CN115369918A - Variable-cross-section thick and heavy arc arch slab formwork system and construction method thereof - Google Patents
Variable-cross-section thick and heavy arc arch slab formwork system and construction method thereof Download PDFInfo
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- CN115369918A CN115369918A CN202210182849.XA CN202210182849A CN115369918A CN 115369918 A CN115369918 A CN 115369918A CN 202210182849 A CN202210182849 A CN 202210182849A CN 115369918 A CN115369918 A CN 115369918A
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- 238000009415 formwork Methods 0.000 title claims abstract description 51
- 238000010276 construction Methods 0.000 title claims abstract description 34
- 238000007789 sealing Methods 0.000 claims abstract description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 29
- 239000010959 steel Substances 0.000 claims description 29
- 239000011120 plywood Substances 0.000 claims description 28
- 239000002023 wood Substances 0.000 claims description 18
- 238000012545 processing Methods 0.000 claims description 10
- 238000000034 method Methods 0.000 abstract description 12
- 230000001788 irregular Effects 0.000 abstract description 6
- 230000008859 change Effects 0.000 abstract description 3
- 230000000694 effects Effects 0.000 abstract description 3
- 238000005452 bending Methods 0.000 description 11
- 238000010586 diagram Methods 0.000 description 10
- 230000008569 process Effects 0.000 description 9
- 238000013461 design Methods 0.000 description 7
- 238000005457 optimization Methods 0.000 description 4
- 210000001503 joint Anatomy 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
- 230000003068 static effect Effects 0.000 description 3
- 238000009435 building construction Methods 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
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- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
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- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
- E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
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- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
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- E04G13/00—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills
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Abstract
The invention discloses a variable cross-section thick and heavy arc-shaped arch slab formwork system and a construction method thereof, wherein the construction method comprises the steps of prefabricating an arch slab; the prefabricated arch slab comprises a main keel, a secondary keel and a bottom template; a plurality of main keels are sequentially arranged along the length direction of the vault of the tunnel, the main keels are arc-shaped rod pieces, and the lengths of the chords of the arc-shaped rod pieces are equal to the net width of the tunnel at the corresponding positions; a plurality of secondary keels are arranged along the circumferential direction and the length direction of the vault of the tunnel, and the secondary keels are lapped on the arc-shaped rod pieces; all be provided with polylith die block in the hoop of tunnel vault and the length direction, the die block overlap joint is on the secondary joist, polylith the die block is used for sealing the tunnel vault. By adopting the scheme, the corresponding main keel can be manufactured according to the net width of the irregular gradual change of the tunnel, the characteristics of large span and large curvature of the arched top plate are adapted, the safety of the construction of the heavy top plate structure is ensured, materials are taken and the operation is easy, and the method has good effects in the aspects of economic benefit, construction period control and the like.
Description
Technical Field
The invention relates to the technical field of tunnel vault construction, in particular to a variable-section thick and heavy arc arch slab formwork system and a construction method thereof.
Background
The construction of the top plate of the open cut arch tunnel mostly adopts a tunnel trolley, and the method is only suitable for the conditions of unchanged clear width of the tunnel, same geometrical size of the arch plates and moderate thickness although the construction process is mature. But for the tunnel arch plate with the same arch plate rise and irregular and gradual net width, the tunnel arch plate can be contracted into a single arch from multiple arches or expanded into multiple arches by the single arch, the chord length and the curvature of the tunnel arch plate are different along the longitudinal direction of the tunnel, and the tunnel trolley can not be used for construction; the tunnel roof is used as the foundation of an upper building, the roof needs to be large in thickness and self-weight, the clear height and the clear span of the tunnel are large, the arc-shaped steel keel needs to be customized by adopting a conventional full-hall frame formwork system, and the tunnel roof is slow to install and dismantle and has high safety risk.
Disclosure of Invention
The invention aims to provide a variable cross-section thick and heavy arc arch slab formwork system and a construction method thereof.
The invention is realized by the following technical scheme:
a variable cross-section heavy arc arch bar formwork system comprises a prefabricated arch bar;
the prefabricated arch slab comprises a main keel, a secondary keel and a bottom template;
a plurality of main keels are sequentially arranged along the length direction of the vault of the tunnel, the main keels are arc-shaped rod pieces, and the lengths of the chords of the arc-shaped rod pieces are equal to the net width of the tunnel at the corresponding positions;
a plurality of secondary keels are arranged in the circumferential direction and the length direction of the tunnel vault, and the secondary keels are lapped on the arc-shaped rod pieces;
all be provided with polylith die block in the hoop of tunnel vault and the length direction, the die block overlap joint is on the secondary joist, polylith the die block is used for sealing the tunnel vault.
