CN205662833U - Hybrid fiber replaces empty core plate roof beam of self -compaction precast concrete of reinforcing bar - Google Patents
Hybrid fiber replaces empty core plate roof beam of self -compaction precast concrete of reinforcing bar Download PDFInfo
- Publication number
- CN205662833U CN205662833U CN201620344203.7U CN201620344203U CN205662833U CN 205662833 U CN205662833 U CN 205662833U CN 201620344203 U CN201620344203 U CN 201620344203U CN 205662833 U CN205662833 U CN 205662833U
- Authority
- CN
- China
- Prior art keywords
- ribbing
- reinforcing bar
- bar
- concrete
- fibre
- 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
Links
Landscapes
- Reinforcement Elements For Buildings (AREA)
Abstract
The utility model relates to a hybrid fiber replaces empty core plate roof beam of self -compaction precast concrete of reinforcing bar, its reinforcing bar include prestressing steel, ribbed steel bar and plain round bar, and prestressing steel includes the prestressing force tension bar, and ribbed steel bar includes vertical tension bar with ribbing, vertical compressive reinforcement with ribbing, the vertical atress reinforcing bar of web with ribbing and the stirrup that shears with ribbing, and plain round bar is including the top hoop rib of fixed stirrup, the concrete is not more than high -performance self -compaction concrete of 50MPa for compressive strength, the fibre is that the reinforcing that mixes in the self -compaction concrete increases tough coarse fibre, and including tip crotch shaped steel fibre, the synthetic coarse fibre of imitative steel wire or basalt fiber, fiber length is not less than 3cm, and the diameter is not less than 0.4cm. The advantage: the concrete shrinkage is little, reduces the crack and produces, and the concrete is good with the reinforcing bar bond stress, avoids appearing honeycomb, pitted skin, cavity, reduces reinforcement corrosion, and the increase stirrup spacing improves and arranges the reinforcing bar precision, improves the component durability.
Description
Technical field
This utility model relates to concrete-bridge, and the self-compacting concrete that a kind of assorted fibre substitutes reinforcing bar is prefabricated
Hollow slab girder.
Background technology
At present, the construction of Mid and minor spans highway bridge accounts for the 98% of highway bridge total seat number.Mid and minor spans highway bridge can be adopted
It is less than across footpath maximum as main supporting member, hollow slab girder with assembled pretensioning prestressed concrete freely-supported hollow slab girder
20 meters.
But, precast prestressed concrete hollow slab girder can cause surface checking due to concrete shrinkage；Mix villaumite etc.
Easily there is longitudinal crack at the bottom of beam in accelerator；Beam is made owing to pre-tensioning system beam-ends concrete between two groups of tension reinforcing steel bars is in force area
End is easily generated horizontal fracture, or because of at anchor head stress collection neutralize wedge effect that anchor head produces and make near anchor head, to produce tiny water
Plane fracture stitches；There is web contraction fissure in concrete shrinkage and temperature difference great Yi；Irregular cracks is there is, owing to beam is horizontal on box beam base plate
Seem with laterally invariant tee section to stress performance and be very different, i.e. caused by web and bottom slab stress inequality.
It addition, box-type member is complicated, use normal concrete construction operability bad.Box-type member arrangement of reinforcement is overstocked or not
When and conventional concrete service behaviour low, it is impossible to formed with reinforcing bar and effectively bond；Concrete vibrating easily occurs not bottom box beam
Closely knit, uneven, the inside concrete of hardened forming or surface form numerous micropore, air pocket and microcracks, are even formed
Honeycomb, pitted skin, cavity etc., reinforcing bar is easily corroded by surrounding, and structure durability reduces.At member section stenosis and arrangement of reinforcement
Intensive place, accurately arranges that the difficulty of shear reinforcement is the biggest.Investigation shows, by design requirement, stirrup spacing should be 10cm, and several
The spacing of all building sites finding stirrup is all between 5cm to 15cm, although total stirrup quantity meets design in curved scissors district
Requirement.This results in, and box-type member is corrosion-resistant, poor durability.Stress performance and different design, bring potential safety hazard.
The fiber mentioned in specification, monograph and the document contribution margin design formula to shear-carrying capacity, can only calculate and singly mix
Shear-carrying capacity contribution margin when steel fibre or two kinds of steel fibres mix.But, hybrid fiber and imitative steel wire synthesis crude fibre
Or during basalt fibre, the contribution margin of shear-carrying capacity is calculated and does not the most propose by assorted fibre.And, kinds of fibers on market
Various, tencel constantly occurs, the physical and mechanical property of every kind of fiber there are differences, and the suitability of existing formula is examined
Test.Need to propose a kind of rational method and solve the fiber design to the contribution margin of shear-carrying capacity.Thus, assorted fibre substitutes steel
The high performance flowing concrete pre-cast hollow slab of muscle is not designed and applies.
