USER GUIDE Sika® Carbodur® calculation software
Contents
1. Figure 3 9 Geometry definition Once the profile is selected the user can define the different dimensions A sample model with the different dimensions nomenclature is displayed on the left side of the screen A real draft of the profile shown on the main screen is updated according to the values introduced by the user Fig 3 11 Note that complex profiles can be achieved by using the existing profile options Fig 3 12 The software applies some geometrical limits to reduce the risk of user typing errors A 9E ki Ej Sika CarboDur New project o F s 7 Reinforcement Loading Lamellas User defined setting Figure 3 10 150 200 75 150 75 200 150 100 200 100 200 100 0 1000 700 AH Figure 3 11 User Guide English Sika Carbodur calculation software December 2013 1 0 0 25 47 BUILDING TRUST Concrete definition Concrete is defined by the user either by selecting the concrete class or by entering the mean compressive strength Note that the concrete class is defined according to Eurocode 2 It consists of the respective characteristic 5 compressive cylinder strength fex and cube compressive strength f cube determined at 28 days in accordance with EN 206 1 The mean compressive strength is taken as fem fex t8 MPa As an example C25 30 concrete class Characteristic 596 concrete cylinder compressive stress f 25 MPa Characteristic 5 concrete cube compressive stres2. Current strength 690 91 kNm Figure 3 20 The left area includes the numerical input boxes The limiting values are displayed beside the input box In case of unsuitable values a warning text will be displayed at the bottom of the screen Fig 3 22 A 9 B ki El Sika CarboDur F3 sikafile o 6 8 A Project Cross section and concrete Reinforcement EE Resistance of the unstrengthened beam slab in case of fire Acting moment during strengthening SAS lt Azar A 4 Mfite d lt Unstrengthened beam slab resistance in case of fire No fire Mfire d Mo p 71 19 Ne protection is necessary for the CFRP 23 80 kNm Required strength after strengthening ULS Mis eng n V Check Serviceability Limit State SLS Meca 300 00 km 77777 Merapi D Check Fire situation Mser qp d Expected load in case of fire Mfire d 00 250 00 kNm o enicelosd Miet p d s prine Current strength 690 91 kNm Current moment capacity 574 31 kNm Current moment capacity 307 19 kNm Current moment capacity 279 91 kNm n Remarks 3 Calculation is not possible please re check the entered data Loading Ms d lt Mrd 0 34 00 kNm lt 574 31 kNm loading Mser ck d gt Ms d 300 00 kNm gt 34 00 kNm Loading Mser qp d gt Ms d 250 00 kNm gt 34 00 kNm BEL NN ELT Figure 3 21 The load definition consists of 3 different stages a The minimum necessary loads to evaluate the strengthening performance in ULS this p
3. 0699 Tension Ga 137 19 N man DEV M Max bending moment prior to reinforcement Mugg 1173kNm Degree of strengthening ag 1 37 ts2 os2 Figure 3 29 User Guide English Sika Carbodur calculation software December 2013 1 0 0 34 47 BUILDING TRUST M displays the strains and stress distribution of the strengthened member at ultimate as well as the ductility check as indicated in fib Bulletin 14 section 3 3 Fig 3 31 Concrete Compression zone height Strain at top Strain at bottom Tension at top Reinforcement layers 1 Layer Strain Tension 2 Layer Strain La mella Strain necessary cross section Ductility Relative depth of compression zon Maximum recommended x nm L J t 8 76 A 14 17 N n oc gs1 Gs 4 Oz 434 18 N Q2 1 Og 434 N m os2 u 8 0t or 131 N mn A 312 00 mn 29 Gnas 0 4 Figure 3 30 Myer ck exposes the information related to the state of the strengthened member under SLS characteristic load Fig 3 32 Concrete Compression zone height Strain at top Strain at bottom Tension at top Allowable concrete stress Reinforcement layers 1 Layer Strain Allowable steel stress 2 Layer Strain Allowable steel stress La mella Strain 1500 N mm 4 00 N HE 0 4 N mn 62 3 2 N mtr Ong 4 N e 40 or N mn Figure 3 31 Me op finally this stage presents the stress and stra
4. USER GUIDE Sika Carbodur calculation software DECEMBER 2013 1 0 0 SIKA SERVICES AG BUILDING TRUST A TABLE OF CONTENTS 1 Introduction 3 2 Theoretical Background 3 2 1 Flexural Strengthening 3 2 1 1 Initial Situation 4 2 1 2 Ultimate Limit State ULS 6 2 1 3 Serviceability Limit State SLS 8 2 1 4 Fire situation check 10 2 1 5 Bond check 12 2 2 Shear Strengthening 16 2 3 Column confinement 18 3 Use of Sika Carbodur software 20 3 1 Installation and activation 20 3 2 Introduction 20 3 3 Flexural strengthening 23 3 3 1 Cross section and concrete 24 3 3 2 Steel reinforcement 26 3 3 3 Loading 28 3 3 4 CFRP strengthening 33 3 3 5 Bondcheck 37 3 3 6 Printout 39 3 4 Shear reinforcement 39 3 4 1 Cross section and concrete 39 3 4 2 Loading 40 1 1 1 Laminates 41 3 4 3 Printout 43 3 5 Column reinforcement 43 3 5 1 Cross section and concrete 43 1 1 2 Laminates 43 3 5 2 Printout 45 Legal note 46 User Guide English Sika Carbodur calculation software December 2013 1 0 0 2 47 BUILDING TRUST 1 INTRODUCTION The aim of this software is to assist the user in calculating the CFRP dimensions required to provide a flexural strengthening b shear strengthening and c column confinement These three topics are dealt with in the next sections which present the theoretical basis of the calculations The calculation procedures employed in this program are based on the fib Bulletin No 14 Desi
