CN115679834A - Construction method for variable-section special-shaped cable tower pulling-supporting combined temporary consolidation mid-tower column - Google Patents
Construction method for variable-section special-shaped cable tower pulling-supporting combined temporary consolidation mid-tower column Download PDFInfo
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Abstract
The invention relates to a construction method of a variable cross-section special-shaped cable tower pull-support combined temporary consolidation mid-tower column, which comprises the following steps: arranging a tower side hoop at the upper part of the early casting tower section, and arranging a tower side support frame and a first counterweight at the side of the inclined formwork; a second counter weight is arranged on the supporting platform of the bottom support facing the cast-in-place tower section side; the positions of the stiff skeleton and the cable tower steel reinforcement cage are controlled by comprehensively adopting a skeleton position control bolt, a skeleton tie bar and a rib top positioning body; a template positioning plate and a template positioning bolt are arranged on the side of the upward inclined template, and the position of the upward inclined template is controlled by comprehensively adopting the template positioning bolt and a telescopic support rod; a third counterweight and a template internal bracing rib are arranged at the side of the oblique template, and the combination of the third counterweight and the tension of a tension rope is adopted; and when the first pouring pipe and the second pouring pipe are adopted for post-pouring tower section concrete pouring construction in sequence, the height of the partition inserting plate is controlled through the lifting bolt. The invention improves the positioning precision of the post-cast section template and enhances the stability of the supporting structure.
Description
Technical Field
The invention relates to a variable cross-section special-shaped cable tower pulling-supporting combined temporary consolidation mid-tower column construction method capable of improving the positioning accuracy of a template and the bearing performance of a construction structure, which is suitable for the construction of a reinforced concrete inclined cable tower.
Background
When the reinforced concrete inclined cable tower is constructed, the construction links of construction support erection, stiff skeleton installation, template erection, concrete pouring and the like are generally included, and the key and difficult point of engineering control is always how to improve the erection precision of the template, improve the positioning accuracy of the stiff skeleton and the steel reinforcement cage and improve the concrete pouring quality.
In the prior art, the existing construction method of the inclined cable tower construction structure system comprises the following steps: 1) Construction preparation; 2) The combined support frame and the combined bent frame are arranged; 3) Binding cable tower steel bars; 4) Installing a tower cable guide pipe; 5) Constructing a sliding template; 6) Arranging grouting guide pipes; 7) And (5) maintaining and constructing the cable tower concrete. The technology can not only improve the layout efficiency of the combined support frame and the combined bent frame, but also effectively improve the supporting quality of the sliding template. However, the technology is difficult to effectively improve the stability of the inclined tower column supporting structure, improve the stress performance of the structure and improve the positioning accuracy of the template and the stiff framework.
In view of this, in order to improve the construction quality of the inclined tower column, the invention of the construction method for the variable cross-section special-shaped cable tower pull-support combined temporary consolidation middle tower column, which can improve the positioning accuracy of the inclined section template of the inclined tower and enhance the stability of the supporting structure, is urgently needed.
Disclosure of Invention
The invention aims to provide a construction method of a variable cross-section special-shaped cable tower pull-support combined temporary consolidation mid-tower column, which can improve the positioning precision of a template and the bearing performance of a construction structure.
In order to realize the technical purpose, the invention adopts the following technical scheme:
a construction method of a variable cross-section special-shaped cable tower pull-support combined temporary consolidation middle tower column comprises the following specific steps:
1) Construction preparation: sequentially constructing a lower box girder and a first-poured tower section; surveying and mapping the space positions of the post-cast tower section, the stiff framework and the cable tower steel reinforcement cage;
2) Arranging a first counterweight: arranging a tower side hoop on the upper part of the early casting tower section, and arranging a tower side supporting frame on the side of a depression inclined formwork of the tower side hoop; a first balance weight is hung on the tower side support frame, so that the connecting part of the bent inclined template side of the pre-cast tower section and the lower box girder does not have tensile stress;
3) And (3) erecting a lower supporting platform: a support frame bottom plate is arranged on the upper surface of the lower box girder on the side of the oblique template; the upper surface of the strut bottom plate is provided with a vertical strut; a supporting platform plate is arranged at the top end of the vertical support column;
4) And (3) laying a stiff skeleton and a cable tower reinforcement cage: arranging a framework position control bolt and a stiff framework on the top surface of the early-casting tower section, and controlling the transverse position and the inclination angle of the stiff framework through the framework position control bolt; binding a cable tower reinforcement cage, and arranging a reinforcement top positioning body between the stiff skeleton and the longitudinal reinforcement of the cable tower reinforcement cage; the space between the stiff skeleton and the cable tower reinforcement cage is controlled by a space positioning bolt on the reinforcement top positioning body;
5) And (3) supporting a post-pouring section template: the post-pouring section template comprises a bent inclined template, a bent inclined template and connecting side templates, wherein a second position control angle rib is arranged on the pre-pouring tower section, the second position control angle rib is arranged on two sides of the pre-pouring tower section, the bottom end of the post-pouring section template is inserted into a gap between the second position control angle rib on one side and the pre-pouring tower section, the bottom end of the bent inclined template is inserted into a gap between the second position control angle rib on the other side and the pre-pouring tower section, and the two connecting side templates are symmetrically arranged between the bent inclined template and the bent inclined template in a mirror image manner; a second supporting column and a first supporting column are respectively arranged on the supporting platform plate and the supporting frame transverse plate, an external supporting frame beam is arranged on the second supporting column and the first supporting column towards the rear pouring section template side, telescopic supporting rods are arranged between the external supporting frame beam and the downward inclined template and the upward inclined template, and fixed-length supporting rods are arranged between the external supporting frame beam and the connecting side template; a template positioning plate is arranged on the supporting platform plate, and the lower end of the template positioning plate is connected with the supporting platform plate through a supporting plate rotating shaft; the supporting bottom ribs are arranged on the supporting platform plate and apply jacking pressure on the template positioning plate, so that the inclination angle of the template positioning plate is the same as that of the inclined template; the template positioning plate is provided with a template positioning bolt, and the position of the inclined template is controlled through the template positioning bolt and the telescopic stay bar;
