CN108755441B - Variable-section high pier turning structure and construction method - Google Patents
Variable-section high pier turning structure and construction method Download PDFInfo
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- CN108755441B CN108755441B CN201810892487.7A CN201810892487A CN108755441B CN 108755441 B CN108755441 B CN 108755441B CN 201810892487 A CN201810892487 A CN 201810892487A CN 108755441 B CN108755441 B CN 108755441B
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- 238000010276 construction Methods 0.000 title claims abstract description 36
- 238000009415 formwork Methods 0.000 claims abstract description 80
- 230000007306 turnover Effects 0.000 claims abstract description 24
- 238000000034 method Methods 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 70
- 239000010959 steel Substances 0.000 claims description 70
- 238000005452 bending Methods 0.000 claims description 16
- 230000005284 excitation Effects 0.000 claims description 14
- 238000006073 displacement reaction Methods 0.000 claims description 12
- 239000007788 liquid Substances 0.000 claims description 12
- 238000005266 casting Methods 0.000 claims description 11
- 238000013461 design Methods 0.000 claims description 11
- 238000004519 manufacturing process Methods 0.000 claims description 10
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 230000009471 action Effects 0.000 claims description 6
- 230000005484 gravity Effects 0.000 claims description 4
- 230000008569 process Effects 0.000 claims description 4
- 238000005259 measurement Methods 0.000 claims description 3
- 238000012544 monitoring process Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims 2
- 241000282326 Felis catus Species 0.000 claims 1
- 230000002787 reinforcement Effects 0.000 claims 1
- 238000011065 in-situ storage Methods 0.000 abstract description 4
- 230000008901 benefit Effects 0.000 abstract description 3
- 230000000694 effects Effects 0.000 abstract description 2
- 230000009194 climbing Effects 0.000 description 2
- 238000004134 energy conservation Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
Classifications
-
- 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
-
- 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
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
Abstract
The invention discloses a variable-section high pier turnover formwork structure and a construction method, which relate to the field of bridge construction, and the structure comprises a basic bearing platform, a multi-section inner formwork system, a multi-section outer formwork system, a stiff framework and the like, and has the following characteristics: 1. the stiffness framework pre-buried in the variable-section high pier is calculated through a plurality of groups of formulas, the maximum influence of wind power and a vibrating rod during concrete pouring is considered, the sufficient strength and rigidity of the stiffness framework are ensured, and the safety is ensured; 2. the stiff framework is used as a guide, scales are arranged on the horizontal top surfaces at two ends of the back edges, and the scales are used for controlling the top surface of the outer longitudinal template to be installed and fixed in order to play a role in accurately positioning the variable section slope ratio; 3. setting an adjusting bolt, flexibly adjusting the position of the outer longitudinal template, and improving the accuracy of the slope ratio of the variable-section pier body cast-in-situ template; therefore, the quality of the variable-section high pier can be better improved, the construction safety is ensured, the method has the effects of saving resources, accelerating progress, saving energy and reducing emission, and has remarkable economic and social benefits.
Description
Technical Field
The invention relates to the field of bridge construction, in particular to a variable-section high pier turnover formwork structure and a construction method.
Background
The bridge high pier crossing the large river and the deep channel canyon is generally constructed by adopting a bracket and a bracket-free construction, and the bracket-free turnover construction process has more application in recent years. The turnover formwork construction generally comprises 2-4 sections of formworks with the height of 2 m-3 m, after pouring the top section of concrete, the bottom section of formworks is turned to the top section, the top section of formworks are used as supports, the upper section of formworks are installed, the upper section of pier body concrete is poured at present, and the turnover construction is performed circularly and alternately. When the main rib of the pier body is lengthened, the length is generally 3-4 times of the height of one section, the stability is poor, and before binding and forming, the stiffness framework pre-embedded in the pier body is used as a reference object for fixing and positioning. If the variable cross section pier body, because the slope ratio is very small, the construction is accurate and difficult to control, and each section of fine deviation can form a larger accumulated error of the high pier, so that the stress and the attractive appearance of the high pier are affected. Therefore, the stiffness framework pre-buried in the variable-section high pier must have enough strength, rigidity and precision, and the template system with flexible and convenient adjustment of the slope ratio precision of the cast-in-situ template of the variable-section pier body is required, so that the instability of the stiffness framework, the collapse of the template and the influence on the construction quality of the high pier are avoided.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide the variable-section high pier turnover structure with flexible precision adjustment, safety guarantee, reliable quality, energy conservation and environmental protection and the construction method.
The technical problems of the invention are realized by the following technical scheme:
the variable cross-section high pier turnover formwork structure comprises a basic bearing platform, wherein a multi-section inner formwork system and a multi-section outer formwork system which are sleeved inside and outside are arranged on the basic bearing platform, a stiff framework is arranged between the multi-section inner formwork system and the multi-section outer formwork system, the stiff framework is embedded in the basic bearing platform through the lower end and gradually extends upwards to the top of a pier body to conduct guiding, fixing and positioning, and pier body steel bars are guided, positioned and installed through the stiff framework; and the multi-section outer template system and the multi-section inner template system circularly and alternately turn over the mould section by section to pour concrete and form the bridge pier body.
The steel section bottom of the first section of the stiff framework is pre-embedded at the upper part of a basic bearing platform, extends 4-5 times the height of each section of the outer template system, and is used as a reference for fixing and positioning pier body steel bars, the outer template system and the inner template system.