Utility model content
The purpose of this utility model is to overcome the deficiency of background technology, and provides oneself of a kind of assorted fibre replacement reinforcing bar
Air-free concrete pre-cast hollow slab.
For achieving the above object, this utility model is by the following technical solutions:
A kind of assorted fibre substitutes the self-compacting concrete pre-cast hollow slab of reinforcing bar, including: reinforcing bar, concrete, fiber；
Reinforcing bar includes deformed bar, Ribbed Bar and plain bar, and deformed bar includes prestressing force tension reinforcement, band
Rib reinforcement includes longitudinal tensile reinforcing bar with ribbing, longitudinal compressive reinforcement with ribbing, web Reinforcement with ribbing and shearing resistance hoop with ribbing
Muscle, plain bar includes the top shelf stud of fixing stirrup；
Concrete is the high performance self-compacting concrete that comprcssive strength is not more than 50MPa；
Fiber is the activeness and quietness crude fibre mixed in self-compacting concrete, including end hook type steel fibre, imitative steel
Silk synthesis crude fibre or basalt fibre, fibre length is not less than 3cm, and diameter is not less than 0.4cm.
Further:
Steel fibre includes end hook type steel fibre, flat shape steel fibre, corrugated steel fibre.
Longitudinal compressive reinforcement with ribbing, web Reinforcement with ribbing, longitudinal tensile reinforcing bar with ribbing, shearing resistance stirrup with ribbing,
Top shelf stud constitutes framework of steel reinforcement by colligation.
Using this utility model of technique scheme, compared with relevant art, it provides the benefit that:
This utility model is substantially reduced due to the incorporation of assorted fibre, contraction fissure, does not haves longitudinal crack at the bottom of beam, beam
End concrete is in force area and does not produce horizontal fracture, will not produce finest level crack near anchor head；Do not advise on box beam base plate
Then crack is substantially reduced.High performance flowing concrete is mixed owing to using, more preferable with effective bond stress that reinforcing bar is formed；Box beam
Bottom does not haves due to concrete vibrating leakiness, the uneven inside concrete caused or the micropore on surface, air pocket, micro-
Crack, honeycomb, pitted skin, cavity etc., reduce the degree that reinforcing bar is corroded by surrounding.Admixture assorted fibre, increases shearing resistance steel
Muscle spacing, significantly improves the degree of accuracy accurately arranging shear reinforcement at the intensive place of member section stenosis and arrangement of reinforcement, significantly carries
The high endurance quality of component.
Accompanying drawing explanation
Fig. 1 is facade perspective diagram of the present utility model；
Fig. 2 is schematic cross-section of the present utility model；
In figure: longitudinal compressive reinforcement 1 with ribbing；Web Reinforcement 2 with ribbing；Longitudinal tensile reinforcing bar 3 with ribbing；Top shelf
Stud 4；Prestressing force tension reinforcement 5；Shearing resistance stirrup 6 with ribbing；End hook type steel fibre 7；Anti-steel wire synthesis crude fibre 8；From close
Real concrete 9.
Detailed description of the invention
This utility model is further described by illustrated embodiment below in conjunction with the accompanying drawings.
Seeing Fig. 1, Fig. 2, a kind of assorted fibre substitutes the self-compacting concrete pre-cast hollow slab of reinforcing bar, by reinforcing bar, mixes
Solidifying soil, fiber are constituted, and reinforcing bar includes deformed bar, Ribbed Bar and plain bar, and deformed bar is used for prestressing force tension
Reinforcing bar 5, Ribbed Bar is respectively used to longitudinal tensile reinforcing bar 3 with ribbing, longitudinal compressive reinforcement 1 with ribbing, web longitudinal stress steel with ribbing
Muscle 2 and shearing resistance stirrup 6 with ribbing, plain bar is for fixing the top shelf stud 4 of stirrup；Concrete is that comprcssive strength is not more than
The high performance self-compacting concrete 9 of 50MPa, the component of self-compacting concrete 9 include 425 portland cements, I level flyash,
Medium sand, the rubble of particle diameter 5-10mm, high-efficiency water-reducing agent of poly-carboxylic acid, water, defoamer；Fiber is to mix in self-compacting concrete 9
Activeness and quietness crude fibre, including end hook type steel fibre 7, imitative steel wire synthesis crude fibre 8(or basalt fibre), fine
Dimension length is not less than 0.4cm not less than 3cm, diameter.
