CN115030028A - Bridge widening anti-collision guardrail anchoring steel bar structure and construction method - Google Patents

Bridge widening anti-collision guardrail anchoring steel bar structure and construction method Download PDF

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CN115030028A
CN115030028A CN202210606264.6A CN202210606264A CN115030028A CN 115030028 A CN115030028 A CN 115030028A CN 202210606264 A CN202210606264 A CN 202210606264A CN 115030028 A CN115030028 A CN 115030028A
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grouting
anchoring
spring
steel bar
guardrail
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CN115030028B (en
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安通
贾彦兵
吕敬应
陈亚宾
洪长敏
万永新
周一勤
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Ningbo Communication Engineering Construction Group Co Ltd
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/10—Railings; Protectors against smoke or gases, e.g. of locomotives; Maintenance travellers; Fastening of pipes or cables to bridges
    • E01D19/103—Parapets, railings ; Guard barriers or road-bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A30/00—Adapting or protecting infrastructure or their operation
    • Y02A30/60—Planning or developing urban green infrastructure

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Abstract

The invention discloses a bridge widening anti-collision guardrail anchoring steel bar structure and a construction method, the structure comprises a side T beam, an upper flange plate, a beam rib, an anchoring block, a new guardrail and the like, the new guardrail is formed by pouring a steel bar framework, a plurality of anchoring steel bars mainly resisting load and cement concrete, the lower part of each anchoring steel bar is implanted into the upper flange plate and is fixed by an anchoring system, and the anchoring system mainly comprises a spring, a grouting pipe, a closed block, a corrugated pipe, a vent pipe, a grouting template, a grouting body, an anchoring plate, a screw rod, a screw cap and the like Low cost, safety, reliability, strong durability, high quality, remarkable economic and social benefits and the like.

Description

桥梁拓宽防撞护栏锚固钢筋结构及施工方法Bridge widening anti-collision guardrail anchoring steel structure and construction method

技术领域technical field

本发明涉及一种桥梁拓宽品质工程建设领域，具体是指桥梁拓宽防撞护栏锚固钢筋结构及施工方法。The invention relates to the field of bridge widening quality engineering construction, in particular to a bridge widening anti-collision guardrail anchoring steel bar structure and a construction method.

背景技术Background technique

随着我国改革开放和经济建设的飞速发展，大量早期建成投入运营的公路和城市桥梁服务水平已明显降低，难以满足日益增长的交通要求，造成交通拥挤、行车速度减慢、交通组织困难等问题，已成为交通运输的“瓶颈”。利用原有道路拓宽扩建，提高原有道路桥梁的通行能力，节约工程投资，具有重要的现实意义。在桥梁拓宽过程中，通过在现有工程结构中植入钢筋连接拓宽部分结构是常用的方法之一，但植筋处与现有桥梁的重要构造如预应力钢筋体系相碰撞即空间相冲突时，现有的植筋方法难以实现，必须研究一种新的植筋方法，在无损保留现有桥梁结构安全的同时，确保拓宽部分满足使用要求和节约工程费用。With the rapid development of my country's reform and opening up and economic construction, the service level of a large number of highways and urban bridges that have been built and put into operation in the early stage has been significantly reduced, making it difficult to meet the growing traffic requirements, resulting in traffic congestion, slowing of driving speed, and difficulties in traffic organization. , has become the "bottleneck" of transportation. It is of great practical significance to use the existing roads to widen and expand, to improve the traffic capacity of the original roads and bridges, and to save project investment. In the process of bridge widening, it is one of the commonly used methods to connect and widen part of the structure by implanting steel bars in the existing engineering structure. , the existing method of planting reinforcement is difficult to achieve, and a new method of planting reinforcement must be researched to ensure that the widened part meets the requirements of use and saves engineering costs while preserving the safety of the existing bridge structure.

发明内容SUMMARY OF THE INVENTION

本发明所要解决的技术问题在于克服现有技术的缺陷而提供一种构造简单、施工便利、费用低廉、安全可靠、耐久性强和高品质的桥梁拓宽防撞护栏锚固钢筋结构及施工方法。The technical problem to be solved by the present invention is to overcome the defects of the prior art and provide a bridge widening anti-collision guardrail anchoring steel bar structure and construction method with simple structure, convenient construction, low cost, safety, reliability, strong durability and high quality.

本发明的技术问题通过以下技术方案实现：The technical problem of the present invention is achieved through the following technical solutions:

一种桥梁拓宽防撞护栏锚固钢筋结构，包括因桥梁拓宽扩建而继续保留的边T梁、拆除原护栏后保留在边T梁外侧的上翼缘板、边T梁底部的梁肋、以及设置在上翼缘板下方与梁肋中部之间并锚固边T梁顶部桥面的锚固块；所述的上翼缘板连接架立模板进行钢筋混凝土的新护栏施工，所述的新护栏是由钢筋骨架、钢筋骨架中主要抵抗荷载的多根锚固钢筋和水泥混凝土浇筑而成，该多根锚固钢筋等间距设置，每根锚固钢筋下部均植入上翼缘板中并由锚固体系进行固定；所述的锚固体系包括弹簧、压浆管、封闭块、波纹管、通气管、压浆模板、压浆体、锚固板、螺杆和螺帽；所述的封闭块顶面置于每根锚固钢筋的竖直处顶端，封闭块底面为套入锚固钢筋的波纹管，该波纹管底部与新护栏底部、上翼缘板底相平；所述的弹簧套入锚固钢筋并置于波纹管内；所述的锚固板经预留孔从下而上套入锚固钢筋下端并由螺杆、螺帽紧固，该锚固板顶部与新护栏底部、上翼缘板底相接处相平；所述的压浆模板置于新护栏底部和上翼缘板底之间，该压浆模板与所述螺杆、螺帽之间预留相隔距离，并与波纹管内、锚固钢筋和弹簧之间的空隙形成压浆体的空间；所述的通气管一端从波纹管顶部水平穿进，通气管另一端延伸至新护栏的模板外；所述的压浆管预留在压浆模板内并外接压浆机。A bridge widening anti-collision guardrail anchoring steel bar structure, including side T beams that continue to be retained due to bridge widening and expansion, upper flange plates remaining on the outside of the side T beams after removing the original guardrail, beam ribs at the bottom of the side T beams, and setting Between the lower part of the upper flange plate and the middle part of the beam rib and anchor the anchor block of the bridge deck at the top of the side T beam; the upper flange plate is connected with the erecting formwork to carry out the construction of a new guardrail of reinforced concrete, and the new guardrail is made of Reinforcing steel skeleton and a plurality of anchoring steel bars that mainly resist the load in the steel skeleton and cement concrete are poured. The multiple anchoring steel bars are arranged at equal intervals, and the lower part of each anchoring steel bar is implanted into the upper flange plate and fixed by the anchoring system; The anchor system includes springs, grouting pipes, closing blocks, bellows, ventilation pipes, grouting templates, grouting bodies, anchor plates, screws and nuts; the top surface of the closing blocks is placed on each anchoring steel bar. The top of the vertical part of the closed block is a corrugated pipe sleeved into the anchoring steel bar, and the bottom of the corrugated pipe is flat with the bottom of the new guardrail and the bottom of the upper flange plate; the spring is sleeved into the anchoring steel bar and placed in the corrugated pipe; The anchoring plate is sleeved into the lower end of the anchoring steel bar from bottom to top through the reserved hole and is fastened by the screw rod and the nut, and the top of the anchoring plate is level with the bottom of the new guardrail and the bottom of the upper flange plate; The grouting formwork is placed between the bottom of the new guardrail and the bottom of the upper flange plate, and a distance is reserved between the grouting formwork and the screw and nut, and forms grouting with the gap in the corrugated pipe, between the anchoring steel bar and the spring One end of the ventilation pipe penetrates horizontally from the top of the corrugated pipe, and the other end of the ventilation pipe extends to the outside of the formwork of the new guardrail; the grouting pipe is reserved in the grouting formwork and externally connected to the grouting machine.

所述的每根锚固钢筋均与构成锚固体系的弹簧、压浆管、封闭块、波纹管和通气管在现浇新护栏混凝土时同步预留，每根锚固钢筋均与弹簧、封闭块、波纹管之间空隙经压浆料高压注入并终凝固结成压浆体，该压浆体经锚固板、螺杆和螺帽紧固；所述的锚固钢筋压浆前对弹簧施加初步压力

Figure 783969DEST_PATH_IMAGE001
使压浆体储备拉伸能量，以补偿压浆体使用阶段的收缩影响；依据桥梁设计标准，新护栏中主要抵抗荷载作用的单根锚固钢筋的设计拉力为
Figure 689608DEST_PATH_IMAGE002
，锚固钢筋的锚固长度为
Figure 221958DEST_PATH_IMAGE003
，弹簧长度为
Figure 871246DEST_PATH_IMAGE004
，新护栏混凝土浇筑完成达到规定强度后，在锚固钢筋压浆前安装锚固板和螺帽，扭转螺帽对弹簧施加初步压力
Figure 736433DEST_PATH_IMAGE001
使弹簧
Figure 812974DEST_PATH_IMAGE004
长度压缩至
Figure 572900DEST_PATH_IMAGE003
长度，再继续扭转螺帽对弹簧施加最终压力
Figure 760299DEST_PATH_IMAGE005
并紧固，根据弹性理论和力平衡原理，得到如下计算公式：Each of the anchoring steel bars and the springs, grouting pipes, closing blocks, corrugated pipes and ventilation pipes that constitute the anchoring system are synchronously reserved when the new guardrail concrete is cast in place. The gap between the pipes is injected by the grouting material under high pressure and finally solidified to form a grouting body, which is fastened by the anchoring plate, the screw and the nut; before the grouting of the anchoring steel bar, a preliminary pressure is applied to the spring
Figure 783969DEST_PATH_IMAGE001
Make the grouting body reserve tensile energy to compensate for the shrinkage effect of the grouting body during its use; according to the bridge design standards, the design tensile force of a single anchoring steel bar that mainly resists the load in the new guardrail is
Figure 689608DEST_PATH_IMAGE002
, the anchoring length of the anchoring steel bar is
Figure 221958DEST_PATH_IMAGE003
, the spring length is
Figure 871246DEST_PATH_IMAGE004
, After the concrete pouring of the new guardrail reaches the specified strength, install the anchor plate and the nut before anchoring the steel bar grouting, and twist the nut to apply initial pressure to the spring
Figure 736433DEST_PATH_IMAGE001
make spring
Figure 812974DEST_PATH_IMAGE004
length compressed to
Figure 572900DEST_PATH_IMAGE003
length, then continue to twist the nut to apply final pressure to the spring
Figure 760299DEST_PATH_IMAGE005
And tighten, according to the elastic theory and force balance principle, the following calculation formula is obtained:

公式一、Formula one,

固定锚固钢筋的锚固体系扭转螺帽对弹簧施加初步压力

Figure 683256DEST_PATH_IMAGE001
使弹簧
Figure 930698DEST_PATH_IMAGE004
长度压缩至
Figure 470263DEST_PATH_IMAGE003
长度，高压注入的高强压浆液凝固后，使用阶段当压浆体收缩时，弹簧具有起到阻止压浆体收缩的作用，该压浆体收缩率达到2‰～5‰，故弹簧压缩率控制在（3～5）‰作为压浆体收缩的补偿，对弹簧施加的初步压力
Figure 959888DEST_PATH_IMAGE001
，即为锚固钢筋的初步拉力
Figure 100002_DEST_PATH_IMAGE006
，则The torsion nut of the anchor system for fixing the anchoring steel bar exerts initial pressure on the spring
Figure 683256DEST_PATH_IMAGE001
make spring
Figure 930698DEST_PATH_IMAGE004
length compressed to
Figure 470263DEST_PATH_IMAGE003
Length, after the high-pressure slurry injected by high pressure is solidified, when the grouting body shrinks during the use stage, the spring has the effect of preventing the grouting body from shrinking. At (3 ~ 5) ‰ as compensation for the shrinkage of the grout, the initial pressure applied to the spring
Figure 959888DEST_PATH_IMAGE001
, which is the initial tensile force of the anchoring steel bar
Figure 100002_DEST_PATH_IMAGE006
,but

