WO2024082690A1 - 一种多功能承台支护系统及施工方法 - Google Patents
一种多功能承台支护系统及施工方法 Download PDFInfo
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- WO2024082690A1 WO2024082690A1 PCT/CN2023/103059 CN2023103059W WO2024082690A1 WO 2024082690 A1 WO2024082690 A1 WO 2024082690A1 CN 2023103059 W CN2023103059 W CN 2023103059W WO 2024082690 A1 WO2024082690 A1 WO 2024082690A1
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- vertical
- steel
- steel bars
- transverse
- support
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- 238000010276 construction Methods 0.000 title claims abstract description 62
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 176
- 239000010959 steel Substances 0.000 claims abstract description 176
- 238000009415 formwork Methods 0.000 claims abstract description 70
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 38
- 230000002787 reinforcement Effects 0.000 claims description 11
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 10
- 229910052742 iron Inorganic materials 0.000 claims description 5
- 238000012423 maintenance Methods 0.000 claims description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 238000009435 building construction Methods 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 10
- 238000000034 method Methods 0.000 description 7
- 238000013461 design Methods 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 101000827703 Homo sapiens Polyphosphoinositide phosphatase Proteins 0.000 description 1
- 241000277275 Oncorhynchus mykiss Species 0.000 description 1
- 102100023591 Polyphosphoinositide phosphatase Human genes 0.000 description 1
- 101100012902 Saccharomyces cerevisiae (strain ATCC 204508 / S288c) FIG2 gene Proteins 0.000 description 1
- 101100233916 Saccharomyces cerevisiae (strain ATCC 204508 / S288c) KAR5 gene Proteins 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
Definitions
- the invention relates to the field of building construction, and in particular to a multifunctional cap support system and a construction method.
- the fine iron wire binding of the pedestal is mainly achieved by welding upright steel bars or angle steels to form a supporting frame, and then the pedestal steel bars are tied to the supporting frame.
- the pedestal is poured with concrete, the upright steel bars are buried in the concrete together with the load-bearing steel bars.
- the load on the foundation is borne by concrete and stress-bearing steel bars, and the erection bars have basically no other function except for supporting before construction.
- the number of foundations may even reach thousands, which is a huge number.
- steel bars must be tied once, which not only wastes time but also greatly increases the construction cost.
- the cost of erecting steel bars is not included, and this part of the cost needs to be borne by the construction unit itself, which invisibly increases the cost of the construction unit.
- the pedestal construction process is relatively large, the quality of the fine wire binding is not high, the speed is slow, and the connection between the various processes is not tight during the construction process;
- the pedestal formwork has a single function, and the formworks need to be connected with fine-rolled threaded steel bars, etc., and an overall force system cannot be formed between the load-bearing components;
- the tied pedestal steel bars are used as support for binding the pier body embedded bars, and the pedestal steel bars have poor constraints on the pier body embedded bars, resulting in large deformation of the pier body embedded bars and difficulty in construction.
- the purpose of the present invention is to provide a multifunctional pile cap support system and a construction method to solve the problems raised in the above-mentioned background technology.
- a multifunctional cap support system comprising:
- the side formwork is supported on the outside of the bottom steel mesh, and a cross beam is arranged above the side formwork;
- the pre-embedded steel bar frame of the pier body is arranged above the cross-shaped beam.
- Construction platforms are arranged on both sides of the pre-embedded steel bar frame of the pier body, and a concrete pedestal is cast under the cross-shaped beam.
- the bottom steel mesh includes bottom transverse steel bars and bottom vertical steel bars, and multiple bottom transverse steel bars and bottom vertical steel bars are provided, multiple bottom transverse steel bars are distributed side by side, and multiple bottom vertical steel bars are distributed side by side, the bottom transverse steel bars and the bottom vertical steel bars are vertically cross-distributed, and the nodes of the bottom transverse steel bars and the bottom vertical steel bars are tied with steel wires, and the bottom transverse steel bars and the bottom vertical steel bars are both in a " ⁇ " shaped structure.
- the top steel grid includes a plurality of top transverse stirrups and a plurality of top vertical stirrups
- the top transverse stirrups are in a " ⁇ "-shaped structure
- the top vertical stirrups are in a ring-shaped structure
- the top transverse stirrups include two groups, the two groups of top transverse stirrups are cross-distributed, the top vertical stirrups are enclosed on the outside of the two cross-distributed groups of top transverse stirrups, and the top transverse stirrups and the top vertical stirrups are tied at the nodes with thin iron wires.
- angle steels are provided on both sides of the side formworks, two adjacent side formworks are connected by bolts to form a square frame, and the surface of the side formworks is provided with multiple horizontal secondary ribs arranged up and down, and the surface of the side formworks is provided with multiple vertical main ribs.
- the tic-tac-toe beams include a plurality of tic-tac-toe longitudinal beams and a plurality of tic-tac-toe transverse beams.
- a plurality of groups of tic-tac-toe transverse beams are provided.
- Two adjacent tic-tac-toe transverse beams in each group of tic-tac-toe transverse beams are connected by a beam body connector.
- the beam body connector is an "I"-shaped frame.
- a through opening is reserved in the middle of the beam body connector, through which the tic-tac-toe longitudinal beams pass.
- the tic-tac-toe transverse beams are inserted into the notches on both sides of the beam body connector and fixed by bolts.
- beam-plate connecting parts are provided at both ends of the cross-shaped longitudinal beam, and the beam-plate connecting parts include two “L”-shaped plates, and the two “L”-shaped plates are connected by bolts.
- the two connected "L”-shaped plates are buckled on the top of the side formwork, and a rib plate is provided on the surface of one "L"-shaped plate, and the rib plate is against the bottom of the beam rod of the cross-shaped beam.
