WO2021012759A1 - 大跨度预应力结构楼板和高精建筑楼面一次成型施工方法 - Google Patents

大跨度预应力结构楼板和高精建筑楼面一次成型施工方法 Download PDF

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WO2021012759A1
WO2021012759A1 PCT/CN2020/090566 CN2020090566W WO2021012759A1 WO 2021012759 A1 WO2021012759 A1 WO 2021012759A1 CN 2020090566 W CN2020090566 W CN 2020090566W WO 2021012759 A1 WO2021012759 A1 WO 2021012759A1
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floor
concrete
formwork
construction
stressed
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PCT/CN2020/090566
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English (en)
French (fr)
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袁尚锋
付航航
鲍素贞
罗文杰
曾凡林
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中建三局第一建设工程有限责任公司
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Publication of WO2021012759A1 publication Critical patent/WO2021012759A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/16—Structures made from masses, e.g. of concrete, cast or similarly formed in situ with or without making use of additional elements, such as permanent forms, substructures to be coated with load-bearing material
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
    • E04G11/02—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for rooms as a whole by which walls and floors are cast simultaneously, whole storeys, or whole buildings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/12—Mounting of reinforcing inserts; Prestressing
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14—Conveying or assembling building elements

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  • the invention relates to the technical field of construction methods for large-scale logistics workshops, in particular to a one-time forming construction method for large-span prestressed structural floor slabs and high-precision building floors.
  • the levelness must meet the high precision leveling requirements of the design, and the construction process must be controlled in two aspects: First, the deformation of the entire structural system must be controlled within the specified range. The second is that the quality of floor leveling construction must be controlled within the specified range, among which the deformation control of the structural system is the difficult and key point.
  • the main purpose of the present invention is to provide a one-time forming construction method for a large-span prestressed structural floor and a high-precision building floor, which aims to reduce the construction cost and effectively shorten the construction period.
  • the present invention provides a one-time forming construction method for a large-span prestressed structural floor and a high-precision building floor, which includes the following steps:
  • the concrete unit block is pre-stressed construction
  • a reasonable plate combination sequence is determined and then the cast belt is divided into blocks and combined and closed.
  • the step of carrying out the construction of the pre-stressed high formwork according to the calculated formwork scheme of the full frame of the high formwork support further includes:
  • the attached leveling route is used for measurement, and the construction elevation point is measured on the standard section of the tower crane and marked.
  • the construction of the pre-stressed high support formwork includes erection of full house scaffolding, beam formwork installation, floor formwork installation, and steel reinforcement installation.
  • the full house scaffolding adopts fastener-type steel pipe scaffolding or disc buckle scaffolding, and the full house scaffolding is equipped with scissors to support the frame body. Reinforce.
  • the full-floor scaffold body when preloading the full-floor scaffold body, after the bottom mold is laid, the full-floor scaffold is pre-compressed, using sandbag pre-compression, and the pre-compression loading sequence is from the beam end position to the mid-span position symmetrically.
  • the stage is preloaded.
  • the reserved elevation at the top is required to calculate the relative settlement of the foundation, including the elastic and inelastic values of the frame.
  • the one-time shaping construction of the structural floor includes: concrete elevation control, concrete pouring, laser paver concrete leveling, slurry lifting, spreading wear-resistant powder, grinding, polishing, curing, and floor protection.
  • Concrete pouring first pouring the vertical structure, and then pouring the horizontal structure, from low to high, layering;
  • the pre-stress construction includes:
  • Reinforcement Put an end-sealing device on one end of each steel strand, and pass it one by one into the corrugated pipe embedded in the concrete unit block;
  • Tension After the steel strand is sleeved on the upper limit plate, connect the tension jack and put on the reusable tool anchor plate. After the tool clip is installed, send oil to the tension cylinder of the tension jack until the tension control is reached. stress;
  • Anchorage Loosen the stop valve of the oil delivery circuit of the tension jack, and the tensioning piston will anchor the prestressed tendon through the working clamp within the preset distance of the return stroke driven by the retraction force of the prestressed tendon;
  • End-sealing cut off excess prestressed tendons at a preset distance from the working clip, seal the anchor head with concrete, grouting in the tension channel after a preset time, and seal the end of the anchor head flat with concrete.
