CN108755441A - Variable cross-section high pier overmolded structure and construction method - Google Patents
Variable cross-section high pier overmolded structure and construction method Download PDFInfo
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- CN108755441A CN108755441A CN201810892487.7A CN201810892487A CN108755441A CN 108755441 A CN108755441 A CN 108755441A CN 201810892487 A CN201810892487 A CN 201810892487A CN 108755441 A CN108755441 A CN 108755441A
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- 238000010276 construction Methods 0.000 title claims abstract description 39
- 238000005266 casting Methods 0.000 claims abstract description 38
- 238000009434 installation Methods 0.000 claims abstract description 23
- 229910000831 Steel Inorganic materials 0.000 claims description 48
- 239000010959 steel Substances 0.000 claims description 48
- 230000003014 reinforcing effect Effects 0.000 claims description 27
- 239000007788 liquid Substances 0.000 claims description 12
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- 238000006073 displacement reaction Methods 0.000 claims description 11
- 238000013461 design Methods 0.000 claims description 10
- 230000007480 spreading Effects 0.000 claims description 10
- 210000002784 stomach Anatomy 0.000 claims description 7
- 238000004364 calculation method Methods 0.000 claims description 5
- 238000005452 bending Methods 0.000 claims description 3
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- 238000012886 linear function Methods 0.000 claims description 3
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Classifications
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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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
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a kind of variable cross-section high pier overmolded structure and construction methods, are related to field of bridge construction, structure includes foundation platform, multistage inner template system, multistage exterior sheathing system, stiff skeleton etc., and is had the characteristics that：One, the pre-buried stiff skeleton of variable cross-section high pier is calculated by multigroup formula, it is contemplated that it ensure that the enough intensity of stiff skeleton, rigidity by the biggest impact of vibrating head when wind-force and casting concrete, it is ensured that safety；Two, it is to be oriented to stiff skeleton, scale is arranged in more back cord both ends horizontal top surfaces, is set to control outer vertical framework top surface installation fixing position to play the role of being accurately positioned variable cross-section slope ratio；Three, adjusting bolt is set, outer vertical framework position is adjusted flexibly, improves the precision of variable cross-section pier shaft cast-in-situ template slope ratio；Therefore, it can preferably improve the quality of variable cross-section high pier and ensure construction safety, there is resource-effective, degree of progress speed, the effect of energy-saving and emission-reduction, economic benefit and social benefit are notable.
Description
Technical field
The present invention relates to a kind of field of bridge construction, in particular to variable cross-section high pier overmolded structures and construction method.
Background technology
Across great rivers, zanjon valley bridge high pier generally using having holder and erection without scaffolding, in recent years without
Holder over-form construction technique is using more.Over-form construction is generally made of 2~4 sections of templates of every section of m of height 2m~3, is poured
After pushing up section concrete, most bottom section template is turned into top section, to push up section template as support, the cast-in-place epimere pier shaft of epimere template is installed
Concrete, cycle alternation turn over a liter construction.When pier shaft main reinforcement spreading, length is generally 3~4 times of one section of height, and stability is poor,
Before not binding molding, the stiff skeleton of pier shaft will be embedded in as object of reference stationary positioned.Such as variable cross-section pier shaft, due to slope ratio
Rate very little, construction is accurate more difficult to control, and every section of subtle deviation will form the larger cumulative errors of high pier, influence high pier
Stress and good appearance.Therefore, the pre-buried stiff skeleton of variable cross-section high pier must have enough intensity, rigidity and precision,
And variable cross-section pier shaft cast-in-situ template slope ratio precision adjusts flexible and convenient template system, to avoid stiff skeleton unstability,
It collapses mould accident and influences the construction quality of high pier.
Invention content
The technical problem to be solved by the present invention lies in overcoming the defects of the prior art and provide a kind of adjustment of precision flexibly,
Safety guarantee, reliable in quality, energy-saving and environment-friendly variable cross-section high pier overmolded structure and construction method.
The technical problem of the present invention is achieved through the following technical solutions：
The multistage of inside and outside suit is arranged on the foundation platform for a kind of variable cross-section high pier overmolded structure, including foundation platform
Inner template system and multistage exterior sheathing system are equipped with stiff skeleton between multistage inner template system and multistage exterior sheathing system,
The stiff skeleton, which is embedded in foundation platform by lower end and gradually extends upwardly at the top of pier shaft, makees guiding stationary positioned, passes through strength
Property skeleton guide location and installation pier shaft reinforcing bar；The multistage exterior sheathing system and multistage inner template system is circulated up friendship paragraph by paragraph
For overmolded casting concrete and form bridge pier shaft.
The stiff skeleton is made of shaped steel and the upper and lower tie-rod intersected in length and breadth, the shaped steel bottom of first section stiff skeleton
Portion is embedded in foundation platform top, extends the height of 4~5 times of every section of exterior sheathing systems thereon, and as object of reference stationary positioned
Pier shaft reinforcing bar and exterior sheathing system, inner template system.
