CN203403670U - Formwork system without support - Google Patents

Formwork system without support Download PDF

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Publication number
CN203403670U
CN203403670U CN201320485428.0U CN201320485428U CN203403670U CN 203403670 U CN203403670 U CN 203403670U CN 201320485428 U CN201320485428 U CN 201320485428U CN 203403670 U CN203403670 U CN 203403670U
Authority
CN
China
Prior art keywords
flitch
keels
formwork
welding
joist
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Fee Related
Application number
CN201320485428.0U
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Chinese (zh)
Inventor
沈威
王晓玲
舒昌斌
任伟
戴军
马力
刘坤
朱印杰
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China Construction Second Engineering Bureau Co Ltd
Fourth Construction Engineering Co Ltd of China Construction Second Engineering Bureau Co Ltc
Original Assignee
China Construction Second Engineering Bureau Co Ltd
Fourth Construction Engineering Co Ltd of China Construction Second Engineering Bureau Co Ltc
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China Construction Second Engineering Bureau Co Ltd, Fourth Construction Engineering Co Ltd of China Construction Second Engineering Bureau Co Ltc filed Critical China Construction Second Engineering Bureau Co Ltd
Priority to CN201320485428.0U priority Critical patent/CN203403670U/en
Application granted granted Critical
Publication of CN203403670U publication Critical patent/CN203403670U/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

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Abstract

A formwork system without a support comprises welding I-steel beams in a framework-core tube composite structure, formwork keels which are arranged between bottom flange plates of every two adjacent welding I-steel beams in an erected mode, and formwork face plates arranged on the formwork keels in an erected mode; the formwork keels include skid beams, main batten keels and subsidiary batten keels, wherein the skid beams are arranged longitudinally, the main batten keels are arranged longitudinally at intervals, and the subsidiary batten keels are arranged transversely at intervals; the subsidiary batten keels are arranged on the main batten keels in an erected mode, and the main batten keels are arranged between the bottom flange plates of every two adjacent welding I-steel beams in the framework-core tube composite structure in an erected mode through the skid beams; the formwork face plates are multi-layer plates and are arranged on the subsidiary batten keels in an erected mode; the formwork face plates are subjected to arch camber, wherein the arch camber height is 1/1000-3/1000 of the all-cross length; spaces between the formwork face plates and top flange plates of the welding I-steel beams are filled with sponge strips. The formwork system without the support is simple in structure, labor cost for processes including erection of the support, material transfer and the like is eliminated, the number of times when a tower crane is used for hoisting is reduced at the same time, and the construction period of a flow construction stage is shortened.