Figure 675034DEST_PATH_IMAGE007
Figure 675034DEST_PATH_IMAGE007

公式二、Formula two,

固定锚固钢筋的锚固体系扭转螺帽对弹簧施加初步压力

Figure 827798DEST_PATH_IMAGE001
使弹簧
Figure 822037DEST_PATH_IMAGE004
长度压缩至
Figure 147976DEST_PATH_IMAGE003
长度，再继续扭转螺帽对弹簧施加最终压力
Figure 779946DEST_PATH_IMAGE005
并紧固，此时弹簧的压力仍为初步压力
Figure 369190DEST_PATH_IMAGE001
，在锚固钢筋的压浆液终凝固结后，压浆体周边与波纹管的摩阻力和螺杆或螺帽的锚固力之和应大于锚固钢筋受到荷载的拉力，该螺杆或螺帽的锚固力压力
Figure 850725DEST_PATH_IMAGE008
和锚固钢筋尺寸以及有关参数为The torsion nut of the anchor system for fixing the anchoring steel bar exerts initial pressure on the spring
Figure 827798DEST_PATH_IMAGE001
make spring
Figure 822037DEST_PATH_IMAGE004
length compressed to
Figure 147976DEST_PATH_IMAGE003
length, then continue to twist the nut to apply final pressure to the spring
Figure 779946DEST_PATH_IMAGE005
And tighten, at this time the pressure of the spring is still the initial pressure
Figure 369190DEST_PATH_IMAGE001
After the final solidification of the grouting liquid for the anchoring steel bar, the sum of the frictional resistance between the grouting body and the bellows and the anchoring force of the screw or nut should be greater than the tensile force of the anchoring steel under load, and the anchoring force of the screw or nut.
Figure 850725DEST_PATH_IMAGE008
and anchor bar dimensions and related parameters are

Figure 386879DEST_PATH_IMAGE009
Figure 386879DEST_PATH_IMAGE009

公式一和公式二中的各符号定义为：The symbols in Equation 1 and Equation 2 are defined as:

Figure 138935DEST_PATH_IMAGE010
——新护栏中单根锚固钢筋抵抗荷载的设计拉力,
Figure 899080DEST_PATH_IMAGE011
；
Figure 138935DEST_PATH_IMAGE010
- the design tensile force of a single anchoring steel bar in the new guardrail to resist the load,
Figure 899080DEST_PATH_IMAGE011
;

Figure 416647DEST_PATH_IMAGE006
——在锚固钢筋压浆前，螺杆的初步拉力,
Figure 553231DEST_PATH_IMAGE011
；
Figure 416647DEST_PATH_IMAGE006
——The initial tension of the screw before anchoring the steel bar grouting,
Figure 553231DEST_PATH_IMAGE011
;

Figure 159793DEST_PATH_IMAGE001
——在锚固钢筋压浆前，弹簧所受的压力,
Figure 825260DEST_PATH_IMAGE011
；
Figure 159793DEST_PATH_IMAGE001
——The pressure on the spring before the anchoring steel bar is grouted,
Figure 825260DEST_PATH_IMAGE011
;

Figure 15808DEST_PATH_IMAGE005
——螺杆或螺帽的最终锚固力,
Figure 956082DEST_PATH_IMAGE011
；
Figure 15808DEST_PATH_IMAGE005
- the final anchoring force of the screw or nut,
Figure 956082DEST_PATH_IMAGE011
;

Figure 417150DEST_PATH_IMAGE012
——新护栏中锚固钢筋抵抗荷载的安全系数，根据有关标准规范确定或取1.3～1.5；
Figure 417150DEST_PATH_IMAGE012
——The safety factor of the anchored steel bars in the new guardrail to resist the load shall be determined according to the relevant standard or taken as 1.3 to 1.5;

Figure 519099DEST_PATH_IMAGE013
——分别为弹簧外径、弹簧中径、弹簧钢丝材料直径，
Figure 196942DEST_PATH_IMAGE014
；
Figure 519099DEST_PATH_IMAGE013
—— are the outer diameter of the spring, the middle diameter of the spring, and the diameter of the spring wire material, respectively,
Figure 196942DEST_PATH_IMAGE014
;

Figure 675328DEST_PATH_IMAGE015
——弹簧的有效圈数；
Figure 675328DEST_PATH_IMAGE015
- the effective number of turns of the spring;

Figure 787641DEST_PATH_IMAGE016
——弹簧受压变形,
Figure 326069DEST_PATH_IMAGE014
；
Figure 787641DEST_PATH_IMAGE016
- the spring is deformed under compression,
Figure 326069DEST_PATH_IMAGE014
;

Figure 727095DEST_PATH_IMAGE017
——弹簧的剪切变形模量,
Figure 242128DEST_PATH_IMAGE018
；
Figure 727095DEST_PATH_IMAGE017
- the shear deformation modulus of the spring,
Figure 242128DEST_PATH_IMAGE018
;

Figure 412209DEST_PATH_IMAGE003
——锚固钢筋与波纹管内压浆体的包裹长度，也为弹簧压缩后的长度,
Figure 918277DEST_PATH_IMAGE014
；
Figure 412209DEST_PATH_IMAGE003
——The wrapping length of the anchoring steel bar and the grout in the bellows is also the length after the spring is compressed,
Figure 918277DEST_PATH_IMAGE014
;

Figure 806598DEST_PATH_IMAGE019
——波纹管的平均内径,
Figure 131181DEST_PATH_IMAGE014
；
Figure 806598DEST_PATH_IMAGE019
- the average inner diameter of the bellows,
Figure 131181DEST_PATH_IMAGE014
;

Figure 421348DEST_PATH_IMAGE020
——螺杆或螺帽螺纹咬合部分的长度,
Figure 301580DEST_PATH_IMAGE014
；
Figure 421348DEST_PATH_IMAGE020
- the length of the thread engagement portion of the screw or nut,
Figure 301580DEST_PATH_IMAGE014
;

Figure 677197DEST_PATH_IMAGE021
——螺杆或螺帽螺纹咬合部分的平均直径,
Figure 799612DEST_PATH_IMAGE014
；
Figure 677197DEST_PATH_IMAGE021
- the average diameter of the screw or nut thread engagement part,
Figure 799612DEST_PATH_IMAGE014
;

Figure 678706DEST_PATH_IMAGE022
——锚固钢筋的有效直径,
Figure 729839DEST_PATH_IMAGE014
；
Figure 678706DEST_PATH_IMAGE022
- the effective diameter of the anchoring reinforcement,
Figure 729839DEST_PATH_IMAGE014
;

Figure 592753DEST_PATH_IMAGE023
——压浆体的抗剪设计值,
Figure 253279DEST_PATH_IMAGE018
；
Figure 592753DEST_PATH_IMAGE023
- the shear design value of the grouting body,
Figure 253279DEST_PATH_IMAGE018
;

Figure 518038DEST_PATH_IMAGE024
——螺杆或螺帽的抗剪设计值,
Figure 474493DEST_PATH_IMAGE018
；
Figure 518038DEST_PATH_IMAGE024
- the shear design value of the screw or nut,
Figure 474493DEST_PATH_IMAGE018
;

Figure 824703DEST_PATH_IMAGE025
——螺杆或螺帽的抗拉设计值,
Figure 587122DEST_PATH_IMAGE018
。
Figure 824703DEST_PATH_IMAGE025
- the design value of the tensile strength of the screw or nut,
Figure 587122DEST_PATH_IMAGE018
.

所述的弹簧为高强钢丝环绕圆管或圆棒冷弯而成的压缩弹簧，该弹簧外径比波纹管内径小0.5cm～1cm，弹簧内径比锚固钢筋外径大1cm～3cm，弹簧顶部与封闭块底部焊接、长度为

Figure 204923DEST_PATH_IMAGE004
；所述的弹簧压缩前，该新护栏底模板与弹簧接触处开孔以使弹簧露出新护栏底
Figure 597858DEST_PATH_IMAGE016
长度，且弹簧压缩
Figure 169785DEST_PATH_IMAGE016
长度后底部与新护栏底部、上翼缘板底相平。The spring is a compression spring formed by cold bending high-strength steel wire around a round tube or a round bar. The outer diameter of the spring is 0.5cm-1cm smaller than the inner diameter of the bellows, and the inner diameter of the spring is 1cm-3cm larger than the outer diameter of the anchoring steel bar. The bottom of the closed block is welded and the length is
Figure 204923DEST_PATH_IMAGE004
; Before the spring is compressed, a hole is opened at the contact of the new guardrail bottom template with the spring to expose the spring to the bottom of the new guardrail
Figure 597858DEST_PATH_IMAGE016
length, with spring compression
Figure 169785DEST_PATH_IMAGE016
After the length, the bottom is level with the bottom of the new guardrail and the bottom of the upper flange plate.

所述的压浆管为压入压浆体的硬质塑料管道，从压浆模板上的预留孔穿入压浆模板内，且压浆管外壁与压浆模板预留孔密封，压浆管外端接压浆机。The grouting pipe is a rigid plastic pipe that is pressed into the grouting body, and penetrates into the grouting template from the reserved hole on the grouting template, and the outer wall of the grouting pipe is sealed with the reserved hole of the grouting template, and the grouting The outer end of the pipe is connected to a grouting machine.

所述的封闭块为放置于波纹管顶部的圆形钢板或方形钢板，并与新护栏的钢筋骨架焊接牢固，封闭块的截面尺寸大于波纹管最大外径2cm～3cm、厚度1cm～1.2cm，封闭块底部与波纹管顶部用强力粘结剂粘结封闭，且浇筑新护栏混凝土时不漏气不漏浆。The closing block is a circular steel plate or square steel plate placed on the top of the corrugated pipe, and is firmly welded with the steel skeleton of the new guardrail. The bottom of the sealing block and the top of the corrugated pipe are bonded and sealed with strong adhesive, and there is no air leakage or slurry leakage when pouring the new guardrail concrete.

所述的波纹管为钢质波纹圆管，长度为

Figure 408000DEST_PATH_IMAGE003
，内径与锚固钢筋、弹簧以及预留的相应空隙配套，波纹管外径为两根锚固钢筋之间间距的四分之一至三分之一，波纹管顶部与封闭块底部用强力粘结剂粘结封闭，波纹管底部与新护栏模板封闭，且浇筑新护栏混凝土时的水泥浆不渗漏进波纹管。The corrugated pipe is a steel corrugated round pipe with a length of
Figure 408000DEST_PATH_IMAGE003
, the inner diameter is matched with the anchoring steel bar, the spring and the corresponding space reserved. The outer diameter of the bellows is one-quarter to one-third of the distance between the two anchoring steel bars. The top of the bellows and the bottom of the closed block use strong adhesive Bonding and sealing, the bottom of the corrugated pipe is closed with the new guardrail formwork, and the cement slurry when pouring the new guardrail concrete does not leak into the corrugated pipe.

所述的通气管设置于波纹管顶部并延伸至新护栏模板外用于压浆时排出空气，该通气管外壁与波纹管相接处封闭，且浇筑新护栏混凝土时的水泥浆不渗漏进通气管。The ventilation pipe is arranged on the top of the corrugated pipe and extends to the outside of the new guardrail formwork for discharging air during grouting. The outer wall of the ventilation pipe is closed at the junction of the corrugated pipe, and the cement slurry when pouring the new guardrail concrete does not leak into the channel. trachea.

所述的锚固板厚度为契形钢板、平面为圆形或方形，锚固板顶平面与新护栏底部、上翼缘板底倾斜度一致，锚固板的底平面为水平面，截面尺寸大于波纹管最大外径3cm～5cm、厚度1.5cm～2.0cm，锚固板中心竖向预留伸入锚固钢筋的预留孔，锚固板顶部中心水平向对称设有十字形半圆形凹槽作为压浆通道，该十字形半圆形凹槽半径不大于三分之一锚固板的厚度。The thickness of the anchoring plate is a wedge-shaped steel plate, the plane is a circle or a square, the top plane of the anchoring plate is the same as the bottom of the new guardrail and the bottom of the upper flange plate, the bottom plane of the anchoring plate is a horizontal plane, and the cross-sectional size is larger than the maximum of the corrugated pipe. The outer diameter is 3cm~5cm, and the thickness is 1.5cm~2.0cm. The center of the anchoring plate is vertically reserved for the reserved hole to extend into the anchoring steel bar. The center of the top of the anchoring plate is symmetrically provided with a cross-shaped semicircular groove as a grouting channel. The radius of the cross-shaped semicircular groove is not greater than one third of the thickness of the anchor plate.

所述的压浆体为高强压浆料加水和适量微膨胀剂配制注浆凝固而成；所述的螺杆、螺帽为钢质，螺杆为锚固钢筋下端车有螺纹的部分，该螺杆螺纹与螺帽螺纹的咬合长度由计算确定。The grouting body is formed by adding water and an appropriate amount of micro-expansion agent to the high-pressure slurry to prepare grouting and solidification; the screw and the nut are made of steel, and the screw is the threaded part of the lower end of the anchoring steel bar. The bite length of the nut thread is determined by calculation.

