CN201495667U - Pretensioned prestressing concrete arch slab roof - Google Patents
Pretensioned prestressing concrete arch slab roof Download PDFInfo
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- CN201495667U CN201495667U CN2009200355643U CN200920035564U CN201495667U CN 201495667 U CN201495667 U CN 201495667U CN 2009200355643 U CN2009200355643 U CN 2009200355643U CN 200920035564 U CN200920035564 U CN 200920035564U CN 201495667 U CN201495667 U CN 201495667U
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Abstract
The utility model discloses a pretensioned prestressing concrete arch slab roof comprising an upper arch slab, an arch rib beam, a lower chord level rib beam and a lower chord slab, wherein the upper arch slab, the arch rib beam and the lower chord level rib beam are of concrete structures; the arch rib beam and the level rib beam are connected by KB boards which are anchored inside the concrete of the arch rib beam and the level rib beam; the lower chord slab and the KB boards are concrete assembly parts; the lower chord slab is anchored inside the concrete of the level rib beam; the upper arch slab and the arch rib beam are parabola-type; and the lower chord level rib beam is a pretensioned prestressing concrete structural member. A reinforcing bar net is arranged at the junction part of the arch rib beam and the lower chord level rib beam; a pre-embedded sleeve is arranged in the concrete of the lower chord level rib beam; a prestressed reinforcing bar is arranged inside the re-embedded sleeve, or a steel tendon is anchored in the concrete at the outer end; and diagonal draw bars are anchored in the concrete of the arch rib beam and the lower chord level rib beam. The pretensioned prestressing concrete arch slab roof avoids dependence on sites, overcomes lifting difficulty and reduces the lifting link, thus avoiding quality hidden troubles that probably occur in lifting. The KB boards used for the roof do not need pouring in air, reduce aerial work, and simultaneously enhance the bearing capacity and stability of the roof.
Description
Technical field
The utility model relates to the roof structure of construction work, and particularly a kind of pre-tensioned prestressing concrete arch-bar roofing belongs to building engineering field.
Background technology
Early stage Form of Shell Roofing makes up and adopts original position to make, and it is many to consume template, and difficulty of construction is bigger, common buildings, and particularly the inconvenience of the roofing of building is adopted.In recent years, adopt beam slab plate, the space truss structure of prestressed reinforced concrete to be subjected to using widely, it is stressed reasonable, can save material, and has reduced construction costs, has obtained development rapidly.The template kind is more, and flap is generally arranged, coverboard, double-parabolic slab, arch bar (parabola template) etc.To barn roof, generally adopt the parabolic type arch bar, this arch bar has from water resistance, and its roof system waterproofing work is easy, saves construction cost, generally receives an acclaim.But the arch bar construction relies on on-the-spot place very much, the certain difficulty that the ground prefabrication and lifting also exists, and the hidden danger of quality that in hoisting process, may occur, and the bearing capacity and the stability of roof system also have much room for improvement.
The utility model content
The purpose of this utility model is exactly in order to overcome the defective that existing arched roof plate exists, the pretensioning prestressed concrete arched roof plate of designing.
The technical solution of the utility model is: a kind of pretensioning prestressed concrete arched roof plate, comprise arch bar, the arch rib beam, the horizontal girt strip of lower edge, following boom plate, it is characterized in that: roof system is the thin wall construction body that roof panel and roof truss unite two into one, arch bar on it, arch rib beam, the horizontal girt strip of lower edge are cast-in-place whole concrete structure, vertically connect with the KB plate between arch rib beam and the horizontal girt strip, on the KB plate, the lower end is anchored in arch rib beam and the horizontal rib beam concrete, and described boom plate down and KB plate are prefabricated concrete assembly parts, and following boom plate is anchored in the horizontal rib beam concrete, last arch bar and arch rib beam are parabolic type, and the horizontal girt strip of lower edge is a pre-tensioned prestressing concrete member.