Description

Without support shuttering system
Technical field
The utility model relates to the template system that a kind of concreting floor is used, the template system that particularly a kind of concreting floor being applied in framework-Core Walls Structure combination construction is used.
Background technology
The structural system of conventional support+main joist+secondary joist+form surfacing, the shortcoming of this template system is: 1, complex structure, need do conventional support with a large amount of steel pipes+U holder support system, construction cost is high; While 2, setting up, tower crane need repeatedly be used, the loaded down with trivial details and long construction period of constructing; While 3, removing conventional support, the deflection of steel beam elastic body and concrete floor rigid body is inconsistent, easily causes Cracks On Concrete Floors.
Utility model content
The purpose of this utility model is to provide a kind of without support shuttering system, solve and be applied in the technical problem that template system complex structure, construction cost that the traditional concreting floor in framework-Core Walls Structure combination construction uses are high, construct loaded down with trivial details and long construction period and easily cause Cracks On Concrete Floors.
For achieving the above object, the utility model adopts following technical scheme: a kind of without support shuttering system, comprise welding H-bar beam in framework-Core Walls Structure combination construction, take and be placed on the formwork keel between the bottom wing listrium that two adjacent root beads connect steel I-beam and take the form surfacing being placed on formwork keel, it is characterized in that:
Described formwork keel is comprised of the flitch main joist of the chock longitudinally arranging, longitudinal separation setting and the flitch secondary joist being horizontally arranged at interval, wherein flitch secondary joist is taken and is placed on flitch main joist, and flitch main joist is taken by chock the two adjacent root beads that are placed in framework-Core Walls Structure combination construction and connect between the bottom wing listrium of steel I-beam.
Described form surfacing is that composite board and taking is placed on flitch secondary joist, form surfacing arch camber, and springing height is 1/1000~3/1000 of full span length's degree, between form surfacing and the top flange plate of welding H-bar beam, is plugged with sponge strip.
The top flange plate that described two adjacent root beads connect steel I-beam can be in same level, and two adjacent root beads connect the bottom wing listrium of steel I-beam can be in same level.
The upper surface of described form surfacing is concordant with the upper surface of the top flange of welding H-bar beam, or the upper surface of form surfacing is higher than the upper surface of the top flange of welding H-bar beam.
Described flitch main joist can be the flitch of 100 * 200mm, and the spacing between adjacent flitch main joist can be 400mm~600mm.
Described flitch secondary joist can be the flitch of 40 * 90mm, and the spacing between adjacent flitch secondary joist can be 200mm.
Described chock can be the flitch of 100mm * 180mm.
Described multiple-plate thickness can be 15mm.
Compared with prior art the utlity model has following characteristics and beneficial effect: guaranteeing under the prerequisite of construction safety and workmanship, the template system of using with traditional concreting floor (conventional support+main joist+secondary joist+form surfacing) is compared, the utility model does not need to use a large amount of steel pipes+U to hold in the palm support system, so saved the lease expenses of steel pipe+U holder support system, saved and set up support, material such as has bad luck at the labour cost of operation, also reduced tower crane hangs inferior simultaneously, shortened flowing water section construction period, for steel structure hoisting provides the sufficient time, generally speaking, simplified exactly construction sequence, shortened the engineering time, reduced construction cost.
The utility model is simple in structure, is applied in framework-Core Walls Structure combination construction (structural system of welding welding H-bar beam+in-situ reinforced concrete slab).With the utility model, carry out concreting floor, when having overcome stripping and supporting, steel beam elastic body and the inconsistent drawback that easily causes Cracks On Concrete Floors of concrete floor rigid body deflection.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the utility model is described in more detail.
Fig. 1 is structural representation of the present utility model.
Fig. 2 is the enlarged diagram at I place in Fig. 1.
Fig. 3 is the relative position relation schematic diagram of the upper surface of the upper surface of form surfacing and the top flange of welding H-bar beam.
Reference numeral: 1-welding H-bar beam, 2-chock, 3-flitch main joist, 4-flitch secondary joist, 5-form surfacing, 6-sponge strip.
The specific embodiment
Embodiment is referring to shown in Fig. 1, Fig. 2, this without support shuttering system, comprise welding H-bar beam 1 in framework-Core Walls Structure combination construction, take and be placed on the formwork keel between the bottom wing listrium that two adjacent root beads connect steel I-beam 1 and take the form surfacing 5 being placed on formwork keel.
Described formwork keel is comprised of the flitch main joist 3 of the chock 2 longitudinally arranging, longitudinal separation setting and the flitch secondary joist 4 being horizontally arranged at interval, wherein flitch secondary joist 4 is taken and is placed on flitch main joist 3, and flitch main joist 3 is taken by chock 2 the two adjacent root beads that are placed in framework-Core Walls Structure combination construction and connect between the bottom wing listrium of steel I-beam 1;
Described form surfacing 5 is for composite board and take and be placed on flitch secondary joist 4, when span is equal to or greater than 4m, form surfacing 5 arch cambers, when design no requirement (NR), springing height is 1/1000~3/1000 of full span length's degree a, between form surfacing 5 and the top flange plate of welding H-bar beam 1, is plugged with sponge strip 6.
Referring to Fig. 1, in the present embodiment, the top flange plate that two adjacent root beads connect steel I-beam 1 is in same level, and two adjacent root beads connect the bottom wing listrium of steel I-beam 1 not in same level.
Referring to Fig. 3, the upper surface of form surfacing can be concordant with the upper surface of the top flange of welding H-bar beam 1, also can be higher than the upper surface of the top flange of welding H-bar beam 1.
In the present embodiment, the flitch that flitch main joist 3 is 100 * 200mm, the spacing between adjacent flitch main joist 3 is 400mm~600mm.The flitch that flitch secondary joist 4 is 40 * 90mm, the spacing between adjacent flitch secondary joist 4 is 200mm.The flitch that chock 2 is 100mm * 180mm.The thickness of composite board 5 is 15mm.
Quality control on construction of the present utility model: the end absolute altitude of and the center line of beam and the end absolute altitude of beam and plate high with Instrument measuring post, with absolute altitude at the bottom of the plate of every layer in horizontal absolute altitude mensuration template.At the bottom of plate pressing board, absolute altitude sets up main joist, and secondary joist, after paving template ,Jing relevant department checks and accepts, carries out next procedure, colligation floor bar.
Installation quality of the present utility model is controlled: formwork edge joint is processed very important, as long as accomplish not spillage guarantee concrete surface quality, two blocks of adjacent plates are sewn on when assembled, should first at place, plate gap, add the thick sponge strip of 5mm.Even brushing release agent before template installation in position, while guaranteeing form removal, do not damage concrete surface, in work progress, note coordinating reinforcing bar, concrete and hydropower installation work, on template face, do not bore arbitrarily embedded hole, during concrete vibrating, do not touch template face, water power pipeline is done secretly and is buried, and in template, does not punch.
Construction technology of the present utility model: according to determining keel position → installation keel leveling → stick on Core Walls Structure wall limit sponge strip without support system figure and holding out against → spread composite board → correction absolute altitude → processing template piece → brush release agent → inspection keel → template preliminary examination → next procedure construction with flitch.
Dismounting of the present utility model: according to the regulation of table 4.3.1 in GB50204-2011 " concrete structure engineering construction quality standards of acceptance ", when floorslab concrete intensity reach design strength 75% time collapsible die.