- the construction platform includes a construction plate, and two sets of guardrails are arranged on the top surface of the construction plate, the top ends of the guardrails are connected to the bottom surfaces of the handrails, and support rods are arranged at the four corners of the bottom surface of the construction platform, and the bottom surfaces of the support rods are provided with connecting buckle plates, which are in the shape of a " ⁇ " character and are fixed by bolts after being buckled on the cross beam in a criss-cross pattern, and a plurality of ladders arranged up and down are arranged between two of the support rods.
- the pier body embedded steel bar frame includes a plurality of vertical steel bars, annular stirrups are sleeved on the outer sides of the plurality of vertical steel bars, a plurality of annular stirrups are provided, and a "U"-shaped groove is opened on the inner annular surface of the annular stirrups, and the vertical steel bars are pushed into the grooves.
- the pan mouth bracket includes two rows of vertical support frames, each row of vertical support frames is provided with multiple vertical support frames, a transverse connecting rod is provided between each row of two vertical support frames, a cross beam is provided between the two rows of vertical support frames, and a diagonal support rod is provided between two adjacent vertical support frames, and a support plate is provided at the top of the vertical support frame, and the support plate is a " ⁇ "-shaped plate structure.
- a multifunctional cap support construction method includes the cap support system, and the construction method includes the following steps:
- a bracket is set up in the middle of the steel mesh as a temporary support frame for the steel mesh
- the side formwork is set out again and installed.
- the side formwork can be assembled in advance and hoisted as a whole;
- the multifunctional cap formwork support system can be removed and the pier body can be constructed.
- the multifunctional cap formwork support system can be transported to the next cap for construction.
- the present invention has the following beneficial effects:
- the multifunctional pedestal support system and construction method proposed in the present invention reasonably optimize the pedestal formwork, adopt the combination of formwork + steel structure cross beam system to form a complete set of tooling, and use the pedestal side formwork as the support of the cross beam system on the top of the pedestal to form a reliable connection between the two, provide a hanging point for the pedestal steel bar skeleton, replace the erection steel bars, and hold the pedestal stress-bearing steel bar skeleton;
- the pedestal top cross beam system can be used as a construction platform to pour pedestal concrete; when pouring concrete, the pedestal top cross beam system is reliably connected with the pedestal side formwork to provide support for the side formwork, replacing the threaded steel bars under tension between the original formworks, and the formwork does not need to be partially opened;
- the pedestal top cross beam system is used as the positioning, fixing and supporting system of the pre-embedded steel bars of the pier body to prevent them from deformation;
- the cross beam system is used as a platform to set up a simple construction scaffolding platform to facilitate
- Fig. 1 is a schematic diagram of the structure of the present invention
- FIG2 is a schematic diagram of the connection structure between the bottom steel mesh and the plate bracket of the present invention.
- FIG3 is a schematic diagram of the top steel grid structure of the present invention.
- FIG4 is a schematic diagram of the side formwork structure of the present invention.
- FIG5 is a schematic diagram of the structure of the side formwork of the present invention when enclosing the bottom steel mesh
- FIG6 is a schematic diagram of a cross beam structure of the present invention.
- FIG7 is a schematic diagram of the structure of the beam-slab connector of the present invention.
- FIG8 is a schematic diagram of the connection structure of the side formwork and the cross beam of the present invention.
- FIG. 9 is a schematic structural diagram of the distribution relationship between the construction platform and the pre-embedded steel reinforcement frame of the pier body according to the present invention.
- FIG. 10 is an enlarged schematic diagram of the structure at point A in FIG. 9 .
- bottom steel mesh 1 bottom transverse steel bars 101, bottom vertical steel bars 102, pan bracket 2, vertical support frame 201, transverse connecting rod 202, cross beam 1 203, diagonal brace 204, support plate 205, top steel mesh frame 3, top transverse stirrups 301, top vertical stirrups 302, side formwork 4, angle steel 401, horizontal secondary ribs 402, vertical main ribs 403, well beam 5, well longitudinal beam 501, well cross beam 502, beam body connector 503, beam-slab connector 504, construction platform 6, construction board 601, guardrail 602, ladder 603, support rod 604, connecting buckle plate 605, pier body embedded steel frame 7, vertical steel bars 701, annular stirrups 702, slot 703, concrete cap 8, cushion layer 9.
- the terms “installed”, “connected”, and “connected” should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components.
- installed should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components.
- a multifunctional cap support system comprising: a cushion layer 9, a bottom steel mesh 1 is arranged above the cushion layer 9, a pan bracket 2 is arranged above the bottom steel mesh 1, and a top steel mesh frame 3 is arranged above the pan bracket 2; a side formwork 4 is supported on the outside of the bottom steel mesh 1, and a cross beam 5 is arranged above the side formwork 4; a pier body embedded steel frame 7 is arranged above the cross beam 5, and construction platforms 6 are arranged on both sides of the pier body embedded steel frame 7, and a concrete cap 8 is cast and formed below the cross beam 5;
- the pedestal formwork is rationally optimized, and a complete set of tooling is formed by combining the formwork + steel structure cross beam system.
- the side formwork of the pedestal is used as the support of the cross beam system on the top of the pedestal, and a reliable connection is formed between the two to provide a hanging point for the pedestal steel frame, replacing the erection steel bars to hold the load-bearing steel frame of the pedestal.