  • the one-time forming construction method of large-span prestressed structure floor and high-precision building floor proposed by the present invention has low construction cost, effectively shortens the construction period and significantly improves the wear resistance of the floor, which can promote and improve the domestic large-span
  • the construction technology level of structural floor and high-precision building floor forming at one time especially the successful application in warehouse logistics workshops, provides reliable decision-making basis and technical indicators for the design and construction of warehouse logistics workshops in the future, with significant social and environmental benefits.
  • the method is conducive to promoting the application of multi-layer factories, reducing land occupation, saving building materials, and having good environmental benefits.
  • Fig. 1 is a schematic flow chart of the one-time forming construction method for the large-span prestressed structure floor and the high-precision building floor of the present invention
  • FIG. 2 is a schematic diagram of the structure of the concrete unit section division in an embodiment of the construction method of a large-span prestressed structural floor and a high-precision building floor in one embodiment of the present invention
  • Fig. 3 is a schematic diagram of the construction combination sequence of the concrete unit blocks in an embodiment of the construction method of one-time forming of a large-span prestressed structural floor and a high-precision building floor of the present invention.
  • a construction method for forming a large-span prestressed structural floor and a high-precision building floor at one time includes the following steps:
  • Step S10 Carry out three-dimensional finite element modeling of the prestressed concrete structure, the high-form full frame system and the concrete unit block combination, and perform finite element simulation analysis to obtain the post-cast belt closure implementation plan and the concrete unit block prestress tensioning Plans and the support plan, pre-compression plan and dismantling plan of the full frame with high formwork;
  • Step S20 carry out the construction of the pre-stressed high formwork according to the calculated formwork scheme of the full frame with high formwork;
  • Step S30 pre-compressing the full house scaffold frame according to the pre-compression scheme
  • Step S40 perform one-time forming construction of the structural floor
  • Step S50 according to the pre-stressed tensioning plan of the concrete unit plate, pre-stress the concrete unit plate;
  • step S60 according to the post-cast belt sealing implementation, a reasonable plate combination sequence is determined and then the cast belt is divided into blocks and combined and closed.
  • step S10 the following processes are included in the finite element simulation analysis:
  • the finite element simulation analysis check calculation includes the following contents: calculation of deformation of the foundation of the frame under load, calculation of the force of the full frame with high support form, calculation of deformation of the frame during preloading, calculation of deformation of the frame under construction, structural beam Calculation of force and deformation of pre-stressed tension, calculation of structural secondary axial force when pre-stressed element plate is combined, and calculation of structural deformation after the frame is removed.
  • step S20 the method further includes:
  • Step S11 use the total station and level to close the plane control network and the elevation control point, and adopt two-level control to form a complete and unified measurement and control system;
  • Step S12 in the process of measurement, the leveling route is used for measurement (to eliminate or reduce the influence of instruments and other errors on the construction), and the construction elevation point is measured on the standard section of the tower crane and marked (paint is available).
  • step S30 the construction of the pre-stressed high formwork includes the construction of full house scaffolding, beam form installation, floor formwork installation, and steel reinforcement installation.
  • the full house scaffold adopts fastener-type steel pipe scaffolding or disc-buckle-type scaffolding, and the full house scaffolding is equipped with scissors bracing.
  • the body is reinforced.
  • the beam span is greater than 4m, and the beam bottom formwork is arched at 0.1% of the span.
  • the steel reinforcement is installed and then the side form, presser foot plate and diagonal brace are installed in stages;
  • the formwork is arched at 0.1% of the span.
  • step S40 when the full house scaffold is preloaded, after the bottom mold is laid, the full house scaffold is preloaded, using sandbag preloading, and the preloading sequence is symmetrical from the beam end position to the mid-span position.