5. 0 085 f 50 953 2 1 2c 4 Ecu2 0 2 6 35 Ae 2 1 2d Bn 90 f ck A n 1 4 23 4 um 2 1 2e o fa 1 1 yn for 0 lt E lt 2 1 2f c2 Oc fca for co SE s sue 2 1 2g and fea Ceefer 2 1 2h User Guide English Sika Carbodur calculation software December 2013 1 0 0 6 47 BUILDING TRUST where y is the partial factor for the concrete and a is the coefficient taking account of long term effects on the compressive strength Figure 2 7 Stress and strain profiles for the ultimate limit state strengthened member Note that strains are limited in red by the maximum compressive strain of the concrete 3 5 o in case of concrete class lt 50MPa and the limiting strain of the CFRP Etim Maximum is limited to z 3 596 for fex lt SOMPa In the same way CFRP strain is limited to a limiting strain im to treat debonding Fig 2 7 Both values should be selected according to the Eurocode2 parameters and the respective National Annexes Steel stress is determined by the equation Os E amp E S fya 2 1 2i where fyk 2 1 2 fya x j and y is the partial factor for the steel For CFRP reinforced structures the calculations are based on the assumption that one of the following two desirable failure modes govern the behaviour Oc fck Following yielding of the internal tension steel reinforcement the concret
6. 10 User Guide English Sika Carbodur calculation software December 2013 1 0 0 26 47 BUILDING TRUST Steel grade definition per layer Each layer is defined either by its effective cross section or the number and diameter of the bars d2 Steel fyk Area ds 1 40mm 6500 500 MPa 4x 10mm 2 60mm User 300 MPa 500mm Steel fyk 8500 500 MPa 4x 10mm B500 500 MPa 400mm User 400 MPa 2x 10 mm B500 500 MPa 2x 10mm Figure 3 13 The top band contains the tool to add remove steel layers It also comprises the partial safety factor for the reinforcing steel y Fig 3 15 A 9 E k Sika CarboDur New project o 9 8 mr ross section and concrete Reinforcement Loading _Lamellas User defined setting e d2 L 40mm User 300MPa 200 mm 7 Y 2 60mm B500 00 MPa Z x 10mm Bottom layer E 40mm B500 S00 MPa V 4x 25mm 2 0 mm 6500 500MPa 500mm 3 250mm User 600 MPa ix 4 400mm B500 500 MPa 7 2x 10mm 900 1000 A d1 250 500 E cm EJ Figure 3 14 The steel definition tool is shown on the left column The user can select and modify the parameters for each individual layer including the depth of the layer the effective cross section rebar definition and the characteristic steel strength Fig 3 16 Finally the draft shown on the main screen is updated based on the reinforcing steel input Note that the bars are s
7. 1214 168 00 mm r Existing area Sika CarboDur 1012 de nm Necessary area 50 100 200 100 50 hine c Difference area 500 Ares A 12000 mm a Back Figure 3 35 This area comprises Add remove icons including the option for filling the current layer or all the available layers by using the selected lamella in a single click Layer selection by means of the top selection box Information regarding the overall selected CFRP area as well as the remaining area required to meet the necessary area required displayed at the bottom 3 3 5 BOND CHECK By entering this optional stage the user can verify if the force developed by the CFRP section can be anchored to the available uncracked concrete at ultimate The process is initiated by clicking the selection box positioned in the upper left corner Fig 3 37 Figure 3 36 Once done the calculation process is activated The user must verify the longitudinal steel distribution in a section adjacent to the support as this steel distribution influences the location of the outermost flexural crack at ultimate In case of an exact calculation see below this check is not necessary The user is automatically shown the steel distribution corresponding to the middle of the span previously input in the steel definition stage as default Fig 3 37 User Guide English Sika Carbodur calculation software December