fixing a bolt bottom plate on the upper surface of the lower box girder, wherein the bolt bottom plate is positioned on one side, close to the inclined template, of the lower box girder; a stay cable connecting plate is arranged on the bolt bottom plate and is connected with the bolt bottom plate through a force-adjusting bolt; arranging a template inner supporting rib at the inner side of the bent inclined template, and arranging a framework lacing wire between the template inner supporting rib and the stiff framework; firstly, arranging a tension rope between a support rib and a stay rope connecting plate in a template, and then applying tension force to the tension rope through a force-adjusting bolt according to the position requirements of a depression inclined template and a stiff framework (4); a second counterweight is hung on the supporting platform plate close to the side of the early-casting tower section, and the weight of the second counterweight is determined according to the anti-overturning stability requirement of the supporting platform plate; arranging a plate side hanging rack on the side of the oblique bending template, which deviates from the stiff framework, and hanging a third counterweight on the plate side hanging rack;
6) And (3) concrete pouring of the post-cast tower section: erecting a pouring platform plate at the top ends of the second supporting column and the first supporting column; reserving a notch for inserting the partition inserting plate on the pouring platform plate, and inserting the partition inserting plate into the pouring area through the notch; a connecting top plate is arranged at the top end of the partition inserting plate, and a lifting bolt is arranged between the connecting top plate and the pouring platform plate; connecting the lower surface of the pouring platform plate with a positioning supporting plate on the rib top positioning body; the positioning supporting plate is in threaded connection with a positioning bolt, one end of the positioning bolt props against the framework limiting groove, the framework limiting groove is pushed through the positioning bolt, and the positions of the stiff framework and the cable tower steel reinforcement cage are corrected; arranging a first pouring pipe and a second pouring pipe on the pouring platform plate, wherein the first pouring pipe and the second pouring pipe are respectively positioned on two sides of the partition inserting plate; and after the concrete is poured to the top elevation of the layered post-cast tower section, the concrete is poured to the other side of the post-cast section template through the second pouring pipe, and the height of the partition inserting plate is controlled through lifting bolts in the pouring process.
Preferably, the method comprises the following steps: in the step 2), the tower side hoop is formed by rolling a steel plate, is sleeved on the outer side wall of the pre-cast tower section and is welded with the tower side support frame; the tower side bracing frame is formed by rolling a steel plate and comprises a bracing frame transverse plate and a bracing frame inclined strut, the bracing frame transverse plate is welded with the tower side hoop and the bracing frame inclined strut, one end of the bracing frame inclined strut is welded with the lower surface of the bracing frame transverse plate, and the other end of the bracing frame inclined strut is connected with the pre-cast tower section; the first counter weight is rolled into a bearing box by adopting a steel plate, and precast concrete blocks or sand or section steel are filled in the bearing box.
Preferably, the method comprises the following steps: in the step 3), the vertical bracing column and the oblique bracing column are formed by rolling steel pipes or section steel and are welded with the bracing bottom plate, and the vertical bracing column and the oblique bracing column are connected through bracing column connecting ribs.
Preferably, the method comprises the following steps: in the step 4), the rib top positioning body comprises a framework limiting groove, a longitudinal rib limiting groove, a positioning supporting plate and an interval positioning bolt, wherein the interval positioning bolt is arranged between the framework limiting groove and the longitudinal rib limiting groove, the stiff framework is clamped in the framework limiting groove, and the longitudinal steel bars on the cable tower steel reinforcement cage are clamped in the longitudinal rib limiting groove; set up positioning bolt and direction spout on the location fagging, positioning bolt's one end withstands the skeleton spacing groove, and the skeleton spacing groove can remove along the direction spout on the location fagging under the positioning bolt effect.
Preferably, the method comprises the following steps: in the step 4), the framework position control bolt comprises a nut and screw rods connected to two sides of the nut, fastening directions of the screw rods on two sides of the nut are opposite, and a bolt top spherical hinge is arranged at a joint of the framework position control bolt and the stiff framework.
Preferably, the method comprises the following steps: in the step 5), the post-pouring section templates are all steel templates, and the included angles between the elevation inclined templates and the depression inclined templates and the vertical surface are 5-30 degrees and are respectively arranged on two sides of the connecting side mold; the first supporting column and the second supporting column are both formed by rolling profile steel or steel pipes or steel plates and are vertically welded and connected with the outer supporting frame beam; the telescopic support rod comprises a nut and screw rods connected to two sides of the nut, and fastening directions of the screw rods on two sides of the bolt are opposite.
Preferably, the method comprises the following steps: in the step 5), the template positioning plate is formed by rolling a steel plate, and a screw hole connected with a template positioning bolt is formed in the template positioning plate; the two ends of the tensioning rope are respectively and firmly connected with the supporting rib in the template and the stay cable connecting plate by adopting a steel wire rope or a steel strand; the force-adjusting bolt is formed by rolling a screw rod, one end of the force-adjusting bolt is welded with the bolt bottom plate, and the other end of the force-adjusting bolt penetrates through a hole reserved in the stay cable connecting plate and is fastened through a nut; and the second counterweight and the third counterweight are rolled into a bearing box by adopting steel plates, and sand or water is filled in the strut box.
Preferably, the method comprises the following steps: in the step 6), the lifting bolt comprises a nut and screw rods connected to two sides of the nut, fastening directions of the screw rods on two sides of the bolt are opposite, and two ends of the lifting bolt are respectively connected with the connecting top plate and the pouring platform plate.
Preferably, the method comprises the following steps: in the step 6), the partition inserting plate is formed by rolling a steel plate, and the top end of the partition inserting plate is welded with the connecting top plate; the first pouring pipe and the second pouring pipe are formed by rolling steel pipes and are respectively arranged on the side of a downward inclined template and the side of an upward inclined template of the partition inserting plate; the safety fence is formed by rolling steel pipes.