Compared with the prior art, the tunnel arch plate has the same rise height, but the net width is irregularly and gradually changed, the tunnel arch plate can be contracted into a single arch from multiple arches, or the single arch is expanded into multiple arches, the chord length and the curvature of the tunnel arch plate are different along the longitudinal direction of the tunnel, and the tunnel trolley cannot be used for construction; specifically, in order to replace the traditional customized arc-shaped steel keel, the invention adopts an arc-shaped rod piece as a main keel, wherein the arc-shaped rod piece is arranged along the length direction of the arch top of the tunnel, and a plurality of arc-shaped rod pieces matched with the net width of the tunnel are arranged for corresponding to the irregular gradually-changed net width of the tunnel, and the chord lengths of the arc-shaped rod pieces are equal to the net width of the tunnel at corresponding positions, thereby matching the irregular gradually-changed tunnel; the arc-shaped rod piece is preferably a steel pipe and is formed by bending and processing through a numerical control bending machine; a plurality of secondary keels are arranged on the outer sides of the arc-shaped rod pieces, on the basis that a plurality of secondary keels are arranged along the annular direction of the arch crown of the tunnel, a plurality of secondary keels are also arranged in the length direction of the arch crown of the tunnel, the secondary keels are preferably wood purlins, the wood purlins are fixed through steel wire binding and main keels, the wood purlins longitudinally span two or more arc-shaped rod pieces to be connected, and the actual situation is determined according to the net width of the tunnel; the outer side of the secondary keel is also provided with a bottom template, the bottom template is preferably a plywood, the plywood is bent by using the flexibility of the plywood, so that the plywood can adapt to the radian of the vault of the tunnel, the plywood is fixed on the secondary keel by nails by bending the plywood, the abutted seams between adjacent plywood are tight, the top is sealed, at the moment, a formwork supporting system of the vault of the tunnel is completed, then an upper-layer building such as a terminal building can be constructed above the formwork supporting system, and the formwork supporting system can be dismantled after the upper-layer building is stable; through the mode, the effect of quick dismounting of the formwork system can be achieved.
Further optimizing, the construction method of the variable cross-section heavy arc arch slab formwork system comprises the following steps:
s1: processing to obtain different arc-shaped rod pieces along the length direction of the tunnel according to different net widths;
s2: erecting a support bracket at the bottom of the tunnel, wherein the support bracket is used for supporting an arc-shaped rod piece;
s3: arranging arc-shaped rod pieces on the vault of the tunnel, and sequentially arranging a plurality of arc-shaped rod pieces along the length direction of the tunnel;
s4: a plurality of linear rod pieces lapped on the arc rod pieces are arranged along the length direction of the tunnel;
s5: a plurality of secondary keels which are lapped on the arc rod pieces are arranged along the circumferential direction and the length direction of the arch crown of the tunnel;
s6: and installing a plurality of bottom templates on the secondary keel, wherein the bottom templates are used for sealing the vault of the tunnel.
According to the scheme, firstly, measurement and lofting are needed, a plurality of arc-shaped rod pieces with corresponding sizes are prepared according to different net widths of a tunnel, after the preparation is completed, a frame body is erected, a supporting bracket is erected at the bottom of the tunnel, the supporting bracket adopts a common bolt type coil buckling scaffold and comprises a vertical rod and a horizontal rod, the vertical rod and the horizontal rod are erected to the bottom surface of an arch plate of the tunnel layer by layer from bottom to top, after the frame body is erected, the arc-shaped rod pieces are installed at the arch tops of the tunnels with corresponding sizes and are sequentially arranged along the length direction of the tunnel, in the process of installing the arc-shaped rod pieces, butt-joint fasteners are adopted for lengthening, joints are staggered, and the top of the vertical rod pieces can support the arc-shaped rod pieces; at the moment, the arc-shaped rod pieces are installed and fixed, then the linear rod pieces are installed, the plurality of linear rod pieces are arranged along the length direction of the arch crown of the tunnel, the linear rod pieces are preferably formed by binding double steel pipes and are connected with the arc-shaped rod pieces through butterfly buckles for connecting all the arc-shaped rod pieces into a whole to form an integral formwork supporting system, and the stress is stable; then installing secondary keels, wherein the secondary keels are made of wood purlin and are arranged along the circumferential direction of the arch crown of the tunnel and are arranged along the longitudinal direction, the secondary keels are fixed with the main keels through steel wires, finally installing bottom formworks, wherein the bottom formworks are made of plywood, the plywood is bent by utilizing the toughness of the plywood, the plywood is fixed on the secondary keels through nails after being bent, adjacent plywood should be careful to tight splicing seams, and the plywood which does not conform to the modulus needs to be cut and installed after being properly; and at the moment, the formwork supporting system of the arch top of the whole tunnel is completed.
Further optimization, the specific steps of step S1 include:
s11: numbering different net width areas along the length direction of the tunnel;
s12: obtaining a chord length L and an arch height H of the corresponding prefabricated arch slabs according to different numbering areas;
s13: calculating according to the chord length L and the arch height H to obtain the arc length C, the radius R and the central angle A of the prefabricated arch slabs;
s14: and processing to obtain the arc rod piece with the corresponding arc length C, radius R and central angle A according to different arc lengths C, radii R and central angles A.
Further optimizing, the arc-shaped rod piece is formed by binding a plurality of arc-shaped steel pipes; preferably 3 arc steel pipes are bound together for improving the supporting force.
