7, a diameter of 8MM of circular stirrups 7,
The lap of splice of circular stirrups 7 is more than 50 times of diameter itself, and 135 ° of crotch and straight length are more than 10 times of diameter itself, crotch
Hook rinforcement bar 6.
Then, will be welded between the plate muscle 4 of each bottom flange 3 and the rinforcement bar 6 of correspondence position, the present embodiment midsole flange
Plate muscle 4 on 3 has 6 pieces, circumferentially distributed along king-post 2, because rinforcement bar 6 has 12, using at interval of 1 rinforcement bar 6 and bottom method
Plate muscle 4 on blue 3 is welded.Weld spacing base material concrete surface should be greater than 15d, and d is the diameter of rinforcement bar, is used during welding
The root of the exposed parts of wet towel multilayer wrapped strengthening muscle 6 of frozen water dipping, it is to avoid the high temperature produced during welding is to organic gluing
Agent causes to damage, and influences the stability of bar planting.
Finally, many transverse steels 8 of racking seizing between each rinforcement bar 6, a diameter of 8MM of transverse steel 8 is formed many
The well shape steel reinforcement cage of Rotating fields, steel reinforcement cage must meet following requirements：Spacing tolerance ± the 10MM of rinforcement bar 6, length ±
100MM, the spacing ± 10MM between circular stirrups 7.
Step 6, first, the vertical punching block of steel reinforcement cage lateral branch on original basis concrete 1, after finished product, punching block inner side is away from steel
Muscle cage at least 50MM, punching block is highly 600MM, a diameter of 600MM of punching block.Before punching block supporting need in template surface brushing machine oil,
Template should must not smooth out spillage.
Then, to C30 commerical ready-mixed concretes are poured in punching block, concreting should be carried out continuously, and use poker vibrator
Should soon be inserted during jolt ramming and pulled out slowly, slotting point is evenly distributed, pointwise movement is sequentially carried out, and must not be omitted, and accomplishes uniform jolt ramming.
After step 7, the construction of newly-laid concrete 10 terminate, responsible measures should be taken to conserve more than one week.The concrete curing phase
Between, answer emphasis to strengthen the humidity and temperature control of concrete, the open-assembly time of surface concrete is reduced as far as possible, in time to concrete
Exposure carries out, close over (can be covered using paulin, plastic cloth etc.), preventing surface moisture from evaporating, it is ensured that concrete table
Face moistens all the time.During newly-laid concrete 10 is conserved, must not be watered when daily mean temperature is less than 5 DEG C.
Embodiment two
As shown in Figures 6 and 7, to the reinforcing of the pipe tower foundation bolt of Yancheng City county of Jiangsu Province three, its specific steps and implementation
Example is basically identical, and its is specific as follows：
Step 1 is with embodiment 1.
Step 2 is substantially the same manner as Example 1, and difference is in the outer of bottom flange 3 to original basis concrete 1 in embodiment two
Side symmetrical laying sets a drainpipe of a diameter of 30MM 9, for excluding the ponding inside king-post 2.
Step 3 is with embodiment 1.
Step 4 is with embodiment 1.
Step 5, first, along rinforcement bar 6 between the upper and lower every colligation multi-turn circular stirrups 7, a diameter of 8MM of circular stirrups 7,
The lap of splice of circular stirrups 7 is more than 50 times of diameter itself, and 135 ° of crotch and straight length are more than 10 times of diameter itself, crotch
Hook rinforcement bar 6.
Then, being intersected between each rinforcement bar with reinforcing bar against king-post 2 is carried out between colligation, and levels circular stirrups 7
Racking seizing reinforcing bar forms steel reinforcement cage into the structure of multiple zone well font reinforcing bar piece 11.Steel reinforcement cage must meet following requirements：Rinforcement bar 6
Spacing tolerance ± 10MM, length ± 100MM, the spacing ± 10MM between circular stirrups 7.
Step 6, first, the vertical punching block of steel reinforcement cage lateral branch on original basis concrete 1, after finished product, punching block inner side is away from steel
Muscle cage at least 50MM, punching block is highly 800MM, a diameter of 800MM of punching block.Before punching block supporting need in template surface brushing machine oil,
Template should must not smooth out spillage.