  • Multi-stage pre-compression The pre-compression load is considered 1.2 times of the concrete gravity, and the pre-compression period is not less than 3 days. Pre-compression can be divided into three levels: 60% ⁇ 80% ⁇ 120%;
  • the reserved elevation at the top should be used to calculate the relative settlement of the foundation, including the elastic and inelastic values of the frame.
  • the relative settlement of the foundation is determined by calculation after testing during the foundation treatment, and the elastic deformation of the frame is calculated and determined by using the Sharp software program node.
  • the construction settlement value of the frame is about 15-20mm, and it will be adjusted after the preload settlement is observed.
  • the one-time forming construction of the structural floor includes: concrete elevation control, concrete pouring, laser paver concrete leveling, slurry lifting, spreading wear-resistant powder, grinding, polishing, curing, and floor protection.
  • concrete elevation is controlled, the floor elevation introduction point is projected onto the standard section of the tower crane, and then the elevation on the standard section of the tower crane is introduced to the floor structure column and the laser transmitter of the paver.
  • Concrete pouring first pouring the vertical structure, and then pouring the horizontal structure, from low to high, layering;
  • step S50 the prestress construction includes:
  • Reinforcement Put an end-capping device on one end of each steel strand (special bullet heads can be used), and pass them one by one into the corrugated pipe embedded in the concrete unit block;
  • Tension After the steel strand is sleeved on the upper limit plate, connect the tension jack and put on the reusable tool anchor plate. After installing the tool clip (the surface of the clip is coated with the anchoring spirit), pull the jack to the The tension cylinder sends oil slowly until it reaches the tension control stress;
  • Anchorage Loosen the stop valve of the oil delivery circuit of the tension jack, and anchor the prestressed tendon through the working clamp within the preset distance (6-8mm) of the tensioning piston under the retraction force of the prestressed tendon;