一种桥梁拓宽防撞护栏锚固钢筋结构的施工方法，包括如下步骤：A construction method for a bridge widening anti-collision guardrail anchoring a steel bar structure, comprising the following steps:

步骤一、拟定桥梁拓宽设计方案Step 1. Draw up the bridge widening design scheme

Figure 140027DEST_PATH_IMAGE026
测量桥梁的边T梁和原护栏的尺寸、收集荷载标准的基础数据；
Figure 140027DEST_PATH_IMAGE026
Measure the dimensions of the side T beam and the original guardrail of the bridge, and collect the basic data of the load standard;

Figure DEST_PATH_IMAGE027
拟定桥梁拓宽初步设计方案，选择原材料和施工方案；
Figure DEST_PATH_IMAGE027
Formulate preliminary design plan for bridge widening, select raw materials and construction plan;

Figure 438284DEST_PATH_IMAGE028
按公式一、公式二计算新护栏的钢筋骨架中主要抵抗荷载的单根锚固钢筋设计拉力
Figure 231928DEST_PATH_IMAGE002
和锚固钢筋压浆前对弹簧施加以初步压力
Figure 37947DEST_PATH_IMAGE001
，并确定主要设计参数；
Figure 438284DEST_PATH_IMAGE028
According to formula 1 and formula 2, calculate the design tensile force of a single anchoring steel bar that mainly resists the load in the steel frame of the new guardrail
Figure 231928DEST_PATH_IMAGE002
Apply preliminary pressure to the spring before grouting and anchoring the steel bar
Figure 37947DEST_PATH_IMAGE001
, and determine the main design parameters;

Figure DEST_PATH_IMAGE029
确定所用材料和施工工艺技术要求；
Figure DEST_PATH_IMAGE029
Determine the technical requirements for the materials and construction techniques used;

步骤二、采购主要工程材料并加工各部件Step 2. Procurement of main engineering materials and processing of various components

Figure 69488DEST_PATH_IMAGE026
选择高性能高强压浆料、微膨胀剂作为压浆体的原材料，通过试验确定设计配合比及其他技术参数；
Figure 69488DEST_PATH_IMAGE026
Select high-performance high-strength pressure slurry and micro-expansion agent as the raw materials of the slurry, and determine the design mix ratio and other technical parameters through experiments;

②选择弹簧钢丝原材料制作弹簧；选择锚固钢筋原材料，螺杆和螺帽长度及技术参数；②Select the raw material of the spring steel wire to make the spring; select the raw material of the anchoring steel bar, the length and technical parameters of the screw and nut;

Figure 600964DEST_PATH_IMAGE028
制作其他锚固体系的部件，质量符合设计要求；
Figure 600964DEST_PATH_IMAGE028
Manufacture the components of other anchorage systems, and the quality meets the design requirements;

Figure 147483DEST_PATH_IMAGE029
选用合格的注浆机械，注浆压力为0.2MPa～0.5MPa，检查灌浆设备和管路运转情况，设定灌浆参数，如凝胶时间、灌浆压力和配浆量；
Figure 147483DEST_PATH_IMAGE029
Select qualified grouting machinery, the grouting pressure is 0.2MPa ~ 0.5MPa, check the operation of grouting equipment and pipelines, and set grouting parameters, such as gel time, grouting pressure and grouting amount;

Figure 491614DEST_PATH_IMAGE030
制作新护栏的钢筋骨架和模板，质量符合设计要求；试验混凝土配合比和路面材料配合比；
Figure 491614DEST_PATH_IMAGE030
Make the steel frame and formwork of the new guardrail, and the quality meets the design requirements; test the mix ratio of concrete and pavement materials;

步骤三、拆除原护栏和部分铺装层、部分路面Step 3. Remove the original guardrail, part of the pavement, and part of the road

Figure 174400DEST_PATH_IMAGE026
按设计图纸测量放样原护栏、路面和铺装层的拆除范围，做好标记；
Figure 174400DEST_PATH_IMAGE026
Measure and set out the demolition scope of the original guardrail, road surface and pavement layer according to the design drawings, and make a mark;

②根据拆除部分构件混凝土强度、体积，选择合适的切割机械：②According to the strength and volume of the concrete to be demolished, select the appropriate cutting machine:

Figure 80039DEST_PATH_IMAGE028
切割和拆除部分构件时注意保护保留构件，拆除部分构件完成后做好桥面安全防护；
Figure 80039DEST_PATH_IMAGE028
When cutting and removing some components, pay attention to protecting the reserved components, and do a good job of safety protection of the bridge deck after removing some components;

步骤四、新护栏施工Step 4. New guardrail construction

Figure 113854DEST_PATH_IMAGE026
测量放样定位新护栏的准确位置，做好标记；
Figure 113854DEST_PATH_IMAGE026
Measure and stake out the exact position of the new guardrail and mark it well;

Figure 58414DEST_PATH_IMAGE027
吊装新护栏钢筋骨架，要求位置准确；
Figure 58414DEST_PATH_IMAGE027
When hoisting the steel frame of the new guardrail, the position is required to be accurate;

Figure 861285DEST_PATH_IMAGE028
制作和设立新护栏钢模板，要求位置准确；
Figure 861285DEST_PATH_IMAGE028
Make and set up new guardrail steel formwork, requiring accurate location;

Figure 937825DEST_PATH_IMAGE029
检查波纹管和通气管的密封情况，用空压机从通气管压进空气，检查波纹管、通气管、封闭块本身和相互接缝有无漏气，如有漏气再次采用密封措施直至不再漏气；
Figure 937825DEST_PATH_IMAGE029
Check the sealing of the bellows and the breather pipe, use an air compressor to press air from the breather pipe, check the bellows, the breather pipe, the sealing block itself and the joints for air leakage. leak again;

Figure 458936DEST_PATH_IMAGE030
用泵车浇筑新护栏的水泥混凝土，插入式振捣器振捣密实，待水泥混凝土终凝后覆盖土工布养护；
Figure 458936DEST_PATH_IMAGE030
The cement concrete of the new guardrail is poured with a pump truck, and the plug-in vibrator is vibrated and compacted. After the cement concrete is finally set, it is covered with geotextile for maintenance;

Figure DEST_PATH_IMAGE031
一般12小时后拆除侧模板，覆盖土工布洒水养护；当混凝土强度达到75%后拆除底模板并养护至规定强度；
Figure DEST_PATH_IMAGE031
Generally, the side formwork is removed after 12 hours, and the geotextile is covered with water for maintenance; when the concrete strength reaches 75%, the bottom formwork is removed and maintained to the specified strength;

步骤五、压紧弹簧和锚固钢筋压浆Step 5. Compress the spring and anchor the steel bar grouting

Figure 88413DEST_PATH_IMAGE026
清理新护栏底与锚固块接触处混凝土残留物并磨平，从锚固钢筋底端依次套入锚固板和螺帽，旋进螺帽将锚固板和弹簧压进至新护栏底相平；继续旋进螺帽直至达到设计扭矩；对于标准螺帽，扳手旋紧螺帽的最终扭矩根据螺帽的规格从有关标准中查到相应的扭矩；对于非标准螺帽，扳手旋紧螺帽的最终扭矩由螺杆或螺帽的构造和最终锚固力
Figure 745790DEST_PATH_IMAGE005
计算得到；
Figure 88413DEST_PATH_IMAGE026
Clean up the concrete residue at the contact between the bottom of the new guardrail and the anchoring block and smooth it out, insert the anchoring plate and the nut in sequence from the bottom end of the anchoring steel bar, and screw in the nut to press the anchoring plate and the spring until the bottom of the new guardrail is level; continue to screw Enter the nut until the design torque is reached; for standard nuts, the final torque of the wrench to tighten the nut can be found in the relevant standard according to the specification of the nut; for non-standard nuts, the final torque of the wrench to tighten the nut Construction and final anchoring force by the screw or nut
Figure 745790DEST_PATH_IMAGE005
calculated;

Figure 993232DEST_PATH_IMAGE027
注浆前，在通气管口设立挡板，挡板与通气管口留有空隙，观察人员在安全距离处观察压浆情况；
Figure 993232DEST_PATH_IMAGE027
Before grouting, set up a baffle plate at the vent pipe mouth, leaving a gap between the baffle plate and the vent pipe mouth, and the observer observes the grouting situation at a safe distance;

Figure 798377DEST_PATH_IMAGE028
安装压浆模板，压浆模板与新护栏底部、边T梁的梁肋侧面和压浆管接触处密封，不漏气不漏浆；
Figure 798377DEST_PATH_IMAGE028
Install the grouting formwork, and seal the grouting formwork with the bottom of the new guardrail, the side of the beam rib of the side T beam and the contact point of the grouting pipe, so that there is no leakage of air or slurry;

Figure 288002DEST_PATH_IMAGE029
由选用的压浆料配制高性能压浆液，压浆由专职熟练的人员进行操作，先用低压力、小流量注浆，观察通气管口如有少量浆液冒出，逐渐加大注浆压力和流量，在压力比较稳定、注浆量确定的情况下，再继续注浆10s～20s即可结束每孔注浆；
Figure 288002DEST_PATH_IMAGE029
The high-performance grouting liquid is prepared from the selected grouting slurry. The grouting is operated by full-time and skilled personnel. First, the grouting is performed with low pressure and small flow. If a small amount of slurry emerges from the vent pipe, gradually increase the grouting pressure and When the pressure is relatively stable and the amount of grouting is determined, the grouting of each hole can be completed by continuing grouting for 10s to 20s;

Figure 65465DEST_PATH_IMAGE030
待压浆体终凝后拆除压浆模板，原压浆模板处外露压浆体包裹土工布养护至规定强度，用砂轮打光外露压浆体，要求外露压浆体整洁美观；
Figure 65465DEST_PATH_IMAGE030
After the final setting of the grouting, remove the grouting formwork. The exposed grouting formwork at the original grouting formwork is wrapped with geotextile and maintained to the specified strength. The exposed grouting body is polished with a grinding wheel, and the exposed grouting body is required to be clean and beautiful;

步骤六、后补面层施工Step 6: Construction of the post-filling surface layer

Figure 483808DEST_PATH_IMAGE026
清理后补面层部分空间，要求表面粗糙，按设计配合比补平后补面层；
Figure 483808DEST_PATH_IMAGE026
After cleaning, part of the space of the surface layer is required to be rough, and the surface layer is filled and leveled according to the design mix ratio;

②用小型压路机碾压后补面层密实。②The surface layer is compacted after rolling with a small road roller.

与现有技术相比，本发明主要提供了一种桥梁拓宽防撞护栏锚固钢筋结构，并具有如下优点：一是边T梁桥面的多根先简支后连续预应力钢筋和锚固块的存在，常规植筋下部不能顺利植入，如强制植入常规植筋，可能损坏桥面先简支后连续预应力体系，从而导致严重的安全隐患，因此将常规植筋调整为锚固钢筋能有效避开边T梁桥面原有的多根先简支后连续预应力钢筋和锚固块，可安全经济地加宽桥面，提高桥梁拓宽的工程品质；二是采用锚固钢筋锚固体系的高性能压浆体内的微膨胀剂具有短期的抗收缩性能，与弹簧的长期抗收缩性能优势互补，桥面拓宽后的新护栏具有长期的安全性和耐久性；三是锚固钢筋锚固体系的外露锚固板、螺杆、螺帽用压浆体封闭，使锚固板、螺杆、螺帽免受腐蚀，提高新护栏的安全性和耐久性；四是所提供计算方法原理清晰、实用易行，可作为桥梁拓宽防撞护栏锚固钢筋结构的设计和施工指导，提高了安全质量性能。因此，本发明是一种构造简单、施工便利、费用低廉、安全可靠、耐久性强和高品质的桥梁拓宽防撞护栏锚固钢筋结构，其结合相应的施工方法，具有较高的经济效益和社会效益。Compared with the prior art, the present invention mainly provides a kind of bridge widening anti-collision guardrail anchoring steel bar structure, and has the following advantages: firstly, a plurality of simply supported and then continuously prestressed steel bars and anchoring blocks on the side T beam bridge deck; There is, the lower part of the conventional planting bar cannot be implanted smoothly. If the conventional planting bar is forced to be implanted, it may damage the bridge deck first simply supported and then the continuous prestressing system, resulting in serious safety hazards. Therefore, it is effective to adjust the conventional planting bar to anchoring steel bar. By avoiding the original multiple prestressed steel bars and anchor blocks that are simply supported and then continuously prestressed on the side T beam bridge deck, the bridge deck can be widened safely and economically, and the engineering quality of bridge widening can be improved; The micro-expansion agent in the grouting has short-term anti-shrinkage performance, which is complementary to the long-term anti-shrinkage performance of the spring. The new guardrail after the bridge deck is widened has long-term safety and durability. , The screw and nut are closed with grouting, so that the anchor plate, screw and nut are protected from corrosion, and the safety and durability of the new guardrail are improved; Fourth, the calculation method provided is clear in principle, practical and easy to implement, and can be used as a bridge to widen The design and construction guidance of the anchorage steel structure of the crash guardrail improves the safety and quality performance. Therefore, the present invention is a bridge widening anti-collision guardrail anchoring steel bar structure with simple structure, convenient construction, low cost, safety and reliability, strong durability and high quality. benefit.