Then, to C30 commerical ready-mixed concretes are poured in punching block, concreting should be carried out continuously, and use poker vibrator
Should soon be inserted during jolt ramming and pulled out slowly, slotting point is evenly distributed, pointwise movement is sequentially carried out, and must not be omitted, and accomplishes uniform jolt ramming.
Step 7 is with embodiment 1.
Concrete application approach of the present invention is a lot, and the above is only the preferred embodiment of the present invention, it is noted that for
For those skilled in the art, under the premise without departing from the principles of the invention, some improvement can also be made, this
A little improvement also should be regarded as protection scope of the present invention.
Claims (10)
1. a kind of foundation of iron tower screw bolt reinforcing method, it is characterised in that comprise the following steps：
1), the design load according to steel tower uplift force determines the quantity and diameter of rinforcement bar；
2) the floating rust on original place foot bolt surface, is removed, protective coating is coated, and support block is encased inside below the flange of bottom；
3), the top surface in original basis concrete drills through bar planting hole corresponding with the quantity of rinforcement bar, and bar planting hole is along original place foot bolt
External circumferential be uniformly distributed；
4), clean bar planting hole and inject anchor adhesive, inserted in bar planting hole after then the surface of rinforcement bar is cleaned with water and fix and conserve；
5) dabbing treatment, is carried out with the contact surface for intending casting concrete to original basis concrete, then will be carried out between rinforcement bar
Reinforcing bar colligation, forms steel reinforcement cage；
6), branching standing template and casting concrete on the outside of steel reinforcement cage.
2. foundation of iron tower screw bolt reinforcing method according to claim 1, it is characterised in that the step 1) in rinforcement bar
Quantity determines that method isD is the theoretical diameter of rinforcement bar in formula, and a is the quantity of rinforcement bar, and b is rinforcement bar
Tensile strength, π is pi；
The diameter of rinforcement bar is at least 1.2 times of d.
3. foundation of iron tower screw bolt reinforcing method according to claim 2, it is characterised in that：The step 3) in bar planting hole
Depth is at least 480MM.
4. the foundation of iron tower screw bolt reinforcing method according to any one of claims 1 to 3, it is characterised in that the step 4) in
Detailed process be：
41), the bar planting hole inwall cleaned with water with hard brush, and dust in the bar planting of hole is all removed；
42) bottom that bar planting hole is stretched into after, extracting anchor adhesive with syringe is injected, and marginal not enters syringe side and is lifted up,
The injection rate of anchor adhesive is the 2/3 of pore volume；
43) the slow rand rotation side insertion bar planting hole of rinforcement bar after, cleaning with water simultaneously to bottom hole and conserves.
5. foundation of iron tower screw bolt reinforcing method according to claim 4, it is characterised in that the step 5) in specific mistake
Cheng Wei：
51), along rinforcement bar between the upper and lower every colligation multi-turn circular stirrups；
52), will be fixedly connected between bottom flanged plate muscle and the rinforcement bar of correspondence position；
53), the racking seizing reinforcing bar between each rinforcement bar, forms multiple zone well shape steel reinforcement cage.
Cage.
6. foundation of iron tower screw bolt reinforcing method according to claim 5, it is characterised in that：It is additionally included in bottom flange to former base
The step of plinth concrete outside sets many drainpipes.
7. foundation of iron tower screw bolt reinforcing method according to claim 6, it is characterised in that：The top of the rinforcement bar is inside
Side bending, bending degree is 90 ° -145 °.
8. foundation of iron tower screw bolt reinforcing method according to claim 7, it is characterised in that：The anchor adhesive is using modified ring
Oxygen tree lipid or modified vinyl esters material, its curing agent do not include ethylenediamine.
9. foundation of iron tower screw bolt reinforcing method according to claim 4, it is characterised in that the step 5) in specific mistake
Cheng Wei：
51), along rinforcement bar between the upper and lower every colligation multi-turn circular stirrups；
52), the racking seizing reinforcing bar between each rinforcement bar；
53), racking seizing reinforcing bar between levels circular stirrups, forms multiple zone well shape steel reinforcement cage.