The present invention has the following features and advantageous effects
(1) The upper part of the early-casting tower section is provided with a tower side hoop, and the side of the bent inclined template is provided with a tower side support frame and a first balance weight, so that the effect of reducing the overturning bending moment of the inclined cable tower can be achieved, and the tensile stress of the connecting part of the early-casting tower section and the lower box girder can be avoided.
(2) The supporting platform of the bottom support is provided with a second balance weight facing the cast-in-place tower section side, so that the effect of adjusting the center of the bottom support can be achieved, and the bottom support is prevented from laterally overturning.
(3) The positions of the stiff skeleton and the cable tower steel reinforcement cage are controlled by comprehensively adopting the skeleton position control bolt, the skeleton tie bar and the rib top positioning body, so that the stiff skeleton and the cable tower steel reinforcement cage are accurately positioned.
(4) The template positioning plate and the template positioning bolt are arranged on the side of the upward inclined template, the template positioning bolt and the telescopic support rod are comprehensively adopted to control the position of the upward inclined template, and the supporting effect of the upward inclined template is improved.
(5) The third counter weight and the supporting ribs in the formwork are arranged on the side of the oblique bending formwork, and the third counter weight and the tension rope are combined in a tension mode, so that the overturning stability of the oblique bending formwork is greatly improved.
(6) When the post-cast tower section is subjected to concrete pouring construction, the first pouring pipe is used for carrying out concrete pouring, after the concrete is poured to the top elevation of the layered post-cast tower section, the second pouring pipe is used for carrying out concrete pouring construction on the other side, and the heights of the partition inserting plates are synchronously controlled through the lifting bolts, so that the overturning bending moment during the pouring construction can be reduced, and the difficulty in controlling the concrete pouring quality can be reduced.
Drawings
FIG. 1 is a flow chart of a construction process of a variable cross-section special-shaped cable tower pull-support combined temporary consolidation mid-tower column;
FIG. 2 is a construction structure of a variable cross-section special-shaped cable tower pull-support combined temporary consolidation mid-tower of FIG. 1;
FIG. 3 is a cross-sectional view of the post-cast section formwork support structure of FIG. 2;
fig. 4 is a schematic structural view of the rib top positioning body in fig. 2.
In the figure: 1-lower box girder; 2-casting the tower section first; 3-post-pouring a tower section; 4-stiff skeleton; 5-cable tower reinforcement cage; 6-a tower side hoop; 7-bending the inclined template; 8-tower side support frame; 9-a first counterweight; 10-a horizontal plate of the support frame; 11-bracing of the strut; 12-a bracket bottom plate; 13-vertical struts; 14-oblique supporting columns; 15-supporting the platform plate; 16-upward inclined template; 17-first position control angle ribs; 18-framework position control bolts; 19-a rib top positioning body; 20-spacing position adjusting bolts; 21-a framework limiting groove; 22-longitudinal rib limiting grooves 23-positioning supporting plates; 24-a positioning bolt; 25-a guide chute; 26-post-pouring section template; 27-connecting side molds; 28-a second brace; 29-a first brace; 30-external bracing frame beam; 31-a telescopic stay; 32-fixed length stay bars; 33-template positioning plate; 34-a support plate rotating shaft; 35-supporting bottom ribs; 36-template position correction bolt; 37-bolt bottom plate; 38-supporting ribs in the template; 39-framework lacing wire; 40-stay cable connecting plate; 41-tensioning a rope; 42-force adjusting bolt; 43-a second counterweight; 44-plate side hanger; 45-a third counterweight; 46-pouring a platform plate; 47-a safety fence; 48-partition plug board; 49-connecting the top plate; 50-lifting bolt; 51-a first casting pipe; 52-a second casting pipe; 53-second position control angle ribs; 54-toggle top ball hinge; 55-brace connecting rib.
DETAILED DESCRIPTION OF EMBODIMENT (S) OF INVENTION
The technical requirements of lower box girder construction, cable tower reinforcement cage binding construction, concrete pouring construction and the like are not repeated in the embodiment, and the embodiment of the method related to the invention is mainly explained.
Fig. 1 is a flow chart of a construction process of a variable-section special-shaped cable towrope-support combined temporary consolidation middle tower column, and referring to fig. 1, a construction method of the variable-section special-shaped cable towrope-support combined temporary consolidation middle tower column comprises the following construction steps:
1) Construction preparation: sequentially constructing a lower box girder 1 and a first casting tower section 2; surveying and mapping spatial positions of the post-cast tower section 3, the stiff framework 4 and the cable tower steel reinforcement cage 5;
2) Layout of the first counterweight 9: the upper part of the first-cast tower section 2 is provided with a tower side hoop 6, a tower side support frame 8 is arranged on the side of a depression inclined formwork 7 of the tower side hoop 6, and a support frame inclined strut 11 is arranged between the tower side support frame 8 and the first-cast tower section 2 for reinforcement; a first balance weight 9 is hung on the tower side support frame 8, so that the connecting part of the bent inclined template side of the cast-in-advance tower section 2 and the lower box girder 1 does not have tensile stress;
3) The lower supporting platform is erected: a support frame bottom plate 12 is arranged on the upper surface of the lower box girder 1 on the oblique template 16 side, and a vertical support column 13 is arranged on the upper surface of the support frame bottom plate 12; an inclined strut 14 is arranged between the vertical strut 13 and the strut bottom plate 12, and a supporting platform plate 15 is arranged at the top end of the vertical strut 13; the bottom plate 12 of the support frame is firmly connected with the lower box girder 1 through the position control angle rib 17;