  • step S60 the influence of the pouring sequence of the post-cast belt on the prestressed secondary axial force is analyzed through the finite element model, and a reasonable implementation plan for the post-cast belt closing is proposed; and the post-cast belt is combined and closed in blocks according to a reasonable plate combination sequence.
  • the post-pouring belt pouring construction can be carried out in the sequence shown in Figure 3.
  • the present invention has the following beneficial effects:
  • the large-span prestressed structural floor and the high-precision building floor one-time forming construction method proposed in this embodiment has low construction cost, effectively shortens the construction period and significantly improves the wear resistance of the floor, which can promote and improve the domestic
  • the one-time forming construction technology level of span structural floor and high-precision building floor, especially the successful application in warehouse logistics plant provides reliable decision-making basis and technical indicators for the design and construction of warehouse logistics plant in the future, with significant social and environmental benefits .
  • the method is conducive to promoting the application of multi-layer factories, reducing land occupation, saving building materials, and having good environmental benefits.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)

Abstract

本发明公开了一种大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，包括以下步骤：对预应力混凝土结构、高支模满堂架体体系以及混凝土单元版块组合进行三维有限元建模，并进行有限元模拟分析，得到后浇带封闭实施方案、混凝土单元板块预应力张拉方案以及高支模满堂架体的支模方案、预压方案和拆模方案；进行预应力高支模的施工；根据预压方案进行满堂脚手架架体预压；进行结构楼面一次成型施工；将混凝土单元板块进行预应力施工；根据后浇带封闭实施方案，确定合理的板块组合顺序进行后进行浇带分块组合封闭。本发明提出的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，可降低施工成本，同时有效缩短施工工期。

Description

大跨度预应力结构楼板和高精建筑楼面一次成型施工方法 技术领域
本发明涉及大型物流厂房的建造方法技术领域，尤其涉及一种大跨度预应力结构楼板和高精建筑楼面一次成型施工方法。
背景技术
随着经济快速发展，原有单层结构厂房已不能满足市场需求，根据国内外目前厂房设计及施工的现状，更趋向于往多层厂房发展，一方面能满足国家经济发展的需求，另一方面，可节约土地资源，缓解国内城市建设用地紧张的难题。对于物流仓储类厂房，由于其使用功能特点，对楼地面精度要求较高，平整度要求一般不超过3mm/2m，极差不超过20mm；而对于多层厂房，二层及以上楼面面层与结构混凝土一般设计为一次浇筑施工成型。