附图说明Description of drawings

图1为本发明的结构立面示意图。FIG. 1 is a schematic elevation view of the structure of the present invention.

图2为图1的A处放大图。FIG. 2 is an enlarged view of part A of FIG. 1 .

图3为压浆前锚固钢筋的受力计算图式。Figure 3 shows the force calculation diagram of the anchoring steel bar before grouting.

图4为压浆后锚固钢筋的受力计算图式。Figure 4 shows the force calculation diagram of the anchored steel bar after grouting.

具体实施方式Detailed ways

下面将按上述附图对本发明实施例再作详细说明。The embodiments of the present invention will be described in detail below according to the above-mentioned drawings.

如图1~图4所示，1.边T梁、11.锚固块、12.切割线、2.原护栏、3.铺装层、4.面层、41.后补面层、5.新护栏、6.钢筋骨架、61.锚固钢筋、62.常规植筋、7.弹簧、8.压浆管、81.封闭块、82.波纹管、83.通气管、84.压浆模板、85.压浆体、9.锚固板、91.压浆通道、92.螺杆、93.螺帽。As shown in Figure 1~Figure 4, 1. Side T beam, 11. Anchoring block, 12. Cutting line, 2. Original guardrail, 3. Pavement layer, 4. Surface layer, 41. Rear surface layer, 5. New guardrail, 6. Rebar frame, 61. Anchoring steel bar, 62. Conventional planting bar, 7. Spring, 8. Grouting pipe, 81. Closing block, 82. Corrugated pipe, 83. Breathing pipe, 84. Grouting formwork, 85. Grouting body, 9. Anchor plate, 91. Grouting channel, 92. Screw, 93. Nut.

桥梁拓宽防撞护栏锚固钢筋结构及施工方法，如图1、图2所示，涉及一种桥梁拓宽品质工程建设领域，其结构包括因桥梁拓宽扩建而继续保留的边T梁1、拆除的原护栏2、拆除原护栏后保留在边T梁外侧的上翼缘板、边T梁底部的梁肋、以及设置在上翼缘板下方与梁肋中部之间并锚固边T梁1顶部桥面的锚固块11。Bridge widening anti-collision guardrail anchoring steel structure and construction method, as shown in Figure 1 and Figure 2, relate to the field of bridge widening quality engineering construction, and its structure includes the side T beams that continue to be retained due to bridge widening and expansion. Guardrail 2. After removing the original guardrail, the upper flange plate left on the outside of the side T beam, the beam rib at the bottom of the side T beam, and the bridge deck at the bottom of the upper flange plate and the middle of the beam rib and anchored at the top of the side T beam 1 Anchor block 11.

所述的两片边T梁1结合顶部的多片中T梁共同组成每幅桥面，并在桥面加宽前每侧边T梁1的外端上部均设置有原护栏2，而由多片中T梁和两片边T梁1共同构成的桥面先简支后连续需设置多根桥面连续预应力钢筋，且多根桥面连续预应力钢筋均由锚固块11锚固固定。The two side T beams 1 combined with the multiple middle T beams at the top form each bridge deck, and the upper part of the outer end of each side T beam 1 is provided with the original guardrail 2 before the bridge deck is widened. The bridge deck composed of multiple middle T beams and two side T beams 1 is simply supported first and then continuously needs to be provided with multiple bridge deck continuous prestressed steel bars, and multiple bridge deck continuous prestressed steel bars are anchored and fixed by anchor blocks 11 .

所述的上翼缘板连接架立模板进行钢筋混凝土的新护栏施工，该新护栏5是由钢筋骨架6、钢筋骨架中主要抵抗荷载的多根锚固钢筋61和水泥混凝土浇筑而成，其中锚固钢筋61下部通常植入上翼缘板中，由于桥面的多根先简支后连续预应力钢筋和锚固块的存在，常规植筋下部不能顺利植入，如强制植入常规植筋，则可能损坏桥面先简支后连续预应力体系，从而导致严重的安全隐患，因此需要将常规植筋调整为锚固钢筋，该多根锚固钢筋61等间距设置，每根锚固钢筋61下部均植入上翼缘板中并由锚固体系进行固定，这样就能有效避开边T梁桥面原有的多根先简支后连续预应力钢筋和锚固块，从而安全经济地加宽桥面，并提高桥梁拓宽的工程品质。The described upper flange plate is connected to the erecting formwork to carry out the construction of a new guardrail of reinforced concrete. The new guardrail 5 is made of a steel skeleton 6, a plurality of anchoring steel bars 61 that mainly resist the load in the steel skeleton and cement concrete pouring, wherein the anchorage The lower part of the steel bar 61 is usually implanted in the upper flange plate. Due to the existence of multiple simply supported and then continuous prestressed steel bars and anchor blocks on the bridge deck, the lower part of the conventional implanted bar cannot be implanted smoothly. It may damage the bridge deck first simply supported and then the continuous prestressing system, which will lead to serious safety hazards. Therefore, it is necessary to adjust the conventional planting bars to anchoring steel bars. The multiple anchoring steel bars 61 are arranged at equal intervals, and the lower part of each anchoring steel bar 61 is implanted. The upper flange plate is fixed by the anchor system, which can effectively avoid the original multiple prestressed steel bars and anchor blocks that are simply supported and then continuously prestressed on the side T beam bridge deck, so as to widen the bridge deck safely and economically. Improve the engineering quality of bridge widening.

所述的钢筋骨架6为新护栏的结构配筋，根据新护栏5的外形尺寸和受力情况，配置各种类型的钢筋焊接或绑扎成为可机械吊装的整体骨架，钢筋骨架6分段制作以利吊装和混凝土模板安装、拆除及浇筑混凝土。The described steel bar frame 6 is the structural reinforcement of the new guardrail. According to the external dimensions and stress conditions of the new guardrail 5, various types of steel bars are welded or bound to form an integral frame that can be mechanically hoisted. Lifting and concrete formwork installation, removal and pouring of concrete.

所述的锚固钢筋61为新护栏5中主要抵抗荷载的钢筋，其钢筋型号、数量和直径均由计算确定，锚固钢筋61设置于新护栏钢筋骨架6的内侧，上部随新护栏5内侧的形状为斜向，下部竖直，底部车螺纹的螺杆92与螺帽93咬合锚固。Described anchoring steel bar 61 is the steel bar that mainly resists load in the new guardrail 5, and its steel bar model, quantity and diameter are all determined by calculation, and the anchoring steel bar 61 is arranged on the inner side of the new guardrail steel skeleton 6, and the upper part follows the shape of the inner side of the new guardrail 5. It is oblique, the lower part is vertical, and the bottom screw 92 and the nut 93 are engaged and anchored.

所述的新护栏5内每根锚固钢筋61的锚固体系均由弹簧7、压浆管8、封闭块81、波纹管82、通气管83、压浆模板84、压浆体85、锚固板9、压浆通道91、螺杆92、螺帽93等部件组成，其相互位置和连接情况为：封闭块81顶面置于每根锚固钢筋61的竖直处顶端，封闭块81底面为套入锚固钢筋61的波纹管82，该波纹管底部与新护栏5底部、上翼缘板底相平；所述的弹簧7套入锚固钢筋61并置于波纹管82内；所述的锚固板9经预留孔从下而上套入锚固钢筋61下端并由螺帽93紧固，该锚固板9顶部与新护栏5底部、上翼缘板底相接处相平；所述的压浆模板84置于新护栏5底部和上翼缘板底之间，该压浆模板84与所述螺杆92、螺帽93之间预留相隔距离，并与波纹管82内、锚固钢筋61和弹簧7之间的空隙形成压浆体85的空间；所述的通气管83一端从波纹管82顶部水平穿进，通气管83另一端延伸至新护栏5的模板外；所述的压浆管8预留在压浆模板84内并外接压浆机。The anchoring system of each anchoring steel bar 61 in the new guardrail 5 is composed of a spring 7, a grouting pipe 8, a closing block 81, a corrugated pipe 82, a ventilation pipe 83, a grouting template 84, a grouting body 85, and an anchoring plate 9. , grouting channel 91, screw 92, nut 93 and other components, their mutual positions and connection conditions are: the top surface of the closing block 81 is placed at the top of the vertical position of each anchoring steel bar 61, and the bottom surface of the closing block 81 is sleeved and anchored The corrugated pipe 82 of the steel bar 61, the bottom of the corrugated pipe is flat with the bottom of the new guardrail 5 and the bottom of the upper flange plate; the spring 7 is sleeved into the anchoring steel bar 61 and placed in the corrugated pipe 82; the anchor plate 9 is The reserved hole is sleeved into the lower end of the anchoring steel bar 61 from bottom to top and fastened by the nut 93. The top of the anchoring plate 9 is flat with the bottom of the new guardrail 5 and the bottom of the upper flange plate; the grouting template 84 It is placed between the bottom of the new guardrail 5 and the bottom of the upper flange plate. A distance is reserved between the grouting template 84 and the screw 92 and the nut 93, and is connected with the inner bellows 82, the anchoring steel bar 61 and the spring 7. The space between them forms the space for the grouting body 85; one end of the ventilation pipe 83 penetrates horizontally from the top of the bellows 82, and the other end of the ventilation pipe 83 extends outside the template of the new guardrail 5; the grouting pipe 8 is reserved for A press is placed inside and outside the press formwork 84 .

其中，弹簧7为高强钢丝绕一定直径圆管或圆棒冷弯而成的压缩弹簧，弹簧外径比 波纹管内径小0.5cm～1cm，弹簧内径比锚固钢筋外径大1cm～3cm，弹簧7顶部与封闭块81底 部焊接、长度为

Figure 979511DEST_PATH_IMAGE004
，弹簧压缩前，新护栏底模板与弹簧7接触处开孔让弹簧露出新护栏5 底
Figure 7248DEST_PATH_IMAGE016
长度，弹簧压缩
Figure 639218DEST_PATH_IMAGE016
长度后底部与新护栏底部、上翼缘板底相平。 Among them, the spring 7 is a compression spring formed by cold bending a high-strength steel wire around a circular tube or round bar of a certain diameter. The top is welded with the bottom of the closing block 81, and the length is
Figure 979511DEST_PATH_IMAGE004
, Before the spring is compressed, a hole is opened at the contact between the bottom template of the new guardrail and the spring 7 to allow the spring to expose the bottom of the new guardrail 5.
Figure 7248DEST_PATH_IMAGE016
length, spring compression
Figure 639218DEST_PATH_IMAGE016
After the length, the bottom is level with the bottom of the new guardrail and the bottom of the upper flange plate.

所述的压浆管8为压入压浆体85的硬质塑料管道，从压浆模板84预留孔穿入压浆模板内，压浆管8外壁与压浆模板84预留孔密封，外端接压浆机。The grouting pipe 8 is a rigid plastic pipe that is pressed into the grouting body 85, and penetrates into the grouting template from the reserved hole of the grouting template 84, and the outer wall of the grouting pipe 8 is sealed with the reserved hole of the grouting template 84, The outer end is connected to the press machine.

所述的封闭块81为放置于波纹管82顶部的圆形钢板或方形钢板，用辅助钢筋与新护栏5的钢筋骨架6焊接牢固，截面尺寸大于波纹管82最大外径2cm～3cm、厚度1cm～1.2cm，封闭块81底部与波纹管82顶部用强力粘结剂粘结封闭，浇筑新护栏混凝土时不漏气不漏浆。The closed block 81 is a circular steel plate or a square steel plate placed on the top of the corrugated pipe 82, and is welded firmly with the steel skeleton 6 of the new guardrail 5 with auxiliary steel bars. ~1.2cm, the bottom of the sealing block 81 and the top of the corrugated pipe 82 are bonded and sealed with strong adhesive, so that there is no air leakage or slurry leakage when pouring the new guardrail concrete.