The said stiff skeleton is used for the production of the steel,the top section isWhen the concrete of the number section is poured, the stress mechanical model of the stiffness framework is as follows: the external template system and the internal template system are selected from->Number section turnover mould to->Casting concrete in the number section, wherein the height of each section is +.>Let->The concrete of the first section reaches the design strength, < >>The concrete of the section number is being solidified and does not meet the design strength requirement, < > and->The height from the number segment to the top of the stiff skeleton is +.>Under the action of wind force, the wind load intensity is +.>Stiff skeleton and->The lower part of the number section concrete is elastically connected; the stiffness skeleton is->In section concrete->Department(s),>elastic foundation beam free of place->The elastic resistance coefficient of the section concrete is +.>The elastic resistance corresponds to the assumption Wen Keer (Winkler) that the displacement at any point of the stiff skeleton is +.>And resistance acting at that pointProportional to the resistance acting at other points, i.e. +.>The bending stiffness of the stiff skeleton is +.>；The concrete of the number section is in liquid state and is->Stiffness skeleton in section->The horizontal pressure intensity is->、/>High horizontal pressure atDegree is->In the formula->Is the gravity density of the concrete, +.>The vibration excitation speed of the concrete vibrating rod is added for pouring, and the concrete vibrating rod is in simple harmonic vibration; />When the concrete is poured in the number section, the excitation additional displacement and speed of the concrete vibrating rod, the horizontal pressure intensity of the stiff framework and the deflection line equation of the stiff framework are calculated by the following formulas:
equation one,
Formula II,
Jie Weifen equationObtaining
Order theObtaining
Jie Weifen equationObtaining
Jie Weifen equationObtaining
In the above equation, the equation is set,10 constants in total, due to the fact that +.>There are continuous conditions and boundary conditions:
combining the above 10-element one-time equation sets to obtain
Formula III,
In the first, second and third formulas, each symbol has the following meaning:
the heights of each section of the multi-section outer template system and the multi-section inner template system, namely the height of each section of poured concrete,；
-height from top surface of top concrete of multi-section outer formwork system, multi-section inner formwork system to top of stiff skeleton,/->；
-turning over the mould construction each section of cast concrete height +.>Is a variable cross-section transverse horizontal adduction distance, < >>For the slope ratio of the variable-section high pier, +.>；
-stiffness of stiffness skeleton per unit width, < ->；
-simple harmonic vibration displacement function of concrete vibrating rod, < ->；
-simple harmonic vibration speed function of concrete vibrating rod, < ->；
-maximum value of simple harmonic vibration speed of concrete vibrating rod,/->；
The top surface of the uppermost concrete of the multi-section outer formwork system and the multi-section inner formwork system is the top surface of the uppermost concrete of the multi-section inner formwork system>The top of the stiff skeleton is->Wind load intensity per unit width applied by the site, < >>；
The horizontal load intensity of the top unit width when the uppermost section of concrete of the multi-section outer formwork system and the multi-section inner formwork system is regarded as liquid state is added with the horizontal load intensity for excitation caused by a concrete pouring vibrating rod, and the horizontal load intensity is added with +>；
The horizontal load intensity of the bottom unit width when the concrete of the uppermost section of the multi-section outer formwork system and the multi-section inner formwork system is regarded as liquid is overlapped with the horizontal load intensity of the liquid concrete by the vibration additional horizontal load intensity caused by the pouring concrete vibrating rod, and the horizontal load intensity of the liquid concrete is added with the vibration additional horizontal load intensity>，/>；
-gravity density of concrete per unit width, < ->；
-additional excitation speed of the poured concrete vibrating rod, < +.>；
-angular frequency of the poured concrete vibrating rod, < ->；
-vibration time of the poured concrete vibrating rod, < ->；
Maximum amplitude of the concrete-poured vibration rod,/-for the concrete-poured vibration rod>；
-coefficient of elastic resistance of the cast section concrete, < ->；
-stiffness skeleton->The concrete of the number section is->Ordinate of stress deflection line of section concrete, +.>；
-stiffness skeleton->The concrete of the number section is->Ordinate of stress deflection line of section, < ->；
-stiffness skeleton->Ordinate of stress deflection line of section, < ->；
-stiffness skeleton->Horizontal coordinates of sections->；
-stiffness skeleton per unit width is +.>Elastic resistance per unit width in section concrete, < > and->，；
-coefficient of->，/>；
-stiffness skeleton per width->In the number section->Bending moment applied to the part>；
-stiffness skeleton per width->Bending moment applied to the part>；
-stiffness skeleton per width->Bending moment applied to the part>；
-stiffness skeleton per unit width allows bending moment, < ->；
-stiffness skeleton per width->Deflection of the place, in addition to->；
-stiffness skeleton per width->Deflection of the place, in addition to->；
-stiffness skeleton per width->Allowable deflection of the site, allow for->；
-stiffness skeleton per width->Allowable deflection of the site, allow for->；
-waiting for coefficients;
-the corresponding stiffening skeleton under the action of the horizontal pressure of the wind and the concrete of the casting sectionI.e. the horizontal displacement or position of the corresponding deflection point.
The multi-section outer template system and the multi-section inner template system are made of steel, and the heights of each section of outer template system and each section of inner template system are 2-3 m; the bridge pier body is a hollow pier body formed by pouring concrete between an outer template system and an inner template system.
Each section of outer template system is formed by enclosing two outer transverse templates and two outer longitudinal templates together, a plurality of back ribs, a plurality of longitudinal pull rods and a plurality of transverse pull rods for fixing the templates are arranged in each section of outer template system, a pair of adjusting bolts are respectively arranged on two sides of the upper part of each section of outer longitudinal template, and the plane position of the outer longitudinal template is adjusted to be in line with the variable section slope ratio of the pier.