Preferably, the support bracket comprises an upright rod and a horizontal rod, the top of the upright rod is provided with a jacking, and the jacking is used for supporting the arc-shaped rod piece; the cross section of the upper end of the vertical rod is enlarged through the top support, and stable support of the arc-shaped rod piece is achieved.
Further preferably, the support bracket further comprises a plurality of inclined rods, the inclined rods are arranged along the radius direction of the prefabricated arch slab and support the arc-shaped rod pieces through jacking; because of the roof of vault top will produce horizontal thrust in the work progress, this scheme adds at the arc radius direction of tunnel vault and establishes the sloping pole, preferentially adopts ordinary steel pipe, supports through the slope of sloping pole to arc member, makes horizontal thrust transmit to whole support bracket on.
Further optimization, a wood wedge is arranged between the jacking support and the arc-shaped rod piece, and the wood wedge is used for enabling the jacking support to reach the axle center stress; owing to adopt the top to hold in the palm, can leave the space between top support and the pole setting top, lead to the arc member, the unable smooth transmission of load of main joist promptly reaches the support center to the top, make whole atress uneven, this scheme erects wooden wedge between top support and arc member, inserts from the space, through the size of adjusting wooden wedge, makes the load of main joist transmit the support center to the top smoothly, makes the top support reach the axle center to the power.
Further optimization, a plurality of inclined rods on a single arc-shaped rod piece are symmetrically arranged along the center line of the prefabricated arch plate; through the prefabricated arch bar, the vertical central line position symmetry setting of tunnel vault promptly makes the horizontal thrust that the slope pole of both sides received, can prop through the shin and transmit to supporting the support body after can offset in supporting the support body is inside.
And further optimizing, wherein the secondary keel is a wood purlin and is fixedly connected with the arc-shaped rod piece through a steel wire.
And further optimizing, the bottom templates are plywood, and tight splicing seams are required between every two adjacent bottom templates without gaps.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. the invention provides a variable cross-section thick and heavy arc arch slab formwork system and a construction method thereof.
2. The invention provides a variable cross-section thick and heavy arc arch slab formwork system and a construction method thereof.
3. The invention provides a variable cross-section thick arc arch slab formwork system and a construction method thereof, by adopting the scheme, the characteristics of lightness and easiness in processing of a fastener type steel pipe are utilized, and the arch slab formwork system is processed on a construction site to meet the requirements of arc cross sections of various parameters; meanwhile, the steel pipes are used in a combined mode, so that the strength of the main keel is ensured while the operation is safe, and the installation and the disassembly are convenient.
Drawings
In order to more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and that for those skilled in the art, other related drawings can be obtained from these drawings without inventive effort. In the drawings:
FIG. 1 is a schematic diagram of a formwork supporting system provided by the present invention;
FIG. 2 is a partial schematic view of a formwork system provided in the present invention;
FIG. 3 is a partial schematic view A of a formwork system according to the present invention;
FIG. 4 is a side cross-sectional view of a formwork system provided by the present invention;
FIG. 5 is a schematic view of a survey loft provided by the present invention;
fig. 6 is a schematic view of the checking calculation of the size of the main keel provided by the invention;
FIG. 7 is a plan view of a template design for stress analysis according to the present invention;
FIG. 8 is a longitudinal sectional view of the template design for force analysis according to the present invention;
FIG. 9 is a cross-sectional view of a template design during stress analysis provided by the present invention;
FIG. 10 is a simplified load-bearing state calculation diagram of a simply supported beam according to the present invention;
FIG. 11 is a schematic view of the calculation of the load-bearing state of the trabeculae provided by the invention;
FIG. 12 is a schematic view of a calculation of a load state of a main beam according to the present invention;
FIG. 13 is a simplified diagram of a girder bending moment verification provided by the present invention;
FIG. 14 is a schematic diagram of a main beam shear calculation provided by the present invention;
fig. 15 is a simplified diagram of a main beam deflection checking calculation provided by the invention.
Reference numbers and corresponding part names in the figures:
1-arc rod piece, 2-bracket, 21-inclined rod, 22-top support, 23-wood wedge, 3-linear rod piece, 4-secondary keel and 5-bottom template.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not used as limitations of the present invention.
Example 1
This embodiment 1 provides a variable cross-section heavy arc-shaped arch formwork system, as shown in fig. 1 to 3, including a prefabricated arch slab;
the prefabricated arch slab comprises a main keel, a secondary keel 4 and a bottom template 5;
a plurality of main keels are sequentially arranged along the length direction of the vault of the tunnel, the main keels are arc-shaped rod pieces 1, and the lengths of the chords of the arc-shaped rod pieces 1 are equal to the net width of the tunnel at the corresponding positions;
a plurality of secondary keels 4 are arranged along the circumferential direction and the length direction of the tunnel vault, and the secondary keels 4 are lapped on the arc-shaped rod piece 1;
all be provided with polylith die block board 5 in the hoop of tunnel vault and the length direction, die block board 5 overlap joint is on secondary joist 4, polylith die block board 5 is used for sealing the tunnel vault.