所述的波纹管82为钢质波纹圆管，长度为

Figure 494041DEST_PATH_IMAGE003
，内径与锚固钢筋61、弹簧7以及预留的 相应空隙配套，外径为两根锚固钢筋61之间间距的四分之一至三分之一，波纹管顶部与封 闭块底部用强力粘结剂粘结封闭，波纹管底部与新护栏模板封闭，浇筑新护栏混凝土时的 水泥浆不渗漏进波纹管。 The corrugated pipe 82 is a steel corrugated circular pipe with a length of
Figure 494041DEST_PATH_IMAGE003
, the inner diameter is matched with the anchoring steel bar 61, the spring 7 and the corresponding space reserved, the outer diameter is one quarter to one third of the distance between the two anchoring steel bars 61, and the top of the bellows and the bottom of the closed block are strongly bonded The bottom of the corrugated pipe is closed with the new guardrail formwork, and the cement slurry when pouring the new guardrail concrete will not leak into the corrugated pipe.

所述的通气管83设置于波纹管82顶部并延伸至新护栏模板外，用于压浆时排出空气，通气管83外壁与波纹管82相接处封闭，浇筑新护栏混凝土时的水泥浆不渗漏进通气管83。The ventilation pipe 83 is arranged on the top of the corrugated pipe 82 and extends to the outside of the new guardrail formwork for discharging air during grouting. Leaks into vent tube 83 .

所述的压浆模板84置于新护栏5底部和上翼缘板底之间且与螺杆92、螺帽93相隔一定距离，压浆模板84与波纹管82内、锚固钢筋61、弹簧7之间的空隙为压浆体85的空间，锚固板9、螺杆92、螺帽93用压浆体85封闭，使锚固板9、螺杆92、螺帽93免受腐蚀，提高新护栏5的安全性和耐久性。The grouting formwork 84 is placed between the bottom of the new guardrail 5 and the bottom of the upper flange plate and is separated from the screw 92 and the nut 93 by a certain distance. The space between them is the space for the grouting body 85 , and the anchoring plate 9 , the screw 92 and the nut 93 are closed with the grouting body 85 , so that the anchoring plate 9 , the screw 92 and the nut 93 are protected from corrosion, and the safety of the new guardrail 5 is improved and durability.

所述的压浆体85为高强压浆料加水和适量的微膨胀剂配制注浆凝固而成，微膨胀剂具有短期的抗收缩性能，与弹簧7的长期抗收缩性能优势互补，新护栏5具有长期的安全性和耐久性。The grouting body 85 is made of high-pressure slurry, water and an appropriate amount of micro-expansion agent to prepare and solidify. Provides long-term safety and durability.

所述的锚固板9厚度为契形钢板、平面为圆形或方形，顶平面与新护栏5底部、上翼缘板底倾斜度一致，底平面为水平面，截面尺寸大于波纹管82最大外径3cm～5cm、厚度1.5cm～2.0cm，锚固板9中心竖向预留伸入锚固钢筋61的孔洞作为预留孔，锚固板9顶部中心水平向对称设有十字形半圆形凹槽，作为压浆通道91，该十字形半圆形凹槽半径不大于三分之一锚固板9的厚度。The thickness of the anchor plate 9 is a wedge-shaped steel plate, the plane is a circle or a square, the top plane is consistent with the bottom of the new guardrail 5 and the bottom of the upper flange plate, the bottom plane is a horizontal plane, and the cross-sectional size is larger than the maximum outer diameter of the corrugated pipe 82 3cm～5cm, thickness 1.5cm～2.0cm, the center of the anchoring plate 9 is vertically reserved for the hole extending into the anchoring steel bar 61 as a reserved hole, and the center of the top of the anchoring plate 9 is symmetrically provided with a cross-shaped semicircular groove, as a For the grouting channel 91 , the radius of the cross-shaped semicircular groove is not greater than one third of the thickness of the anchoring plate 9 .

所述的螺杆92、螺帽93为钢质，螺杆92即为锚固钢筋61下端车有螺纹的部分，螺杆螺纹与螺帽螺纹的咬合长度由计算确定，螺帽93的螺纹与螺杆92的螺纹相匹配，优选采用标准的螺纹。The screw 92 and the nut 93 are made of steel, and the screw 92 is the threaded part of the lower end of the anchoring steel bar 61. The engagement length of the screw thread and the nut thread is determined by calculation. The thread of the nut 93 and the thread of the screw 92 To match, preferably a standard thread is used.

所述的每根锚固钢筋61均与构成锚固体系的弹簧7、压浆管8、封闭块81、波纹管82 和通气管83在现浇新护栏混凝土时同步预留，每根锚固钢筋61均与弹簧7、封闭块81、波纹 管82之间空隙经压浆料高压注入并终凝固结成压浆体85，该压浆体经锚固板9、螺杆92和螺 帽93紧固；所述的锚固钢筋61压浆前对弹簧7施加初步压力

Figure 211461DEST_PATH_IMAGE001
使压浆体85储备拉伸能量，以 补偿压浆体使用阶段的收缩影响；依据桥梁设计标准，新护栏5中主要抵抗荷载作用的单根 锚固钢筋61的设计拉力为
Figure 42889DEST_PATH_IMAGE002
，锚固钢筋61的锚固长度为
Figure 794944DEST_PATH_IMAGE003
，弹簧7长度为
Figure 289511DEST_PATH_IMAGE004
，新护栏混 凝土浇筑完成达到规定强度后，在锚固钢筋61压浆前安装锚固板9和螺帽93，扭转螺帽对弹 簧7施加初步压力
Figure 494227DEST_PATH_IMAGE001
使弹簧
Figure 146924DEST_PATH_IMAGE004
长度压缩至
Figure 753485DEST_PATH_IMAGE003
长度，再继续扭转螺帽93对弹簧7施加最终 压力
Figure 481270DEST_PATH_IMAGE005
并紧固，根据弹性理论和力平衡原理，得到如下计算公式： Each of the described anchoring bars 61 and the spring 7, the grouting pipe 8, the closing block 81, the corrugated pipe 82 and the ventilation pipe 83 that constitute the anchoring system are synchronously reserved when the new guardrail concrete is cast in place. The gap between the spring 7, the closing block 81 and the bellows 82 is injected by the grouting slurry under high pressure and finally solidified to form a grouting body 85, which is fastened by the anchoring plate 9, the screw 92 and the nut 93; the The anchoring steel bar 61 applies initial pressure to the spring 7 before grouting
Figure 211461DEST_PATH_IMAGE001
Make the grouting body 85 reserve tensile energy to compensate for the shrinkage effect of the grouting body in the use stage; according to the bridge design standard, the design tensile force of the single anchoring steel bar 61 that mainly resists the load in the new guardrail 5 is:
Figure 42889DEST_PATH_IMAGE002
, the anchoring length of the anchoring steel bar 61 is
Figure 794944DEST_PATH_IMAGE003
, the length of spring 7 is
Figure 289511DEST_PATH_IMAGE004
, After the concrete pouring of the new guardrail reaches the specified strength, install the anchor plate 9 and the nut 93 before the anchoring steel bar 61 is grouted, and the torsion nut exerts initial pressure on the spring 7
Figure 494227DEST_PATH_IMAGE001
make spring
Figure 146924DEST_PATH_IMAGE004
length compressed to
Figure 753485DEST_PATH_IMAGE003
length, and then continue to twist the nut 93 to apply the final pressure to the spring 7
Figure 481270DEST_PATH_IMAGE005
And tighten, according to the elastic theory and force balance principle, the following calculation formula is obtained:

公式一、Formula one,

固定锚固钢筋61的锚固体系扭转螺帽93对弹簧7施加初步压力

Figure 173282DEST_PATH_IMAGE001
使弹簧
Figure 346513DEST_PATH_IMAGE004
长 度压缩至
Figure 542002DEST_PATH_IMAGE003
长度，高压注入的高强压浆液凝固后，使用阶段当压浆体85收缩时，弹簧7具有起 到阻止压浆体收缩的作用，该压浆体85收缩率达到2‰～5‰，故弹簧7压缩率控制在（3～ 5）‰作为压浆体收缩的补偿，对弹簧7施加的初步压力
Figure 909529DEST_PATH_IMAGE001
，即为锚固钢筋61的初步拉力
Figure DEST_PATH_IMAGE033
， 则 The torsion nut 93 of the anchoring body fixing the anchoring steel bar 61 exerts a preliminary pressure on the spring 7
Figure 173282DEST_PATH_IMAGE001
make spring
Figure 346513DEST_PATH_IMAGE004
length compressed to
Figure 542002DEST_PATH_IMAGE003
Length, after the high-pressure slurry injected by high pressure is solidified, when the grouting body 85 contracts during the use stage, the spring 7 has the function of preventing the grouting body from shrinking. 7 The compression rate is controlled at (3～5)‰ as the compensation for the shrinkage of the grouting, and the initial pressure exerted on the spring 7
Figure 909529DEST_PATH_IMAGE001
, which is the initial tension of the anchoring steel bar 61
Figure DEST_PATH_IMAGE033
, but

Figure 525056DEST_PATH_IMAGE007
Figure 525056DEST_PATH_IMAGE007

公式二、Formula two,

固定锚固钢筋61的锚固体系扭转螺帽93对弹簧7施加初步压力

Figure 737863DEST_PATH_IMAGE001
使弹簧
Figure 319017DEST_PATH_IMAGE004
长 度压缩至
Figure 591866DEST_PATH_IMAGE003
长度，再继续扭转螺帽93对弹簧7施加最终压力
Figure 55209DEST_PATH_IMAGE005
并紧固，此时弹簧7的压力仍 为初步压力
Figure 570241DEST_PATH_IMAGE001
，在锚固钢筋61的压浆液终凝固结后，压浆体85周边与波纹管的摩阻力和螺 杆92或螺帽93的锚固力之和应大于锚固钢筋61受到荷载的拉力，该螺杆92或螺帽93的锚固 力压力
Figure 5902DEST_PATH_IMAGE008
和锚固钢筋61尺寸以及有关参数为 The torsion nut 93 of the anchoring body fixing the anchoring steel bar 61 exerts a preliminary pressure on the spring 7
Figure 737863DEST_PATH_IMAGE001
make spring
Figure 319017DEST_PATH_IMAGE004
length compressed to
Figure 591866DEST_PATH_IMAGE003
length, and then continue to twist the nut 93 to apply the final pressure to the spring 7
Figure 55209DEST_PATH_IMAGE005
And tighten, at this time the pressure of spring 7 is still the initial pressure
Figure 570241DEST_PATH_IMAGE001
After the final solidification of the grouting liquid of the anchoring steel bar 61, the sum of the frictional resistance between the periphery of the grouting body 85 and the bellows and the anchoring force of the screw 92 or the nut 93 should be greater than the tensile force of the anchoring steel bar 61 under the load, the screw 92 or Anchoring force pressure of nut 93
Figure 5902DEST_PATH_IMAGE008
And the size of anchoring steel bar 61 and related parameters are

Figure 449653DEST_PATH_IMAGE009
Figure 449653DEST_PATH_IMAGE009

公式一和公式二中的各符号定义为：The symbols in Equation 1 and Equation 2 are defined as:

Figure 337974DEST_PATH_IMAGE010
——新护栏5中单根锚固钢筋61抵抗荷载的设计拉力,
Figure 459295DEST_PATH_IMAGE011
；
Figure 337974DEST_PATH_IMAGE010
- the design tensile force of a single anchoring steel bar 61 in the new guardrail 5 to resist the load,
Figure 459295DEST_PATH_IMAGE011
;

Figure 749462DEST_PATH_IMAGE034
——在锚固钢筋61压浆前，螺杆92的初步拉力,
Figure 629693DEST_PATH_IMAGE011
；
Figure 749462DEST_PATH_IMAGE034
——The initial tension of the screw 92 before the grouting of the anchoring steel bar 61,
Figure 629693DEST_PATH_IMAGE011
;

Figure 739732DEST_PATH_IMAGE001
——在锚固钢筋61压浆前，弹簧7所受的压力,
Figure 596567DEST_PATH_IMAGE011
；
Figure 739732DEST_PATH_IMAGE001
——The pressure on the spring 7 before the anchoring steel bar 61 is grouted,
Figure 596567DEST_PATH_IMAGE011
;

Figure 6820DEST_PATH_IMAGE005
——螺杆92或螺帽93的最终锚固力,
Figure 57952DEST_PATH_IMAGE011
；
Figure 6820DEST_PATH_IMAGE005
- final anchoring force of screw 92 or nut 93,
Figure 57952DEST_PATH_IMAGE011
;

Figure 717604DEST_PATH_IMAGE012
——新护栏5中锚固钢筋61抵抗荷载的安全系数，根据有关标准规范确定或取 1.3～1.5；
Figure 717604DEST_PATH_IMAGE012
——The safety factor of the anchoring steel bar 61 in the new guardrail 5 to resist the load shall be determined according to the relevant standard specification or taken from 1.3 to 1.5;