The stiff skeleton, top section areWhen number section concreting, stiff skeleton stress mechanical model is：Exterior sheathing
System and inner template system fromNumber section overmolded is extremelyNumber section casting concrete, every section of height are, it is assumed thatNumber section concrete
Design strength is had reached,Number section concrete is solidifying not up to design strength requirement,Number section is high to stiff skeleton top
Degree is, wind-engaging force effect, wind load intensity is, stiff skeleton withIt is elastic connection below number section concrete；Stiffness bone
Frame existsIn number section concretePlace,Locate free beam on elastic foundation,The elasticity resisting coefficient of number section concrete is,
Elastic resistance meets Wen Keer (Winkler) it is assumed that displacement at stiff skeleton any pointWith the drag for acting on the pointIt is directly proportional and unrelated with the drag for acting on other each points, i.e.,, stiff skeleton bending stiffness is；
Number section concrete is liquid,Stiff skeleton in number sectionLocating horizontal pressure force intensity is、Locate horizontal pressure force
Intensity is, in formulaFor the force density of concrete,For swashing for casting concrete vibrating head
It shakes addition speed, concrete vibration bar is simple harmonic oscillation；When number section concreting, the exciting extra order of concrete vibration bar
It moves and speed, the deflection curve equation of stiff skeleton horizontal pressure force intensity and stiff skeleton and stiff skeleton stress is by following formula
It calculates：
Formula one,
Formula two,
Solve the differential equation, obtain
It enables, obtain
Solve the differential equation, obtain
Solve the differential equation, obtain
In above equation,Totally 10 undetermined constants, due toThere are continuous strips at place
Part and boundary condition：
It is more than simultaneous that 10 yuan of linear function groups, obtain
Formula three,
In formula one, formula two and formula three, each symbolic significance is as follows：
--- multistage exterior sheathing system, the height of every section of multistage inner template system, i.e., the height of every section casting concrete,；
--- multistage exterior sheathing system, the height of multistage inner template system uppermost top of concrete to stiff skeleton top,；
--- every section of casting concrete height of over-form constructionVariable cross-section transverse horizontal in receive distance,For variable cross-section height
The slope ratio of bridge pier,；
--- the rigidity of unit width stiff skeleton,；
--- concrete vibration bar simple harmonic oscillation displacement function,；
--- concrete vibration bar simple harmonic oscillation velocity function,；
--- concrete vibration bar simple harmonic oscillation speed maximum value,；
--- multistage exterior sheathing system, multistage inner template system uppermost top of concrete areIt sentences up to stiff skeleton
Top isThe unit width wind load intensity that place is received,；
--- multistage exterior sheathing system, top unit width when multistage inner template system uppermost concrete is considered as liquid
Horizontal loading intensity is exciting additional levels load intensity caused by casting concrete vibrating head,；
--- multistage exterior sheathing system, bottom unit width when multistage inner template system uppermost concrete is considered as liquid
Horizontal loading intensity, the horizontal lotus of the exciting additional levels load intensity caused by casting concrete vibrating head and liquid concrete
Intensity superposition is carried,,；
--- the force density of unit width concrete,；
--- the exciting addition speed of casting concrete vibrating head,；
--- the angular frequency of casting concrete vibrating head,；
--- the time of vibration of casting concrete vibrating head,；
--- the peak swing of casting concrete vibrating head,；
--- the elasticity resisting coefficient of section concrete is poured,；
--- stiff skeletonNumber section concrete isSection concrete stress line of deflection ordinate,；
--- stiff skeletonNumber section concrete isDuan Shouli line of deflection ordinates,；
--- stiff skeletonDuan Shouli line of deflection ordinates,；
--- stiff skeletonSection abscissa,；
--- unit width stiff skeleton existsUnit width elastic resistance in number section concrete,,；
--- coefficient,,；
--- unit width stiff skeletonIn number sectionThe moment of flexure that place is received,；
--- unit width stiff skeletonThe moment of flexure that place is received,；
--- unit width stiff skeletonThe moment of flexure that place is received,；
--- unit width stiff skeleton allows moment of flexure,；
--- unit width stiff skeletonThe amount of deflection at place,；
--- unit width stiff skeletonThe amount of deflection at place,；
--- unit width stiff skeletonThe allowable deflection at place,；
--- unit width stiff skeletonThe allowable deflection at place,；
--- undetermined coefficient；
--- stiff skeleton is in wind-force and pours corresponding under section concrete horizontal pressure force acts on
The i.e. corresponding amount of deflection point of horizontal displacement or position.
The multistage exterior sheathing system and multistage inner template system is steel, every section of exterior sheathing system and every section of internal model
The height of plate system is 2m~3m；The bridge pier shaft is the casting concrete between outer template system and inner template system
And the empty stomach pier shaft formed.
Every section of exterior sheathing system is enclosed by vertical framework outside cross form outside two panels, two panels and is formed jointly
The shape of pier shaft is equipped with more back cords, more longitudinal ties and Duo Gen for fixed form in every section of exterior sheathing system
A pair of of adjusting bolt is respectively arranged in the top both sides of cross-tie, every section of outer vertical framework, and adjusts the plane position of outer vertical framework
Set the variable cross-section slope ratio for being allowed to meet pier shaft.
It is respectively equipped with more bolts at the top and bottom of every section of exterior sheathing system, and is mutually interconnected through the more bolts
Connect upper and lower adjacent epimere exterior sheathing system and hypomere exterior sheathing system；It is respectively provided with steel on the outside of every section of exterior sheathing system
Matter workbench, the diagonal brace for supporting steel workbench and the railing on the outside of steel workbench top surface.
Scale is arranged in the both ends horizontal top surface of the more back cords, and controls outer vertical framework top surface installation fixing position and set.
Every section of inner template system encloses the shape of pier shaft empty stomach, and lateral by more longitudinal ties and Duo Gen
Pull rod is fixed.
It is respectively equipped with more bolts at the top and bottom of every section of inner template system, and is mutually interconnected through the more bolts
Connect upper and lower adjacent epimere inner template system and hypomere inner template system.
