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Literature CC, Literature Review our own team research, color,…

- - - - CC density
      - 3 layers
        
        polyester
        
        concrete mix + fibre matrix
        
        PVC
      - use of CC5 CC8 CC13
        
        abrasion and wear
        
        flow velocity 2m/s 8.6m/s
      - hydration demand
        
        sea water raw water work
        
        minimum water 50% times density
        
        over-hydrated is fine and recommanded
  - - - photo shows flexurity of CC
      - all relevant ASTMs of CC
      - ASTM D8364 specifies type 1 2 3 ->CC5 CC8 CC13->CCT1 CCT2 CCT3
      - specify using ASTM D8030 for preparing specimens for later tests
        
        ASTM D8030
        ‘Standard Practice for Sample Preparation for GCCM
        
        details procedure
        
        curing
        
        24 hours
        
        for later physical property tests
        
        hydration
        
        fully immersion
      - data sheets to ASTM D8364
        
        details tests data for type 1 2 3
    - - determine compressive strenght of the cementitious layer of GCCMs
        
        precedure
        
        remove cementitous material from GCCMs
        
        cast into a cube at proper water/mass ratio
        
        why
        
        representative
      - test results
        
        lowerst grade GCCMs (CCT1)
        
        28-day compressive strength
        
        40 MPa
      - important figure
        
        relationship between compressive strength and water/cement ratio
    - - overall indication of in-service performance of flexural strength
      - 3-point fixture test
        
        measure
        
        displacement
        
        stress
        
        composite performance
        
        final flexural strength
        
        FFS
        
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        initial flexural strength
        
        IFS
        
        1 more item...
        
        3 phase
        
        elastic phase
        
        4MPa i.e. reaches IFS
        
        saw tooth pattern
        
        concrete failure
        
        fibre loading
        
        FFS
        
        FFS>>IFS
        
        IFS primary index of flexural strength
        
        sample prepared
        
        ASTM D8030 #
      - why IFS important
        
        IFS has a clear relationship with
        
        abrasion
        
        high IFS high abrasion
        
        freeze-thaw
        
        ASTM D8364 #
        
        demands ISF>=3.5MPa
      - recommandations
        
        not accept only FFS
        
        not accept different flexural tests
      - flexural modulus calculated by myself is 3.8GPa
        
        thickness 5.4mm CCT1
        
        I spectulate it is 24 hours
        
        water to mass ratio 0.5
        
        affects both modulus and compressive strength
      - ASTM D8058
        
        ten samples or more
        
        test span=100mm
        
        equation
        
        calculate the flexural strength
        
        R=3PL/2bd^2
        
        R flexural strength
        
        R VS displacement diagram
        
        1 more item...
        
        calculate initial modulus of elasticity
        
        E=(P2-P1)L^3/4bd^3(y2-y1)
- - - - Four-point bending test
      - Compressive strength test
      - Puncture test
- - - - CC panel repair pipe
        
        CC panel thickness is 20mm or 30mm
      - the number of CC panels 1 or 2 or 3
      - soil type (two different soils)
      - the layout of CC panels (complete wrapping and U-wrap)
- - - - important points
        
        history
        
        performance depends on
        
        cement matrix
        
        spacer fabric
        
        interfacial adhesion
        
        ASTM
        
        installation
        
        ASTM D8173-18
        
        Standard guide for site preparation, layout, installation, and hydration of geosynthetic cementitious composite mats
        
        GCCM
        
        test
        
        ASTM D8058-19
        
        Standard test method for determining the flexural strength of a geosynthetic cementitious composite mat (GCCM) using the three-point bending test
        
        Theoretical and numerical simulation of CC
        
        Jirawattanasomkul considers GCCM = cement + FRP
        use this concept to establish FE model
        