4) And (3) laying a stiff framework and a cable tower steel reinforcement cage: arranging a framework position control bolt 18 and a stiff framework 4 on the top surface of the first-pouring tower section 2, wherein the framework position control bolt 18 can be adjusted in a telescopic mode, one end of the framework position control bolt 18 is hinged with the stiff framework 4, and the other end of the framework position control bolt is connected with the top surface of the first-pouring tower section 2; the transverse position and the inclination angle of the stiff bones 4 are controlled by a framework position control bolt 18; binding a cable tower reinforcement cage 5, and arranging a reinforcement top positioning body 19 between the stiff framework 5 and a longitudinal reinforcement of the cable tower reinforcement cage 5; the rib top positioning body 19 comprises a framework limiting groove 21, a longitudinal rib limiting groove 22 and a positioning supporting plate 23, an interval positioning bolt 20 is arranged between the framework limiting groove 21 and the longitudinal rib limiting groove 22, the stiff framework 4 is clamped in the framework limiting groove 21, the longitudinal steel bars on the cable tower steel bar cage 5 are clamped in the longitudinal rib limiting groove 22, and the interval between the stiff framework 4 and the cable tower steel bar cage 5 is controlled through the interval positioning bolt 20 on the rib top positioning body 19;
5) And (3) supporting a post-pouring section template: the post-pouring section template 26 comprises a bent inclined template 7, a bent inclined template 16 and connecting side molds 27, wherein a second position control angle rib 53 is arranged on the pre-pouring tower section 2, the second position control angle rib is arranged on two sides of the pre-pouring tower section 2, the bottom end of the post-pouring section template 26 is inserted into a gap between the second position control angle rib 53 on one side and the pre-pouring tower section 2, the bottom end of the bent inclined template 7 is inserted into a gap between the second position control angle rib 53 on the other side and the pre-pouring tower section 2, the two connecting side molds 27 are arranged between the bent inclined template 7 and the bent inclined template 16 in a mirror symmetry manner, and the bent inclined template 7, the bent inclined template 16 and the connecting side molds 27 jointly enclose a pouring space above the pre-pouring tower section 2; second supporting columns 28 and first supporting columns 29 are respectively arranged on the supporting platform plate 15 and the supporting frame transverse plate 10, the second supporting columns 28 and the first supporting columns 29 are respectively positioned on two sides of the early-pouring tower section 2, outer supporting frame beams 30 are arranged on the second supporting columns 28 and the first supporting columns 29 facing the side of the late-pouring section formwork 26, telescopic supporting rods 31 are arranged between the outer supporting frame beams 30 and the oblique-bending formwork 7 and the oblique-bending formwork 16, and fixed-length supporting rods 32 are arranged between the outer supporting frame beams 30 and the connecting side formwork 27; a template positioning plate 33 is arranged on the supporting platform plate 15, and the lower end of the template positioning plate 33 is connected with the supporting platform plate 15 through a support plate rotating shaft 34; a supporting bottom rib 35 is arranged on the supporting platform plate 15, the supporting bottom rib 35 abuts against one side of the template positioning plate 33, and the supporting bottom rib 35 exerts jacking pressure on the template positioning plate 33 to enable the inclination angle of the template positioning plate 33 to be the same as that of the oblique template 16; a template positioning bolt 36 is arranged on the template positioning plate 33, the template positioning bolt 36 is in threaded connection with the template positioning plate 33, one end of the template positioning bolt 36 abuts against the inclined template 16, and the position of the inclined template 16 is controlled through the template positioning bolt 36 and the telescopic stay bar 31;
fixing a bolt bottom plate 37 on the upper surface of the lower box girder 1, wherein the bolt bottom plate 37 is positioned on one side, close to the inclined formwork 7, of the lower box girder 1; a cable connecting plate 40 is arranged on the bolt bottom plate 37, and the cable connecting plate 40 is connected with the bolt bottom plate 37 through a force-adjusting bolt 42; one end of the force-adjusting bolt 42 is welded with the bolt bottom plate 37, and the other end of the force-adjusting bolt passes through a hole reserved on the inhaul cable connecting plate 40 and then is fastened through a nut; a template inner supporting rib 38 is arranged on the inner side of the bent template 7, and a framework pulling rib 39 is arranged between the template inner supporting rib 38 and the stiff framework 4; firstly, arranging a tension rope 41 between a supporting rib 38 and a stay cable connecting plate 40 in the template, and then applying tension force to the tension rope 41 through a force-adjusting bolt 42 according to the position requirements of the bent-down template 7 and the stiff framework 4; a second counterweight 43 is hung on the supporting platform plate 15 close to the side of the pre-cast tower section 2, and the weight of the second counterweight 43 is determined according to the anti-overturning stability requirement of the supporting platform plate 15; a plate-side hanging frame 44 is arranged on the side of the bent inclined template 7 departing from the stiff framework 4, and a third counterweight 45 is hung on the plate-side hanging frame 44;
6) And (3) concrete pouring of the post-cast tower section: a casting platform plate 46 is supported at the top ends of the second supporting column 28 and the first supporting column 29, and a safety fence 47 is arranged on the upper surface of the casting platform plate 46 along the circumferential direction; reserving a notch for inserting the partition inserting plate 48 on the pouring platform plate 46, and inserting the partition inserting plate 48 into the pouring area through the notch; a connecting top plate 49 is arranged at the top end of the partition inserting plate 48, a lifting bolt 50 is arranged between the connecting top plate 49 and the pouring platform plate 46, and the height of the connecting top plate 49 is adjusted through the lifting bolt 50; welding the lower surface of the pouring platform plate 46 with the positioning support plate 23 on the rib top positioning body 19; a positioning bolt 24 is connected to the positioning support plate 23 in a threaded manner, one end of the positioning bolt 24 props against the framework limiting groove 21, the framework limiting groove 21 is pushed through the positioning bolt 24, and the positions of the stiff framework 4 and the cable tower steel reinforcement cage 5 are corrected; arranging a first pouring pipe 51 and a second pouring pipe 52 on the pouring platform plate 46, wherein the first pouring pipe 51 and the second pouring pipe 52 are respectively positioned on two sides of the partition inserting plate 48; and (3) pouring concrete to one side of the post-pouring section formwork 2 through the first pouring pipe 51 on the pouring platform plate 46, and after the concrete is poured to the top elevation of the layered post-pouring tower section 3, performing concrete pouring construction to the other side of the post-pouring section formwork 26 through the second pouring pipe 52, wherein the height of the partition inserting plate 48 is controlled through the lifting bolt 50 in the pouring process.