A kind of construction method of variable cross-section high pier overmolded structure, mainly includes the following steps：
Step 1: designing and producing variable cross-section high pier overmolded structure
1. according to variable cross-section high pier design drawing, the size of stiff skeleton and template is drafted；
2. by formula one, formula two and three tentative calculation stiff skeleton of formula and exterior sheathing system stress, corresponding size is determined；
3. making stiff skeleton and exterior sheathing system, inner template system；
4. factory makes pier shaft reinforcing bar；
Step 2: pre-buried stiff skeleton
When cushion cap reinforcing bar is bound, first section stiff skeleton bottom is embedded in foundation platform top, extends outside 4~5 times every section thereon
The height of template system, measuring accuracy meet the requirements；
Step 3: 3 sections of pier shaft concrete on construction foundation platform
1. connecting cushion cap embedded bar, 3 sections of pier shaft reinforcing bars that binding factory makes；
2. 1 extra template system of first section pier shaft concrete and steel workbench on installation foundation cushion cap；
3. pouring first section i.e. 1 number section pier shaft concrete on foundation platform；
5. installing No. 2 inner template systems, exterior sheathing system and steel workbench after 1 number section pier shaft concrete final set, pass through tune
Save the variable cross-section slope ratio that pier shaft is accurately positioned in adjusting bolt；
6. pouring 2 number section pier shaft concrete；
7. installing No. 3 inner template systems, exterior sheathing system and steel workbench after 2 number section pier shaft concrete final set；
8. pouring 3 number section pier shaft concrete；
Step 4: 4 number section pier shaft concrete of construction
1. removing 1 number section exterior sheathing system and steel workbench after 3 number section pier shaft concrete final set；
2. No. 4 inner template systems are fixed in installation；
3. the outer cross form and steel workbench of 4 extra template systems are fixed in installation, 4 extra vertical frameworks are tentatively fixed；
4. the variable cross-section slope ratio of pier shaft is accurately positioned by adjusting adjusting bolt；
5. more than 3 number section of spreading every section of 3~4 times of exterior sheathing system length pier shaft reinforcing bars；
6. pouring 4 number section pier shaft concrete；
Step 5: 5 number section pier shaft concrete of construction
1. removing 2 number section exterior sheathing systems and steel workbench after 4 number section pier shaft concrete final set；
2. welding spreading stiff skeleton, extend the height of 4~5 times of every section of exterior sheathing systems thereon；
3. No. 5 inner template systems are fixed in installation；
4. the outer cross form and steel workbench of 5 extra template systems are fixed in installation, 5 extra vertical frameworks are tentatively fixed；
5. the variable cross-section slope ratio of pier shaft is accurately positioned by adjusting adjusting bolt；
6. pouring 5 number section pier shaft concrete；
And so on, it, will be one section most beneath after the completion of the continuous 3 sections of exterior sheathing systems of pier shaft and inner template system inner concrete pour
Exterior sheathing system, inner template system and steel workbench are removed, then are installed in above most the preceding paragraph, piecewise upward overmolded
The pier shaft concrete of each number section of constructing is until complete entire high pier, stiff skeleton and pier shaft reinforcing bar also corresponding piecewise spreading；It applies
Exterior sheathing system, inner template system, steel workbench, stiff skeleton, pier shaft reinforcing bar and concreting are adopted during work
It is lifted and is transported with tower crane, construction personnel is realized by elevator or safety climbing ladder；Reinforce construction monitoring, it is ensured that high pier is flat
The slope ratio precision and stiff skeleton, reinforcing bar and concrete quality of face position and variable cross-section meet the requirements.
Compared with prior art, a kind of variable cross-section high pier overmolded structure of major design of the present invention and construction method, should
Method has the characteristics that：One, it is designed by formula one, formula two and formula three and calculates the pre-buried stiffness bone of variable cross-section high pier
Frame, calculation formula consider high pier stiff skeleton by the biggest impact of vibrating head when wind-force and casting concrete, ensure that strength
Property skeleton enough intensity, rigidity, to avoid stiff skeleton unstability, collapse mould accident, it is ensured that safety；Two, it is with stiff skeleton
It is oriented to, scale is arranged in more back cord both ends horizontal top surfaces, is set to control outer vertical framework top surface installation fixing position to play standard
Determine the effect of position variable cross-section slope ratio；Three, adjusting bolt is set, outer vertical framework position is adjusted flexibly, improves variable cross-section pier
The precision of body cast-in-situ template slope ratio；Through the above structure and corresponding operating method is combined, can more preferably improve variable cross-section high bridge
The quality of pier and ensure construction safety, resource-effective, degree of progress speed also has the effect of energy-saving and emission-reduction, economic benefit and society
Remarkable benefit.
Description of the drawings
Fig. 1 is the schematic view of facade structure of the present invention.
Fig. 2 is the left view of Fig. 1.
Fig. 3 is the vertical view of Fig. 1.
Fig. 4 is the schematic view of facade structure of overmolded structure.
Fig. 5 is the vertical view of Fig. 4.
Fig. 6 is the Force Calculation schema of stiff skeleton.
Specific implementation mode
It will again elaborate to the embodiment of the present invention by above-mentioned attached drawing below.
As shown in Fig. 1 ~ Fig. 6,1. foundation platforms, 2. pier shafts, 21. concrete, 22. empty stomaches, 3. stiff skeletons, 31. shaped steel,
32. tie-rod, 4. pier shaft reinforcing bars, 5. exterior sheathing systems, 51. outer cross forms, 52. outer vertical frameworks, 53. back cords, 54. longitudinal drawings
Bar, 55. cross-ties, 56. adjusting bolts, 57. bolts, 6. inner template systems, 7. steel workbenches, 71. railings, 72. are tiltedly
Support.