The top and the bottom of each section of outer template system are respectively provided with a plurality of bolts, and are connected with an upper section of outer template system and a lower section of outer template system which are adjacent up and down through the plurality of bolts; the outside of each section of outer template system all set up steel work platform, support steel work platform's bracing and be located steel work platform top surface outside railing.
The horizontal top surfaces at two ends of the back edges are provided with scales, and the top surfaces of the outer longitudinal templates are controlled to be installed and fixed.
The inner template system of each section is enclosed to form the hollow appearance of the pier body and is fixed by a plurality of longitudinal pull rods and a plurality of transverse pull rods.
The top and the bottom of each section of inner template system are respectively provided with a plurality of bolts, and are connected with an upper section of inner template system and a lower section of inner template system which are adjacent up and down through the plurality of bolts.
A construction method of a variable cross-section high pier turning structure mainly comprises the following steps:
step one, designing and manufacturing a variable-section high pier turnover mould structure
(1) According to a design drawing of the variable-section high pier, the size of the stiffness framework and the size of the template are planned;
(2) the stress of the stiffness framework and the external template system is calculated through a formula I, a formula II and a formula III, and corresponding sizes are determined;
(3) manufacturing a stiff framework, an outer template system and an inner template system;
(4) manufacturing pier body steel bars in factories;
step two, embedding a stiff framework
When the reinforcing steel bars of the bearing platform are bound, the bottom of the first section of stiff framework is pre-embedded at the upper part of the basic bearing platform, and the height of each section of outer template system extends 4-5 times on the bottom of the basic bearing platform, so that the measurement accuracy meets the requirement;
step three, 3 sections of pier body concrete on construction foundation bearing platform
(1) Connecting bearing platform embedded bars, and binding 3 sections of pier body bars manufactured in factories;
(2) installing an outer template system of pier body concrete No. 1 at the first section of a basic bearing platform and a steel working platform;
(3) pouring pier body concrete of the first section, namely a No. 1 section, on a foundation bearing platform;
(5) after the section 1 pier body concrete is finally set, a section 2 inner template system, an outer template system and a steel working platform are installed, and the variable section slope ratio of the pier body is accurately positioned through adjusting an adjusting bolt;
(6) pouring pier body concrete of the No. 2 section;
(7) after the pier body concrete of the No. 2 section is finally set, a No. 3 inner template system, an outer template system and a steel working platform are installed;
(8) pouring pier body concrete of the No. 3 section;
fourth step, construction No. 4 section pier body concrete
(1) Removing the No. 1 section external template system and the steel working platform after the pier body concrete of the No. 3 section is finally set;
(2) installing and fixing a No. 4 inner template system;
(3) installing and fixing an outer transverse template and a steel working platform of an outer template system No. 4, and preliminarily fixing an outer longitudinal template No. 4;
(4) the variable section slope ratio of the pier body is accurately positioned by adjusting the adjusting bolt;
(5) lengthening the pier body steel bars of which the length is 3-4 times that of the outer template system of each section above the section 3;
(6) pouring pier body concrete of the No. 4 section;
step five, construction No. 5 section pier body concrete
(1) Removing the No. 2 section external template system and the steel working platform after the No. 4 section pier body concrete is finally set;
(2) welding and lengthening the stiff framework, and extending the height of each section of outer template system 4-5 times;
(3) installing and fixing a No. 5 inner template system;
(4) installing and fixing an outer transverse template and a steel working platform of an outer template system No. 5, and preliminarily fixing an outer longitudinal template No. 5;
(5) the variable section slope ratio of the pier body is accurately positioned by adjusting the adjusting bolt;
(6) pouring pier body concrete of the No. 5 section;
and then, after pouring of the concrete in the 3 continuous sections of outer template systems and the inner template systems of the pier body is completed, removing the lowermost section of outer template systems, the lowermost section of inner template systems and the steel working platform, installing the outer template systems, the inner template systems and the steel working platform on the uppermost section, and constructing pier body concrete of each section by section upwards by turning over the mould until the whole high pier is completed, wherein the stiff framework and pier body steel bars are correspondingly lengthened section by section; in the construction process, an outer template system, an inner template system, a steel working platform, a stiff framework, pier body steel bars and concrete pouring are all hoisted and transported by adopting a tower crane, and constructors are realized by lifting elevators or safety climbing elevators; and the construction monitoring is enhanced, and the high pier plane position and the slope ratio precision of the variable cross section are ensured, and the quality of the stiff framework, the reinforcing steel bars and the concrete meet the requirements.
Compared with the prior art, the invention mainly designs the variable-section high pier turnover structure and the construction method, and the method has the following characteristics: 1. the stiffness framework pre-buried in the variable-section high pier is calculated through the design of the formula I, the formula II and the formula III, the maximum influence of the vibration rod during wind power and concrete pouring on the stiffness framework of the high pier is considered by the calculation formula, the sufficient strength and the sufficient rigidity of the stiffness framework are ensured, the instability and the collapse accidents of the stiffness framework are avoided, and the safety is ensured; 2. the stiff framework is used as a guide, scales are arranged on the horizontal top surfaces at two ends of the back edges, and the scales are used for controlling the top surface of the outer longitudinal template to be installed and fixed in order to play a role in accurately positioning the variable section slope ratio; 3. setting an adjusting bolt, flexibly adjusting the position of the outer longitudinal template, and improving the accuracy of the slope ratio of the variable-section pier body cast-in-situ template; through the structure and the combination of the corresponding operation method, the quality of the variable-section high pier can be better improved, the construction safety is ensured, the resources are saved, the progress is accelerated, the energy conservation and emission reduction effects are achieved, and the economic benefit and the social benefit are remarkable.