Compared with the prior art, the tunnel arch plate has the same rise height, but the net width is irregularly and gradually changed, the tunnel arch plate can be contracted into a single arch from multiple arches, or the single arch is expanded into multiple arches, the chord length and the curvature of the tunnel arch plate are different along the longitudinal direction of the tunnel, and the tunnel trolley cannot be used for construction; specifically, in order to replace the traditional customized arc-shaped steel keel, the invention adopts the arc-shaped rod member 1 as the main keel, wherein the arc-shaped rod member 1 is arranged along the length direction of the vault of the tunnel, and a plurality of arc-shaped rod members 1 matched with the net width of the tunnel are arranged for corresponding to the net width of the irregular gradual change of the tunnel, and the lengths of the arc-shaped rod members 1 are equal to the net width of the tunnel at corresponding positions, thereby matching the irregular gradual change of the tunnel; the arc-shaped rod piece 1 is preferably a steel pipe and is formed by bending and processing through a numerical control bending machine; a plurality of secondary keels 4 are arranged on the outer sides of the arc-shaped rod pieces 1, the secondary keels 4 are also arranged on the basis of being arranged in the circumferential direction of the tunnel vault, and a plurality of secondary keels 4 are arranged in the length direction of the tunnel vault, wherein the secondary keels 4 are preferably wood purlins, the wood purlins are fixed with the main keels through steel wire binding, the wood purlins longitudinally cross over two or more arc-shaped rod pieces 1 to be connected, and the actual situation is determined according to the net width of the tunnel; the outer side of the secondary keel 4 is also provided with a bottom template 5, wherein the bottom template 5 is preferably a plywood, the bottom template is bent by using the flexibility of the plywood, so that the plywood can adapt to the radian of the arch crown of the tunnel, the plywood is bent and fixed on the secondary keel 4 through nails, the abutted seams between adjacent plywood are tight, the top is sealed, at the moment, the formwork supporting system of the arch crown of the tunnel is completed, then an upper-layer building such as a terminal building can be constructed above the formwork supporting system, and the formwork supporting system can be dismantled after the upper-layer building is stable; through this mode, can also reach the effect of formwork system quick assembly disassembly.
Example 2
The embodiment 2 is further optimized on the basis of the embodiment 1, and provides a construction method of a variable-section heavy arc arch slab formwork system, which includes the following steps:
s1: processing to obtain different arc-shaped rod pieces 1 along the length direction of the tunnel according to different net widths;
s2: erecting a support bracket 2 at the bottom of the tunnel, wherein the support bracket 2 is used for supporting an arc-shaped rod piece 1;
s3: arranging an arc rod member 1 at the vault of the tunnel, and sequentially arranging a plurality of arc rod members 1 along the length direction of the tunnel;
s4: a plurality of linear rod pieces 3 lapped on the arc rod pieces 1 are arranged along the length direction of the tunnel;
s5: a plurality of secondary keels 4 which are lapped on the arc rod piece 1 are arranged along the circumferential direction and the length direction of the arch crown of the tunnel;
s6: and a plurality of bottom templates 5 are arranged on the secondary keel 4, and the bottom templates 5 are used for sealing the vault of the tunnel.
According to the specific working principle, as the height of vertical rods and the radian of main keels of the variable cross-section arched roof plate are different, firstly, measurement lofting needs to be carried out, as shown in fig. 5, the measurement lofting schematic diagram provided by the invention is provided, during lofting, the planes of all vertical rods are arranged and drawn on a drawing and correspondingly numbered, then, the cross-section radian A and the vertical rod height are calculated one by one, template arching needs to be considered in the lofting process, in the calculation process, according to different numbered areas, chord lengths L and arch heights H of corresponding prefabricated arch plates are obtained, as shown in fig. 6, an arc rod member 1 with corresponding arc lengths C, radii R and arch angles A is prepared according to the chord lengths L and arch heights H, then, according to the arc lengths C, radii R and the arch angles A of the prefabricated arch plates are calculated, according to different numbering areas, arc rods 1 with corresponding arc lengths C, radii R and arch angles A are prepared, wherein the arc rod members 1 are preferably steel pipes, in the processing of the arched steel pipes by using a numerical control bending machine, the arc lengths C, the arc radius R and the arc rods are bent, and the support force is determined by adopting a combination of the arc rods 1; according to different clear widths of the tunnel, a plurality of arc-shaped rod pieces 1 with corresponding sizes are prepared, after the preparation is completed, a frame body is erected, as shown in fig. 1, a support bracket 2 is erected at the bottom of the tunnel, wherein the support bracket 2 adopts a common bolt type coil buckle scaffold and comprises a vertical rod and a horizontal rod, the vertical rod and the horizontal rod are erected to the bottom surface of an arch plate of the tunnel layer by layer from bottom to top, after the frame body is erected, the arc-shaped rod pieces 1 are installed at the arch tops of the tunnel with corresponding sizes and are sequentially arranged along the length direction of the tunnel, in the process of installing the arc-shaped rod pieces 1, butt fasteners are adopted for lengthening, joints are staggered, and the tops of the vertical rods can support the arc-shaped rod pieces 1; then, the cross section of the upper end of the vertical rod is enlarged through a jacking bracket 22 at the top of the vertical