Variable cross-section high pier overmolded structure and construction method are related to concrete high pier in bridge and apply as shown in Fig. 1 ~ Fig. 3
Work field, structure is mainly by structures such as foundation platform 1, multistage inner template system 6, multistage exterior sheathing system 5 and stiff skeletons 3
At.
Wherein, multistage exterior sheathing system 5 and 6 system of multistage inner template are steel, are mounted in the form of inner and outer sleeves fill
On foundation platform 1, and it to be used for the high pier of cast-in-situ bridge, the height of every section of exterior sheathing system 5 and every section of inner template system 6 is
2m~3m.
Every section of exterior sheathing system 5 is enclosed jointly by vertical framework 52 outside cross form outside two panels 51, two panels
And the shape of pier shaft 2 is formed, it is horizontal that more back cords 53, more longitudinal ties 54 and Duo Gen are equipped in every section of exterior sheathing system 5
To pull rod 55, play the role of fixed form, the top both sides of every section of outer vertical framework 52 are respectively arranged a pair of of adjusting bolt 56, use
It is allowed to meet the variable cross-section slope ratio of pier shaft 2 in the plan-position for adjusting outer vertical framework 52；The both ends horizontal of more back cords 53
Scale is arranged in top surface, is set for controlling 52 top surface installation fixing position of outer vertical framework, and variable cross-section slope ratio is accurately positioned to play
Effect.
The top and bottom of every section of exterior sheathing system 5 are respectively equipped with more bolts 57, and through the more bolt phases
Connect fixed and its upper and lower adjacent epimere exterior sheathing system and hypomere exterior sheathing system；Every section of exterior sheathing system 5
Outside is respectively provided with steel workbench 7, the diagonal brace 72 of bearing steel workbench 7 and on the outside of 7 top surface of steel workbench
Railing 71.
Every section of inner template system 6 encloses the shape of 2 empty stomach 22 of pier shaft, and the present embodiment is to enclose rectangular sky
The shape of abdomen pier shaft is also fixed by more longitudinal ties 54 and Duo Gen cross-ties 55.In every section of inner template system 6
Top and bottom are also respectively equipped with more bolts 57, and are interconnected and fixed and its upper and lower adjacent epimere through the more bolts
Inner template system and hypomere inner template system.
The stiff skeleton 3 is arranged between multistage inner template system 6 and multistage exterior sheathing system 5, the stiff skeleton 3
It is made of shaped steel 31 and the upper and lower tie-rod 32 intersected in length and breadth, 31 bottom of shaped steel of first section stiff skeleton 3 is embedded in foundation platform
1 top extends the height of 4~5 times of every section of exterior sheathing systems 6 thereon, i.e., gradually extends upwardly to 2 top of pier shaft and make guiding fixation
Positioning guides location and installation pier shaft reinforcing bar 4 by stiff skeleton 3.
Meanwhile pier shaft reinforcing bar 4 being installed on stiff skeleton 3, then by multistage exterior sheathing system 5 and multistage inner template system 6
It is circulated up alternately overmolded casting concrete 21 paragraph by paragraph, is formed bridge pier shaft 2；Therefore, the bridge pier shaft it is practical be exactly
Casting concrete 21 between exterior sheathing system 5 and inner template system 6 and formed empty stomach pier shaft.
The stiff skeleton 3, top section areWhen number section concreting, 3 stress mechanical model of stiff skeleton is：External mold
Plate system 5 and inner template system 6 fromNumber section overmolded is extremelyNumber section casting concrete 21, every section of height are, it is assumed thatNumber section
Concrete has reached design strength,Number section concrete is solidifying not up to design strength requirement,Number section is to stiff skeleton 3
Tip height is, wind-engaging force effect, wind load intensity is, stiff skeleton 3 with21 or less number section concrete is that elasticity connects
It connects；Stiff skeleton 3 existsIn number section concretePlace,Locate free beam on elastic foundation,The elastic resistance of number section concrete
Coefficient is, elastic resistance meets Wen Keer (Winkler) it is assumed that displacement at stiff skeleton any pointWith act on the point
DragIt is directly proportional and unrelated with the drag for acting on other each points, i.e.,, stiff skeleton bending stiffness is；Number section concrete is liquid,Stiff skeleton in number sectionLocating horizontal pressure force intensity is、Locate water
The flat intensity of pressure is, in formulaFor the force density of concrete,It is vibrated for casting concrete
The exciting addition speed of stick, concrete vibration bar are simple harmonic oscillation；When number section concreting, the exciting of concrete vibration bar
Additional displacement and speed, the deflection curve equation of 3 horizontal pressure force intensity of stiff skeleton and stiff skeleton and stiff skeleton stress by
Following formula calculates：
Formula one,
Formula two,
Solve the differential equation, obtain
It enables, obtain
Solve the differential equation, obtain
Solve the differential equation, obtain
In above equation,Totally 10 undetermined constants, due toThere are continuous strips at place
Part and boundary condition：
It is more than simultaneous that 10 yuan of linear function groups, obtain
Formula three,
In formula one, formula two and formula three, each symbolic significance is as follows：
--- multistage exterior sheathing system 5, the height of every section of multistage inner template system 6, i.e., the height of every section casting concrete 21
Degree,；
--- the height that multistage exterior sheathing system 5,6 uppermost concrete of multistage inner template system, 21 top surface are pushed up to stiff skeleton 3
Degree,；
--- 21 height of every section of casting concrete of over-form constructionVariable cross-section transverse horizontal in receive distance,For variable cross-section
The slope ratio of high pier,；
--- the rigidity of unit width stiff skeleton 3,；
--- concrete vibration bar simple harmonic oscillation displacement function,；
--- concrete vibration bar simple harmonic oscillation velocity function,；
--- concrete vibration bar simple harmonic oscillation speed maximum value,；
--- multistage exterior sheathing system 5,6 uppermost concrete of multistage inner template system, 21 top surface areIt sentences up to stiffness