Drawings
Fig. 1 is a schematic elevation view of the present invention.
Fig. 2 is a left side view of fig. 1.
Fig. 3 is a top view of fig. 1.
Fig. 4 is a schematic elevation view of the flip-die structure.
Fig. 5 is a top view of fig. 4.
FIG. 6 is a force calculation diagram of a stiff skeleton.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the drawings.
1-6, 1, foundation pile, 2, pier body, 21, concrete, 22, hollow, 3, stiffness skeleton, 31, section steel, 32, tie bars, 4, pier body steel bars, 5, outer formwork system, 51, outer transverse formwork, 52, outer longitudinal formwork, 53, back ribs, 54, longitudinal tie, 55, transverse tie, 56, adjusting bolts, 57, bolts, 6, inner formwork system, 7, steel working platform, 71, railing, 72, diagonal bracing.
The structure mainly comprises a basic bearing platform 1, a multi-section inner template system 6, a multi-section outer template system 5, a stiff framework 3 and the like.
The multi-section outer formwork system 5 and the multi-section inner formwork system 6 are made of steel, are installed on the foundation pile cap 1 in an inner sleeved mode and are used for high piers of cast-in-situ bridges, and the heights of each section of outer formwork system 5 and each section of inner formwork system 6 are 2 m-3 m.
Each section of outer template system 5 is formed by enclosing two outer transverse templates 51 and two outer longitudinal templates 52 together to form the appearance of the pier body 2, a plurality of back ribs 53, a plurality of longitudinal pull rods 54 and a plurality of transverse pull rods 55 are arranged in each section of outer template system 5 to play a role of fixing the templates, and a pair of adjusting bolts 56 are respectively arranged on two sides of the upper part of each section of outer longitudinal templates 52 and used for adjusting the plane position of the outer longitudinal templates 52 to be in accordance with the variable section slope ratio of the pier body 2; the horizontal top surfaces at two ends of the back ribs 53 are provided with scales for controlling the top surface of the outer longitudinal template 52 to be installed and fixed, so as to play a role in accurately positioning the variable section slope ratio.
The top and the bottom of each section of outer template system 5 are respectively provided with a plurality of bolts 57, and are connected and fixed with an upper section of outer template system and a lower section of outer template system which are adjacent to each other up and down through the plurality of bolts; the outer side of each section of outer template system 5 is provided with a steel working platform 7, inclined struts 72 for supporting the steel working platform 7 and a railing 71 positioned on the outer side of the top surface of the steel working platform 7.
The inner template system 6 of each section is enclosed to form the outline of the hollow 22 of the pier body 2, and the embodiment is enclosed to form the outline of a rectangular hollow pier body, which is also fixed by a plurality of longitudinal tie rods 54 and a plurality of transverse tie rods 55. A plurality of bolts 57 are respectively arranged at the top and the bottom of each section of inner template system 6, and are connected and fixed with the upper section of inner template system and the lower section of inner template system which are adjacent to each other up and down through the plurality of bolts.
The stiff framework 3 is arranged between the multi-section inner template system 6 and the multi-section outer template system 5, the stiff framework 3 is composed of section steel 31 and tie bars 32 which are vertically and horizontally crossed, the bottom of the section steel 31 of the first-section stiff framework 3 is embedded in the upper part of the basic bearing platform 1, the height of each section of outer template system 6 is 4-5 times of the upper part of the basic bearing platform, namely the stiff framework extends upwards gradually to the top of the pier body 2 for guiding, fixing and positioning, and the pier body steel bars 4 are guided, positioned and installed through the stiff framework 3.
Meanwhile, pier body steel bars 4 are arranged on the stiff framework 3, and then a multi-section outer template system 5 and a multi-section inner template system 6 are circularly and alternately turned over section by section to pour concrete 21, so that the bridge pier body 2 is formed; thus, the bridge pier body is actually a hollow pier body formed by pouring the concrete 21 between the outer formwork system 5 and the inner formwork system 6.