Fig. 2 is a schematic construction structure of the present invention, fig. 3 is a cross-sectional view of a post-cast section formwork erecting structure of fig. 2, and fig. 4 is a schematic structural view of a bead apex positioning body of fig. 2. Referring to fig. 2 to 4, in the construction method of the variable cross-section special-shaped cable tower pull-support combined temporary consolidation mid-tower column, a tower side hoop 6 is arranged at the upper part of a pre-cast tower section 2, and a tower side support frame 8 and a first counterweight 9 are arranged at the side of a pitching inclined formwork 7; a second counterweight 43 is arranged on the side, facing the cast-in-place tower section, of the supporting platform plate 15 of the bottom support; the positions of the stiff skeleton 4 and the cable tower steel reinforcement cage 5 are controlled by comprehensively adopting a skeleton position control bolt 18, a skeleton lacing wire 39 and a rib top positioning body 19; a template positioning plate 33 and a template positioning bolt 36 are arranged on the oblique template 16 side, and the template positioning bolt 36 and the telescopic stay bar 31 are comprehensively adopted to control the position of the oblique template 16; a third counterweight 45 and a template inner supporting rib 38 are arranged on the side of the inclined template 7, and the combination of the third counterweight 45 and the tension of a tension rope 41 is adopted; when the first pouring pipe 51 and the second pouring pipe 52 are adopted for the concrete pouring construction of the post-pouring tower section 3 in sequence, the height of the partition inserting plate 48 is controlled through the lifting bolt 50.
The lower box girder 1, the first-pouring tower section 2 and the later-pouring tower section 3 are all made of reinforced concrete materials, and the strength grade of the concrete is C50.
The stiff frameworks 4 are formed by rolling steel plates and comprise 4 corner frameworks, and connecting ribs are arranged among the corner frameworks.
The cable tower reinforcement cage 5 is formed by binding longitudinal reinforcements with the diameter of 32mm and transverse reinforcements with the diameter of 25 mm.
The tower side hoop 6 is formed by rolling a steel plate with the thickness of 10mm, has the width of 50cm, and is connected with the first casting tower section 2 through a stud.
The post-pouring section template 26 comprises a downward inclined template 7, an upward inclined template 16 and connecting side templates 27, steel templates with the thickness of 4mm are adopted, and the two connecting side templates 27 are arranged between the downward inclined template 7 and the upward inclined template 16 in a mirror symmetry manner; the post-pouring section templates 26 are all steel templates, and the included angles between the elevation inclined templates 16 and the depression inclined templates 7 and the vertical surface are 5-30 degrees and are respectively arranged on two sides of the connecting side mold 27.
A tower side supporting frame 8 is arranged on the side of the bent inclined template 7 of the tower side hoop 6; the tower side bracing frame 8 is formed by rolling a steel plate with the thickness of 30mm, comprises a bracing frame transverse plate 10 and bracing frame inclined struts 11, the bracing frame transverse plate 10 is welded with the tower side hoop 6 and the bracing frame inclined struts 11, one ends of the bracing frame inclined struts 11 are welded with the lower surfaces of the bracing frame transverse plate 10, and the other ends of the bracing frame inclined struts are connected with the pre-cast tower section 2 through studs;
a first balance weight 9 is hung on the tower side support frame 8, the first balance weight 9 is rolled into a bearing box by adopting a steel plate with the thickness of 10mm, and the volume is 10m 3 And filling precast concrete blocks in the bearing box.
A support bottom plate 12 is arranged on the upper surface of the lower box girder 1 at the side of the oblique template 16, the support bottom plate 12 is a steel plate with the thickness of 10mm, and the plane size is
The bracket bottom plate 12 and the lower box girder 1 are firmly connected through the position control angle rib 17, the position control angle rib 17 is formed by rolling a steel plate with the thickness of 10mm, the cross section of the position control angle rib is L-shaped, and the position control angle rib is connected with the supporting platform plate through a bolt;
the upper surface of the strut bottom plate 12 is provided with a vertical strut 13; an inclined strut 14 is arranged between the vertical strut 13 and the strut bottom plate 12. The vertical strut 13 and the oblique strut 14 both adopt H-shaped steel with the specification of 300 multiplied by 10 multiplied by 15, and the vertical strut 13 and the oblique strut 14 are connected through a strut connecting rib 55; the brace connecting rib 55 is a steel shaft with a diameter 60.
A supporting platform plate 15 is arranged at the top end of the vertical supporting column 13; the supporting platform plate 15 is formed by rolling a steel plate with the thickness of 10 mm.
The top surface of the tower section 2 which is poured firstly is provided with a framework position control bolt 18, the framework position control bolt 18 comprises a screw rod and a nut, the diameter of the screw rod is 30mm, the screw rod is connected to two sides of the nut, and the fastening directions of the screw rods on two sides of the bolt are opposite. A bolt top spherical hinge 54 is arranged at the joint of the framework position control bolt 18 and the stiff framework 4, the bolt top spherical hinge 54 adopts a spherical hinge with the diameter of 30mm, and the stretching of the framework position control bolt 18 is realized by rotating a nut in the middle.