Figure 879595DEST_PATH_IMAGE013
——分别为弹簧7外径、弹簧中径、弹簧钢丝材料直径，
Figure 377310DEST_PATH_IMAGE014
；
Figure 879595DEST_PATH_IMAGE013
——the outer diameter of the spring 7, the middle diameter of the spring, and the diameter of the spring wire material, respectively,
Figure 377310DEST_PATH_IMAGE014
;

Figure 333765DEST_PATH_IMAGE015
——弹簧7的有效圈数；
Figure 333765DEST_PATH_IMAGE015
- the effective number of turns of spring 7;

Figure 683975DEST_PATH_IMAGE016
——弹簧7受压变形,
Figure 915236DEST_PATH_IMAGE014
；
Figure 683975DEST_PATH_IMAGE016
——Spring 7 is deformed under pressure,
Figure 915236DEST_PATH_IMAGE014
;

Figure 533037DEST_PATH_IMAGE017
——弹簧7的剪切变形模量,
Figure 394813DEST_PATH_IMAGE018
；
Figure 533037DEST_PATH_IMAGE017
——the shear deformation modulus of spring 7,
Figure 394813DEST_PATH_IMAGE018
;

Figure 232319DEST_PATH_IMAGE003
——锚固钢筋61与波纹管82内压浆体85的包裹长度，也为弹簧7压缩后的长度,
Figure 736113DEST_PATH_IMAGE014
；
Figure 232319DEST_PATH_IMAGE003
——The wrapping length of the pressure slurry 85 in the anchoring steel bar 61 and the bellows 82 is also the length after the compression of the spring 7,
Figure 736113DEST_PATH_IMAGE014
;

Figure 468140DEST_PATH_IMAGE019
——波纹管82的平均内径,
Figure 766398DEST_PATH_IMAGE014
；
Figure 468140DEST_PATH_IMAGE019
- the average inner diameter of the bellows 82,
Figure 766398DEST_PATH_IMAGE014
;

Figure 91200DEST_PATH_IMAGE020
——螺杆92或螺帽93螺纹咬合部分的长度,
Figure 398684DEST_PATH_IMAGE014
；
Figure 91200DEST_PATH_IMAGE020
- the length of the threaded portion of the screw 92 or nut 93,
Figure 398684DEST_PATH_IMAGE014
;

Figure 522236DEST_PATH_IMAGE021
——螺杆92或螺帽93螺纹咬合部分的平均直径,
Figure 460236DEST_PATH_IMAGE014
；
Figure 522236DEST_PATH_IMAGE021
- the average diameter of the threaded portion of the screw 92 or nut 93,
Figure 460236DEST_PATH_IMAGE014
;

Figure 803493DEST_PATH_IMAGE022
——锚固钢筋61的有效直径,
Figure 914668DEST_PATH_IMAGE014
；
Figure 803493DEST_PATH_IMAGE022
- the effective diameter of the anchoring bar 61,
Figure 914668DEST_PATH_IMAGE014
;

Figure 361568DEST_PATH_IMAGE023
——压浆体85的抗剪设计值,
Figure 1628DEST_PATH_IMAGE018
；
Figure 361568DEST_PATH_IMAGE023
——Design value of shear resistance of grouting body 85,
Figure 1628DEST_PATH_IMAGE018
;

Figure 35443DEST_PATH_IMAGE024
——螺杆92或螺帽93的抗剪设计值,
Figure 684730DEST_PATH_IMAGE018
；
Figure 35443DEST_PATH_IMAGE024
- design value of shear resistance of screw 92 or nut 93,
Figure 684730DEST_PATH_IMAGE018
;

Figure 284338DEST_PATH_IMAGE025
——螺杆92或螺帽93的抗拉设计值,
Figure 859414DEST_PATH_IMAGE018
。
Figure 284338DEST_PATH_IMAGE025
- design value of tensile strength of screw 92 or nut 93,
Figure 859414DEST_PATH_IMAGE018
.

所述的桥梁拓宽防撞护栏锚固钢筋结构的施工方法主要包括如下步骤：The construction method of the bridge widening anti-collision guardrail anchoring steel structure mainly includes the following steps:

步骤一、拟定桥梁拓宽设计方案Step 1. Draw up the bridge widening design scheme

Figure 380525DEST_PATH_IMAGE036
测量桥梁的边T梁1和原护栏2的尺寸、收集荷载标准的基础数据；
Figure 380525DEST_PATH_IMAGE036
Measure the dimensions of the side T beam 1 of the bridge and the original guardrail 2, and collect the basic data of the load standard;

Figure 567924DEST_PATH_IMAGE038
拟定桥梁拓宽初步设计方案，选择原材料和施工方案；
Figure 567924DEST_PATH_IMAGE038
Formulate preliminary design plan for bridge widening, select raw materials and construction plan;

Figure DEST_PATH_IMAGE040
按公式一、公式二计算新护栏5的钢筋骨架6中主要抵抗荷载的单根锚固钢筋61 设计拉力
Figure 932958DEST_PATH_IMAGE002
和锚固钢筋压浆前对弹簧7施加以初步压力
Figure 914821DEST_PATH_IMAGE001
，并确定主要设计参数；
Figure DEST_PATH_IMAGE040
According to formula 1 and formula 2, calculate the design tensile force of the single anchoring steel bar 61 that mainly resists the load in the reinforcement frame 6 of the new guardrail 5
Figure 932958DEST_PATH_IMAGE002
Apply preliminary pressure to spring 7 before grouting and anchoring steel bars
Figure 914821DEST_PATH_IMAGE001
, and determine the main design parameters;

Figure DEST_PATH_IMAGE042
确定所用材料和施工工艺技术要求；
Figure DEST_PATH_IMAGE042
Determine the technical requirements for the materials and construction techniques used;

步骤二、采购主要工程材料并加工各部件Step 2. Procurement of main engineering materials and processing of various components

Figure 860911DEST_PATH_IMAGE036
选择高性能高强压浆料、微膨胀剂作为压浆体的原材料，通过试验确定设计配合比及其他技术参数；
Figure 860911DEST_PATH_IMAGE036
Select high-performance high-strength pressure slurry and micro-expansion agent as the raw materials of the slurry, and determine the design mix ratio and other technical parameters through experiments;

②选择弹簧钢丝原材料制作弹簧7；选择锚固钢筋原材料，螺杆92和螺帽93长度及技术参数；②Select the raw material of the spring steel wire to make the spring 7; select the raw material of the anchoring steel bar, the length and technical parameters of the screw 92 and the nut 93;

Figure 147274DEST_PATH_IMAGE040
制作其他锚固体系的部件，质量符合设计要求；
Figure 147274DEST_PATH_IMAGE040
Manufacture the components of other anchorage systems, and the quality meets the design requirements;

Figure 924737DEST_PATH_IMAGE042
选用合格的注浆机械，注浆压力为0.2MPa～0.5MPa，检查灌浆设备和管路运转情况，设定灌浆参数，如凝胶时间、灌浆压力和配浆量等；
Figure 924737DEST_PATH_IMAGE042
Select qualified grouting machinery, the grouting pressure is 0.2MPa ~ 0.5MPa, check the operation of grouting equipment and pipelines, and set grouting parameters, such as gel time, grouting pressure and grouting volume;

Figure DEST_PATH_IMAGE044
制作新护栏5的钢筋骨架6和模板，质量符合设计要求；试验混凝土配合比和路面材料配合比；
Figure DEST_PATH_IMAGE044
Make the steel frame 6 and formwork of the new guardrail 5, and the quality meets the design requirements; test the concrete mix ratio and the pavement material mix ratio;

步骤三、拆除原护栏和部分铺装层、部分路面Step 3. Remove the original guardrail, part of the pavement, and part of the road

Figure 15184DEST_PATH_IMAGE036
按设计图纸测量放样原护栏2、路面和铺装层的拆除范围，做好标记；
Figure 15184DEST_PATH_IMAGE036
Measure and set out the original guardrail 2, the demolition scope of the road surface and the pavement layer according to the design drawings, and make a mark;

②根据拆除部分构件混凝土强度、体积，选择合适的切割机械：②Select the appropriate cutting machine according to the strength and volume of the concrete to be demolished:

Figure 743843DEST_PATH_IMAGE040
切割和拆除部分构件时注意保护保留构件，拆除部分构件完成后做好桥面安全防护；
Figure 743843DEST_PATH_IMAGE040
When cutting and removing some components, pay attention to protecting the reserved components, and do a good job of safety protection of the bridge deck after removing some components;

步骤四、新护栏施工Step 4. New guardrail construction

Figure 538624DEST_PATH_IMAGE036
测量放样定位新护栏5的准确位置，做好标记；
Figure 538624DEST_PATH_IMAGE036
Measure and set out the exact position of the new guardrail 5, and make a mark;

Figure 967331DEST_PATH_IMAGE038
吊装新护栏钢筋骨架6，要求位置准确；
Figure 967331DEST_PATH_IMAGE038
Hoisting the new guardrail steel frame 6 requires accurate position;

Figure 556575DEST_PATH_IMAGE040
制作和设立新护栏钢模板，要求位置准确；
Figure 556575DEST_PATH_IMAGE040
Make and set up new guardrail steel formwork, requiring accurate location;

Figure 539575DEST_PATH_IMAGE042
检查波纹管82和通气管83的密封情况，用空压机从通气管压进空气，检查波纹管、通气管、封闭块本身和相互接缝有无漏气，如有漏气再次采用密封措施直至不再漏气；
Figure 539575DEST_PATH_IMAGE042
Check the sealing condition of the bellows 82 and the ventilation pipe 83, use an air compressor to press air from the ventilation pipe, check the bellows, the ventilation pipe, the sealing block itself and the joints for air leakage, if there is air leakage, take sealing measures again until no more air leakage;

Figure 371002DEST_PATH_IMAGE044
用泵车浇筑新护栏5的水泥混凝土，插入式振捣器振捣密实，待水泥混凝土终凝后覆盖土工布养护；
Figure 371002DEST_PATH_IMAGE044
The cement concrete of the new guardrail 5 is poured with a pump truck, the plug-in vibrator is vibrated and compacted, and the geotextile is covered after the cement concrete is finally set for maintenance;

Figure DEST_PATH_IMAGE046
一般12小时后拆除侧模板，覆盖土工布洒水养护；当混凝土强度达到75%后拆除底模板并养护至规定强度；
Figure DEST_PATH_IMAGE046
Generally, the side formwork is removed after 12 hours, and the geotextile is covered with water for maintenance; when the concrete strength reaches 75%, the bottom formwork is removed and maintained to the specified strength;

步骤五、压紧弹簧和锚固钢筋压浆Step 5. Compress the spring and anchor the steel bar grouting

Figure 529582DEST_PATH_IMAGE036
清理新护栏底与锚固块11接触处混凝土残留物并磨平，从锚固钢筋61底端依次 套入锚固板9和螺帽93，旋进螺帽将锚固板9和弹簧7压进至新护栏底相平；继续旋进螺帽93 直至达到设计扭矩；对于标准螺帽，扳手旋紧螺帽的最终扭矩根据螺帽的规格从有关标准 中查到相应的扭矩；对于非标准螺帽，扳手旋紧螺帽的最终扭矩由螺杆或螺帽的构造和最 终锚固力
Figure 352045DEST_PATH_IMAGE005
计算得到；
Figure 529582DEST_PATH_IMAGE036
Clean up the concrete residue at the contact between the bottom of the new guardrail and the anchoring block 11 and smooth it out, insert the anchoring plate 9 and the nut 93 from the bottom end of the anchoring steel bar 61 in sequence, and screw the nut into the anchoring plate 9 and the spring 7. Press into the new guardrail The bottom is flat; continue to screw in the nut 93 until the design torque is reached; for standard nuts, the final torque of the wrench to tighten the nut can be found in the relevant standard according to the specification of the nut; for non-standard nuts, the wrench The final torque for tightening the nut is determined by the configuration of the screw or nut and the final anchoring force
Figure 352045DEST_PATH_IMAGE005
calculated;

Figure 72875DEST_PATH_IMAGE038
注浆前，在通气管口设立挡板，挡板与通气管口留有空隙，观察人员在安全距离处观察压浆情况；
Figure 72875DEST_PATH_IMAGE038
Before grouting, set up a baffle plate at the vent pipe mouth, leaving a gap between the baffle plate and the vent pipe mouth, and the observer observes the grouting situation at a safe distance;

Figure 209458DEST_PATH_IMAGE040
安装压浆模板，压浆模板与新护栏底部、边T梁1的梁肋侧面和压浆管8接触处密封，不漏气不漏浆；
Figure 209458DEST_PATH_IMAGE040
Install the grouting formwork, the grouting formwork is sealed with the bottom of the new guardrail, the side of the beam rib of the side T beam 1 and the grouting pipe 8, so that there is no leakage of air or slurry;