- the bottom steel mesh 1 includes a bottom transverse steel bar 101 and a bottom vertical steel bar 102, and the bottom transverse steel bar 101 and the bottom vertical steel bar 102 are provided with a plurality of bottom transverse steel bars 101, and the plurality of bottom vertical steel bars 102 are distributed side by side, and the bottom transverse steel bars 101 and the bottom vertical steel bars 102 are vertically cross-distributed, and the nodes of the bottom transverse steel bars 101 and the bottom vertical steel bars 102 are tied by steel wire, and
- the bottom transverse steel bar 101 and the bottom vertical steel bar 102 are both in a " ⁇ "-shaped structure;
- the pan bracket 2 includes two rows of vertical support frames 201, each row of vertical support frames 201 is provided with a plurality of vertical support frames, a transverse connecting rod 202 is provided between each row of two vertical support frames 201, a crossbeam 203 is provided between the two rows of vertical support frames 201, and an oblique brace
- the temporary support system is set up with a disc-type bracket.
- the distance between the vertical poles is reasonably set according to the size of the pedestal. It is recommended to use a standard step distance of 1.8m ⁇ 3m for the vertical poles, and the height is adjusted by the top support.
- the bracket height is high, problems such as rollover may occur.
- the vertical poles can be nested on the short steel bars and temporarily fixed; when the bracket height is small, it can also be placed directly on the concrete cushion. When dismantling, it can be directly pulled out from the top steel mesh.
- a ladder can be used to enter the steel cage for dismantling; when tying the upper thin wire, reserve about 0.5m of steel bars without tying, which is convenient for the later removal of the bracket. After the bracket is removed, tie it immediately.
- the top steel mesh frame 3 includes a plurality of top transverse stirrups 301 and a plurality of top vertical stirrups 302, the top transverse stirrups 301 are in a " ⁇ "-shaped structure, the top vertical stirrups 302 are in an annular structure, the top transverse stirrups 301 include two groups, the two groups of top transverse stirrups 301 are cross-distributed, the top vertical stirrups 302 are enclosed on the outside of the two groups of cross-distributed top transverse stirrups 301, and the top transverse stirrups 301 and the top vertical stirrups 302 are tied at the nodes by thin iron wires;
- a plurality of side formworks 4 are provided, angle steels 401 are provided on both sides of the side formworks 4, two adjacent side formworks 4 are connected by bolts to form a square frame, and a plurality of side formworks 4 are provided on the surface of the side formworks 4 with a plurality of horizontal secondary ribs 402 arranged up and down, and a plurality of vertical main ribs 403 are provided on the surface of the side formworks 4;
- the template width is divided into two sizes: 1.5m wide standard template and 0.5m wide spliced template; the 1.5m wide standard template is 0.2m higher than the base and has a height of 2.2m.
- the vertical main rib is designed to be 5 ⁇ 10cm lower than the top of the template.
- the top-level horizontal secondary ribs and vertical main ribs are made of 100*100*5mm square tubes, and the other horizontal secondary ribs are made of C100*50*4 channel steel; the vertical main rib spacing is 50cm, and the horizontal secondary ribs are 30cm except for the three bottom spacings which are 20cm; the advantage of this design is that it maintains the flexibility of the connection between the beam and the formwork, and the connection slot between the beam and the side formwork is not affected by the vertical main ribs of the formwork and can move freely in the horizontal direction; the design form of the 0.5m wide splicing formwork is the same as the 1.5m wide standard formwork except for the width; the formworks are connected by high-strength bolts, and a bolt is set between every two horizontal secondary ribs.
- the bolt specification is tentatively set to M16, and the specific specification should be determined according to the calculation of the base size, etc.; the commonly used angle steel is used at the corners to achieve conversion; for non-right-angle corners, two strip steel plates can be welded to achieve quick connection.
- the well-shaped beam 5 includes a plurality of well-shaped longitudinal beams 501 and a plurality of well-shaped transverse beams 502.
- the well-shaped transverse beams 502 are provided with multiple groups. Two adjacent well-shaped transverse beams 502 in each group of well-shaped transverse beams 502 are connected by a beam body connector 503.
- the beam body connector 503 is an "I"-shaped frame. A through hole is reserved in the middle of the beam body connector 503.
- the well-shaped longitudinal beam 501 passes through the through hole, and the well-shaped transverse beam 502 is inserted into the notches on both sides of the beam body connector 503 and fixed by bolts; beam-plate connectors 504 are provided at both ends of the well-shaped longitudinal beam 501.
- the beam-plate connector 504 includes two "L”-shaped plates. The two “L”-shaped plates are connected by bolts. The two “L”-shaped plates after connection are buckled above the side formwork 4, and a rib plate is provided on the surface of one "L"-shaped plate, and the rib plate is against the beam rod below the well-shaped beam 5;
- this cross beam system adopts a unique design method, and the main design ideas are determined according to the following requirements:
- the longitudinal and transverse beams of the cross beam can move relative to each other to avoid conflicts with the steel bars or the vertical main ribs of the side formwork;
- the cross-sectional dimensions of the longitudinal and transverse beams are tentatively set as: 160*80*5mm; the thickness of the connecting node steel plate is 8 ⁇ 10mm, the width is 10cm, the angle steel is 50*4mm, and the channel steel has the same side formwork.
- connection nodes between the longitudinal and transverse beams are refined according to the overall design concept to meet the following requirements:
- the longitudinal and transverse beams should be connected in a way that they can move relative to each other but cannot rotate;
- the cross-beam system provides tension for the steel skeleton to achieve the purpose of supporting the steel skeleton.
- the hanging bars at the hanging points can be made of excess steel heads on site in C-shaped, Z-shaped and other forms. They should be made and temporarily fixed according to the relative position of the cross-beam and the steel mesh. This method is relatively simple and can reduce costs. After the steel mesh is fixed, the lower plate bracket support system can be removed and the remaining upper steel bars can be tied.