The top of skeleton 3 isThe unit width wind load intensity that place is received,；
--- multistage exterior sheathing system 5, top unit when 6 uppermost concrete 21 of multistage inner template system is considered as liquid
Width levels load intensity is exciting additional levels load intensity caused by casting concrete vibrating head,；
--- multistage exterior sheathing system 5, bottom unit when 6 uppermost concrete 21 of multistage inner template system is considered as liquid
Width levels load intensity, the water of exciting additional levels load intensity and liquid concrete caused by casting concrete vibrating head
Flat load intensity superposition,,；
--- the force density of unit width concrete 21,；
--- the exciting addition speed of casting concrete vibrating head,；
--- the angular frequency of casting concrete vibrating head,；
--- the time of vibration of casting concrete vibrating head,；
--- the peak swing of casting concrete vibrating head,；
--- the elasticity resisting coefficient of section concrete is poured,；
--- stiff skeletonNumber section concrete isSection concrete stress line of deflection ordinate,；
--- stiff skeletonNumber section concrete isDuan Shouli line of deflection ordinates,；
--- stiff skeletonDuan Shouli line of deflection ordinates,；
--- stiff skeletonSection abscissa,；
--- unit width stiff skeleton 3 existsUnit width elastic resistance in number section concrete 21,,；
--- coefficient,,；
--- unit width stiff skeletonIn number sectionThe moment of flexure that place is received,；
--- unit width stiff skeletonThe moment of flexure that place is received,；
--- unit width stiff skeletonThe moment of flexure that place is received,；
--- unit width stiff skeleton 3 allows moment of flexure,；
--- unit width stiff skeletonThe amount of deflection at place,；
--- unit width stiff skeletonThe amount of deflection at place,；
--- unit width stiff skeletonThe allowable deflection at place,；
--- unit width stiff skeletonThe allowable deflection at place,；
--- undetermined coefficient；
--- stiff skeleton is in wind-force and pours corresponding under section concrete horizontal pressure force acts on
The i.e. corresponding amount of deflection point of horizontal displacement or position.
In addition, the construction method of variable cross-section high pier overmolded structure, mainly includes the following steps：
Step 1: designing and producing variable cross-section high pier overmolded structure
1. according to variable cross-section high pier design drawing, the size of stiff skeleton 3 and template is drafted；
2. by formula one, formula two and three tentative calculation stiff skeleton 3 of formula and 5 stress of exterior sheathing system, corresponding size is determined；
3. making stiff skeleton 3 and exterior sheathing system 5, inner template system 6；
4. factory makes pier shaft reinforcing bar 4；
Step 2: pre-buried stiff skeleton
When cushion cap reinforcing bar is bound, 3 bottom of first section stiff skeleton is embedded in 1 top of foundation platform, extends 4~5 times every section thereon
The height of exterior sheathing system 5, measuring accuracy meet the requirements；
Step 3: 3 sections of pier shaft concrete on construction foundation platform
1. connecting cushion cap embedded bar, 3 sections of pier shaft reinforcing bars 4 that binding factory makes；
2. 1 extra template system of first section pier shaft concrete and steel workbench 7 on installation foundation cushion cap 1；
3. pouring first section i.e. 1 number section pier shaft concrete on foundation platform 1；
5. installing No. 2 inner template systems 6, exterior sheathing system 5 and steel workbench 7 after 1 number section pier shaft concrete, 21 final set, lead to
Overregulate the variable cross-section slope ratio that pier shaft is accurately positioned in adjusting bolt 56；
6. pouring 2 number section pier shaft concrete；
7. installing No. 3 inner template systems 5, exterior sheathing system 6 and steel workbench 7 after 2 number section pier shaft concrete final set；
8. pouring 3 number section pier shaft concrete；
Step 4: 4 number section pier shaft concrete of construction
1. removing 1 number section exterior sheathing system 5 and steel workbench 7 after 3 number section pier shaft concrete, 21 final set；
2. No. 4 inner template systems 6 are fixed in installation；
3. the outer cross form 51 and steel workbench 7 of 4 extra template systems 5 are fixed in installation, 4 extra longitudinal direction moulds are tentatively fixed
Plate 52；
4. the variable cross-section slope ratio of pier shaft 2 is accurately positioned by adjusting adjusting bolt 56；
5. more than 3 number section of spreading every section of 3~4 times of exterior sheathing system length pier shaft reinforcing bars；
6. pouring 4 number section pier shaft concrete 21；
Step 5: 5 number section pier shaft concrete of construction
1. removing 2 number section exterior sheathing systems 5 and steel workbench 7 after 4 number section pier shaft concrete, 21 final set；
2. welding spreading stiff skeleton 3, extend the height of 4~5 times of every section of exterior sheathing systems thereon；
3. No. 5 inner template systems 6 are fixed in installation；
4. the outer cross form 51 and steel workbench 7 of 5 extra template systems are fixed in installation, 5 extra longitudinal direction moulds are tentatively fixed
Plate 52；
5. the variable cross-section slope ratio of pier shaft 2 is accurately positioned by adjusting adjusting bolt 56；
6. pouring 5 number section pier shaft concrete 21；
And so on, it, will most bottom after the completion of 2 continuous 3 sections of exterior sheathing systems 5 of pier shaft and 6 inner concrete 21 of inner template system pour
Next section of exterior sheathing system 5, inner template system 6 and steel workbench are removed, then are installed in above most the preceding paragraph, paragraph by paragraph
The pier shaft concrete of upward each number section of over-form construction until complete entire high pier, stiff skeleton 3 and pier shaft reinforcing bar also accordingly by
Section spreading；Work progress China and foreign countries template system 5, inner template system 6, steel workbench 7, stiff skeleton 3,4 and of pier shaft reinforcing bar
Concrete 21, which pours, to be all made of tower crane lifting and transports, and construction personnel is realized by elevator or safety climbing ladder；Reinforce construction
Monitoring, it is ensured that the slope ratio precision and stiff skeleton, reinforcing bar and concrete quality of high pier plan-position and variable cross-section meet
It is required that.