rod, so that the arc-shaped rod piece 1 is stably supported, a plurality of inclined rods 21 are additionally arranged on a support bracket 2, wherein the inclined rods 21 are common steel pipes and are arranged along the radial direction of the prefabricated arch slab, the arc-shaped rod piece 1 is supported through the jacking bracket 22, and the horizontal thrust is transmitted to the whole support bracket 2 because a top plate above the arch crown generates horizontal thrust in the construction process; the plurality of inclined rods 21 on the single arc-shaped rod piece 1 are symmetrically arranged along the center line of the prefabricated arch plate, and the horizontal thrust force borne by the inclined rods 21 on two sides can be offset in the support frame body after being transmitted to the support frame body through the shin braces through the prefabricated arch plate, namely the vertical center line of the tunnel arch crown; a wood wedge 23 is erected between the jacking 22 and the arc-shaped rod piece 1, and is inserted into the gap as shown in figure 3, and the load of the main keel is smoothly transmitted to the center of the jacking 22 by adjusting the size of the wood wedge 23, so that the jacking 22 achieves axial force; at the moment, the arc-shaped rod pieces 1 are installed and fixed, and then the linear rod pieces 3 are installed, wherein the linear rod pieces 3 are multiple and are arranged along the length direction of the vault of the tunnel, the linear rod pieces 3 are preferably formed by binding double steel pipes and are connected with the arc-shaped rod pieces 1 through butterfly buckles and used for connecting all the arc-shaped rod pieces 1 into a whole to form an integral formwork system, and the stress is stable; then installing secondary keels 4, as shown in fig. 2, wherein the secondary keels 4 are made of wood purlin, are arranged along the circumferential direction of the arch crown of the tunnel and are arranged longitudinally, and are fixed with the main keels through steel wires, and finally installing bottom formworks 5, wherein the bottom formworks 5 are made of plywood, the plywood is bent by using the toughness of the plywood, the plywood is fixed on the secondary keels 4 through nails after being bent, adjacent plywood needs to be required to be arranged after cutting, the plywood which does not conform to the modulus, and sponge double-faced adhesive tapes need to be attached to the abutted seam positions in order to ensure that the formwork abutted seam is tight and no slurry leakage occurs; and at the moment, the formwork supporting system of the whole tunnel vault is completed.
Example 3
This embodiment 3 is further optimized based on embodiment 2, and provides a specific implementation manner.
1. Measuring and lofting: because of the variable cross-section arched top plate, the height of the vertical rod and the radian of the main keel are different. Therefore, before the frame body and the main keel are erected, lofting is required. During lofting, the planes of all the vertical rods are firstly arranged and drawn on a drawing and are correspondingly numbered, and then the section radians and the vertical rod heights are calculated one by one. In the lofting process, the arching of the template needs to be considered.
2. The frame body is erected: the rod piece of the supporting system adopts a common bolt type coiling scaffold, and the diameter of the vertical rod is 48mm. The distance between the vertical rods is 600 multiplied by 600mm, and the step pitch of the horizontal rods is 900mm. The arch plate is built up layer by layer from bottom to top to the bottom surface of the arch plate.
3. Installing a main keel: the main keel is formed by binding and combining 3 arc-shaped steel pipes and is arranged along the annular direction of the tunnel, the main keel is made of steel pipes with the cross section size of phi 48.3 multiplied by 3.6mm, a numerical control bending machine is used for bending in a processing shed, and the bending radius is determined by lofting. The main joist adopts the combined mode common operation side by side, and vertical interval 600mm connects long and adopts butt joint fastener and staggered joint. And a through double steel pipe and the main keel are arranged along the tunnel direction and are tied by using butterfly buttons, and the through rods are annularly spaced by 2m. The main keel is supported by the top support 22 at the end of the upright stanchion, and a wooden wedge 23 is additionally arranged at the position close to the arch raising line, so that the keel can transmit the load to the center of the top support 22, and the top support 22 can reach the axle center stress. Because the arched top plate generates horizontal thrust in the construction process, the common steel pipe and the jacking 22 are additionally arranged along the arc radius direction of the arched plate, and the horizontal thrust is transmitted to the frame body. For a single arch bar with bilateral symmetry, horizontal forces can be offset inside the shelf body after being transferred to the shelf body through the shin brace.
4. Installing a secondary keel 4: the secondary keel 4 is made of wood purlin with the cross-sectional dimension of 50 multiplied by 100mm and is arranged along the longitudinal direction of the tunnel, wherein the distance between mandrel lines is 200mm. And fixing the main keel by using a steel wire.
5. And (3) installing a bottom template 5: the plywood is fixed on the secondary joist 4 by nails after being bent by utilizing the toughness of the plywood. When the panel is installed, the abutted seams are tight, and the panel which does not conform to the modulus needs to be cut and installed after being properly cut.
By the method, the adoption of the heavy keel is avoided, manual operation is only needed, the assistance of hoisting machinery is not needed, and the cost of the formwork system is saved by 30%. The main keel is light and convenient, can be manually operated and is fast to disassemble, so that the construction period of the formwork system is saved by about 30 days during installation, and the construction period is saved by about 30 days during disassembly.