        2018
        Jirawattanasomkul T, Kongwang N, Jongvivatsakul P, et al
        Finite element modelling of flexural behaviour of geosynthetic cementitious composite mat (GCCM)
        
        model GCCM like cement+FRP
        
        bond-slip use Dai and Ueda
        
        2003
        Dai J and Ueda T.
        Local bond stress slip relations for FRP
        sheets-concrete interfaces
        
        stiffness of adhesive and fabric are chozen by regression analysis
        
        experiment on CC and CC+FRP
        
        Zhang, F., Chen, H., Li, X., Li, H., Lv, T., Zhang, W., & Yang, Y. (2017)
        Experimental study of the mechanical behavior of FRP-reinforced
        concrete canvas panels
        
        do experiment to compare cc and cc+frp
        
        compressive test
        
        1 more item...
        
        single-shear pull-off test
        
        1 more item...
        
        uniaxial tensile test
        
        2 more items...
        
        four-point bending test
        
        2 more items...
        
        Bao B. Preparation and performance of concrete canvas.
        Nanjing, China: Southeast University, 2013.
        
        10days
        
        compressive strength 40MPa
        
        bending strength 5MPa
        
        compressive modulus 1.6GPa
        
        www.concretecanvas.com
        
        I did not find it now, the paper said it was before January 2020
        
        compressive strength 40MPa
        
        compressive moulus 1.5GPa
        
        flexural strenght 3.4MPa
        
        flexural modulus 0.18GPa
        
        this may not be right, as initial flexural modulus is equal to compressive modulus
- - - - why we could test a pipe with different corrosion levels at two ends
        
        longitudianl bending stiffness of corrugated steel pipe is low
        
        meaning load tends to be reisisted in the hoop direction by the corrugations under the applied load
        
        a shallow cover of soil
        
        limited laod spreading of a surface load
      - point out the thickness of zinc galvanizing layer
        
        0.04mm
        
        CSPI2009
      - steel mechanical properties ASTM standard
        
        ASTM A796-15
        
        yield strength
        
        tensile strength
        
        Young's modulus
      - mentioned corrosion processs
        
        details could refer to its reference Regier 2015
      - explain why we could not corrode culverts after burial and what we do to observe the effect of it
        
        我觉得还是有问题
      - influenced by soil modulus
        
        the magnitude of bending moments that develop in buried flexible pipes is influenced by soil modulus
        
        Munro 2009
        
        bucking strength: large span metal culverts and other very flexible buried pipes
        
        Moore 1989
        
        thrust capacity is influenced, but thrust developed is not
      - why vertical and horizontal displacement are not same
        
        perforation area buckling
        
        top half of culvert local bending
      - pipe was underlaid by 75mm loosely compacted soil
        
        in accordance iwht AASHTO 2009
- - - - Invert Paving as one of the rehabilitation techniques
        
        Federal High Way Administration, along with several United States Department of Transportation
        
        Ohio Department of Transportation specifies invert paving rehabilitaion procedures
        
        nonstructural procedures
        
        钢丝网和混凝土
        
        structrual procedures
        
        钢筋和混凝土
      - no reports investigate the strength limit of culverts (circular or not) repaired with a paved invert
      - for both service load test, loading was apppiled in three load cycles to simulate first and repearted laoding on the culvert
      - it is the same ellipse pipe as Rob's
      - pipe was underlaid by 75mm loosely compacted soil
        
        in accordance iwht AASHTO 2014
        
        The American Association of State Highway and Transportation Officials recently released the 9th edition of its LRFD Bridge Design Specifications guide, which employs the load and resistance factor design or LRFD methodology in the design, evaluation, and rehabilitation of bridges.
      - why differences in granular A's density need to be considered
        
        modulus of coarse grained backfilles are sensitive to density changes
        
        5% increase in maximum dry unit weight produces an increase in moludlus by a factor of approximatedly 2
    - - performance
        