It is of the present invention that examples are only for illustrating the present invention and not for limiting the scope of the present invention.It should additionally manage
Solution, after reading the content taught by the present invention, those skilled in the art can make various modifications or changes to the present invention, this
In a little equivalent forms are also fallen within the scope of the appended claims of the present application.
Claims (10)
1. a kind of variable cross-section high pier overmolded structure, including foundation platform（1）, it is characterised in that it is arranged on the foundation platform
The multistage inner template system of inside and outside suit（6）With multistage exterior sheathing system（7）, in multistage inner template system（6）With multistage external mold
Plate system（5）Between be equipped with stiff skeleton（3）, which is embedded in foundation platform by lower end（1）And gradually prolong upwards
Extend to pier shaft（2）Guiding stationary positioned is made at top, passes through stiff skeleton（3）Guide location and installation pier shaft reinforcing bar（4）；Described is more
Section exterior sheathing system（5）With multistage inner template system（6）It is circulated up alternately overmolded casting concrete paragraph by paragraph（21）And form bridge
Beam pier shaft.
2. variable cross-section high pier overmolded structure according to claim 1, it is characterised in that the stiff skeleton（3）Be by
Shaped steel（31）The tie-rod intersected in length and breadth above and below（32）Composition, first section stiff skeleton（3）Shaped steel（31）Bottom is embedded in basis
Cushion cap（1）Top extends 4~5 times of every section of exterior sheathing systems thereon（5）Height, and as object of reference stationary positioned pier shaft steel
Muscle（4）With exterior sheathing system（5）, inner template system（6）.
3. variable cross-section high pier overmolded structure according to claim 1, it is characterised in that the stiff skeleton（3）, top
Section beWhen number section concreting, stiff skeleton（3）Stress mechanical model is：Exterior sheathing system（5）With inner template system（6）
FromNumber section overmolded is extremelyNumber section casting concrete（21）, every section of height is, it is assumed thatIt is strong that number section concrete has reached design
Degree,Number section concrete is solidifying not up to design strength requirement,Number section is to stiff skeleton（3）Tip height is, by
Wind-force acts on, and wind load intensity is, stiff skeleton（3）WithNumber section concrete（21）It is elastic connection below；Stiff skeleton
（3）?In number section concretePlace,Locate free beam on elastic foundation,The elasticity resisting coefficient of number section concrete is,
Elastic resistance meets Wen Keer (Winkler) it is assumed that displacement at stiff skeleton any pointWith the drag for acting on the pointIt is directly proportional and unrelated with the drag for acting on other each points, i.e.,, stiff skeleton bending stiffness is；Number section concrete is liquid,Stiff skeleton in number sectionLocating horizontal pressure force intensity is、The horizontal pressure in place
Power intensity is, in formulaFor the force density of concrete,For casting concrete vibrating head
Exciting addition speed, concrete vibration bar are simple harmonic oscillation；When number section concreting, the exciting of concrete vibration bar is additional
Displacement and speed, stiff skeleton（3）The deflection curve equation and stiff skeleton stress of horizontal pressure force intensity and stiff skeleton by with
Lower formula calculates：
Formula one,
Formula two,
Solve the differential equation, obtain
It enables, obtain
Solve the differential equation, obtain
Solve the differential equation, obtain
In above equation,Totally 10 undetermined constants, due toThere are continuous strips at place
Part and boundary condition：
It is more than simultaneous that 10 yuan of linear function groups, obtain
Formula three,
In formula one, formula two and formula three, each symbolic significance is as follows：
--- multistage exterior sheathing system（5）, multistage inner template system（6）Every section of height, i.e. every section of casting concrete（21）
Height,；
--- multistage exterior sheathing system（5）, multistage inner template system（6）Uppermost concrete（21）Top surface is to stiff skeleton
（3）The height on top,；
--- every section of casting concrete of over-form construction（21）HighlyVariable cross-section transverse horizontal in receive distance,For variable cross-section
The slope ratio of high pier,；
--- unit width stiff skeleton（3）Rigidity,；
--- concrete vibration bar simple harmonic oscillation displacement function,；
--- concrete vibration bar simple harmonic oscillation velocity function,；
--- concrete vibration bar simple harmonic oscillation speed maximum value,；
--- multistage exterior sheathing system（5）, multistage inner template system（6）Uppermost concrete（21）Top surface isSentence up to