Example 4
In this embodiment 4, further optimization is performed on the basis of embodiment 3, and after the construction of the formwork system and the superstructure is completed, the overall stress analysis is performed by designing a formwork.
1. The template design is as follows:
| name of newly poured concrete | Node point | Thickness (mm) of new concrete floor slab | 4000 |
| Formwork support height H (m) | 12.9 | Longitudinal length L (m) of |
20 |
| Horizontal length of form support B (m) | 20 |
2. Design of load
3. Template system design
The design diagrams are shown in fig. 7 to 9.
4. Checking calculation of panel
And according to the simply supported beam, taking 1m unit width for calculation.
W＝bh2/6＝1000×15×15/6＝37500mm3，I＝bh3/12＝1000×15×15×15/12＝281250mm4
Extreme state of load capacity
q1＝[1.2×(G1k+(G2k+G3k)×h)+1.4×Q1k]×b＝[1.2×(0.1+(24+1.1)×4)+1.4×3]× 1＝124.8kN/m
Normal use limit state
q＝(γG(G1k+(G2k+G3k)×h)+γQ×Q1k)×b＝(1×(0.1+(24+1.1)×4)+1×3)×1＝ 103.5kN/m
The calculation diagram is shown in fig. 10.
1. Intensity checking
Mmax＝q1l2/8＝124.8×0.12/8＝0.156kN·m
σ＝Mmax/W＝0.156×106/37500＝4.16N/mm2≤[f]＝15N/mm2
Satisfy the requirement!
2. Checking deflection
νmax＝5ql4/(384EI)＝5×103.5×1004/(384×10000×281250)＝0.048mm
νmax＝0.048mm≤min{100/150，10}＝0.667mm
Satisfy the requirement!
5. Trabecular checking
q1＝[1.2×(G1k+(G2k+G3k)×h)+1.4×Q1k]×b＝[1.2×(0.3+(24+1.1)×4)+1.4×3]× 0.1＝12.504kN/m
Thus, q1 quiet =1.2 × (G1 k + (G2 k + G3 k) × h) × b =1.2 × (0.3 + (24 + 1.1) × 4) × 0.1= 12.084kN/m
Q1 live =1.4 × Q1 kxb =1.4 × 3 × 0.1=0.42kn/m
The calculation diagram is shown in FIG. 11.
1. Intensity checking
M1=0.125q1 static L2+0.125q1 active L2= 0.125X 12.084X 0.32+ 0.125X 0.42X 0.32= 0.141kN · M
M2＝q1L12/2＝12.504×0.12/2＝0.063kN·m
Mmax＝max[M1，M2]＝max[0.141，0.063]＝0.141kN·m
σ＝Mmax/W＝0.141×106/54000＝2.605N/mm2≤[f]＝12.87N/mm2
Satisfy the requirement!
2. Checking calculation against shear
V1=0.625q1 static L +0.625q1 active L =0.625 × 12.084 × 0.3+0.625 × 0.42 × 0.3=2.345kn
V2＝q1L1＝12.504×0.1＝1.25kN
Vmax＝max[V1，V2]＝max[2.345，1.25]＝2.345kN
τmax＝3Vmax/(2bh0)＝3×2.345×1000/(2×40×90)＝0.977N/mm2≤[τ]＝1.386N/mm2
Satisfy the requirement!
3. Checking deflection
q＝(γG(G1k+(G2k+G3k)×h)+γQ×Q1k)×b＝(1×(0.3+(24+1.1)×4)+1×3)×0.1＝ 10.37kN/m
Deflection, cross-span ν max = 0.521qL4/(100 EI) =0.521 × 10.37 × 3004/(100 × 8415 × 243 × 104) = 0.021mm ≦ ν = min (L/150, 10) = min (300/150, 10) =2mm;
the cantilever end ν max = ql 14/(8 EI) =10.37 × 1004/(8 × 8415 × 243 × 104) =0.006mm ≦ ν = min (2 × l1/150, 10) = min (2 × 100/150, 10) =1.333mm
Satisfy the requirement!
6. Checking calculation of main beam
1. Trabecular maximum support reaction force calculation
q1＝[1.2×(G1k+(G2k+G3k)×h)+1.4×Q1k]×b＝[1.2×(0.5+(24+1.1)×4)+1.4×3]×0.1＝12.528kN/m
q1 static =1.2 × (G1 k + (G2 k + G3 k) × h) × b =1.2 × (0.5 + (24 + 1.1) × 4) × 0.1=12.108kn/m
Q1 live =1.4 × Q1 kxb =1.4 × 3 × 0.1=0.42kn/m
q2＝(γG(G1k+(G2k+G3k)×h)+γQ×Q1k)×b＝(1×(0.5+(24+1.1)×4)+1×3)×0.1＝ 10.39kN/m；
Extreme state of load capacity
Span the continuous beam by two times, rmax =1.25q1L =1.25 × 12.528 × 0.3=4.698kN
Span continuous beam according to second degree according to cantilever beam, R1= (0.375q1 still +0.437q1 live) L + q1L1= (0.375 × 12.108+0.437 × 0.42) × 0.3+12.528 × 0.1=2.67kN +
R＝max[Rmax，R1]＝4.698kN；
Normal use limit state
Spanning continuous beams at two times, R' max =1.25q2L =1.25 × 10.39 × 0.3=3.896kN
Span continuous beam cantilever beam at two times, R'1=0.375q2L + q2l1=0.375 × 10.39 × 0.3+10.39 × 0.1= 2.208kN
R'＝max[R'max，R'1]＝3.896kN；
The calculation diagram is shown in fig. 12.