The steel bar top positioning body 19 is arranged between longitudinal steel bars of a stiff skeleton 4 and a cable tower steel bar cage 5, the steel bar top positioning body 19 comprises a skeleton limiting groove 21, a longitudinal steel bar limiting groove 22 and a positioning supporting plate 23, wherein the skeleton limiting groove 21 and the longitudinal steel bar limiting groove 22 are both of U-shaped structures, the skeleton limiting groove 21, the longitudinal steel bar limiting groove 22 and the positioning supporting plate 23 are formed by rolling steel plates with the thickness of 10mm, the stiff skeleton 4 is clamped in the skeleton limiting groove 21, longitudinal steel bars on the cable tower steel bar cage 5 are clamped in the longitudinal steel bar limiting groove 22, an interval positioning bolt 20 is arranged between the skeleton limiting groove 21 and the longitudinal steel bar limiting groove 22, the interval positioning bolt 20 is a screw rod and a nut with the diameter of 20mm, the screw rod is connected to two sides of the nut, the fastening directions of the screw rods on two sides of the nut are opposite, and the interval adjustment between the skeleton limiting groove 21 and the longitudinal steel bar limiting groove 22 is realized by rotating the nut in the middle of the interval positioning bolt. Set up positioning bolt 24 and direction spout 25 on location fagging 23, the one end of positioning bolt 24 withstands skeleton spacing groove 21, thereby promotes skeleton spacing groove 21 through rotatory positioning bolt 24 and removes, and direction spout 25 plays the guide effect to the removal of skeleton spacing groove 21. The positioning bolt 24 is formed by rolling a screw rod with the diameter of 20 mm; the guide chute 25 is formed by rolling a steel plate with the thickness of 10 mm.
Arranging position control angle ribs 53 on the first casting tower section 2, and inserting the bottom end of the post-casting section template 26 into gaps between the position control angle ribs 53 and the first casting tower section 2; the position control angle rib 53 is formed by rolling a steel plate with the thickness of 10mm, and the width of a gap between the position control angle rib and the first casting tower section 2 is 4mm.
And a second support column 28 and a first support column 29 are respectively arranged on the supporting platform plate 15 and the support frame transverse plate 10, and the second support column 28 and the first support column 29 are both made of H-shaped steel with the specification of 250 multiplied by 9 multiplied by 14.
An outer bracing frame beam 30 is arranged on the side of the second bracing column 28 and the first bracing column 29 facing the post-cast section formwork 26, and the outer bracing frame beam 30 is formed by rolling H-shaped steel with the specification of 150 multiplied by 7 multiplied by 10.
And telescopic support rods 31 are arranged between the outer support frame beam 30 and the pitching inclined formwork 7 and the pitching inclined formwork 16, the telescopic support rods 31 adopt screw rods and nuts with the diameters of 30mm, the screw rods are connected to two sides of the nuts, and the fastening directions of the screw rods on two sides of the nuts are opposite. Telescopic adjustment is achieved by rotating the nut on the telescopic strut 31.
A fixed-length stay bar 32 is arranged between the outer support frame beam 30 and the connecting side die 27, and the fixed-length stay bar 32 is formed by rolling angle steel with the thickness of 5 mm.
A template positioning plate 33 is arranged on the supporting platform plate 15, and the template positioning plate 33 is formed by rolling a steel plate with the thickness of 10 mm; the supporting platform plate 15 is connected with the template positioning plate 33 through a support plate rotating shaft 34, and the support plate rotating shaft 34 adopts a loose-leaf rotating shaft with the diameter of 5 mm.
The supporting bottom rib 35 is formed by rolling a steel plate with the thickness of 30mm, the cross section of the supporting bottom rib is L-shaped, and the supporting bottom rib is connected with the supporting platform plate 15 through bolts.
The template position-correcting bolt 36 is formed by rolling a screw rod with the diameter of 30 mm.
Fixing a bolt bottom plate 37 on the upper surface of the lower box girder 1; the bolt bottom plate 37 is formed by rolling a steel plate with the thickness of 10 mm.
The inner side of the bent inclined template 7 is provided with a template inner supporting rib 38, and the template inner supporting rib 38 is formed by rolling a steel plate with the thickness of 2mm and is embedded in a reserved channel of the bent inclined template 7; a framework lacing wire 39 is arranged between the template inner bracing wire 38 and the stiff framework 4, and the framework lacing wire 39 is formed by rolling a steel plate with the thickness of 20 mm.
A tension rope 41 is arranged between the supporting rib 38 in the template and the cable connecting plate 40, the cable connecting plate 40 is formed by rolling a steel plate with the thickness of 10mm, and the tension rope 41 is a steel wire rope with the diameter of 30 mm. Applying tension to the tension ropes 41 through the force-adjusting bolts 42 according to the position requirements of the inclined formworks 7 and the stiff frameworks 4; the force-adjusting bolt 42 is formed by rolling a screw rod with the diameter of 30 mm.
A second counterweight 43 is hung on the side, close to the first casting tower section 2, of the supporting platform plate 15, and the weight of the second counterweight 43 is determined according to the anti-overturning stability requirement of the supporting platform plate 15; the second balance weight 43 and the third balance weight 45 are rolled into bearing boxes by adopting steel plates with the thickness of 2mm, and the volumes of the bearing boxes are 2m 3 And sand is filled in the support column box.
A pouring platform plate 46 is supported at the top ends of the second support column 28 and the first support column 29, and the pouring platform plate 46 is a steel plate with the thickness of 3 mm; arranging a safety fence 47 on the upper surface of the pouring platform plate 46 along the annular direction; the safety fence 47 is a steel pipe fence.
Reserving a notch for inserting the partition inserting plate 48 on the casting platform plate 46, wherein the partition inserting plate 48 is formed by rolling a steel plate with the thickness of 2mm, and a lifting bolt 50 is arranged between a connecting top plate 49 at the top end of the partition inserting plate 48 and the casting platform plate 46; the connecting top plate 49 is formed by rolling a steel plate with the thickness of 10mm, and the lifting bolt 50 comprises a screw rod with the diameter of 30mm and a nut, wherein the screw rod is connected to two sides of the nut, and the fastening directions of the screw rods on the two sides of the nut are opposite. Telescoping adjustment is achieved by rotating the nut on the lifting bolt 50.
The first pouring pipe 51 and the second pouring pipe 52 are both steel pipes with the diameter of 30cm and are connected with the pouring platform plate 6 in a welding mode.