The stiff skeleton 3, namely the top sectionWhen the concrete of the number section is poured, the stress mechanical model of the stiffness framework 3 is as follows: the outer template system 5 and the inner template system 6 are from ∈>Number section turnover mould to->No. section casting concrete 21, each section height is +.>Let->Number section mixingThe concrete has reached the design strength->The concrete of the section number is being solidified and does not meet the design strength requirement, < > and->The height from the number segment to the top of the stiff skeleton 3 is +.>Under the action of wind force, the wind load intensity is +.>Stiffness skeleton 3 and->The parts below the number section concrete 21 are elastically connected; stiffness skeleton 3 is->In section concrete->Department(s),>elastic foundation beam free of place->The elastic resistance coefficient of the section concrete is +.>The elastic resistance corresponds to the assumption Wen Keer (Winkler) that the displacement at any point of the stiff skeleton is +.>Resistance against this point +.>Proportional to the resistance acting at other points, i.e. +.>The bending stiffness of the stiff skeleton is +.>；/>The concrete of the number section is in liquid state and is->Stiffness skeleton in section->The horizontal pressure intensity is->、/>The horizontal pressure intensity is->In the formula->Is the gravity density of the concrete, +.>The vibration excitation speed of the concrete vibrating rod is added for pouring, and the concrete vibrating rod is in simple harmonic vibration; />During the casting of the concrete in the number section, the vibration excitation additional displacement and speed of the concrete vibrating rod, the horizontal pressure intensity of the stiff framework 3 and the bending line equation of the stiff framework, and the stiff frameworkThe force is calculated by the following formula:
equation one,
Formula II,
Jie Weifen equationObtaining
Order theObtaining
Jie Weifen equationObtaining
Jie Weifen equationObtaining
In the above equation, the equation is set,a total of 10 constants to be determined,due to->There are continuous conditions and boundary conditions:
combining the above 10-element one-time equation sets to obtain
/>
Formula III,
In the first, second and third formulas, each symbol has the following meaning:
the height of each section of the multi-section outer formwork system 5, the multi-section inner formwork system 6, i.e. the height of each section of the casting concrete 21, +.>；
The top surfaces of the uppermost concrete 21 of the multi-section outer formwork system 5 and the multi-section inner formwork system 6 are up toHeight of top of stiff skeleton 3, +.>；
-turning over the mould construction 21 height of casting concrete per section>Is a variable cross-section transverse horizontal adduction distance, < >>For the slope ratio of the variable-section high pier, +.>；
-stiffness of stiffness skeleton 3 per unit width, < ->；
-simple harmonic vibration displacement function of concrete vibrating rod, < ->；
-simple harmonic vibration speed function of concrete vibrating rod, < ->；/>
-maximum value of simple harmonic vibration speed of concrete vibrating rod,/->；
The top surfaces of the uppermost concrete 21 of the multi-section outer formwork system 5 and the multi-section inner formwork system 6 are the +.>From above to 3 top of the stiff skeleton>Wind load intensity per unit width applied by the site, < >>；
The horizontal load intensity of the top unit width when the uppermost section of concrete 21 of the multi-section outer formwork system 5 and the multi-section inner formwork system 6 is regarded as liquid state is added with the horizontal load intensity for the excitation caused by the concrete pouring vibrating rod, and the horizontal load intensity is added with>；
The horizontal load intensity per unit width of the bottom when the uppermost concrete 21 of the multi-section outer formwork system 5 and the multi-section inner formwork system 6 is regarded as liquid, and the additional horizontal load intensity of excitation caused by the poured concrete vibrating rod is overlapped with the horizontal load intensity of the liquid concrete, so that the concrete is added>，/>；
Gravity density of concrete 21 per unit width, +.>；
-additional excitation speed of the poured concrete vibrating rod, < +.>；
-angular frequency of the poured concrete vibrating rod, < ->；
-vibration time of the poured concrete vibrating rod, < ->；
Maximum amplitude of the concrete-poured vibration rod,/-for the concrete-poured vibration rod>；
-coefficient of elastic resistance of the cast section concrete, < ->；
-stiffness skeleton->The concrete of the number section is->Ordinate of stress deflection line of section concrete, +.>；
-stiffness skeleton->The concrete of the number section is->Ordinate of stress deflection line of section, < ->；
-stiffness skeleton->Ordinate of stress deflection line of section, < ->；
-stiffness skeleton->Horizontal coordinates of sections->；
-stiffness skeleton 3 per unit width is +.>Elastic resistance per unit width in the segment concrete 21,，/>；
-coefficient of->，/>；
-stiffness skeleton per width->In the number section->Bending moment applied to the part>；
-stiffness skeleton per width->Bending moment applied to the part>；
-stiffness skeleton per width->Bending moment applied to the part>；
-stiffness skeleton 3 per unit width allows bending moment, < +.>；
-stiffness skeleton per width->Deflection of the place, in addition to->；
-stiffness skeleton per width->Deflection of the place, in addition to->；
-stiffness skeleton per width->Allowable deflection of the site, allow for->；
-stiffness skeleton per width->Allowable deflection of the site, allow for->；/>
-waiting for coefficients;
-corresponding ++stiffness skeleton under the action of wind and horizontal pressure of concrete in casting section>I.e. the horizontal displacement or position of the corresponding deflection point.