The steel mesh reinforcement that described arch rib beam and horizontal girt strip have multilayer to interfix in the concrete termination of two ends intersection, in horizontal rib beam concrete, be penetrated with service sleeve, prestressed reinforcement or steel tendon are arranged in the pipe, pass the multistory reinforced net sheet of horizontal rib beam concrete two ends prestressing force and be anchored in its outer end concrete, brace one end is anchored in the arch rib beam concrete of KB plate upper end, and the other end is anchored in the horizontal rib beam concrete of another KB plate lower end.
On gable and eaves wall top beam and bottom lower edge horizontal girt strip bottom and the horizontal girt strip, be provided with the pre-buried steel ironware, between lower edge horizontal ribs soffit embedded iron parts and peripheral body of wall collar tie beam and distortion horizontal ribs soffit, both sides, the shrinkage joint embedded iron parts, weld together with ironware, form the space conjoined structure, set up second pouring concrete Guttr board in the prestressed reinforcement anchoring place outside at pre-tensioned prestressing horizontal rib beam concrete two ends.
Adopt the pre-tensioned pre-stressed arch-bar roof system of said structure, fundamentally solved the dependence of arch bar construction to the place, thoroughly solved the difficulty of ground prefabrication and lifting, reduced the lifting link, avoid the hidden danger of quality that may occur in the hoisting process, obtained good economic benefit and social benefit.The KB plate of using between arch rib beam and the horizontal girt strip does not need aloft to pour into a mould, and has reduced aerial work, has strengthened roofing bearing capacity and stability longitudinally simultaneously yet.
Description of drawings
Fig. 1 is a structural representation of the present utility model.
The specific embodiment
Now the utility model is described in more detail in conjunction with the specific embodiment.
21m strides pre-tensioned pre-stressed arch-bar roof truss actual (tube) length 21720mm (two ends respectively go out axis 360mm), comprise arch bar 1, arch rib beam 2, the horizontal girt strip 3 of lower edge, following boom plate 4, roof system is the thin wall construction body that roof panel and roof truss unite two into one, arch bar 1 on it, arch rib beam 2, and the horizontal girt strip 3 of lower edge is cast-in-place whole concrete structure, vertically connect with KB plate 5 between arch rib beam 2 and the horizontal girt strip 3, on the KB plate, the lower end is anchored in arch rib beam 2 and horizontal girt strip 3 concretes of lower edge, and described boom plate 4 down and KB plate 5 are prefabricated concrete assembly parts, and following boom plate 4 is anchored in horizontal girt strip 3 concretes of lower edge, last arch bar 1 and arch rib beam 2 are parabolic type, and the horizontal girt strip 3 of lower edge is a pre-tensioned prestressing concrete member.The every wide 1190mm of arch bar, 1090mm, boom plate 4 is dull and stereotyped under it, last arch bar 1 is a parabolic type arc plate, thickness is 40mm, all there is girt strip the both sides of last arch bar 1 and following boom plate 4, and arch rib of slab beam is 100mm * 120mm, and the horizontal girt strip 3 of lower edge is 100mm * 200mm.Link to each other with the KB plate 5 of thickness 60mm every 2000mm between upper and lower plates.The arrangement of reinforcement of stressed arch-bar is lower shoe 36 φ R5, distribution bar φ R5@200, upper plate 12 φ R6,4 φ R10, distribution bar φ R5@200.
The steel mesh reinforcement that the horizontal girt strip 3 of described arch rib beam 2 and lower edge has multilayer to interfix in the concrete termination of two ends intersection, in horizontal girt strip 3 concretes of lower edge, be penetrated with service sleeve, prestressed reinforcement or steel tendon are arranged in the pipe, pass the multistory reinforced net sheet of lower edge horizontal rib beam concrete two ends prestressing force and be anchored in its outer end concrete, brace 6 one ends are anchored in KB plate 5 upper end arch rib beam 2 concretes, and the other end is anchored in horizontal girt strip 3 concretes of lower edge of another KB plate lower end.