- the construction platform 6 includes a construction plate 601, and two groups of guardrails 602 are arranged on the top surface of the construction plate 601.
- the top of the guardrail 602 is connected to the bottom surface of the handrail, and the four corners of the bottom surface of the construction platform 6 are provided with support rods 604.
- the bottom surface of the support rod 604 is provided with a connecting buckle plate 605, and the connecting buckle plate 605 is a " ⁇ "-shaped plate-like structure.
- the connecting buckle plate 605 is buckled on the well-shaped crossbeam 502 and fixed by bolts, and a plurality of ladders 603 arranged in an up-and-down manner are arranged between two support rods 604;
- the pier body embedded steel bar frame 7 includes a plurality of vertical steel bars 701, and the outer sides of the plurality of vertical steel bars 701 are provided with annular stirrups 702, and the annular stirrups 702 are provided with a plurality of them.
- the inner annular surface of the annular stirrup 702 is provided with a slot 703 in the form of a "U"-shaped slot, and the vertical steel bars 701 are pushed into the slot 703;
- the embedded steel bars of the pier body are generally high, which is easy to cause large deformation during temporary fixation. In addition, the steel bars are too long during installation and difficult to fix.
- this design uses a steel platform on the cross beam as a construction platform, and at the same time as a positioning and fixing device for the pier steel bars, to achieve the multifunctional use of the ladder.
- the steel platform can be quickly expanded according to the actual situation on site to meet the work requirements; in addition to setting the steel bar slots on the angle steel, the steel bar position adjustment slots should be preset on both sides of the slots to prevent the pier body steel bars from fighting with the foundation steel bars.
- the spacing between the preset slots and the steel bar slots on each side when the steel bar spacing is 150mm, it is required to be no more than 50mm, and the steel bars will not fight after adjustment.
- a multifunctional cap support construction method includes the cap support system, and the construction method includes the following steps:
- a bracket is set up in the middle of the steel mesh as a temporary support frame for the steel mesh
- the side formwork is set out again and installed.