        service load
        
        corroded ellipse pipe
        
        paved invert corroded ellipse pipe
      - performance and failure mode
        
        ultimate limit state
    - - performance and failure mode
        
        service load
        
        ultimate limite state
        
        intact ellipse pipe
        
        data could be used for comparation
    - - nylon coated fibers
        
        installation details for nylon fibers on steel
        
        Simpson 2015
        
        installation for nylon fibers on concrete
        
        locations
        
        on steel
        
        centre of actuator
        
        2 circle
        
        valley
        
        crest
        
        offset 0.9m to the north of actuator
        
        on concrete
        
        one oriented in the circumferential direction
      - linear potentiometers
        
        locations
        
        centre
        
        north
        
        vertical and horizontal
    - - tandem
        
        steel wheel pads
        
        service load
        
        600mmx250mm
        
        wooden wheel pads
        
        ultimate limit state test
        
        950mmx370mm
      - CL-625-(ONT) design truck (CSA 2014)
      - AASHTO 2014 design truck
    - - intact vs deteriorated
        
        service load tests
        
        deflection
        
        deterioarated culvert has a stffness similar to the intact culvert
        
        because deflections of buried flexible pipe are largely controlled by soil stiffness, Moore 2001
        
        0-6mm first cycle 1mm later cycle
        
        average strain
        
        100-200uε at north point
        
        bottom half: no difference between intact and corroded pipes
        
        curvatures
      - deteriorated vs rehabilitated
        
        service load tests
        
        deflection
        
        rehabilitated pipe, deflection reduced
        
        repaired pipe increase its stiffness (also, it was loaded 3 times before repair)
        
        average strain
        
        rehabilited pipe north end: strain at crown, shoulder and hauch were reduced
        
        curvatures
        
        rehabilited pipe curvature reduced
      - paved invert strains
        
        suggested not fully bonded
      - ultimate limit state
        
        twice, as first try, the actuator rotated
        
        rehabilitated vs intact
- - - - AASHTO load calculation explain well
        
        also Highway Live Loads could refer to
        
        https://www.concretepipe.org/wp-content/uploads/DD_1.pdf
- - - - Ultimate strength testing of two deteriorated metal culverts repaired #
        
        important points
        
        objective
        
        strain of liner and CSP
        
        to see composite development
        
        ultimate limit states of repaired pipes
        whether strength controlled by crack of mortar
        
        parameters
        
        two 1.2m CSP
        
        one CSP with 51mm thickness liner; one with 76mm
        
        1.2m depth cover
        
        deteriorated area
        
        haunch and invert
        
        a single axle of canadian code
        
        a tandem axle load
        
        results
        
        longitudianl and circumferential crack
        
        partially composite
        
        it should not rely on bonding
        
        can not find
        
        2015 Ian
        
        Design Procedure for a spray-on cementitious liner system used to rehabilitate corrugated steel pipeline
        
        2014 Ian & David
        Notability Paper CSP
        2015 David Moore sprayed-on cementitious liners
        
        Performance of deteriorated corrugated steel culverts rehabilitated with sprayed-on cementitious liners subjected to surface loads #
        
        important points
        
        introduction
        
        Arnoult, 1986, Ballinger, 1995
        
        1 more item...
        
        no guideline for spray-on liners
        
        Matthews et al. (2012)
        
        1 more item...
    - - can not find Moore and Doherty 2016
        
        the design method
        adopts the load and resistance factor design
        (LRFD) framework of AASHTO (2017)
      - explain how to turn experimental data into design method
- - - - Data Acquisition System for fiber optics
        
        OBR control software
        
        a Luna OBR 4600 fiber optic strain analyzer
- - - - StrainSmart 5000 Digital Data Acquisition System
        
        System 5000’s Model 5100B Scanners
        
        StrainSmart software
- - - - suitability of elements for computations in the fully plastic range
        
        constraint of zero volume change imposed on lement grids at impending collapse
        
        criterion
        
        assess suitability of meshes of FE
        
        undrained soil
        
        has constant volume conditions
        
        so, in FEA, elements must be capable of deforming in an incompressible fashion through all meshes
        
        this requirement constrains modes of deformation of meshes using tradiotional elements
        
        materials with poisson's ratio = 0.3
        
        have some volume change
        
        so, they are less constrained than posiion's ratio = 0.5