On gable and eaves wall top beam and lower edge horizontal girt strip 3 bottoms and horizontal girt strip 3 bottoms be provided with the pre-buried steel ironware, between the horizontal girt strip 3 bottom surface embedded iron parts of horizontal girt strip 3 bottom surface embedded iron parts of lower edge and peripheral body of wall collar tie beam and distortion both sides, shrinkage joint, weld together with ironware, form the space conjoined structure, set up second pouring concrete Guttr board in the prestressed reinforcement anchoring place outside at the horizontal girt strip of pre-tensioned prestressing lower edge 3 concrete two ends.
The lower edge presstressed reinforcing steel adopts 800 grades of cold band rib steel muscle, f in the arch bar
Ptk=800N/mm
2, prestressed stretch-draw proof stress σ
Con=0.7 * 800=560N/mm
2, can put the tension prestress muscle after designing requirement lower edge concrete strength reaches 85%.Arch bar concrete strength C35, all the other are C25.Lower edge is all considered 0.5KN/m on the arch bar
2Working load.
Roofing collar tie beam working measure:
(1) fixedly presstressed reinforcing steel employing thickness is the vertical anchor slab of 20mm, and lower shoe place height is 280mm, and the horizontal girt strip 3 place's height of lower edge are 450mm.The steel wire aperture is Φ 7mm on the vertical anchor slab, and Vertical Anchor backboard portion adds the thick trapezoidal floor of putting more energy into of 10mm.
(2) be prefabricated arch roof truss as early as possible, the concrete collar tie beam concrete strength that is positioned at absolute altitude+7.7m is brought up to C40 by C25.And mix JM series early strength admixture, volume is 1.5% of a cement consumption.Because the concrete collar tie beam is turned round in stretch-draw, for improving the collar tie beam anti-twisting property, former collar tie beam is that Φ 6@200 stirrup is encrypted to Φ 6@100.The collar tie beam both sides respectively increase by 2 Φ 12 reinforcing bars.
(3) for preventing the concrete crushing of collar tie beam bight, pre-buried 40 * 4 angle steel in angle on the outside.
(4) increase anchoring pile on the concrete valley board outside collar tie beam, with fixing anchor slab.
(5) Φ 12 steel bar rods are set between constructional column absolute altitude+4.600 collar tie beams, order connects with Φ 14 steel bar rods between this drag hook and eaves gutter drag hook.
(6) between the anchor slab top of 1.2m eaves gutter and arch bar flank Φ 16 steel bar rods are set at interval,, make eaves gutter avoid bigger moment of flexure to offset the pulling force of lower rebar pull bar.
(7) steel mesh reinforcement of increase Φ 6@150 bottom the eaves gutter plate.
The making of KB plate 5:
Vertical KB plate 5 (also claiming dividing plate) is in advance prefabricated outside the venue, smashes but a place hour lamination waters, and requires template size accurate, real outer light is isolated evenly in the concrete, and molding is appropriate to the occasion at left and right sides at first, light rising put down gently, contacts well with lower edge on the arch bar for making KB plate 5, and KB plate 5 upper and lower sides should be drawn hair.According to the loading characteristic of dividing plate, on dividing plate, can reserve Φ 16mm hole, so that plug the retaining that Φ 14mm bolt 30mm * 30m batten spare is a bed die.
Arch roof truss belongs to thin-wall member, should adopt the dry concrete when building, and concrete slump is controlled at 1～3cm.Adopt 42.5 class g cements, in thick river sand, ballast grain sizes is controlled at 5～15mm, mixes the early strong compound additive of diminishing in the concrete.The material that is used to mix the system concrete should be accomplished to detect in advance, the control match ratio, and sandstone adopts the stress metering, does two groups of test blocks when every machine-team is built concrete, and wherein 1 group provides and cuts muscle and put a reference, and this group test block is necessary for the condition maintenance.Build order elder generation boom plate down, back upper string board.Watering base plate and top board should be carried out to the span centre symmetry by two ends.Every Pin roof truss answers one-time-concreting to finish, and must not stay and establish constuction joint.Vibrate with the portable vibration device, should mention vibrating head during operation, must not shake by force presstressed reinforcing steel and template.Last lower edge template junction uses the long handle spades floating after using vibrator jolt ramming.