- the side formwork can be assembled in advance and hoisted as a whole;
- the multifunctional cap formwork support system can be removed and the pier body can be constructed.
- the multifunctional cap formwork support system can be transported to the next cap for construction.
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Abstract
本发明涉及建筑施工技术领域，具体为一种多功能承台支护系统，包括：垫层，垫层的上方设置有底部钢筋网，底部钢筋网的上方设置有盘口支架，盘口支架的上方设置有顶部钢筋网架；侧模板，支护在底部钢筋网的外侧，侧模板的上方设置有井字梁；墩身预埋钢筋架，设于井字梁的上方，墩身预埋钢筋架的两侧设置有施工平台，井字梁的下方浇筑成型有混凝土承台；有益效果为：本发明提出的多功能承台支护系统及施工方法合理优化承台模板，采用模板+钢结构井字梁体系相结合的方式，形成成套工装，通过承台侧模板作为承台顶部井字梁体系的支撑，两者间之形成可靠连接，为承台钢筋骨架提供吊点，代替架立钢筋，拉住承台受力钢筋骨架。
Description
技术领域
本发明涉及建筑施工领域，具体为一种多功能承台支护系统及施工方法。
承台细铁丝绑扎主要通过焊接架立钢筋或角钢形成支撑骨架，然后在支撑骨架上绑扎承台钢筋，在承台浇筑混凝土时，架立筋随受力钢筋一起埋入混凝土。
现有技术中，承台受力由混凝土和受力钢筋承受，架立筋除了在施工前起支撑作用外，基本无其他作用。对于承台数量较多的项目，特别是铁路项目，承台数量甚至上千个，数量巨大，每个承台施工前，都要绑扎一次钢筋，不仅浪费时间，也大大提高了施工成本。有的项目在招标时，并未计入架立钢筋的费用，该部分费用就需要施工单位自己承担，无形中增加了施工单位的成本。
并且，按目前的桥梁承台施工方法，承台施工工序较多，细铁丝绑扎质量不高，速度较慢，施工过程中，各工序间衔接不紧密；承台模板功能单一，模板之间需用精轧螺纹钢等连接，各受力构件之间不能形成整体受力体系；以已绑扎的承台钢筋作为支撑绑扎墩身预埋筋，承台钢筋对墩身预埋筋约束较差，导致墩身预埋钢筋变形较大且难以施工。
发明的公开
本发明的目的在于提供一种多功能承台支护系统及施工方法，以解决上述背景技术中提出的问题。
为实现上述目的，本发明提供如下技术方案：一种多功能承台支护系统，所述多功能承台支护系统包括：
垫层，垫层的上方设置有底部钢筋网，底部钢筋网的上方设置有盘口支架，盘口支架的上方设置有顶部钢筋网架；
侧模板，支护在底部钢筋网的外侧，侧模板的上方设置有井字梁；及
墩身预埋钢筋架，设于井字梁的上方，墩身预埋钢筋架的两侧设置有施工平台，井字梁的下方浇筑成型有混凝土承台。
优选的，所述底部钢筋网包括底部横向钢筋以及底部竖向钢筋，底部横向钢筋和底部竖向钢筋均设置有多个，多个底部横向钢筋并排分布，且多个底部竖向钢筋并排分布，底部横向钢筋和底部竖向钢筋垂直交叉分布，且底部横向钢筋和底部竖向钢筋的节点处通过钢丝绑扎，且底部横向钢筋和底部竖向钢筋均呈“匚”字形结构。
优选的，所述顶部钢筋网架包括多个顶部横向箍筋和多个顶部竖向箍筋，顶部横向箍筋呈“匚”字形结构，顶部竖向箍筋呈环形结构，顶部横向箍筋包括两组，两组顶部横向箍筋交叉分布，顶部竖向箍筋围护在交叉分布的两组顶部横向箍筋的外侧，且顶部横向箍筋和顶部竖向箍筋节点处通过细铁丝绑扎。
优选的，所述侧模板设置有多个，侧模板的两侧均设置有角钢，相邻两个侧模板通过螺栓将角钢连接，且多个侧模板围成方形框架，侧模板的表面设置有多个呈上下排布的水平次愣，且侧模板的表面设置多个竖向主楞。
优选的，所述井字梁包括多个井字纵梁和多个井字横梁，井字横梁设置有多组，每组井字横梁中的相邻两个井字横梁通过梁体连接件连接，梁体连接件呈“工”字形框架，梁体连接件的中部预留穿口，井字纵梁穿过穿口，且井字横梁插入梁体连接件的两侧槽口后通过螺栓固定。
优选的，所述井字纵梁的两端均设置有梁板连接件，梁板连接件包括两个“L”形板状，两个“L”形板通过螺栓连接，连接后的两个“L”形板状扣在侧模板的上方，且一个“L”形板状的表面设置有肋板，肋板抵在井字梁的梁杆下方。
优选的，所述施工平台包括施工板，施工板的顶面设置两组护栏杆，护栏杆的顶端连接在扶杆的底面，且施工平台的底面四个边角处均设置有支撑杆，支撑杆的底面设置有连接扣板，连接扣板呈“匚”字形板状结构，连接扣板扣在井字横梁后通过螺栓固定，且其中两个支撑杆之间设置有多个呈上下排列分布的爬梯。
优选的，所述墩身预埋钢筋架包括多个竖向钢筋，多个竖向钢筋的外侧套设有环形箍筋，环形箍筋设置有多个，环形箍筋的内环面开设有卡槽呈“U”形槽，竖向钢筋推入卡槽中。
优选的，盘口支架包括两排竖向支撑架，每排竖向支撑架设置有多个，每排两个竖向支撑架之间设置有横向连杆，两排竖向支撑架之间设置有横梁一，且相邻两个竖向支撑架之间设置有斜撑杆，竖向支撑架的顶端设置有托板，托板呈“匚”字形板状结构。
一种多功能承台支护施工方法，包括所述的承台支护系统，所述该施工方法包括以下步骤：
在承台基坑开挖且桩头钢筋处理完成后，施工垫层，绑扎底部钢筋网；
部钢筋网中间架设盘口支架作为钢筋网片临时支撑架；
临时支撑架安装完成后，开始绑扎承台顶部钢筋网片；
待细铁丝绑扎完成后，再次放样并安装侧模板，侧模板可提前拼装，整体吊装；
安装承台顶部钢结构井字梁体系，在横梁上设置吊点，吊点间距不大于1.2m，固定好吊点后拆除盘口支架支撑体系；