Claims (9)
1. A construction method for a variable cross-section special-shaped cable tower pull-support combined temporary consolidation mid-tower column is characterized by comprising the following steps: the method comprises the following specific steps:
1) Construction preparation: sequentially constructing a lower box girder (1) and a pre-cast tower section (2); surveying and mapping to determine the spatial positions of the post-cast tower section (3), the stiff framework (4) and the cable tower reinforcement cage (5);
2) Arranging a first counterweight: arranging a tower side hoop (6) on the upper part of the pre-cast tower section (2), and arranging a tower side supporting frame (8) on the downward inclined formwork side of the tower side hoop (6); a first balance weight (9) is hung on the tower side support frame (8), so that the connecting part of the bent inclined template side of the pre-cast tower section (2) and the lower box girder (1) does not generate tensile stress;
3) The lower supporting platform is erected: a supporting frame bottom plate (12) is arranged on the upper surface of the lower box girder (1) on the side of the oblique template (16); a vertical supporting column (13) is arranged on the upper surface of the supporting frame bottom plate (12); a supporting platform plate (15) is arranged at the top end of the vertical support column (13);
4) And (3) laying a stiff skeleton and a cable tower reinforcement cage: arranging a framework position control bolt (18) and a stiff framework (4) on the top surface of the early-casting tower section (2), and controlling the transverse position and the inclination angle of the stiff framework (4) through the framework position control bolt (18); binding a cable tower reinforcement cage (5), and arranging a reinforcement top positioning body (19) between the stiff skeleton (18) and the longitudinal reinforcement of the cable tower reinforcement cage (5); the distance between the stiff skeleton (4) and the cable tower reinforcement cage (5) is controlled by a distance positioning bolt (20) on the reinforcement top positioning body (19);
5) And (3) supporting a post-pouring section template: the post-pouring section template (26) comprises a bent inclined template (7), a bent inclined template (16) and connecting side templates (27), a second position control angle rib (53) is arranged on the pre-pouring tower section (2), the second position control angle rib (53) is arranged on two sides of the pre-pouring tower section (2), the bottom end of the post-pouring section template (26) is inserted into a gap between the second position control angle rib (53) on one side and the pre-pouring tower section (2), the bottom end of the bent inclined template (7) is inserted into a gap between the second position control angle rib (53) on the other side and the pre-pouring tower section (2), and the two connecting side templates (27) are symmetrically arranged between the bent inclined template (7) and the bent inclined template (16) in a mirror image manner; second supporting columns (28) and first supporting columns (29) are respectively arranged on the supporting platform plate (15) and the supporting frame transverse plate (10), outer supporting frame beams (30) are arranged on the second supporting columns (28) and the first supporting columns (29) facing the rear pouring section formwork (26), telescopic supporting rods (31) are arranged between the outer supporting frame beams (30) and the inclined formwork (7) and the inclined formwork (16), and fixed-length supporting rods (32) are arranged between the outer supporting frame beams (30) and the connecting side formwork (27); a template positioning plate (33) is arranged on the supporting platform plate (15), and the lower end of the template positioning plate (33) is connected with the supporting platform plate (15) through a supporting plate rotating shaft (34); a supporting bottom rib (35) is arranged on the supporting platform plate (15), and the supporting bottom rib (35) exerts a jacking pressure on the template positioning plate (33) to ensure that the inclination angle of the template positioning plate (33) is the same as that of the oblique template (16); a template positioning bolt (36) is arranged on the template positioning plate (33), and the position of the inclined template (16) is controlled through the template positioning bolt (36) and the telescopic stay bar (31);
fixing a bolt bottom plate (37) on the upper surface of the lower box girder (1), wherein the bolt bottom plate (37) is positioned on one side, close to the inclined template (7), of the lower box girder (1); a cable connecting plate (40) is arranged on the bolt bottom plate (37), and the cable connecting plate (40) is connected with the bolt bottom plate (37) through a force-adjusting bolt (42); a template inner supporting rib (38) is arranged on the inner side of the bent inclined template (7), and a framework lacing wire (39) is arranged between the template inner supporting rib (38) and the stiff framework (4); firstly, tension ropes (41) are arranged between a supporting rib (38) in the template and a stay cable connecting plate (40), and then tension force is applied to the tension ropes (41) through force-adjusting bolts (42) according to the position requirements of the bent inclined template (7) and the stiff framework (4); a second counterweight (43) is hung on the side, close to the early-casting tower section (2), of the supporting platform plate (15), and the weight of the second counterweight (43) is determined according to the anti-overturning stability requirement of the supporting platform plate (15); a plate side hanging rack (44) is arranged on the side of the bent inclined template (7) departing from the stiff framework (4), and a third balance weight (45) is hung on the plate side hanging rack (44);
6) And (3) post-cast tower section concrete pouring: a pouring platform plate (46) is supported at the top ends of the second supporting column (28) and the first supporting column (29); reserving a notch for inserting the partition inserting plate (48) on the pouring platform plate (46), and inserting the partition inserting plate (48) into the pouring area through the notch; a connecting top plate (49) is arranged at the top end of the partition inserting plate (48), and a lifting bolt (50) is arranged between the connecting top plate (49) and the pouring platform plate (46); the lower surface of the casting platform plate (46) is connected with a positioning support plate (23) on the rib top positioning body (19); a positioning bolt (24) is connected to the positioning supporting plate (23) in a threaded manner, one end of the positioning bolt (24) props against the framework limiting groove (21), the framework limiting groove (21) is pushed by the positioning bolt (24), and the positions of the stiff framework (4) and the cable tower steel reinforcement cage (5) are corrected; arranging a first pouring pipe (51) and a second pouring pipe (52) on the pouring platform plate (46), wherein the first pouring pipe (51) and the second pouring pipe (52) are respectively positioned on two sides of the partition flashboard (48); and (3) pouring concrete to one side of the post-pouring section formwork (2) through a first pouring pipe (51) on the pouring platform plate (46), after the concrete is poured to the top elevation of the layered post-pouring tower section (3), pouring concrete to the other side of the post-pouring section formwork (26) through a second pouring pipe (52), and controlling the height of the partition inserting plate (48) through a lifting bolt (50) in the pouring process.