由于在大跨度预应力结构楼板上进行楼面一次整平，平整度要达到设计的高精平要求，施工过程中必须在两个方面进行控制：一是整个结构体系的变形必须控制在规定范围内，二是楼面整平施工质量必须控制在规定范围内，其中结构体系的变形控制是难点也是关键点。
发明内容
本发明的主要目的在于提供一种大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，旨在降低施工成本，同时有效缩短施工工期。
为实现上述目的，本发明提供一种大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，包括以下步骤：
对预应力混凝土结构、高支模满堂架体体系以及混凝土单元版块组合进行三维有限元建模，并进行有限元模拟分析，得到后浇带封闭实施方案、混凝土单元板块预应力张拉方案以及高支模满堂架体的支模方案、预压方案和拆模方案；
根据计算得到的高支模满堂架体的支模方案，进行预应力高支模的施工；
根据预压方案进行满堂脚手架架体预压；
进行结构楼面一次成型施工；
根据混凝土单元板块预应力张拉方案，将混凝土单元板块进行预应力施工；
根据后浇带封闭实施方案，确定合理的板块组合顺序进行后进行浇带分块 组合封闭。
优选地，进行有限元模拟分析时包括以下过程：
分析预应力混凝土结构在混凝土浇筑成型后、预应力张拉施工后及高支模满堂架体拆除后三种状态下的竖向变形；
分析高支模满堂架体的受力和变形值，确定主次梁的起拱高度；
分析混凝土单元板块的各种组合方式所带来的结构次轴力的变化，确定次轴力值最小的组合方式。
优选地，所述根据计算得到的高支模满堂架体的支模方案，进行预应力高支模的施工的步骤之前还包括：
使用全站仪和水准仪闭合平面控制网和高程控制点，采用两级控制，形成完整统一的测控体系；
测量的过程中采用附合水准路线进行测量，施工标高点测设在塔吊标准节上，并作好标记。
优选地，预应力高支模的施工包括满堂脚手架搭设施工、梁模板安装、楼面模板安装以及钢筋安装，满堂脚手架采用扣件式钢管脚手架或盘扣式脚手架，满堂脚手架设置剪刀撑对架体进行加固。
优选地，进行满堂脚手架架体预压时，在底模铺装后，对满堂脚手架进行预压，采用沙袋预压，预压加载顺序为从梁端位置向跨中位置依次对称进行，分多级进行预压。
优选地，满堂脚手架时预压前，顶部预留标高要计算地基相对沉降量，包括架体弹性和非弹性值。
优选地，进行结构楼面一次成型施工包括：混凝土标高控制、混凝土浇筑、激光摊铺机混凝土找平、提浆、撒布耐磨粉、研磨、抛光、养护以及楼面保护。
优选地，进行结构楼面一次成型施工时，
混凝土浇筑：先浇筑竖向结构，再浇筑水平结构，从低往高，分层浇筑；
混凝土振捣：避开预应力筋和注浆管位置，振捣密实，分层浇筑时深入下层预设深度；
研磨、抛光：分多次撒布耐磨粉，待耐磨粉浸透后，用磨光机进行加装圆盘的机械镘打磨，机械打磨后，进行除去圆盘的机械镘收光。
优选地，预应力施工时包括：
铺筋：在每根钢绞线的一端套上封端装置，并将其逐根穿入混凝土单元版块预埋的波纹管内；
张拉：钢绞线套上限位板后，连接张拉千斤顶，并套上可重复使用的工具锚板，在安装工具夹片后，向张拉千斤顶张拉油缸送油，直至达到张拉控制应力；
锚固：松开张拉千斤顶的送油油路截止阀，张拉活塞在预应力筋回缩力带动下回程预设距离内，通过工作夹片锚固预应力筋；
封端：在距工作夹片预设距离处，切除多余的预应力筋，用混凝土封住锚头，预设时间后向张拉孔道内压浆，并用混凝土将锚头端部封平。
本发明提出的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其施工成本低，且有效地缩短了工期并明显提升了楼面的耐磨性，可促进和提高国内大跨度结构楼板和高精建筑楼面一次成型施工技术水平，特别是在仓储物流厂房的成功应用，为以后仓储物流厂房的设计和施工提供了可靠的决策依据和技术指标，社会效益和环境效益显著。该方法有利于推进多层厂房的应用，减少土地的占用，同时节约建筑材料，具有良好的环境效益。
附图说明
图1为本发明大跨度预应力结构楼板和高精建筑楼面一次成型施工方法的流程示意图；
图2为本发明大跨度预应力结构楼板和高精建筑楼面一次成型施工方法一实施例中混凝土单元版块划分的结构示意图；
图3为本发明大跨度预应力结构楼板和高精建筑楼面一次成型施工方法一实施例中混凝土单元版块的施工组合顺序示意图。
本发明目的的实现、功能特点及优点将结合实施例，参照附图做进一步说明。
具体实施方式
应当理解，此处所描述的具体实施例仅仅用以解释本发明，并不用于限定本发明。
需要说明的是，在本发明的描述中，术语“横向”、“纵向”、“上”、“下”、“前”、“后”、“左”、“右”、“竖直”、“水平”、“顶”、“底”、“内”、“外”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，并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“第一”、“第二”等仅用于描述目的，而不能理解为指示或暗示相对重要性。
参照图1，本优选实施例中，一种大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，包括以下步骤：