先安装钢结构施工平台，再安装固定、定位角钢，最后安装墩身预埋钢筋；
在墩身钢筋安装、固定完成后，拆除临时墩身临时施工平台后，即可开始浇筑承台混凝土；
承台混凝土养护满足要求后即可拆除多功能承台模板支撑体系，施工墩身，该多功能承台模板支撑体系可运至下一承台施工。
与现有技术相比，本发明的有益效果是：
本发明提出的多功能承台支护系统及施工方法合理优化承台模板，采用模板+钢结构井字梁体系相结合的方式，形成成套工装，通过承台侧模板作为承台顶部井字梁体系的支撑，两者间之形成可靠连接，为承台钢筋骨架提供吊点，代替架立钢筋，拉住承台受力钢筋骨架；承台顶井字梁体系可作为施工平台，浇筑承台混凝土；在浇筑混凝土时，通过承台顶井字梁体系与承台侧模板的可靠连接，为侧模板提供支撑，代替原模板之间受拉的螺纹钢筋，且模板无需局部开孔；利用承台顶井字梁体系作为墩身预埋钢筋的定位、固定及支撑体系，防止其变形；以井字梁体系为平台，搭设简易施工脚手架平台，方便墩身钢筋施工，确保施工人员安全；多功能承台模板支撑体系可实现快速安拆，重复利用，有效降低承台施工成本。
附图的简要说明
图1为本发明结构示意图；
图2为本发明底部钢筋网和盘口支架连接结构示意图；
图3为本发明顶部钢筋网架结构示意图；
图4为本发明侧模板结构示意图；
图5为本发明侧模板对底部钢筋网围护时结构示意图；
图6为本发明井字梁结构示意图；
图7为本发明梁板连接件结构示意图；
图8为本发明侧模板和井字梁连接结构示意图；
图9为本发明施工平台和墩身预埋钢筋架分布关系结构示意图；
图10为图9中A处结构放大示意图。
图中：底部钢筋网1、底部横向钢筋101、底部竖向钢筋102、盘口支架2、竖向支撑架201、横向连杆202、横梁一203、斜撑杆204、托板205、顶部钢筋网架3、顶部横向箍筋301、顶部竖向箍筋302、侧模板4、角钢401、水平次愣402、竖向主楞403、井字梁5、井字纵梁501、井字横梁502、梁体连接件503、梁板连接件504、施工平台6、施工板601、护栏杆602、爬梯603、支撑杆604、连接扣板605、墩身预埋钢筋架7、竖向钢筋701、环形箍筋702、卡槽703、混凝土承台8、垫层9。
实现本发明的最佳方式
为了使本发明的目的、技术方案进行清楚、完整地描述，及优点更加清楚明白，以下结合附图对本发明实施例进行进一步详细说明。应当理解，此处所描述的具体实施例是本发明一部分实施例，而不是全部的实施例，仅仅用以解释本发明实施例，并不用于限定本发明实施例，本领域普通技术人员在没有做出创造性劳动前提下所获得的所有其他实施例，都属于本发明保护的范围。
在本发明的描述中，需要说明的是，术语“中心”、“中”、“上”、“下”、“左”、“右”、“内”、“外”、“顶”、“底”、“侧”、“竖直”、“水平”等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本发明的限制。此外，术语“一”、“第一”、“第二”、“第三”、“第四”、“第五”、“第六”仅用于描述目的，而不能理解为指示或暗示相对重要性。
在本发明的描述中，需要说明的是，除非另有明确的规定和限定，术语“安装”、“相连”、“连接”应做广义理解，例如，可以是固定连接，也可以是可拆卸连接，或一体地连接；可以是机械连接，也可以是电连接；可以是直接相连，也可以通过中间媒介间接相连，可以是两个元件内部的连通。对于本领域的普通技术人员而言，可以具体情况理解上述术语在本发明中的具体含义。
出于简明和说明的目的，实施例的原理主要通过参考例子来描述。在以下描述中，很多具体细节被提出用以提供对实施例的彻底理解。然而明显的是，对于本领域普通技术人员，这些实施例在实践中可以不限于这些具体细节。在一些实例中，没有详细地描述公知方法和结构，以避免无必要地使这些实施例变得难以理解。另外，所有实施例可以互相结合使用。
请参阅图1-图10，本发明提供一种技术方案：一种多功能承台支护系统，所述多功能承台支护系统包括：垫层9，垫层9的上方设置有底部钢筋网1，底部钢筋网1的上方设置有盘口支架2，盘口支架2的上方设置有顶部钢筋网架3；侧模板4，支护在底部钢筋网1的外侧，侧模板4的上方设置有井字梁5；墩身预埋钢筋架7，设于井字梁5的上方，墩身预埋钢筋架7的两侧设置有施工平台6，井字梁5的下方浇筑成型有混凝土承台8；
合理优化承台模板，采用模板+钢结构井字梁体系相结合的方式，形成成套工装，通过承台侧模板作为承台顶部井字梁体系的支撑，两者间之形成可靠连接，为承台钢筋骨架提供吊点，代替架立钢筋，拉住承台受力钢筋骨架。
在实施例一的基础上，为了实现对底部支撑结构的搭建，底部钢筋网1包括底部横向钢筋101以及底部竖向钢筋102，底部横向钢筋101和底部竖向钢筋102均设置有多个，多个底部横向钢筋101并排分布，且多个底部竖向钢筋102并排分布，底部横向钢筋101和底部竖向钢筋102垂直交叉分布，且底部横向钢筋101和底部竖向钢筋102的节点处通过钢丝绑扎，且底部横向钢筋101和底部竖向钢筋102均呈“匚”字形结构；盘口支架2包括两排竖向支撑架201，每排竖向支撑架201设置有多个，每排两个竖向支撑架201之间设置有横向连杆202，两排竖向支撑架201之间设置有横梁一203，且相邻两个竖向支撑架201之间设置有斜撑杆204，竖向支撑架201的顶端设置有托板205，托板205呈“匚”字形板状结构；
临时支撑体系采用盘扣式支架搭设，立杆间距根据承台尺寸合理搭设，立杆建议采用1.8m~3m的标准步距，高度通过顶托调整。当支架高度较高时，可能出现侧翻等问题时，可通过在底部钢筋网片上焊接短钢筋头，将立杆嵌套在短钢筋上，并临时固定；当支架高度较小时，亦可直接放置在混凝土垫层上。拆除时，可直接从顶部钢筋网片上抽出，若钢筋间距较小，无法抽出，可利用爬梯进入钢筋笼内拆除；在绑扎上部细铁丝绑扎时，预留约0.5m范围的钢筋不绑扎，方便后期支架拆除，支架拆除后，立即绑扎。