After concrete is built immediately cover film add the straw bag maintenance, guard against shrinkage crack.During winter construction, adopt that plastic sheeting is double-deck to be covered, adopt in case of necessity and take brooder and heat (can not with steam-cured), curing temperature is remained on about 15 degrees centigrade, through 5～7 days with the condition curing test block, satisfy can putting more than 85% or by designer's requirement of design strength and open.
The foregoing description limits the utility model never in any form, and all employings are equal to the technical scheme that mode obtained of replacement or equivalent transformation, all drop in the protection domain of the present utility model.
Claims (3)
1. pretensioning prestressed concrete arched roof plate, comprise arch bar, the arch rib beam, the horizontal girt strip of lower edge, following boom plate, it is characterized in that: roof system is the thin wall construction body that roof panel and roof truss unite two into one, arch bar on it, arch rib beam, the horizontal girt strip of lower edge are cast-in-place whole concrete structure, vertically connect with the KB plate between arch rib beam and the horizontal girt strip, on the KB plate, the lower end is anchored in arch rib beam and the horizontal rib beam concrete, and described boom plate down and KB plate are prefabricated concrete assembly parts, and following boom plate is anchored in the horizontal rib beam concrete, last arch bar and arch rib beam are parabolic type, and the horizontal girt strip of lower edge is a pre-tensioned prestressing concrete member.
2. pretensioning prestressed concrete arched roof plate according to claim 1, it is characterized in that: the steel mesh reinforcement that described arch rib beam and the horizontal girt strip of lower edge have multilayer to interfix in the concrete termination of two ends intersection, in the lower edge horizontal rib beam concrete, be penetrated with service sleeve, prestressed reinforcement or steel tendon are arranged in the pipe, pass the multistory reinforced net sheet of lower edge horizontal rib beam concrete two ends prestressing force and be anchored in its outer end concrete, brace one end is anchored in the arch rib beam concrete of KB plate upper end, and the other end is anchored in the lower edge horizontal rib beam concrete of another KB plate lower end.
3. pretensioning prestressed concrete arched roof plate according to claim 1 and 2, it is characterized in that: on gable and eaves wall top beam and bottom lower edge horizontal girt strip bottom and the horizontal girt strip of lower edge, be provided with the pre-buried steel ironware, between lower edge horizontal ribs soffit embedded iron parts and peripheral body of wall collar tie beam and distortion lower edge horizontal ribs soffit, both sides, the shrinkage joint embedded iron parts, weld together with ironware, form the space conjoined structure, set up second pouring concrete Guttr board in the prestressed reinforcement anchoring place outside at pre-tensioned prestressing lower edge horizontal rib beam concrete two ends.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200355643U CN201495667U (en) | 2009-03-13 | 2009-03-13 | Pretensioned prestressing concrete arch slab roof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200355643U CN201495667U (en) | 2009-03-13 | 2009-03-13 | Pretensioned prestressing concrete arch slab roof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201495667U true CN201495667U (en) | 2010-06-02 |
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ID=42438875
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009200355643U Expired - Fee Related CN201495667U (en) | 2009-03-13 | 2009-03-13 | Pretensioned prestressing concrete arch slab roof |
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| Country | Link |
|---|---|
| CN (1) | CN201495667U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106760829A (en) * | 2017-01-22 | 2017-05-31 | 南京丰源建筑设计有限公司 | A kind of design-and-build method of high-air-tightness one-shot forming horizontal warehouse arched roof plate |
-
2009
- 2009-03-13 CN CN2009200355643U patent/CN201495667U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106760829A (en) * | 2017-01-22 | 2017-05-31 | 南京丰源建筑设计有限公司 | A kind of design-and-build method of high-air-tightness one-shot forming horizontal warehouse arched roof plate |
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Legal Events
| Date | Code | Title | Description |
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| 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: 20100602 Termination date: 20150313 |
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| EXPY | Termination of patent right or utility model |