Figure 284861DEST_PATH_IMAGE042
由选用的压浆料配制高性能压浆液，压浆由专职熟练的人员进行操作，先用低压力、小流量注浆，观察通气管口如有少量浆液冒出，逐渐加大注浆压力和流量，在压力比较稳定、注浆量确定的情况下，再继续注浆10s～20s即可结束每孔注浆；
Figure 284861DEST_PATH_IMAGE042
The high-performance grouting liquid is prepared from the selected grouting slurry. The grouting is operated by full-time and skilled personnel. First, the grouting is performed with low pressure and small flow. If a small amount of slurry emerges from the vent pipe, gradually increase the grouting pressure and When the pressure is relatively stable and the amount of grouting is determined, the grouting of each hole can be completed by continuing grouting for 10s to 20s;

Figure 481487DEST_PATH_IMAGE044
待压浆体85终凝后拆除压浆模板84，原压浆模板处外露压浆体包裹土工布养护至规定强度，用砂轮打光外露压浆体，要求外露压浆体整洁美观；
Figure 481487DEST_PATH_IMAGE044
After the grouting body 85 is finally set, remove the grouting formwork 84. The exposed grouting formwork at the original grouting formwork is wrapped with geotextile and cured to the specified strength. The exposed grouting body is polished with a grinding wheel, and the exposed grouting body is required to be clean and beautiful;

步骤六、后补面层施工Step 6: Construction of the post-filling surface layer

Figure 672035DEST_PATH_IMAGE036
清理后补面层41部分空间，要求表面粗糙，按设计配合比补平后补面层41；
Figure 672035DEST_PATH_IMAGE036
After cleaning, part of the space of the repairing layer 41 is required to have a rough surface, and the repairing layer 41 is filled and leveled according to the design mix ratio;

②用小型压路机碾压后补面层41密实。②The surface layer 41 is compacted after rolling with a small road roller.

另外，上述桥梁拓宽防撞护栏锚固钢筋结构的施工方法中还涉及到了切割线12、铺装层3和后补面层41等，其中的切割线12是指桥梁拓宽扩建而继续保留的边T梁1、拆除的原护栏2和相应桥面铺装层3、面层4的切割拆除线，要求机械切割时不损伤继续保留的边T梁1、桥面铺装层3、面层4结构，切割线12表面粗糙利于与新护栏混凝土、铺装层3和后补面层41牢固粘结；铺装层3为每幅桥面多片中T梁和两片边T梁1安装完成后的连接结构层，为面层4的基层；后补面层41为原护栏2拆除后的空缺部分用原面层材料恢复补回的部分面层。In addition, the above-mentioned construction method for widening the anti-collision guardrail of the bridge and anchoring the steel bar structure also involves the cutting line 12, the pavement layer 3 and the rear surface layer 41, etc., wherein the cutting line 12 refers to the widening and expansion of the bridge. The side T that continues to remain Beam 1, the dismantled original guardrail 2 and the corresponding bridge deck pavement layer 3 and surface layer 4 cutting and dismantling line, it is required that the mechanical cutting will not damage the remaining side T beam 1, bridge deck pavement layer 3, surface layer 4 structure , the rough surface of the cutting line 12 is conducive to the firm bonding with the new guardrail concrete, the paving layer 3 and the rear surface layer 41; The connecting structure layer is the base layer of the surface layer 4; the rear supplementary surface layer 41 is the part of the surface layer that is restored and replaced by the original surface layer material after the vacant part of the original guardrail 2 is removed.

以上所述仅是本发明的具体实施例，本领域技术人员应该理解，任何与该实施例等同的结构设计，均应包含在本发明的保护范围之内。The above are only specific embodiments of the present invention, and those skilled in the art should understand that any structural design equivalent to this embodiment should be included within the protection scope of the present invention.

Claims (10)