10. the foundation of iron tower screw bolt reinforcing method according to any one of claims 1 to 3, it is characterised in that the step 5)
In detailed process be：
51), along rinforcement bar between the upper and lower every colligation multi-turn circular stirrups；
52), will be fixedly connected between bottom flanged plate muscle and the rinforcement bar of correspondence position；
53), the racking seizing reinforcing bar between each rinforcement bar, forms multiple zone well shape steel reinforcement cage.
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| CN201611222784.8A CN106759440B (en) | 2016-12-27 | 2016-12-27 | Foundation of iron tower screw bolt reinforcing method |
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| CN201611222784.8A CN106759440B (en) | 2016-12-27 | 2016-12-27 | Foundation of iron tower screw bolt reinforcing method |
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| CN108999207A (en) * | 2018-07-27 | 2018-12-14 | 江苏国华管塔制造有限公司 | A kind of strengthening of foundation device and its application method |
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| CN110397074A (en) * | 2019-07-31 | 2019-11-01 | 福建省邮电规划设计院有限公司 | A kind of communication shaft tower earth anchor ruggedized construction and its construction method |
| CN110616733A (en) * | 2019-10-25 | 2019-12-27 | 中国电建集团贵州电力设计研究院有限公司 | Integral reinforcing device and method for foundation and component of power transmission tower |
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| CN111894031A (en) * | 2020-08-10 | 2020-11-06 | 中国建筑第八工程局有限公司 | Tower crane foundation and construction method thereof |
| CN112411605A (en) * | 2020-11-30 | 2021-02-26 | 国网四川省电力公司电力科学研究院 | Reinforcement reinforcing method and system for foundation anchor bolt of power transmission tower |
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| CN108999207B (en) * | 2018-07-27 | 2023-12-19 | 江苏国华管塔制造有限公司 | Foundation reinforcement device and application method thereof |
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| CN110306830A (en) * | 2019-07-22 | 2019-10-08 | 江苏苏南建筑安装工程有限公司 | A kind of implantation bar construction and pore reinforced construction method |
| CN110397074A (en) * | 2019-07-31 | 2019-11-01 | 福建省邮电规划设计院有限公司 | A kind of communication shaft tower earth anchor ruggedized construction and its construction method |
| CN110397074B (en) * | 2019-07-31 | 2024-04-12 | 福建省邮电规划设计院有限公司 | Communication pole tower ground anchor reinforcing structure and construction method thereof |
| CN110685307A (en) * | 2019-08-30 | 2020-01-14 | 中交武汉港湾工程设计研究院有限公司 | Method for repairing base of lower hinge point of mast crane arm frame |
| CN110685307B (en) * | 2019-08-30 | 2021-04-23 | 中交武汉港湾工程设计研究院有限公司 | Method for repairing base of lower hinge point of mast crane arm frame |
| CN110616733A (en) * | 2019-10-25 | 2019-12-27 | 中国电建集团贵州电力设计研究院有限公司 | Integral reinforcing device and method for foundation and component of power transmission tower |
| CN110629785A (en) * | 2019-10-25 | 2019-12-31 | 中国电建集团贵州电力设计研究院有限公司 | Anchor pier type power transmission iron tower foundation reinforcing structure and method |
| CN111894031A (en) * | 2020-08-10 | 2020-11-06 | 中国建筑第八工程局有限公司 | Tower crane foundation and construction method thereof |
| CN112411605A (en) * | 2020-11-30 | 2021-02-26 | 国网四川省电力公司电力科学研究院 | Reinforcement reinforcing method and system for foundation anchor bolt of power transmission tower |
| CN116145716A (en) * | 2023-02-14 | 2023-05-23 | 中国铁塔股份有限公司 | Iron tower base reinforcing method |
| CN116145716B (en) * | 2023-02-14 | 2024-02-23 | 中国铁塔股份有限公司 | Iron tower base reinforcing method |
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