In addition, the construction method of the variable-section high pier turnover formwork structure mainly comprises the following steps:
step one, designing and manufacturing a variable-section high pier turnover mould structure
(1) According to a design drawing of the variable-section high pier, the sizes of the stiffness framework 3 and the template are planned;
(2) the stress of the stiffness framework 3 and the external template system 5 is calculated through a formula I, a formula II and a formula III, and corresponding sizes are determined;
(3) manufacturing a stiff framework 3, an outer template system 5 and an inner template system 6;
(4) manufacturing pier body steel bars 4 in factories;
step two, embedding a stiff framework
When the reinforcing steel bars of the bearing platform are bound, the bottom of the first section of stiff framework 3 is pre-embedded at the upper part of the basic bearing platform 1, and the height of each section of outer template system 5 extends 4-5 times on the upper part of the basic bearing platform, so that the measurement accuracy meets the requirement;
step three, 3 sections of pier body concrete on construction foundation bearing platform
(1) Connecting bearing platform embedded bars, and binding 3 sections of pier body bars 4 manufactured in factories;
(2) installing an outer formwork system of pier body concrete No. 1 at the first section of a basic bearing platform 1 and a steel working platform 7;
(3) pouring pier body concrete of the first section, namely a No. 1 section, on the foundation bearing platform 1;
(5) after the section 1 pier body concrete 21 is finally set, a section 2 inner template system 6, an outer template system 5 and a steel working platform 7 are installed, and the variable section slope ratio of the pier body is accurately positioned through adjusting the adjusting bolts 56;
(6) pouring pier body concrete of the No. 2 section;
(7) after the pier body concrete of the No. 2 section is finally set, a No. 3 inner template system 5, an outer template system 6 and a steel working platform 7 are installed;
(8) pouring pier body concrete of the No. 3 section;
fourth step, construction No. 4 section pier body concrete
(1) Removing the No. 1 section external template system 5 and the steel working platform 7 after the No. 3 section pier body concrete 21 is finally set;
(2) installing and fixing a No. 4 inner template system 6;
(3) an outer transverse template 51 and a steel working platform 7 of an outer template system 5 of the number 4 are installed and fixed, and an outer longitudinal template 52 of the number 4 is preliminarily fixed;
(4) the variable section slope ratio of the pier body 2 is accurately positioned by adjusting the adjusting bolt 56;
(5) lengthening the pier body steel bars of which the length is 3-4 times that of the outer template system of each section above the section 3;
(6) pouring pier body concrete 21 of the section 4;
step five, construction No. 5 section pier body concrete
(1) Removing the No. 2 section external template system 5 and the steel working platform 7 after the No. 4 section pier body concrete 21 is finally set;
(2) welding and lengthening the stiff framework 3, and extending the height of each section of outer template system 4-5 times;
(3) installing and fixing a No. 5 inner template system 6;
(4) an outer transverse template 51 and a steel working platform 7 of an outer template system of No. 5 are installed and fixed, and an outer longitudinal template 52 of No. 5 is preliminarily fixed;
(5) the variable section slope ratio of the pier body 2 is accurately positioned by adjusting the adjusting bolt 56;
(6) pouring pier body concrete 21 of the No. 5 section;
and then, after pouring the concrete 21 in the continuous 3 sections of outer template systems 5 and inner template systems 6 of the pier body 2, dismantling the lowermost section of outer template system 5, inner template system 6 and steel working platform, installing the same on the uppermost section, and turning the mould upwards section by section to construct pier body concrete of each section until the whole high pier is completed, wherein the stiff framework 3 and pier body steel bars are correspondingly lengthened section by section; in the construction process, the outer template system 5, the inner template system 6, the steel working platform 7, the stiff framework 3, the pier body steel bars 4 and the concrete 21 are all hoisted and transported by adopting a tower crane, and constructors are realized by lifting elevators or safety climbing ladders; and the construction monitoring is enhanced, and the high pier plane position and the slope ratio precision of the variable cross section are ensured, and the quality of the stiff framework, the reinforcing steel bars and the concrete meet the requirements.
The examples of the present invention are only for illustrating the present invention and are not intended to limit the scope of the present invention. It is also to be understood that various changes and modifications may be made by one skilled in the art after reading the teachings of the invention, and such equivalents are intended to fall within the scope of the claims appended hereto.
Claims (7)
1. The variable-section high pier turnover formwork structure comprises a basic bearing platform (1) and is characterized in that a multi-section inner formwork system (6) and a multi-section outer formwork system (7) which are sleeved inside and outside are arranged on the basic bearing platform, a stiff framework (3) is arranged between the multi-section inner formwork system (6) and the multi-section outer formwork system (5), and is embedded in the basic bearing platform (1) through the lower end and gradually extends upwards to the top of a pier body (2) for guiding, fixing and positioning, and pier body steel bars (4) are guided, positioned and installed through the stiff framework (3); the multi-section outer template system (5) and the multi-section inner template system (6) circularly and alternately turnover and casting concrete (21) section by section upwards to form a bridge pier body; the steel reinforcement structure is characterized in that the stiff framework (3) consists of profile steel (31) and tie bars (32) which are vertically and horizontally crossed, the bottom of the profile steel (31) of the first section of the stiff framework (3) is embedded in the upper part of a basic bearing platform (1), the upper part of the profile steel extends for 4-5 times the height of each section of the outer formwork system (5), and the pier body steel bars (4), the outer formwork systems (5) and the inner formwork systems (6) are used as reference objects for fixing and positioning; the top section of the stiff framework (3) isWhen the concrete of the number section is poured, the stress mechanical model of the stiffness framework (3) is as follows: the outer template system (5) and the inner template system (6) are from->Number section turnover mould to->No. section casting concrete (21), each section height is +.>Let->The concrete of the first section reaches the design strength, < >>The concrete of the section number is being solidified and does not meet the design strength requirement, < > and->The height from the segment number to the top of the stiff skeleton (3) is +.>Under the action of wind force, the wind load intensity is +.>Stiff skeleton (3) and +.