2. Bending resistance checking, as shown in fig. 13;
σ＝Mmax/W＝1.551×106/13470＝115.126N/mm2≤[f]＝205N/mm2
satisfy the requirement!
3. Shear checking, as shown in fig. 14;
τmax＝2Vmax/A＝2×13.547×1000/424＝63.899N/mm2≤[τ]＝125N/mm2
satisfy the requirement!
4. Deflection checking, as shown in fig. 15;
v max =0.403mm ≦ v ] = min {600/150, 10} =4mm
A cantilever section v max =0.182mm ≤ v ] = min (2 × 100/150, 10) =1.333mm
Satisfy the requirement!
5. Support reaction force calculation
Extreme state of load capacity
The counter-forces of the abutments are in turn R1=19.339kn, R2=29.99kn, R3=29.989kn, R4=19.34kn.
7. Checking calculation with adjustable bracket
According to the calculation in the above section, the stress N =29.99kN ≦ N =30kN
Satisfy the requirement!
8. Pole setting checking calculation
1. Checking calculation of slenderness ratio
l01＝hˊ+2ka＝1000+2×0.7×450＝1630mm
l0＝ηh＝1.2×1500＝1800mm
λ＝max[l01，l0]/i＝1800/15.9＝113.208≤[λ]＝150
Satisfy the requirement!
2. Pole setting stability checking calculation
According to the formula 5.3.1-2 of JGJ231-2010 of spigot-and-socket type disc buckle type steel pipe support safety technical regulations for building construction:
trabecular checking
q1＝[1.2×(G1k+(G2k+G3k)×h)+1.4×0.9×Q1k]×b＝[1.2×(0.5+(24+1.1)×4)+1.4× 0.9×3]×0.1＝12.486kN/m
In the same four-six steps of calculation process, the following can be obtained:
R1＝19.273kN，R2＝29.887kN，R3＝29.887kN，R4＝19.274kN
the top pole section that stands:
λ1＝l01/i＝1630.000/15.9＝102.516
the table is looked up to obtain the content of the Chinese character,
wind load is not considered:
N1＝Max[R1，R2，R3，R4]＝Max[19.273，29.887，29.887，19.274]＝29.887kN
f＝N1/(ΦA)＝29887/(0.573×424)＝123.016N/mm2≤[f]＝205N/mm2
satisfy the requirement!
Considering wind load:
N1w
＝Max[R1,R2,R3,R4]+Mw/lb＝Max[19.273,29.887,29.887,19.274]+0.017/0.3＝29.944kN
satisfy the requirement!
Non-top pole section:
λ＝l0/i＝1800.000/15.9＝113.208
the table is looked up to obtain the result,
irrespective of the wind load:
N＝Max[R1,R2,R3,R4]+γG×q×H＝Max[19.273,29.887,29.887,19.274]+1.2×0.15× 12.9＝32.209kN
satisfy the requirement!
Considering the wind load:
Nw＝Max[R1,R2,R3,R4]+γG×q×H+Mw/lb＝Max[19.273,29.887,29.887,19.274]+1.2× 0.15×12.9+0.017/0.3＝32.266kN
satisfy the requirement!
9. Checking the aspect ratio
According to the technical specification of building construction socket type disc buckle type steel pipe support safety JGJ231-2010 6.1.4, the ratio of the total height of the support body to the width of the support body is not more than 3 for a long-strip independent high support mold frame
H/B＝12.9/20＝0.645≤3
Satisfy the requirement!
10. Rollover resistance checking calculation
Before concrete pouring, the overturning moment is mainly generated by wind load, and the anti-overturning moment is mainly generated by the self weight of the template and the support
MT＝ψc×γQ(ωkL1Hh2+Q3kL1h1)＝1×1.4×(0.1×20×12.9×3.9+0.55×20×3.9)＝200.928kN·m
MR＝γG(G1k+0.15H/(lalb))L1B12/2＝0.9×(0.5+0.15×12.9/(0.6×0.3))×20× 202/2＝40500kN·m
MT＝200.928kN·m≤MR＝40500kN·m
Satisfy the requirement!
When concrete is poured, the overturning moment is mainly generated by horizontal load generated by pumping, pouring concrete and other factors, and the anti-overturning moment is mainly generated by self weight of reinforcing steel bars, concrete, templates and supports
MT＝ψc×γQ(Q2kL1H2+Q3kL1h1)＝1×1.4×(1×20×12.92+0.55×20× 3.9)＝4719.54kN·m
MR＝γG[(G2k+G3k)×h0+(G1k+0.15H/(lalb))]L1B12/2＝0.9×[(24+1.1)×4+(0.5+0.15 ×12.9/(0.6×0.3))]×20×202/2＝401940kN·m
MT＝4719.54kN·m≤MR＝401940kN·m
Satisfy the requirement!