在实施例二的基础上，为了实现对顶部钢筋网架3的搭建，顶部钢筋网架3包括多个顶部横向箍筋301和多个顶部竖向箍筋302，顶部横向箍筋301呈“匚”字形结构，顶部竖向箍筋302呈环形结构，顶部横向箍筋301包括两组，两组顶部横向箍筋301交叉分布，顶部竖向箍筋302围护在交叉分布的两组顶部横向箍筋301的外侧，且顶部横向箍筋301和顶部竖向箍筋302节点处通过细铁丝绑扎；
上部钢筋网片绑扎时，适当调节钢筋架设顺序，支架顶部位置的横向钢筋直接支撑在支架顶托上，并稍作固定，然后搭设纵向钢筋，最后在纵向钢筋上搭设剩余横向钢筋，支架及支架顶托中的钢筋一起作为临时支撑体系，钢筋节点之间采用细铁丝快速固定。
在实施例三的基础上，为了实现对侧模板4的搭建，侧模板4设置有多个，侧模板4的两侧均设置有角钢401，相邻两个侧模板4通过螺栓将角钢401连接，且多个侧模板4围成方形框架，侧模板4的表面设置有多个呈上下排布的水平次愣402，且侧模板4的表面设置多个竖向主楞403；
将模板宽度分为两个尺寸：1.5m宽标准模板、0.5m宽拼接模板；1.5m宽标准模板高出承台0.2m，高度为2.2m，竖向主楞设计为低于模板顶5~10cm。顶层水平次楞及竖向主楞采用100*100*5mm的方管，其余水平次楞采用C100*50*4槽钢；竖向主楞间距为50cm，水平次楞除底部三道间距为20cm，其余均为30cm；该设计优点是保持横梁与模板之间连接的灵活性，横梁与侧模板之间的连接卡槽不受模板竖向主楞影响，沿水平向可自由移动；0.5m宽拼接模板设计形式与1.5m宽标准模板除宽度不同外，其余均相同；模板之间采用高强度螺栓连接，每两道水平次楞之间设置一个螺栓，螺栓规格暂定为M16，具体规格应根据承台尺寸等计算确定；转角处采用常用的角钢连接，实现转化；对于非直角转角可采用焊接两块条形钢板实现快速连接。
在实施例四的基础上，为了实现对井字梁5的搭建，井字梁5包括多个井字纵梁501和多个井字横梁502，井字横梁502设置有多组，每组井字横梁502中的相邻两个井字横梁502通过梁体连接件503连接，梁体连接件503呈“工”字形框架，梁体连接件503的中部预留穿口，井字纵梁501穿过穿口，且井字横梁502插入梁体连接件503的两侧槽口后通过螺栓固定；井字纵梁501的两端均设置有梁板连接件504，梁板连接件504包括两个“L”形板状，两个“L”形板通过螺栓连接，连接后的两个“L”形板状扣在侧模板4的上方，且一个“L”形板状的表面设置有肋板，肋板抵在井字梁5的梁杆下方；
针对承台施工的特点，本次井字梁体系采用独特的设计方式，主要设计思路根据以下要求确定：
1）井字梁需快速安装、分段吊装要求；
2）井字梁纵、横梁之间可相互移动，避免与钢筋或侧模板竖向主楞打架的要求；
3）井字梁满足承载能力、稳定性的要求；
4）以井字梁作为支撑体系，快速架设、固定墩身钢筋的要求；
5）承台施工后，井字梁快速、方便拆除的要求；
6）满足纵横梁之间平接要求
7）井字梁快速运输、重复利用的要求。
纵横梁截面尺寸暂定为：160*80*5mm；连接节点钢板厚为8~10mm，宽10cm，角钢为50*4mm，槽钢同侧模板。
纵横梁之间的连接节点根据整体设计思路进行细化，以满足：
1）纵横梁间距应控制在1.2m以内，可有效减小梁截面尺寸；
2）根据纵横梁平接要求，须将纵梁或横梁之一打断，横梁为主要受力构件，故此处将纵梁打断；
3）根据现场快速、方便施工要求，纵横梁应采用能够相互移动，但不能转动的连接方式；
4）拼装时螺栓虽较多，但基本为标准构件，不影响拼装速度。
经过反复比较、论证，采用以下节点形式，可实现井字梁体系所要求的的功能。
通过井字梁体系为钢筋骨架提供拉力，实现支撑钢筋骨架的目的，吊点处吊筋可采用现场多余钢筋头，做成C形、Z形等形式，应根据井字梁与钢筋网的相对位置制作并临时固定，该方式较为简单，并可降低成本。固定好钢筋网片后，即可拆除下部盘口支架支撑体系，并绑扎好剩余上部钢筋。
在实施例五的基础上，为了实现对施工平台6和墩身预埋钢筋架7的搭建，施工平台6包括施工板601，施工板601的顶面设置两组护栏杆602，护栏杆602的顶端连接在扶杆的底面，且施工平台6的底面四个边角处均设置有支撑杆604，支撑杆604的底面设置有连接扣板605，连接扣板605呈“匚”字形板状结构，连接扣板605扣在井字横梁502后通过螺栓固定，且其中两个支撑杆604之间设置有多个呈上下排列分布的爬梯603；墩身预埋钢筋架7包括多个竖向钢筋701，多个竖向钢筋701的外侧套设有环形箍筋702，环形箍筋702设置有多个，环形箍筋702的内环面开设有卡槽703呈“U”形槽，竖向钢筋701推入卡槽703中；
墩身预埋钢筋一般较高，在临时固定时容易产生较大变形，且安装时钢筋过长，不易固定。通过多方案分析比较后，本次设计采用井字梁上搭设钢平台作为施工平台，同时作为墩台钢筋的定位、固定装置，实现爬梯的多功能用途，同时钢平台可根据现场实际情况进行快速扩展，满足作业要求；角钢上除设置钢筋的卡槽，应在卡槽两侧预设钢筋位置调节卡槽，防止墩身钢筋与承台钢筋打架，每侧预设卡槽与钢筋卡槽间距：当钢筋间距为150mm时，要求不大于50mm，满足调节后钢筋不打架即可。
一种多功能承台支护施工方法，包括所述的承台支护系统，所述该施工方法包括以下步骤：
在承台基坑开挖且桩头钢筋处理完成后，施工垫层，绑扎底部钢筋网；
部钢筋网中间架设盘口支架作为钢筋网片临时支撑架；
临时支撑架安装完成后，开始绑扎承台顶部钢筋网片；
待细铁丝绑扎完成后，再次放样并安装侧模板，侧模板可提前拼装，整体吊装；