Make the concrete steps of high performance flowing concrete pre-cast hollow slab of this assorted fibre replacement reinforcing bar such as
Under:
(1) calculate the physical dimension of pre-cast hollow slab routinely, design routinely and construct and calculate respectively
Required longitudinal compressive reinforcement 1 with ribbing, web Reinforcement 2 with ribbing, longitudinal tensile reinforcing bar 3 with ribbing, prestressing force tension reinforcement
5, shearing resistance stirrup 6 with ribbing, the area of top shelf stud 4, and determine reinforcing bar type, reinforcing bar radical and the bar spacing of correspondence.
(2) according to the bar spacing arranged, selected end hook type steel fibre 7, selected imitative steel wire synthesis crude fibre 8 or profound
Military rock fiber one therein, and carry out mixing of several different fibers content.
(3) carry out from close by the comprcssive strength requirement (comprcssive strength of configuration concrete is not more than 50MPa) that design is selected
The design of real concrete 9 match ratio, is spiked into selected assorted fibre form in self-compacting concrete 9.
(4) require that selected several differences mix fibers form according to working performance of self-compacting concrete.Mixed by configured
Miscellaneous fiber self-dense concrete is according to Europe material and the bending strength of structural union meeting standard employing and bent toughness test beam
Size pours, and tests beam according to standard, obtains the load-deflection curves of test beam.
(5) back analysis method is used to solve answering of self-dense concrete of mixed fiber according to the load-deflection curves of test beam
Power-crack mouth wide association.
(6) calculating fracture width according to stress-crack mouth wide association is that average design residue during design code value should
Power, determines the assorted fibre contribution margin to shear-carrying capacity according to average design residual stress.
(7) relatively several differences mix the assorted fibre contribution margin to shear-carrying capacity under fibers form, determine wherein one
Individual for fiber hybrid form during maximum.
(8) according to the assorted fibre contribution maximum to shear-carrying capacity, with corresponding fiber hybrid form alternative steps
(1) the part shearing resistance with ribbing stirrup 6 in, redefines the shearing resistance stirrup spacing after replacement, and shearing resistance stirrup spacing expands.
(9) by longitudinal compressive reinforcement 1 with ribbing, web Reinforcement 2 with ribbing, longitudinal tensile reinforcing bar 3 with ribbing, with ribbing anti-
Cut stirrup 6, top shelf stud 4 colligation becomes framework of steel reinforcement, and the most in place, fixing, in place and prestressed reinforcement of tensioning 5,
Pour the high performance flowing concrete 9 of the admixture assorted fibre finally determined, after standard curing room maintenance 24 hours, tear open
Mould, when self-compacting concrete 9 reaches be not less than concrete design strength value 75%, loosens presstressed reinforcing steel 5.
Claims (2)
1. assorted fibre substitutes a self-compacting concrete pre-cast hollow slab for reinforcing bar, including: reinforcing bar, concrete, fiber；Its
It is characterised by:
Reinforcing bar includes deformed bar, Ribbed Bar and plain bar, and deformed bar includes prestressing force tension reinforcement, band rib steel
Muscle includes longitudinal tensile reinforcing bar with ribbing, longitudinal compressive reinforcement with ribbing, web Reinforcement with ribbing and shearing resistance stirrup with ribbing, light
Round bar includes the top shelf stud of fixing stirrup；
Concrete is the high performance self-compacting concrete that comprcssive strength is not more than 50MPa；
Fiber is the activeness and quietness crude fibre mixed in self-compacting concrete, closes including end hook type steel fibre, imitative steel wire
Becoming crude fibre or basalt fibre, fibre length is not less than 3cm, and diameter is not less than 0.4cm.