1. A bridge widening anti-collision guardrail anchoring reinforcing steel bar structure comprises a side T beam (1) which is continuously reserved due to bridge widening and expansion, an upper flange plate which is reserved on the outer side of the side T beam after an original guardrail (2) is removed, a beam rib at the bottom of the side T beam (1), and an anchoring block (11) which is arranged between the lower part of the upper flange plate and the middle part of the beam rib and anchors a bridge deck at the top of the side T beam; the novel guardrail (5) is formed by pouring a steel reinforcement framework (6), a plurality of anchoring steel bars (61) which mainly resist load in the steel reinforcement framework and cement concrete, the anchoring steel bars (61) are arranged at equal intervals, and the lower part of each anchoring steel bar (61) is implanted into the upper flange plate and fixed by an anchoring system; the anchoring system comprises a spring (7), a grouting pipe (8), a sealing block (81), a corrugated pipe (82), a vent pipe (83), a grouting template (84), a grouting body (85), an anchoring plate (9), a screw (92) and a screw cap (93); the top surface of the sealing block (81) is arranged at the top end of the vertical part of each anchoring reinforcing steel bar (61), the bottom surface of the sealing block (81) is a corrugated pipe (82) sleeved in the anchoring reinforcing steel bar (61), and the bottom of the corrugated pipe is level with the bottom of the new guardrail (5) and the bottom of the upper flange plate; the spring (7) is sleeved into the anchoring steel bar (61) and is arranged in the corrugated pipe (82); the anchoring plate (9) is sleeved into the lower end of the anchoring steel bar (61) from bottom to top through a preformed hole and is fastened by a screw rod (92) and a screw cap (93), and the top of the anchoring plate (9) is level with the joint of the bottom of the new guardrail (5) and the bottom of the upper flange plate; the grouting template (84) is arranged between the bottom of the new guardrail (5) and the bottom of the upper flange plate, a distance is reserved between the grouting template (84) and the screw (92) and between the grouting template and the screw cap (93), and a space of grouting body (85) is formed by the grouting template and gaps in the corrugated pipe (82), between the anchoring steel bar (61) and between the anchoring steel bar and the spring (8); one end of the vent pipe (83) horizontally penetrates from the top of the corrugated pipe (82), and the other end of the vent pipe (83) extends out of the template of the new guardrail (5); the grouting pipe (8) is reserved in the grouting template (84) and is externally connected with a grouting machine.
2. The bridge widening anti-collision guardrail anchoring steel bar structure according to claim 1, wherein each anchoring steel bar (61) is synchronously reserved with a spring (7), a grouting pipe (8), a sealing block (81), a corrugated pipe (82) and a vent pipe (83) which form an anchoring system when new guardrail concrete is cast in place, and gaps among each anchoring steel bar (61), the spring (7), the sealing block (81) and the corrugated pipe (82) are filled with grouting materialInjecting the slurry under high pressure and finally solidifying the slurry into a grouting body (85), wherein the grouting body is fastened by an anchoring plate (9), a screw (92) and a nut (93); the anchoring reinforcing steel bar (61) applies primary pressure to the spring (7) before grouting
Figure 188685DEST_PATH_IMAGE001
-allowing the body (85) to store stretching energy to compensate for the shrinking effect of the body during its use; according to the design standard of the bridge, the single anchoring steel bar (61) mainly resisting the load in the new guardrail (5) has the design tension of
Figure 907024DEST_PATH_IMAGE002
The anchoring length of the anchoring bar (61) is
Figure 812663DEST_PATH_IMAGE003
The length of the spring (7) is
Figure 846478DEST_PATH_IMAGE004
After the new guardrail concrete is poured to reach the specified strength, the anchoring plate (9) and the screw cap (93) are installed before the grouting of the anchoring steel bar (61), and the torsion screw cap applies primary pressure to the spring (7)
Figure 495765DEST_PATH_IMAGE001
Make the spring
Figure 797171DEST_PATH_IMAGE004
Length is compressed to
Figure 139291DEST_PATH_IMAGE003
Length, then continue to twist the nut (93) to apply final pressure on the spring (7)
Figure 660402DEST_PATH_IMAGE005
And fastening, and obtaining the following calculation formula according to the elasticity theory and the force balance theory:
formula I,
An anchoring system torsion nut (93) for fixing the anchoring steel bar (61) exerts a preliminary pressure on the spring (7)
Figure 18440DEST_PATH_IMAGE001
Make the spring
Figure 206976DEST_PATH_IMAGE004
Length is compressed to
Figure 595363DEST_PATH_IMAGE003
Length, after the high-strength grouting liquid injected under high pressure is solidified and the grouting body is shrunk in the using stage, the spring (7) has the function of preventing the grouting body (85) from shrinking, the shrinkage rate of the grouting body reaches 2-5 per mill, so that the compression rate of the spring (7) is controlled to be 3-5 per mill to be used as compensation for the shrinkage of the grouting body (85), and the initial pressure applied to the spring (7)
Figure 633464DEST_PATH_IMAGE001
I.e. the preliminary tension of the anchoring bar (61)
Figure DEST_PATH_IMAGE006
Then, then
Figure 399120DEST_PATH_IMAGE007
The second formula,
An anchoring system torsion nut (93) for fixing the anchoring steel bar (61) applies a preliminary pressure to the spring (7)
Figure 176583DEST_PATH_IMAGE001
Make the spring
Figure 594926DEST_PATH_IMAGE004
Length is compressed to
Figure 825050DEST_PATH_IMAGE003
Length, then continue to twist the nut (93) to apply final pressure on the spring (7)
Figure 383945DEST_PATH_IMAGE005
And fastened, at the moment, the pressure of the spring (7) is still the initial pressure
Figure 547074DEST_PATH_IMAGE001
After the grouting liquid of the anchoring steel bar (61) is finally set and solidified, the sum of the frictional resistance between the periphery of the grouting body (85) and the corrugated pipe and the anchoring force of the screw (92) or the nut (93) is greater than the tensile force of the anchoring steel bar (61) under load, and the pressure of the anchoring force of the screw (92) or the nut (93)
Figure 277263DEST_PATH_IMAGE008
And the size of the anchoring bar (61) and the parameters concerned are
Figure DEST_PATH_IMAGE009
Each symbol in formula one and formula two is defined as:
Figure 493219DEST_PATH_IMAGE010
-the design tension of the single anchoring steel bar (61) in the new guardrail (5) to resist the load,
Figure 560532DEST_PATH_IMAGE011
；
Figure 312587DEST_PATH_IMAGE012
-preliminary tension of the screw (92) before the grouting of the anchoring bar (61),
Figure 836847DEST_PATH_IMAGE011
；
Figure 448088DEST_PATH_IMAGE001
before the grouting of the anchoring steel bar (61), the pressure born by the spring (7),
Figure 319092DEST_PATH_IMAGE011
；
Figure 164469DEST_PATH_IMAGE005
-the final anchoring force of the screw (92) or nut (93),
Figure 361096DEST_PATH_IMAGE011
；
Figure 53108DEST_PATH_IMAGE013
the safety factor of the anchoring steel bars (61) in the new guardrail (5) for resisting load is determined or taken as 1.3-1.5 according to relevant standard specifications;
Figure 727803DEST_PATH_IMAGE014
the outer diameter of the spring (7), the middle diameter of the spring and the diameter of the spring steel wire material are respectively,
Figure 687406DEST_PATH_IMAGE015
；
Figure 54934DEST_PATH_IMAGE016
-the effective number of turns of the spring (7);
Figure 968663DEST_PATH_IMAGE017
-the spring (7) is deformed under pressure,
Figure 447049DEST_PATH_IMAGE015
；
Figure 792318DEST_PATH_IMAGE018
-the shear deformation modulus of the spring (7),
Figure 799588DEST_PATH_IMAGE019
；
Figure 731772DEST_PATH_IMAGE003
the wrapping length of the anchoring steel bar (61) and the inner pressure slurry (85) of the corrugated pipe (82) is also the length after the spring (7) is compressed,
Figure 279428DEST_PATH_IMAGE015
；
Figure 213623DEST_PATH_IMAGE020
-the average inner diameter of the bellows (82),
Figure 63899DEST_PATH_IMAGE015
；
Figure 217800DEST_PATH_IMAGE021
-the length of the threaded engagement portion of the screw (92) or nut (93),
Figure 819681DEST_PATH_IMAGE015
；
Figure 516372DEST_PATH_IMAGE022
-the mean diameter of the threaded engagement portion of the screw (92) or nut (93),
Figure 662183DEST_PATH_IMAGE015
；
Figure 67494DEST_PATH_IMAGE023
-the effective diameter of the anchoring bar (61),
Figure 566740DEST_PATH_IMAGE015
；
Figure 976993DEST_PATH_IMAGE024
-shear design value of the slurry body (85),
Figure 526660DEST_PATH_IMAGE019
；
Figure 389574DEST_PATH_IMAGE025
-design values for the shear of the screw (92) or the nut (93),
Figure 551565DEST_PATH_IMAGE019
；
Figure 347483DEST_PATH_IMAGE026
-design values for the tensile strength of the screw (92) or the nut (93),
Figure 68052DEST_PATH_IMAGE019
。
3. the bridge widening anti-collision guardrail anchoring steel bar structure according to claim 1, wherein the spring (7) is a compression spring formed by cold-bending a high-strength steel wire around a round pipe or a round bar, the outer diameter of the spring (7) is 0.5 cm-1 cm smaller than the inner diameter of the corrugated pipe (82), the inner diameter of the spring (7) is 1 cm-3 cm larger than the outer diameter of the anchoring steel bar (61), and the top and the seal of the spring (7) are connectedThe bottom of the closed block (81) is welded and has the length of
Figure 418262DEST_PATH_IMAGE004
(ii) a Before the spring (7) is compressed, the contact part of the new guardrail bottom template and the spring is provided with a hole so that the spring is exposed out of the bottom of the new guardrail (5)
Figure 118365DEST_PATH_IMAGE017
Length, and spring compression
Figure 882970DEST_PATH_IMAGE017
The bottom of the length back is equal to the bottom of the new guardrail (5) and the bottom of the upper flange plate.
4. The anchoring steel bar structure of the bridge widening anti-collision guardrail as claimed in claim 1, wherein the grouting pipe (8) is a hard plastic pipe pressed into grouting body (85), a preformed hole on the grouting template (84) penetrates into the grouting template, the outer wall of the grouting pipe (8) is sealed with the preformed hole of the grouting template (84), and the outer end of the grouting pipe is connected with a grouting machine.
5. The bridge widening anti-collision guardrail anchoring steel bar structure according to claim 1, wherein the sealing block (81) is a round steel plate or a square steel plate placed at the top of the corrugated pipe (82) and is firmly welded with the steel bar framework (6) of the new guardrail (5), the cross-sectional dimension of the sealing block (81) is larger than the maximum outer diameter of the corrugated pipe (82) by 2 cm-3 cm and the thickness of the corrugated pipe (82) by 1 cm-1.2 cm, the bottom of the sealing block (81) and the top of the corrugated pipe (82) are bonded and sealed by a strong bonding agent, and air and slurry do not leak when new guardrail concrete is poured.
6. The anchoring steel bar structure of the widened crash barrier for bridge according to claim 1, wherein the corrugated pipe (82) is a steel corrugated round pipe with a length of
Figure 541485DEST_PATH_IMAGE003
Inner diameter ofThe anchoring reinforcing steel bars (6), the springs (7) and the reserved corresponding gaps are matched, the outer diameter of the corrugated pipe (82) is one fourth to one third of the distance between the two anchoring reinforcing steel bars (61), the top of the corrugated pipe (82) and the bottom of the sealing block (81) are bonded and sealed by strong bonding agents, the bottom of the corrugated pipe (82) is sealed with a new guardrail template, and cement paste does not leak into the corrugated pipe (82) when new guardrail concrete is poured.
7. The anchoring steel bar structure of the bridge widening crash barrier according to claim 1, wherein the vent pipe (83) is arranged at the top of the corrugated pipe (82) and extends to the outside of the new barrier formwork for discharging air during grouting, the joint of the outer wall of the vent pipe (83) and the corrugated pipe (82) is closed, and cement paste does not leak into the vent pipe (83) during pouring of new barrier concrete.
8. The bridge widening anti-collision guardrail anchoring steel bar structure as claimed in claim 1, wherein the anchoring plate (9) is wedge-shaped steel plate in thickness and is circular or square in plane, the top plane of the anchoring plate (9) is consistent with the bottom of the new guardrail (5) and the bottom of the upper flange plate in inclination, the bottom plane of the anchoring plate (9) is a horizontal plane, the cross-sectional dimension of the anchoring plate is larger than the maximum outer diameter of the corrugated pipe (82) by 3 cm-5 cm and the thickness of the corrugated pipe is 1.5 cm-2.0 cm, a reserved hole extending into the anchoring steel bar (61) is vertically reserved in the center of the anchoring plate (9), a cross-shaped semicircular groove is horizontally and symmetrically arranged in the center of the top of the anchoring plate (9) to serve as a grouting channel (91), and the radius of the cross-shaped semicircular groove is not larger than the thickness of one third of the anchoring plate (9).
9. The anchoring steel bar structure of the widened bridge anti-collision guardrail according to claim 1, wherein the grout (85) is prepared by adding water and a proper amount of micro-expanding agent into high-strength grout, grouting and solidifying; the screw (92) and the nut (93) are made of steel, the screw (92) is a part with threads at the lower end of the anchoring steel bar, and the meshing length of the screw threads and the nut threads is determined by calculation.
10. The construction method of the anchoring steel bar structure of the bridge widening anti-collision guardrail according to any one of claims 1 to 9 is characterized by comprising the following steps:
step one, drawing up a bridge widening design scheme
Figure 378991DEST_PATH_IMAGE027
Measuring the sizes of a side T beam (1) and an original guardrail (2) of the bridge and collecting basic data of load standard;
Figure 148364DEST_PATH_IMAGE028
drawing up a preliminary design scheme for bridge widening, and selecting raw materials and a construction scheme;
Figure 886250DEST_PATH_IMAGE029
calculating the design tension of a single anchoring steel bar (61) mainly resisting load in the steel bar framework (6) of the new guardrail according to a formula I and a formula II
Figure 856611DEST_PATH_IMAGE002
And applying a preliminary pressure to the spring (7) before the grouting of the anchoring reinforcing steel bar
Figure 181413DEST_PATH_IMAGE001
And determining main design parameters;
Figure DEST_PATH_IMAGE030
determining the used materials and the technical requirements of the construction process;
step two, purchasing main engineering materials and processing each part
Figure 331641DEST_PATH_IMAGE027
Selecting high-performance high-strength pressure slurry and micro-expansionThe expanding agent is used as a raw material of the grouting body (85), and the design mixing proportion and other technical parameters are determined through experiments;
selecting spring steel wire raw materials to manufacture a spring (7); selecting raw materials of anchoring steel bars, the lengths of a screw rod (92) and a screw cap (93) and technical parameters;
Figure 691078DEST_PATH_IMAGE029
manufacturing other parts of the anchoring system, wherein the quality meets the design requirement;
Figure 189930DEST_PATH_IMAGE030
selecting qualified grouting machinery, checking the running conditions of grouting equipment and pipelines and setting grouting parameters such as gel time, grouting pressure and slurry preparation amount, wherein the grouting pressure is 0.2-0.5 MPa;
Figure 2029DEST_PATH_IMAGE031
manufacturing a steel bar framework (6) and a template of the new guardrail (5), wherein the quality meets the design requirement; testing the mixing proportion of concrete and the mixing proportion of pavement materials;
step three, dismantling the original guardrail, partial paving layer and partial pavement
Figure 254149DEST_PATH_IMAGE027
Measuring the dismantling range of the original guardrail (2), the pavement and the pavement layer (3) according to a design drawing, and marking;
selecting a proper cutting machine according to the strength and the volume of the concrete with the removed parts:
Figure 960769DEST_PATH_IMAGE029
when part of the components are cut and removed, the components are protected and reserved, and the bridge deck safety protection is well performed after the part of the components are removed;
step four, new guardrail construction
Figure 131987DEST_PATH_IMAGE027
Measuring the accurate position of the new guardrail (5) for lofting and positioning, and marking;
Figure 165802DEST_PATH_IMAGE028
hoisting a new guardrail steel reinforcement framework (6) and requiring accurate position;
Figure 454570DEST_PATH_IMAGE029
manufacturing and setting a new guardrail steel template, and requiring accurate position;
Figure 382075DEST_PATH_IMAGE030
checking the sealing condition of the corrugated pipe (82) and the vent pipe (83), pressing air from the vent pipe by using an air compressor, checking whether air leakage exists in the corrugated pipe, the vent pipe, the sealing block (81) and the mutual joint, and if air leakage exists, adopting a sealing measure again until air leakage does not exist;
Figure 458615DEST_PATH_IMAGE031
pouring cement concrete of the new guardrail (5) by using a pump truck, vibrating by using an inserted vibrator to be dense, and covering geotextile for curing after the cement concrete is finally set;
Figure DEST_PATH_IMAGE032
the side formwork is removed after 12 hours generally, and the geotextile is covered for watering and curing; when the strength of the concrete reaches 75%, removing the bottom template and maintaining to the specified strength;
fifthly, pressing the spring and the anchoring steel bar to carry out grouting
Figure 917409DEST_PATH_IMAGE027
Cleaning concrete residues at the contact part of the new guardrail bottom and the anchoring block (11), grinding the concrete residues, sequentially sleeving the anchoring plate (9) and the screw cap (93) from the bottom end of the anchoring steel bar (61), screwing the screw cap in to press the anchoring plate (9) and the spring (7) to the new guardrail bottom to be flat; continuing to screw in the nut (93) until the design torque is reached; for a standard nut, the final torque of the wrench for screwing the nut is found from relevant standards according to the specification of the nut; for non-standard nuts, the final torque of the wrench to tighten the nut is determined by the configuration of the screw or nut and the final anchoring force
Figure 744289DEST_PATH_IMAGE005
Calculating to obtain;
Figure 667246DEST_PATH_IMAGE028
before grouting, a baffle is arranged at the opening of the vent pipe, a gap is reserved between the baffle and the opening of the vent pipe, and an observer observes the grouting condition at a safe distance;
Figure 914687DEST_PATH_IMAGE029
mounting a grouting template (84), sealing the contact positions of the grouting template, the bottom of the new guardrail (5), the beam rib side surface of the edge T beam (1) and the grouting pipe (8), and preventing air leakage and grout leakage;
Figure 421630DEST_PATH_IMAGE030
preparing high-performance grouting liquid from the selected grouting liquid, operating the grouting liquid by a professional and skilled person, grouting with low pressure and low flow, observing whether a small amount of grouting liquid is emitted from a vent pipe orifice, gradually increasing grouting pressure and flow, and continuing grouting for 10-20 seconds under the conditions of relatively stable pressure and determined grouting amount to finish grouting in each hole;
Figure 271774DEST_PATH_IMAGE031
removing the grouting template (84) after the grouting body (85) is finally set, wrapping geotextile at the exposed grouting body of the original grouting template, maintaining to a specified strength, polishing the exposed grouting body by using a grinding wheel, and requiring the exposed grouting body to be neat and beautiful;
step six, constructing a rear repairing surface layer
Figure 49237DEST_PATH_IMAGE027
Cleaning partial space of the rear repaired surface layer (41), requiring a rough surface, and flattening the rear repaired surface layer according to a designed mixing proportion;
secondly, the surface layer (41) is compacted after being rolled by a small-sized roller.
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Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20120121324A1 (en) * 2010-08-19 2012-05-17 Rodriguez Joseph E Full precast traffic barrier and installation method for mechanically stabilized earth wall structures
JP2013256777A (en) * 2012-06-12 2013-12-26 Daikure Co Ltd Floor slab widening unit
CN109706844A (en) * 2019-02-14 2019-05-03 中设工程咨询(重庆)股份有限公司 Interchange ramp bridge widens method
CN210946330U (en) * 2019-08-28 2020-07-07 中顾国际工程咨询有限公司 Structure is widened to formula of encorbelmenting road bed
CN211922133U (en) * 2020-03-31 2020-11-13 浙江交工集团股份有限公司 Large cantilever structure suitable for widening old road of cliff road section
CN218027180U (en) * 2022-05-31 2022-12-13 宁波交通工程建设集团有限公司 Bridge is widened anticollision barrier anchor steel bar structure

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20120121324A1 (en) * 2010-08-19 2012-05-17 Rodriguez Joseph E Full precast traffic barrier and installation method for mechanically stabilized earth wall structures
JP2013256777A (en) * 2012-06-12 2013-12-26 Daikure Co Ltd Floor slab widening unit
CN109706844A (en) * 2019-02-14 2019-05-03 中设工程咨询(重庆)股份有限公司 Interchange ramp bridge widens method
CN210946330U (en) * 2019-08-28 2020-07-07 中顾国际工程咨询有限公司 Structure is widened to formula of encorbelmenting road bed
CN211922133U (en) * 2020-03-31 2020-11-13 浙江交工集团股份有限公司 Large cantilever structure suitable for widening old road of cliff road section
CN218027180U (en) * 2022-05-31 2022-12-13 宁波交通工程建设集团有限公司 Bridge is widened anticollision barrier anchor steel bar structure

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