步骤S10，对预应力混凝土结构、高支模满堂架体体系以及混凝土单元版块组合进行三维有限元建模，并进行有限元模拟分析，得到后浇带封闭实施方案、混凝土单元板块预应力张拉方案以及高支模满堂架体的支模方案、预压方案和拆模方案；
步骤S20，根据计算得到的高支模满堂架体的支模方案，进行预应力高支模的施工；
步骤S30，根据预压方案进行满堂脚手架架体预压；
步骤S40，进行结构楼面一次成型施工；
步骤S50，根据混凝土单元板块预应力张拉方案，将混凝土单元板块进行预应力施工；
步骤S60，根据后浇带封闭实施方案，确定合理的板块组合顺序进行后进行浇带分块组合封闭。
步骤S10中，进行有限元模拟分析时包括以下过程：
分析预应力混凝土结构在混凝土浇筑成型后、预应力张拉施工后及高支模满堂架体拆除后三种状态下的竖向变形；
分析高支模满堂架体的受力和变形值，确定主次梁的起拱高度；
分析混凝土单元板块的各种组合方式所带来的结构次轴力的变化，确定次轴力值最小的组合方式。
通过MIDAS软件，对整个预应力混凝土结构、高支模满堂架体体系及单元版块组合进行三维有限元建模。有限元模拟分析验算包括以下内容：架体地基承受荷载时的变形计算，高支模满堂架体的受力计算、架体预压时的变形计算、架体施工受荷的变形计算、结构梁预应力张拉的受力计算及变形计算、预应力单元板块组合时结构次轴力计算、架体拆除后结构的变形计算。
进一步地，步骤S20之前还包括：
步骤S11，使用全站仪和水准仪闭合平面控制网和高程控制点，采用两级控 制，形成完整统一的测控体系；
步骤S12，测量的过程中采用附合水准路线进行测量(以消除或减小仪器及其他误差对施工的影响)，施工标高点测设在塔吊标准节上，并作好标记(可用油漆)。
步骤S30中，预应力高支模的施工包括满堂脚手架搭设施工、梁模板安装、楼面模板安装以及钢筋安装，满堂脚手架采用扣件式钢管脚手架或盘扣式脚手架，满堂脚手架设置剪刀撑对架体进行加固。
梁跨度大于4m，梁底模板按跨度0.1％起拱。在梁底模安装后，钢筋安装完成再分次安装侧模、压脚板及斜撑；
板跨度大于或等于4m时，模板按跨度0.1％起拱。
步骤S40中，进行满堂脚手架架体预压时，在底模铺装后，对满堂脚手架进行预压，采用沙袋预压，预压加载顺序为从梁端位置向跨中位置依次对称进行，分多级进行预压。预压荷载按混凝土实体重力的1.2倍考虑，预压期不小于3天。可分三级进行预压：60％→80％→120％；
满堂脚手架时预压前，顶部预留标高要计算地基相对沉降量，包括架体弹性和非弹性值。地基相对沉降量以地基处理时试验检测后计算确定，架体的弹性变形运用沙普软件程序节点计算确定。架体施工沉留值在15～20mm左右，待预压沉降观测后调整。
步骤S40中，进行结构楼面一次成型施工包括：混凝土标高控制、混凝土浇筑、激光摊铺机混凝土找平、提浆、撒布耐磨粉、研磨、抛光、养护以及楼面保护。混凝土标高控制时，将楼面标高引入点投射到塔吊标准节上，再由塔吊标准节上的标高引入楼层结构柱上及摊铺机的激光发射器上。
进行结构楼面一次成型施工时，
混凝土浇筑：先浇筑竖向结构，再浇筑水平结构，从低往高，分层浇筑；
混凝土振捣：避开预应力筋和注浆管位置，振捣密实，分层浇筑时深入下层预设深度(500mm)；
研磨、抛光：分多次撒布耐磨粉(如可分两次，第一次用量为60％，第二次用量为40％)，待耐磨粉浸透后，用磨光机进行加装圆盘的机械镘打磨，机械打磨后，进行除去圆盘的机械镘收光。
在混凝土初凝时(人踩踏上地面时有脚印，但不明显下陷的时候)，采用双 轮磨光机进行初次加装圆盘的机械镘作业，除去浮浆、提浆。
步骤S50中，预应力施工时包括：
铺筋：在每根钢绞线的一端套上封端装置(可采用特制子弹头)，并将其逐根穿入混凝土单元版块预埋的波纹管内；
张拉：钢绞线套上限位板后，连接张拉千斤顶，并套上可重复使用的工具锚板，在安装工具夹片(夹片表面涂上退锚灵)后，向张拉千斤顶的张拉油缸慢慢送油，直至达到张拉控制应力；
锚固：松开张拉千斤顶的送油油路截止阀，张拉活塞在预应力筋回缩力带动下回程预设距离(6-8毫米)内，通过工作夹片锚固预应力筋；
封端：在距工作夹片预设距离(50m)处，切除多余的预应力筋，用混凝土封住锚头，预设时间后(48小时内)向张拉孔道内压浆，并用混凝土将锚头端部封平。
步骤S60中，通过有限元模型分析后浇带浇筑顺序对预应力次轴力的影响，提出合理的后浇带封闭实施方案；并按制定合理的板块组合顺序进行后浇带分块组合封闭。以图2这种结构的混凝土单元版块为例，可采用图3所示的顺序进行后浇带浇筑施工。
与现有技术相比，本发明所具有的有益效果是：
与结构和建筑楼面二次施工对比，工期更短。参照表1，以一个1000m 2结构作业段进行对比，工期节约5天。
表1新旧施工方案工期对比表
Figure PCTCN2020090566-appb-000001
参照表2，与结构和建筑楼面二次施工对比，具有较好的经济效益，以一个1000m 2结构作业段进行对比，节约工程造价14.3％。
表2新旧施工方案单价以及总价对比表
Figure PCTCN2020090566-appb-000002