安装承台顶部钢结构井字梁体系，在横梁上设置吊点，吊点间距不大于1.2m，固定好吊点后拆除盘口支架支撑体系；
先安装钢结构施工平台，再安装固定、定位角钢，最后安装墩身预埋钢筋；
在墩身钢筋安装、固定完成后，拆除临时墩身临时施工平台后，即可开始浇筑承台混凝土；
承台混凝土养护满足要求后即可拆除多功能承台模板支撑体系，施工墩身，该多功能承台模板支撑体系可运至下一承台施工。
尽管已经示出和描述了本发明的实施例，对于本领域的普通技术人员而言，可以理解在不脱离本发明的原理和精神的情况下可以对这些实施例进行多种变化、修改、替换和变型，本发明的范围由所附权利要求及其等同物限定。
Claims (10)
- 一种多功能承台支护系统，其特征在于：所述多功能承台支护系统包括：垫层（9），垫层（9）的上方设置有底部钢筋网（1），底部钢筋网（1）的上方设置有盘口支架（2），盘口支架（2）的上方设置有顶部钢筋网架（3）；侧模板（4），支护在底部钢筋网（1）的外侧，侧模板（4）的上方设置有井字梁（5）；及墩身预埋钢筋架（7），设于井字梁（5）的上方，墩身预埋钢筋架（7）的两侧设置有施工平台（6），井字梁（5）的下方浇筑成型有混凝土承台（8）。
- 根据权利要求1所述的一种多功能承台支护系统，其特征在于：所述底部钢筋网（1）包括底部横向钢筋（101）以及底部竖向钢筋（102），底部横向钢筋（101）和底部竖向钢筋（102）均设置有多个，多个底部横向钢筋（101）并排分布，且多个底部竖向钢筋（102）并排分布，底部横向钢筋（101）和底部竖向钢筋（102）垂直交叉分布，且底部横向钢筋（101）和底部竖向钢筋（102）的节点处通过钢丝绑扎，且底部横向钢筋（101）和底部竖向钢筋（102）均呈“匚”字形结构。
- 根据权利要求2所述的一种多功能承台支护系统，其特征在于：所述顶部钢筋网架（3）包括多个顶部横向箍筋（301）和多个顶部竖向箍筋（302），顶部横向箍筋（301）呈“匚”字形结构，顶部竖向箍筋（302）呈环形结构，顶部横向箍筋（301）包括两组，两组顶部横向箍筋（301）交叉分布，顶部竖向箍筋（302）围护在交叉分布的两组顶部横向箍筋（301）的外侧，且顶部横向箍筋（301）和顶部竖向箍筋（302）节点处通过细铁丝绑扎。
- 根据权利要求3所述的一种多功能承台支护系统，其特征在于：所述侧模板（4）设置有多个，侧模板（4）的两侧均设置有角钢（401），相邻两个侧模板（4）通过螺栓将角钢（401）连接，且多个侧模板（4）围成方形框架，侧模板（4）的表面设置有多个呈上下排布的水平次愣（402），且侧模板（4）的表面设置多个竖向主楞（403）。
- 根据权利要求4所述的一种多功能承台支护系统，其特征在于：所述井字梁（5）包括多个井字纵梁（501）和多个井字横梁（502），井字横梁（502）设置有多组，每组井字横梁（502）中的相邻两个井字横梁（502）通过梁体连接件（503）连接，梁体连接件（503）呈“工”字形框架，梁体连接件（503）的中部预留穿口，井字纵梁（501）穿过穿口，且井字横梁（502）插入梁体连接件（503）的两侧槽口后通过螺栓固定。
- 根据权利要求5所述的一种多功能承台支护系统，其特征在于：所述井字纵梁（501）的两端均设置有梁板连接件（504），梁板连接件（504）包括两个“L”形板状，两个“L”形板通过螺栓连接，连接后的两个“L”形板状扣在侧模板（4）的上方，且一个“L”形板状的表面设置有肋板，肋板抵在井字梁（5）的梁杆下方。
- 根据权利要求6所述的一种多功能承台支护系统，其特征在于：所述施工平台（6）包括施工板（601），施工板（601）的顶面设置两组护栏杆（602），护栏杆（602）的顶端连接在扶杆的底面，且施工平台（6）的底面四个边角处均设置有支撑杆（604），支撑杆（604）的底面设置有连接扣板（605），连接扣板（605）呈“匚”字形板状结构，连接扣板（605）扣在井字横梁（502）后通过螺栓固定，且其中两个支撑杆（604）之间设置有多个呈上下排列分布的爬梯（603）。
- 根据权利要求7所述的一种多功能承台支护系统，其特征在于：所述墩身预埋钢筋架（7）包括多个竖向钢筋（701），多个竖向钢筋（701）的外侧套设有环形箍筋（702），环形箍筋（702）设置有多个，环形箍筋（702）的内环面开设有卡槽（703）呈“U”形槽，竖向钢筋（701）推入卡槽（703）中。
- 根据权利要求8所述的一种多功能承台支护系统，其特征在于：所述盘口支架（2）包括两排竖向支撑架（201），每排竖向支撑架（201）设置有多个，每排两个竖向支撑架（201）之间设置有横向连杆（202），两排竖向支撑架（201）之间设置有横梁一（203），且相邻两个竖向支撑架（201）之间设置有斜撑杆（204），竖向支撑架（201）的顶端设置有托板（205），托板（205）呈“匚”字形板状结构。
- 一种多功能承台支护施工方法，包括上述权利要求1-9任意一项所述的承台支护系统，其特征在于：所述该施工方法包括以下步骤：在承台基坑开挖且桩头钢筋处理完成后，施工垫层，绑扎底部钢筋网；部钢筋网中间架设盘口支架作为钢筋网片临时支撑架；临时支撑架安装完成后，开始绑扎承台顶部钢筋网片；待细铁丝绑扎完成后，再次放样并安装侧模板，侧模板可提前拼装，整体吊装；安装承台顶部钢结构井字梁体系，在横梁上设置吊点，吊点间距不大于1.2m，固定好吊点后拆除盘口支架支撑体系；先安装钢结构施工平台，再安装固定、定位角钢，最后安装墩身预埋钢筋；在墩身钢筋安装、固定完成后，拆除临时墩身临时施工平台后，即可开始浇筑承台混凝土；承台混凝土养护满足要求后即可拆除多功能承台模板支撑体系，施工墩身，该多功能承台模板支撑体系可运至下一承台施工。
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