Assorted fibre the most according to claim 1 substitutes the self-compacting concrete pre-cast hollow slab of reinforcing bar, and its feature exists
In: longitudinal compressive reinforcement with ribbing, web Reinforcement with ribbing, longitudinal tensile reinforcing bar with ribbing, shearing resistance stirrup with ribbing, top shelf
Stud constitutes framework of steel reinforcement by colligation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620344203.7U CN205662833U (en) | 2016-04-23 | 2016-04-23 | Hybrid fiber replaces empty core plate roof beam of self -compaction precast concrete of reinforcing bar |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620344203.7U CN205662833U (en) | 2016-04-23 | 2016-04-23 | Hybrid fiber replaces empty core plate roof beam of self -compaction precast concrete of reinforcing bar |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205662833U true CN205662833U (en) | 2016-10-26 |
Family
ID=57163570
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620344203.7U Expired - Fee Related CN205662833U (en) | 2016-04-23 | 2016-04-23 | Hybrid fiber replaces empty core plate roof beam of self -compaction precast concrete of reinforcing bar |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205662833U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105729616A (en) * | 2016-04-23 | 2016-07-06 | 华北理工大学 | Self-compacting concrete prefabricated hollow plate girder with hybrid fibres instead of reinforcing steel bars and manufacturing method |
| CN108118833A (en) * | 2018-01-09 | 2018-06-05 | 华北理工大学 | Bi-steel concrete component and its crack computational methods |
-
2016
- 2016-04-23 CN CN201620344203.7U patent/CN205662833U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105729616A (en) * | 2016-04-23 | 2016-07-06 | 华北理工大学 | Self-compacting concrete prefabricated hollow plate girder with hybrid fibres instead of reinforcing steel bars and manufacturing method |
| CN105729616B (en) * | 2016-04-23 | 2017-12-15 | 华北理工大学 | Assorted fibre substitutes the self-compacting concrete pre-cast hollow slab and preparation method of reinforcing bar |
| CN108118833A (en) * | 2018-01-09 | 2018-06-05 | 华北理工大学 | Bi-steel concrete component and its crack computational methods |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105729616B (en) | Assorted fibre substitutes the self-compacting concrete pre-cast hollow slab and preparation method of reinforcing bar | |
| Voo et al. | Shear strength of fiber reinforced reactive powder concrete prestressed girders without stirrups | |
| CN110424240B (en) | Bidirectional prestress reinforcement-free combined beam based on slow-bonding prestress UHPC permanent template and construction method | |
| CN101435183B (en) | Method and apparatus for actively reinforcing wide-span concrete case beam bridge web | |
| CN205662833U (en) | Hybrid fiber replaces empty core plate roof beam of self -compaction precast concrete of reinforcing bar | |
| Ali et al. | Effect of crack and fiber length on mode I fracture toughness of matrix-cracked FRC beams | |
| CN201695573U (en) | Novel fiber-reinforced plastic (FRP)-prestressed concrete prisms (PCPs) composite bar concrete beam | |
| CN110409283B (en) | Rib-free prestressed self-maintenance composite beam based on slow-bonding prestressed UHPC permanent formwork and construction method | |
| Naser et al. | Effect of using different types of reinforcement on the flexural behavior of ferrocement hollow core slabs embedding PVC pipes | |
| Lytvyniak et al. | The suggestions as to the calculation bearing capacity of sandwich reinforced concrete—Foamed concrete floor slabs | |
| CN110409282B (en) | Non-web-rib prestressed self-maintenance composite beam based on permanent post-tensioned prestressed UHPC (ultra high performance concrete) nested template and construction method | |
| Zou | Long-term deflection and cracking behavior of concrete beams prestressed with carbon fiber-reinforced polymer tendons | |
| CN105178165A (en) | Tension face layer compound-reinforced reinforced concrete continuous rigid frame bridge and construction method thereof | |
| Jeyasehar et al. | Strengthening of structures by HPFRCC laminates | |
| Gupta et al. | Investigation on Properties of Steel Fibre Reinforced Concrete | |
| CN110005133A (en) | Weld the determination method of anchor plate loading plate thickness | |
| CN220621028U (en) | Orthogonal steel bar truss concrete combined dismantling-free formwork | |
| CN110424600A (en) | It is a kind of it is distributed after pour assembled integral prefabricated concrete hollow slab rib-beam floor frame and its construction method | |
| Master | Polypropylene fiber reinforced concrete in railway crossties | |
| Minelli et al. | Full-scale tests on HPSFRC prestressed roof elements subjected to longitudinal flexure | |
| Alharishawi et al. | Shear stresses of hollow lightweight concrete beams made with wood waste | |
| Srikar et al. | International journal of engineering sciences & research technology performance of concrete with adding of steel fibers | |
| Ji | Increasing residual structural capacity of cracked concrete railroad crossties with polypropylene fibers | |
| BSCE15060 et al. | ENHANCEMENT OF DUCTILITY OF CONCRETE THROUGH THE INCLUSION OF NATURAL JUTE FIBER. | |
| CN116375415A (en) | Polypropylene fiber mixing amount concrete method for bridge anti-cracking |
Legal Events
| 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 | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20161026 Termination date: 20190423 |