2. The construction method of the variable cross-section special-shaped cable tower pulling-bracing combined temporary consolidation mid-tower column according to claim 1, characterized by comprising the following steps: in the step 2), the tower side hoop (6) is formed by rolling a steel plate, is sleeved on the outer side wall of the pre-cast tower section (2), and is welded with the tower side support frame (8); the tower side bracing frame (8) is formed by rolling a steel plate and comprises a bracing frame transverse plate (10) and a bracing frame inclined strut (11), the bracing frame transverse plate (10) is welded with the tower side hoop (6) and the bracing frame inclined strut (11), one end of the bracing frame inclined strut (11) is welded with the lower surface of the bracing frame transverse plate (10), and the other end of the bracing frame inclined strut is connected with the pre-cast tower section (2); the first balance weight (9) is rolled into a bearing box by adopting a steel plate, and precast concrete blocks or sand or section steel are filled in the bearing box.
3. The construction method of the variable cross-section special-shaped cable tower pulling-bracing combined temporary consolidation mid-tower column according to claim 1, characterized by comprising the following steps: in the step 3), the vertical supporting columns (13) and the oblique supporting columns (14) are formed by rolling steel pipes or section steel and are welded with the supporting frame bottom plate (12), and the vertical supporting columns (13) are connected with the oblique supporting columns (14) through supporting column connecting ribs (55).
4. The construction method of the variable cross-section special-shaped cable tower pulling-bracing combined temporary consolidation mid-tower column according to claim 1, characterized by comprising the following steps: in the step 4), the rib top positioning body (19) comprises a framework limiting groove (21), a longitudinal rib limiting groove (22), a positioning support plate (23) and an interval positioning bolt (20), wherein the interval positioning bolt (20) is arranged between the framework limiting groove (21) and the longitudinal rib limiting groove (22), the stiff framework (4) is clamped in the framework limiting groove (21), and a longitudinal steel bar on the cable tower steel reinforcement cage (5) is clamped in the longitudinal rib limiting groove (22); set up positioning bolt (24) and direction spout (25) on location fagging (23), the one end of positioning bolt (24) withstands skeleton spacing groove (21), and skeleton spacing groove (21) can be moved along direction spout (25) on location fagging (23) under positioning bolt (24) effect.
5. The construction method of the variable cross-section special-shaped cable tower pulling-bracing combined temporary consolidation mid-tower column according to claim 1, characterized by comprising the following steps: in the step 4), the framework position control bolt (18) comprises a nut and screw rods connected to two sides of the nut, the fastening directions of the screw rods on two sides of the nut are opposite, and a bolt top spherical hinge (54) is arranged at the joint of the framework position control bolt (18) and the stiff framework (4).
6. The construction method of the tower column in the variable cross-section special-shaped cable tower pulling-supporting combined temporary consolidation of the claim 1 is characterized in that: in the step 5), the post-pouring section templates (26) are all steel templates, and the included angles between the elevation inclined templates (16) and the depression inclined templates (7) and the vertical surface are 5-30 degrees and are respectively arranged on two sides of the connecting side mold (27); the first support column (29) and the second support column (28) are both formed by rolling profile steel or steel pipes or steel plates and are vertically welded and connected with the outer support frame beam (30); the telescopic stay bar (31) comprises a nut and screw rods connected to two sides of the nut, and the fastening directions of the screw rods on two sides of the bolt are opposite.
7. The construction method of the tower column in the variable cross-section special-shaped cable tower pulling-supporting combined temporary consolidation of the claim 1 is characterized in that: in the step 5), the template positioning plate (33) is formed by rolling a steel plate, and a screw hole connected with a template positioning bolt (36) is formed in the template positioning plate (33); the two ends of the tensioning rope (41) are respectively and firmly connected with the template inner supporting rib (38) and the inhaul cable connecting plate (40) by adopting a steel wire rope or a steel strand; the force-adjusting bolt (42) is formed by rolling a screw rod, one end of the force-adjusting bolt is welded with the bolt bottom plate (37), and the other end of the force-adjusting bolt penetrates through a hole reserved in the inhaul cable connecting plate (40) and is fastened through a nut; and the second counterweight (43) and the third counterweight (45) are rolled into a bearing box by adopting steel plates, and sand or water is filled in the support column box.
8. The construction method of the tower column in the variable cross-section special-shaped cable tower pulling-supporting combined temporary consolidation of the claim 1 is characterized in that: in the step 6), the lifting bolt (50) comprises a nut and screw rods connected to two sides of the nut, the fastening directions of the screw rods on two sides of the bolt are opposite, and two ends of the lifting bolt are respectively connected with the connecting top plate (49) and the pouring platform plate (46).
9. The construction method of the tower column in the variable cross-section special-shaped cable tower pulling-supporting combined temporary consolidation of the claim 1 is characterized in that: in the step 6), the partition inserting plate (48) is formed by rolling a steel plate, and the top end of the partition inserting plate is welded with the connecting top plate (49); the first pouring pipe (51) and the second pouring pipe (52) are formed by rolling steel pipes and are respectively arranged on the downward inclined formwork (7) side and the upward inclined formwork (16) side of the partition inserting plate (48); the safety fence (47) is formed by rolling steel pipes.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211435086.1A CN115679834A (en) | 2022-11-16 | 2022-11-16 | Construction method for variable-section special-shaped cable tower pulling-supporting combined temporary consolidation mid-tower column |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211435086.1A CN115679834A (en) | 2022-11-16 | 2022-11-16 | Construction method for variable-section special-shaped cable tower pulling-supporting combined temporary consolidation mid-tower column |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116201027A (en) * | 2023-03-10 | 2023-06-02 | 安徽省交通建设股份有限公司 | Variable cross-section abnormal-shaped cable tower template positioning deviation correcting device |
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- 2022-11-16 CN CN202211435086.1A patent/CN115679834A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116201027A (en) * | 2023-03-10 | 2023-06-02 | 安徽省交通建设股份有限公司 | Variable cross-section abnormal-shaped cable tower template positioning deviation correcting device |
| CN116201027B (en) * | 2023-03-10 | 2023-10-27 | 安徽省交通建设股份有限公司 | Variable cross-section abnormal-shaped cable tower template positioning deviation correcting device |
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