>The soil (21) below the number Duan Hunning is elastically connected; the stiffness skeleton (3) is->In section concrete->Department(s),>elastic foundation beam free of place->The elastic resistance coefficient of the section concrete is +.>The elastic resistance meets the Wen Keer hypothesis, displacement at any point of the stiff skeleton +.>And resistance acting at that pointProportional to the resistance acting at other points, i.e. +.>The bending stiffness of the stiff skeleton is +.>；The concrete of the number section is in liquid state and is->Stiffness skeleton in section->The horizontal pressure intensity is->、/>The horizontal pressure intensity is->In the formula->Is the gravity density of the concrete, +.>The vibration excitation speed of the concrete vibrating rod is added for pouring, and the concrete vibrating rod is in simple harmonic vibration; />When the concrete is poured in the number section, the excitation additional displacement and speed of the concrete vibrating rod, the horizontal pressure intensity of the stiff framework (3) and the deflection line equation of the stiff framework are calculated by the following formulas: equation one,
Formula II,
Jie Weifen equation
Obtaining
Order theObtaining
Jie Weifen equation
Obtaining
Jie Weifen equation
Obtaining
In the above equation, +.>10 constants in total, due to the fact that +.>There are continuous conditions and boundary conditions:
combining the above 10-element one-time equation sets to obtain
Formula III,
In the first, second and third formulas, each symbol has the following meaning:
the heights of each section of the multi-section outer template system (5) and the multi-section inner template system (6), i.e. the height of each section of cast concrete (21)>；
-the height from the top surface of the uppermost concrete (21) of the multi-section outer formwork system (5) and the multi-section inner formwork system (6) to the top of the stiff framework (3), -the height of the uppermost concrete is ∈>；
-turning over the mould to construct the height of the casting concrete (21) at each section>Is a variable cross-section transverse horizontal adduction distance, < >>For the slope ratio of the variable-section high pier, +.>；
-stiffness of stiffness skeleton (3) per unit width,/->；
-simple harmonic vibration displacement function of concrete vibrating rod, < ->；
-simple harmonic vibration speed function of concrete vibrating rod, < ->；
-maximum value of simple harmonic vibration speed of concrete vibrating rod,/->；
The top surfaces of the uppermost concrete (21) of the multi-section outer template system (5) and the multi-section inner template system (6) are the parts (i.e.)>The top of the stiff framework (3) is +.>Wind load intensity per unit width applied by the site, < >>；
The top unit width horizontal load strength when the uppermost section concrete (21) of the multi-section outer formwork system (5) and the multi-section inner formwork system (6) is regarded as liquid state, and the horizontal load strength is added for the excitation caused by the concrete pouring vibrating rod, and the top unit width horizontal load strength is added>；
-horizontal load per unit width of bottom when the uppermost concrete (21) of the multi-section outer formwork system (5) and the multi-section inner formwork system (6) is regarded as liquidThe strength, the additional horizontal load strength of excitation caused by the poured concrete vibrating rod is overlapped with the horizontal load strength of liquid concrete, and the additional horizontal load strength is added>，/>；
-gravity density of concrete (21) per unit width,/->；
-additional excitation speed of the poured concrete vibrating rod, < +.>；
-angular frequency of the poured concrete vibrating rod, < ->；
-vibration time of the poured concrete vibrating rod, < ->；
Pouring concrete vibrationMaximum amplitude of rod, +.>；
-coefficient of elastic resistance of the cast section concrete, < ->；
-stiffness skeleton (3)/(1)>The concrete of the number section is->Ordinate of stress deflection line of section concrete, +.>；
-stiffness skeleton (3)/(1)>The concrete of the number section is->Ordinate of stress deflection line of section, < ->；
-stiffness skeleton (3)/(1)>Ordinate of stress deflection line of section, < ->；
-stiffness skeleton (3)/(1)>Horizontal coordinates of sections->；
-stiffness skeleton (3) per unit width +.>Elastic resistance per unit width in soil (21) No. Duan Hunning,，/>；
-coefficient of->，/>；
-stiffness skeleton per width->In the number section->Bending moment applied to the part>；
-stiffness skeleton per width->Bending moment applied to the part>；
-stiffness skeleton per width->Bending moment applied to the part>；
-the stiffness skeleton (3) per unit width allows bending moment, < +.>；
-stiffness skeleton (3) per unit width>Deflection of the place, in addition to->；
-stiffness skeleton (3) per unit width>Deflection of the place, in addition to->；
-stiffness skeleton (3) per unit width>Allowable deflection of the site, allow for->；
-stiffness skeleton (3) per unit width>Allowable deflection of the site, allow for->；
-wait forDetermining coefficients;
-corresponding ++stiffness skeleton under the action of wind and horizontal pressure of concrete in casting section>The horizontal displacement or position of (a) corresponds to the deflection point; the multi-section outer template system (5) and the multi-section inner template system (6) are made of steel, and the heights of each section of outer template system (5) and each section of inner template system (6) are 2-3 m; the bridge pier body (2) is a hollow pier body formed by pouring concrete (21) between an outer template system (5) and an inner template system (6).
2. The variable cross-section high pier turnover formwork structure according to claim 1, characterized in that each section of the outer formwork system (5) is formed by enclosing two outer transverse formworks (51) and two outer longitudinal formworks (52) together, a plurality of back ribs (53), a plurality of longitudinal pull rods (54) and a plurality of transverse pull rods (55) for fixing the formworks are arranged in each section of the outer formwork system (5), a pair of adjusting bolts (56) are respectively arranged on two sides of the upper part of each section of the outer longitudinal formworks (52), and the plane position of each section of the outer longitudinal formworks (52) is adjusted to be in accordance with the variable cross-section slope ratio of the pier body (2).
3. The variable cross-section high pier turnover formwork structure according to claim 2, characterized in that the top and the bottom of each section of the outer formwork system (5) are respectively provided with a plurality of bolts (57), and are connected with an upper section of the outer formwork system and a lower section of the outer formwork system which are adjacent to each other up and down through the plurality of bolts; the outside of each section of outer template system (5) all set up steel work platform (7), support steel work platform's bracing (72) and be located steel work platform top surface outside railing (71).
4. The variable cross-section high pier turnover formwork structure according to claim 2, characterized in that the horizontal top surfaces at two ends of the back ribs (53) are provided with scales, and the top surface of the outer longitudinal formwork (52) is controlled to be installed and fixed.