The above-mentioned embodiments, objects, technical solutions and advantages of the present invention are further described in detail, it should be understood that the above-mentioned embodiments are only examples of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (10)
1. A variable cross-section thick and heavy arc arch slab formwork system is characterized by comprising a prefabricated arch slab;
the prefabricated arch slab comprises a main keel, a secondary keel and a bottom template;
a plurality of main keels are sequentially arranged along the length direction of the vault of the tunnel, the main keels are arc-shaped rod pieces (1), and the lengths of the chords of the arc-shaped rod pieces (1) are equal to the net width of the tunnel at the corresponding positions;
a plurality of secondary keels are arranged along the circumferential direction and the length direction of the vault of the tunnel, and the secondary keels are lapped on the arc-shaped rod pieces (1);
all be provided with polylith die block board (5) in the hoop of tunnel vault and the length direction, die block board (5) overlap joint is on the secondary joist, polylith die block board (5) are used for sealing the tunnel vault.
2. The construction method of the variable cross-section heavy arc-shaped arch slab formwork system according to claim 1, characterized by comprising the following steps:
s1: processing to obtain different arc-shaped rod pieces (1) along the length direction of the tunnel according to different net widths;
s2: erecting a support bracket (2) at the bottom of the tunnel, wherein the support bracket (2) is used for supporting an arc-shaped rod piece (1);
s3: arranging the arc-shaped rod pieces (1) at the vault of the tunnel, and sequentially arranging a plurality of arc-shaped rod pieces (1) along the length direction of the tunnel;
s4: a plurality of linear rod pieces (3) which are lapped on the arc-shaped rod pieces (1) are arranged along the length direction of the tunnel;
s5: a plurality of secondary keels (4) which are lapped on the arc rod piece (1) are arranged along the circumferential direction and the length direction of the arch crown of the tunnel;
s6: and a plurality of bottom templates (5) are arranged on the secondary keel (4), and the bottom templates (5) are used for sealing the vault of the tunnel.
3. The construction method of the variable cross-section heavy arc-shaped arch slab formwork system according to claim 2, wherein the concrete steps of the step S1 include:
s11: numbering different net width areas along the length direction of the tunnel;
s12: obtaining a chord length L and an arch height H of the corresponding prefabricated arch slabs according to different numbering areas;
s13: calculating according to the chord length L and the arch height H to obtain the arc length C, the radius R and the central angle A of the prefabricated arch slabs;
s14: and processing the arc rod piece (1) with the corresponding arc length C, radius R and central angle A according to different arc lengths C, radii R and central angles A.
4. The construction method of the variable cross-section thick and heavy arc-shaped arch springing system according to claim 1, characterized in that the arc-shaped rod member (1) is formed by mutually binding a plurality of arc-shaped steel pipes.
5. The construction method of the variable cross-section heavy arc-shaped arch formwork system according to claim 1, characterized in that the supporting bracket (2) comprises an upright and a horizontal rod, the top of the upright is provided with a top support (22), and the top support (22) is used for supporting the arc-shaped rod (1).
6. The construction method of the variable cross-section heavy arc-shaped arch formwork support system according to claim 5, characterized in that the support bracket (2) further comprises a plurality of inclined rods (21), the inclined rods (21) are arranged along the radius direction of the prefabricated arch and support the arc-shaped rod members (1) through jacking.
7. The construction method of the variable cross-section thick and heavy arc arch slab formwork system according to claim 6, characterized in that a wood wedge (23) is arranged between the jacking and the arc rod piece (1), and the wood wedge (23) is used for enabling the jacking (22) to reach the axial stress.
8. A construction method of a variable cross-section heavy arc arch formwork system according to claim 6, wherein a plurality of the inclined rods (21) on a single arc rod member (1) are symmetrically arranged along the center line of the prefabricated arch.
9. The construction method of the variable cross-section thick and heavy arc-shaped arch slab formwork system according to claim 1, wherein the secondary keel is a wood square column and is fixedly connected with the arc-shaped rod piece (1) through a steel wire.
10. The construction method of the variable cross-section thick and heavy arc arch form formwork system according to claim 1, characterized in that the bottom formworks (5) are plywood, and tight abutted seams are required between the adjacent bottom formworks (5) without gaps.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117945281A (en) * | 2024-03-22 | 2024-04-30 | 中国华西企业股份有限公司 | Hoisting equipment for multi-hoisting-point prefabricated part and hoisting method thereof |
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| CN117945281A (en) * | 2024-03-22 | 2024-04-30 | 中国华西企业股份有限公司 | Hoisting equipment for multi-hoisting-point prefabricated part and hoisting method thereof |
| CN117945281B (en) * | 2024-03-22 | 2024-06-11 | 中国华西企业股份有限公司 | Hoisting equipment for multi-hoisting-point prefabricated part and hoisting method thereof |
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