Stiff skeleton（3）Top isThe unit width wind load intensity that place is received,；
--- multistage exterior sheathing system（5）, multistage inner template system（6）Uppermost concrete（21）It is considered as top when liquid
Unit width horizontal loading intensity is exciting additional levels load intensity caused by casting concrete vibrating head,；
--- multistage exterior sheathing system（5）, multistage inner template system（6）Uppermost concrete（21）It is considered as bottom when liquid
Unit width horizontal loading intensity, exciting additional levels load intensity and liquid concrete caused by casting concrete vibrating head
Horizontal loading intensity superposition,,；
--- unit width concrete（21）Force density,；
--- the exciting addition speed of casting concrete vibrating head,；
--- the angular frequency of casting concrete vibrating head,；
--- the time of vibration of casting concrete vibrating head,；
--- the peak swing of casting concrete vibrating head,；
--- the elasticity resisting coefficient of section concrete is poured,；
--- stiff skeleton（3）Number section concrete isSection concrete stress line of deflection ordinate,；
--- stiff skeleton（3）Number section concrete isDuan Shouli line of deflection ordinates,；
--- stiff skeleton（3）Duan Shouli line of deflection ordinates,；
--- stiff skeleton（3）Section abscissa,；
--- unit width stiff skeleton（3）?Number section concrete（21）In unit width elastic resistance,,；
--- coefficient,,；
--- unit width stiff skeletonIn number sectionThe moment of flexure that place is received,；
--- unit width stiff skeletonThe moment of flexure that place is received,；
--- unit width stiff skeletonThe moment of flexure that place is received,；
--- unit width stiff skeleton（3）Allow moment of flexure,；
--- unit width stiff skeleton（3）The amount of deflection at place,；
--- unit width stiff skeleton（3）The amount of deflection at place,；
--- unit width stiff skeleton（3）The allowable deflection at place,；
--- unit width stiff skeleton（3）The allowable deflection at place,；
--- undetermined coefficient；
--- stiff skeleton is in wind-force and pours corresponding under section concrete horizontal pressure force acts on's
The i.e. corresponding amount of deflection point of horizontal displacement or position.
4. variable cross-section high pier overmolded structure according to claim 1, it is characterised in that the multistage exterior sheathing system
（5）With multistage inner template system（6）It is steel, every section of exterior sheathing system（5）With every section of inner template system（6）Height be
2m~3m；The bridge pier shaft（2）It is in outer template system（5）With inner template system（6）Between casting concrete（21）And
The empty stomach pier shaft of formation.
5. variable cross-section high pier overmolded structure according to claim 4, it is characterised in that every section of exterior sheathing system
（5）It is by cross form outside two panels（51）, the outer vertical framework of two panels（52）It encloses jointly and forms pier shaft（2）Shape,
Every section of exterior sheathing system（5）Inside it is equipped with the more back cords for fixed form（53）, more longitudinal ties（54）With more cross
To pull rod（55）, every section of outer vertical framework（52）Top both sides a pair of of adjusting bolt is respectively set（56）, and adjust outer longitudinal mould
Plate（52）Plan-position be allowed to meet pier shaft（2）Variable cross-section slope ratio.
6. variable cross-section high pier overmolded structure according to claim 5, it is characterised in that every section of exterior sheathing system
（5）Top and bottom be respectively equipped with more bolts（57）, and it is connected with each other upper and lower adjacent epimere external mold through the more bolts
Plate system and hypomere exterior sheathing system；Every section of exterior sheathing system（5）Outside is respectively provided with steel workbench（7）, bearing
The diagonal brace of steel workbench（72）With the railing on the outside of steel workbench top surface（71）.
7. variable cross-section high pier overmolded structure according to claim 5, it is characterised in that the more back cords（53）Two
It holds horizontal top surface that scale is set, and controls outer vertical framework（52）Top surface installation fixing position is set.
8. variable cross-section high pier overmolded structure according to claim 4, it is characterised in that every section of inner template system
（5）The shape of pier shaft empty stomach is enclosed, and by more longitudinal ties（54）With more cross-ties（55）It is fixed.
9. variable cross-section high pier overmolded structure according to claim 8, it is characterised in that every section of inner template system
（5）Top and bottom be respectively equipped with more bolts（57）, and it is connected with each other upper and lower adjacent epimere internal model through the more bolts
Plate system and hypomere inner template system.