5. The variable cross-section high pier turnover formwork structure according to claim 1, characterized in that each section of the inner formwork system (5) is surrounded to form the hollow appearance of the pier body and is fixed by a plurality of longitudinal pull rods (54) and a plurality of transverse pull rods (55).
6. The variable cross-section high pier turnover formwork structure in accordance with claim 5, characterized in that the top and bottom of each section of inner formwork system (5) are respectively provided with a plurality of bolts (57), and the upper section of inner formwork system and the lower section of inner formwork system adjacent to each other are connected with each other through the plurality of bolts.
7. A construction method of a variable cross-section high pier turnover formwork structure according to claim 1, characterized in that the method mainly comprises the following steps:
step one, designing and manufacturing a variable-section high pier turnover mould structure
(1) According to a design drawing of the variable-section high pier, the sizes of the stiffness framework (3) and the template are formulated;
(2) the corresponding size is determined by the stress of the stiff skeleton (3) and the external template system (5) which are calculated through the formula I, the formula II and the formula III;
(3) manufacturing a stiff framework (3), an outer template system (5) and an inner template system (6);
(4) manufacturing pier body steel bars (4) in factories;
step two, embedding a stiff framework
When the reinforcing steel bars of the bearing platform are bound, the bottom of the first section of stiff framework (3) is embedded in the upper part of the basic bearing platform (1), the height of each section of outer template system (5) extends 4-5 times, and the measurement accuracy meets the requirement;
step three, 3 sections of pier body concrete on construction foundation bearing platform
(1) Connecting bearing platform embedded bars, and binding 3 sections of pier body bars manufactured in factories;
(2) an outer template system (5) and a steel working platform (7) of pier body concrete No. 1 at the first section on a basic bearing platform (1) are installed;
(3) pouring pier body concrete (21) at the first section, namely a No. 1 section, on a foundation bearing platform (1);
(4) after the section 1 pier body concrete (21) is finally set, a section 2 inner template system, an outer template system and a steel working platform (7) are installed, and the variable section slope ratio of the pier body (2) is accurately positioned through adjusting bolts (56);
(5) pouring pier body concrete of the No. 2 section;
(6) after the pier body concrete of the No. 2 section is finally set, a No. 3 inner template system (5), an outer template system (6) and a steel working platform (7) are installed;
(7) pouring pier body concrete (21) of the section 3;
fourth step, construction No. 4 section pier body concrete
(1) Removing the No. 1 section external template system (5) and the steel working platform (7) after the No. 3 section pier body concrete (21) is final set;
(2) installing and fixing a No. 4 inner template system (6);
(3) an outer transverse template (51) and a steel working platform (7) of a No. 4 outer template system (5) are installed and fixed, and a No. 4 outer longitudinal template (52) is preliminarily fixed;
(4) the variable section slope ratio of the pier body (2) is accurately positioned by adjusting the adjusting bolt (56);
(5) lengthening the pier body steel bars of which the length is 3-4 times that of the outer template system of each section above the section 3;
(6) pouring pier body concrete (21) of the section 4;
step five, construction No. 5 section pier body concrete
(1) Removing the No. 2 section external template system (5) and the steel working platform (7) after the No. 4 section pier body concrete (21) is finally set;
(2) welding and lengthening the stiff framework (3) and extending the height of each section of outer template system (5) 4-5 times;
(3) installing and fixing a No. 5 inner template system (6);
(4) an outer transverse template (51) and a steel working platform (7) of an outer template system (5) are installed and fixed, and an outer longitudinal template (52) is preliminarily fixed;
(5) the variable section slope ratio of the pier body (2) is accurately positioned by adjusting the adjusting bolt (56);
(6) pouring pier body concrete (21) of the No. 5 section;
and then, after pouring of the concrete (21) in the continuous 3 sections of outer template system (5) and the inner template system (6) of the pier body (2) is completed, the lowermost section of outer template system (5), the inner template system (6) and the steel working platform are removed, the outer template system, the inner template system and the steel working platform are installed on the uppermost section, the pier body concrete of each section is constructed by turning the mould upwards section by section until the whole high pier is completed, and the stiff framework (3) and the pier body steel bars are correspondingly lengthened section by section; in the construction process, an outer template system (5), an inner template system (6), a steel working platform (7), a stiff framework (3), pier body steel bars (4) and concrete (21) are all cast by adopting a tower crane for hoisting and conveying, and constructors are realized through a lifting elevator or a safe cat ladder; and the construction monitoring is enhanced, and the high pier plane position and the slope ratio precision of the variable cross section are ensured, and the quality of the stiff framework, the reinforcing steel bars and the concrete meet the requirements.
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| CN110016867A (en) * | 2019-04-16 | 2019-07-16 | 中国铁建大桥工程局集团有限公司 | A kind of high pier group overmolded cross construction method of variable cross-section |
| CN110748162B (en) * | 2019-10-30 | 2021-12-07 | 中国铁建重工集团股份有限公司 | Turnover device and turnover method of turnover device |
| CN111797449B (en) * | 2020-05-28 | 2021-11-02 | 广西交科集团有限公司 | Method for judging reasonable height of layered pouring concrete beam |
| CN115110423A (en) * | 2022-06-24 | 2022-09-27 | 保利长大工程有限公司 | Rectangular pier construction process |
| CN116702303B (en) * | 2023-08-08 | 2023-09-29 | 合肥工业大学 | Bridge pier skeleton curve analysis method, system and storage medium |
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