Claims (7)

1. one kind without support shuttering system, comprise welding H-bar beam (1) in framework-Core Walls Structure combination construction, take and be placed on the formwork keel between the bottom wing listrium that two adjacent root beads connect steel I-beam (1) and take the form surfacing (5) being placed on formwork keel, it is characterized in that:
The flitch main joist (3) that described formwork keel is arranged by the chock longitudinally arranging (2), longitudinal separation and the flitch secondary joist (4) being horizontally arranged at interval form, wherein flitch secondary joist (4) is taken and is placed on flitch main joist (3) above, and flitch main joist (3) is taken by chock (2) the two adjacent root beads that are placed in framework-Core Walls Structure combination construction and connect between the bottom wing listrium of steel I-beam (1);
Described form surfacing (5) is placed on flitch secondary joist (4) for composite board and taking, form surfacing (5) arch camber, springing height is 1/1000~3/1000 of full span length's degree (a), between form surfacing (5) and the top flange plate of welding H-bar beam (1), is plugged with sponge strip (6).
2. according to claim 1 without support shuttering system, it is characterized in that: the top flange plate that described two adjacent root beads connect steel I-beam (1) is in same level, two adjacent root beads connect the bottom wing listrium of steel I-beam (1) not in same level.
3. according to claim 1 without support shuttering system, it is characterized in that: the upper surface of described form surfacing is concordant with the upper surface of the top flange of welding H-bar beam (1), or the upper surface of form surfacing is higher than the upper surface of the top flange of welding H-bar beam (1).
4. according to claim 1 without support shuttering system, it is characterized in that: the flitch that described flitch main joist (3) is 100 * 200mm, the spacing between adjacent flitch main joist (3) is 400mm~600mm.
5. according to claim 1 without support shuttering system, it is characterized in that: the flitch that described flitch secondary joist (4) is 40 * 90mm, the spacing between adjacent flitch secondary joist (4) is 200mm.
6. according to claim 1 without support shuttering system, it is characterized in that: described chock (2) is the flitch of 100mm * 180mm.
7. according to claim 1 without support shuttering system, it is characterized in that: the thickness of described composite board (5) is 15mm.
CN201320485428.0U 2013-08-09 2013-08-09 Formwork system without support Expired - Fee Related CN203403670U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201320485428.0U CN203403670U (en) 2013-08-09 2013-08-09 Formwork system without support

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201320485428.0U CN203403670U (en) 2013-08-09 2013-08-09 Formwork system without support

Publications (1)

Publication Number Publication Date
CN203403670U true CN203403670U (en) 2014-01-22

Family

ID=49939609

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201320485428.0U Expired - Fee Related CN203403670U (en) 2013-08-09 2013-08-09 Formwork system without support

Country Status (1)

Country Link
CN (1) CN203403670U (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104032949A (en) * 2014-05-19 2014-09-10 中国建筑股份有限公司 Top plate main beam without vertical rod support
CN106065713A (en) * 2016-07-28 2016-11-02 中国五冶集团有限公司 The template frame without scaffold cast-in-place concrete can be realized
CN108457189A (en) * 2018-01-23 2018-08-28 中国建筑第八工程局有限公司 The formwork erecting structure and mold method of arch bridge deck form

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104032949A (en) * 2014-05-19 2014-09-10 中国建筑股份有限公司 Top plate main beam without vertical rod support
CN104032949B (en) * 2014-05-19 2016-06-22 中国建筑股份有限公司 The girder of roof supporting without vertical rod
CN106065713A (en) * 2016-07-28 2016-11-02 中国五冶集团有限公司 The template frame without scaffold cast-in-place concrete can be realized
CN108457189A (en) * 2018-01-23 2018-08-28 中国建筑第八工程局有限公司 The formwork erecting structure and mold method of arch bridge deck form

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Date Code Title Description
C14 Grant of patent or utility model
GR01 Patent grant
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20140122

Termination date: 20140809

EXPY Termination of patent right or utility model