10. a kind of construction method of variable cross-section high pier overmolded structure according to claim 3, it is characterised in that this method
Mainly include the following steps：
Step 1: designing and producing variable cross-section high pier overmolded structure
1. according to variable cross-section high pier design drawing, stiff skeleton is drafted（3）With the size of template；
2. passing through three tentative calculation stiff skeleton of formula one, formula two and formula（3）With exterior sheathing system（5）Stress determines corresponding
Size；
3. making stiff skeleton（3）With exterior sheathing system（5）, inner template system（6）；
4. factory makes pier shaft reinforcing bar（4）；
Step 2: pre-buried stiff skeleton
When cushion cap reinforcing bar is bound, first section stiff skeleton（3）Bottom is embedded in foundation platform（1）Top extends 4~5 times thereon
Every section of exterior sheathing system（5）Height, measuring accuracy meets the requirements；
Step 3: 3 sections of pier shaft concrete on construction foundation platform
1. connecting cushion cap embedded bar, 3 sections of pier shaft reinforcing bars that binding factory makes；
2. installation foundation cushion cap（1）Upper 1 extra template system of first section pier shaft concrete（5）With steel workbench（7）；
3. pouring foundation platform（1）Upper first section i.e. 1 number section pier shaft concrete（21）；
5. 1 number section pier shaft concrete（21）No. 2 inner template systems, exterior sheathing system and steel workbench are installed after final set（7）,
By adjusting adjusting bolt（56）Pier shaft is accurately positioned（2）Variable cross-section slope ratio；
6. pouring 2 number section pier shaft concrete；
7. installing No. 3 inner template systems after 2 number section pier shaft concrete final set（5）, exterior sheathing system（6）With steel workbench
（7）；
8. pouring 3 number section pier shaft concrete（21）；
Step 4: 4 number section pier shaft concrete of construction
1. 3 number section pier shaft concrete（21）1 number section exterior sheathing system is removed after final set（5）With steel workbench（7）；
2. No. 4 inner template systems are fixed in installation（6）；
3. 4 extra template systems are fixed in installation（5）Outer cross form（51）With steel workbench（7）, tentatively fix 4 extras
Vertical framework（52）；
4. by adjusting adjusting bolt（56）Pier shaft is accurately positioned（2）Variable cross-section slope ratio；
5. more than 3 number section of spreading every section of 3~4 times of exterior sheathing system length pier shaft reinforcing bars；
6. pouring 4 number section pier shaft concrete（21）；
Step 5: 5 number section pier shaft concrete of construction
1. waiting for 4 number section pier shaft concrete（21）2 number section exterior sheathing systems are removed after final set（5）With steel workbench（7）；
2. welding spreading stiff skeleton（3）, extend 4~5 times of every section of exterior sheathing systems thereon（5）Height；
3. No. 5 inner template systems are fixed in installation（6）；
4. 5 extra template systems are fixed in installation（5）Outer cross form（51）With steel workbench（7）, tentatively fix 5 extras
Vertical framework（52）；
5. by adjusting adjusting bolt（56）Pier shaft is accurately positioned（2）Variable cross-section slope ratio；
6. pouring 5 number section pier shaft concrete（21）；
And so on, pier shaft（2）Continuous 3 sections of exterior sheathing systems（5）With inner template system（6）Inner concrete（21）Pour completion
It afterwards, will most beneath one section of exterior sheathing system（5）, inner template system（6）It removes, then is installed in most upper with steel workbench
One section above, and the pier shaft concrete of each number section of upward over-form construction is until complete entire high pier, stiff skeleton paragraph by paragraph（3）And pier
Body reinforcing bar also corresponding piecewise spreading；Work progress China and foreign countries template system（5）, inner template system（6）, steel workbench（7）, strength
Property skeleton（3）, pier shaft reinforcing bar（4）And concrete（21）It pours and is all made of tower crane lifting and transports, construction personnel is by lifting electricity
Ladder or safety climbing ladder are realized；Reinforce construction monitoring, it is ensured that the slope ratio precision and stiffness of high pier plan-position and variable cross-section
Skeleton, reinforcing bar and concrete quality meet the requirements.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN110748162A (en) * | 2019-10-30 | 2020-02-04 | 中国铁建重工集团股份有限公司 | Turnover device and turnover method of turnover device |
| CN111797449A (en) * | 2020-05-28 | 2020-10-20 | 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 |
| CN116702303A (en) * | 2023-08-08 | 2023-09-05 | 合肥工业大学 | Bridge pier skeleton curve analysis method, system and storage medium |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11256515A (en) * | 1998-03-13 | 1999-09-21 | Mitsubishi Heavy Ind Ltd | Anchoring method for steel bridge pier |
| CN103306208A (en) * | 2013-07-05 | 2013-09-18 | 中南大学 | Formwork creeping method for novel 1.6 parabola-shaped four-column type hollow variable section high pier |
| CN103469735A (en) * | 2013-09-26 | 2013-12-25 | 中南大学 | Method for mounting curve ultrahigh hollow column plate type pier top solid section template |
| CN104846744A (en) * | 2015-03-19 | 2015-08-19 | 南通大学 | Construction method for pouring and forming urban viaduct curve type pier stud in one-off mode |
| CN105887685A (en) * | 2016-04-18 | 2016-08-24 | 中铁港航局集团有限公司 | Railway high pier body template and scaffold integrated turnover formwork segmental construction method |
| CN208857703U (en) * | 2018-08-07 | 2019-05-14 | 宁波交通工程建设集团有限公司 | Variable cross-section high pier overmolded structure |
-
2018
- 2018-08-07 CN CN201810892487.7A patent/CN108755441B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11256515A (en) * | 1998-03-13 | 1999-09-21 | Mitsubishi Heavy Ind Ltd | Anchoring method for steel bridge pier |
| CN103306208A (en) * | 2013-07-05 | 2013-09-18 | 中南大学 | Formwork creeping method for novel 1.6 parabola-shaped four-column type hollow variable section high pier |
| CN103469735A (en) * | 2013-09-26 | 2013-12-25 | 中南大学 | Method for mounting curve ultrahigh hollow column plate type pier top solid section template |
| CN104846744A (en) * | 2015-03-19 | 2015-08-19 | 南通大学 | Construction method for pouring and forming urban viaduct curve type pier stud in one-off mode |
| CN105887685A (en) * | 2016-04-18 | 2016-08-24 | 中铁港航局集团有限公司 | Railway high pier body template and scaffold integrated turnover formwork segmental construction method |
| CN208857703U (en) * | 2018-08-07 | 2019-05-14 | 宁波交通工程建设集团有限公司 | Variable cross-section high pier overmolded structure |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN110748162A (en) * | 2019-10-30 | 2020-02-04 | 中国铁建重工集团股份有限公司 | Turnover device and turnover method of turnover device |
| 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 |
| CN111797449A (en) * | 2020-05-28 | 2020-10-20 | 广西交科集团有限公司 | Method for judging reasonable height of layered pouring concrete beam |
| 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 |
| CN116702303A (en) * | 2023-08-08 | 2023-09-05 | 合肥工业大学 | Bridge pier skeleton curve analysis method, system and storage medium |
| 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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