本实施例提出的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其施工成本低，且有效地缩短了工期并明显提升了楼面的耐磨性，可促进和提高国内大跨度结构楼板和高精建筑楼面一次成型施工技术水平，特别是在仓储物流厂房的成功应用，为以后仓储物流厂房的设计和施工提供了可靠的决策依据和技术指标，社会效益和环境效益显著。该方法有利于推进多层厂房的应用，减少土地的占用，同时节约建筑材料，具有良好的环境效益。
以上仅为本发明的优选实施例，并非因此限制本发明的专利范围，凡是利用本发明说明书及附图内容所作的等效结构变换，或直接或间接运用在其他相关的技术领域，均同理包括在本发明的专利保护范围内。

Claims (9)

  1. 一种大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其特征在于，包括以下步骤：
    对预应力混凝土结构、高支模满堂架体体系以及混凝土单元版块组合进行三维有限元建模，并进行有限元模拟分析，得到后浇带封闭实施方案、混凝土单元板块预应力张拉方案以及高支模满堂架体的支模方案、预压方案和拆模方案；
    根据计算得到的高支模满堂架体的支模方案，进行预应力高支模的施工；
    根据预压方案进行满堂脚手架架体预压；
    进行结构楼面一次成型施工；
    根据混凝土单元板块预应力张拉方案，将混凝土单元板块进行预应力施工；
    根据后浇带封闭实施方案，确定合理的板块组合顺序进行后进行浇带分块组合封闭。
  2. 如权利要求1所述的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其特征在于，进行有限元模拟分析时包括以下过程：
    分析预应力混凝土结构在混凝土浇筑成型后、预应力张拉施工后及高支模满堂架体拆除后三种状态下的竖向变形；
    分析高支模满堂架体的受力和变形值，确定主次梁的起拱高度；
    分析混凝土单元板块的各种组合方式所带来的结构次轴力的变化，确定次轴力值最小的组合方式。
  3. 如权利要求1所述的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其特征在于，所述根据计算得到的高支模满堂架体的支模方案，进行预应力高支模的施工的步骤之前还包括：
    使用全站仪和水准仪闭合平面控制网和高程控制点，采用两级控制，形成完整统一的测控体系；
    测量的过程中采用附合水准路线进行测量，施工标高点测设在塔吊标准节上，并作好标记。
  4. 如权利要求3所述的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其特征在于，预应力高支模的施工包括满堂脚手架搭设施工、梁模板安装、楼面模板安装以及钢筋安装，满堂脚手架采用扣件式钢管脚手架或盘扣式脚手架，满堂脚手架设置剪刀撑对架体进行加固。
  5. 如权利要求1所述的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其特征在于，进行满堂脚手架架体预压时，在底模铺装后，对满堂脚手架进行预压，采用沙袋预压，预压加载顺序为从梁端位置向跨中位置依次对称进行，分多级进行预压。
  6. 如权利要求5所述的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其特征在于，满堂脚手架时预压前，顶部预留标高要计算地基相对沉降量，包括架体弹性和非弹性值。
  7. 如权利要求1所述的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其特征在于，进行结构楼面一次成型施工包括：混凝土标高控制、混凝土浇筑、激光摊铺机混凝土找平、提浆、撒布耐磨粉、研磨、抛光、养护以及楼面保护。
  8. 如权利要求7所述的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其特征在于，进行结构楼面一次成型施工时，
    混凝土浇筑：先浇筑竖向结构，再浇筑水平结构，从低往高，分层浇筑；
    混凝土振捣：避开预应力筋和注浆管位置，振捣密实，分层浇筑时深入下层预设深度；
    研磨、抛光：分多次撒布耐磨粉，待耐磨粉浸透后，用磨光机进行加装圆盘的机械镘打磨，机械打磨后，进行除去圆盘的机械镘收光。
  9. 如权利要求1所述的大跨度预应力结构楼板和高精建筑楼面一次成型施工方法，其特征在于，预应力施工时包括：
    铺筋：在每根钢绞线的一端套上封端装置，并将其逐根穿入混凝土单元版块预埋的波纹管内；
    张拉：钢绞线套上限位板后，连接张拉千斤顶，并套上可重复使用的工具锚板，在安装工具夹片后，向张拉千斤顶张拉油缸送油，直至达到张拉控制应力；
    锚固：松开张拉千斤顶的送油油路截止阀，张拉活塞在预应力筋回缩力带动下回程预设距离内，通过工作夹片锚固预应力筋；
    封端：在距工作夹片预设距离处，切除多余的预应力筋，用混凝土封住锚头，预设时间后向张拉孔道内压浆，并用混凝土将锚头端部封平。
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