8. The limiting values are shown beside the input box After this the user must input the necessary strength of the element after the strengthening i e the expected moment corresponding to the factored loads at ultimate M a Due to safety reasons the maximum strength of the member after the CFRP reinforcement is limited to the following values 3xtheoriginal strength at ultimate of the unstrengthened member if the serviceability limit state SLS check is activated 1 6x the original strength at ultimate of the unstrengthened member if user doesn t proceed with the SLS check For obvious reasons the user cannot request a strength lower than the existing capacity before the strengthening b Serviceability limit state SLS check Fig 3 24 Check Serviceability Limit State SLS Mar rd 195 00 kNm Mssrapg 195 00 kNm Figure 3 23 By enabling this option the software verifies the performance of the reinforced concrete member under quasi permanent and characteristic combination of loads As shown in 2 1 3 the strains and stresses developed by the compressed concrete and tensile steel must be limited under certain values to avoid excessive creep and or cracking The user must input the expected SLS design moments for the strengthened member User Guide English Sika Carbodur calculation software December 2013 1 0 0 31 47 BUILDING TRUST The characteristic load combination value must equal or exceed the e
9. assuming the existence of internal shear reinforcement a for slabs assuming a reduced or inexistent quantity of internal shear reinforcement Finally the available bond length is defined by subtracting the non accessible length located within the support aj In the case of continuous beams slabs the approximate determination of the available anchorage length is not included in the software The anchorage is achieved by extending the CFRP to the compression zone hence it is necessary to have detailed information of the load distribution in order to estimate the neutral point of the bending moment envelope The estimation of the anchorage length in the case of continuous beams and positive bending moments can be done using the following process Fig 2 18 The position where the envelope of the bending moment equals zero x at ultimate must be determined After this a horizontal displacement of the diagram q is taken into account according to the shift rule indicated in Eurocode 2 User Guide English Sika Carbodur calculation software December 2013 1 0 0 13 47 BUILDING TRUST From this defined section the designer must provide the maximum anchorage length lb max as follows Eftf l max Co fctm 2 1 5f Similary in the case of negative bending moments the CFRP is anchored to the compression zone In the same way the shift rule is applied to take into account the
10. fetm fi as follows BUILDING TRUST e h Seems Max 1 6 T TT Ez fetm FH gt 2 1 5a HO AS where ULS h isthe total member depth in mm L 2 f f fm is the mean axial tensile strength of the concrete X J i fem 0 30 f for concrete class lt C50 60 2 1 5b L NN fuam 2 12 ln 1 for concrete class gt C50 60 2 1 5c T The CFRP contribution for this calculation is dismissed as being OERE Kil E negligible Msd Once the M value is obtained the expected position of the outermost flexural crack is determined by assuming Simply supported member Homogeneous load distribution CFRP contribution as negligible The estimation of this position Fig 2 17 can be accomplished by determining the point at which the moment envelope at ULS equals the value corresponding to M previously calculated The software considers the shift rule as indicated in Eurocode 2 It involves a horizontal displacement q of the bending moment envelope to take into account the tensions generated in the area as a en Msd secondary consequence of the shear forces in the beam slab In B accordance with this the initially available length for the anchorage x is reduced CFRP disposal The horizontal displacement is estimated in a simplified way by the software according to the static depth d and following the criteria PUNE AFI a 0 45 d 2 1 5d for beams
11. i piii concrete Eco 2 Axial strain Figure 2 25 Stress strain curves for plain unconfined and FRP confined concrete User Guide English Sika Carbodur calculation software December 2013 1 0 0 18 47 BUILDING TRUST For rectangular cross sections with dimensions b and h the effect of CFRP confinement may be calculated based on the following expressions for the confined concrete strength fec and the corresponding strain Eu Figure 2 26 Rectangular cross section with radius r at corners p m E esu e oy gt fs q e E cc E e E Sec u K re E B E Ecu E Eco jI ii 5 a e 1 where Be me 2 PE me E l P ji J co Eco E 0G f cg 7 Eco jI T 5 a a 1 a 2 254 1 7 94 2 2 555 1 254 hy h el a 1 T a W 2 2t HE 2T User Guide English Sika Carbodur calculation software December 2013 1 0 0 19 47 2 3a 2 3b 2 3c 2 3d 2 36 2 3f 2 3g 2 3h BUILDING TRUST 8 Confinement effectiveness coefficient 2 3i And F initial tangent modulus of concrete 0 002 strain corresponding to fo A gross sectional area of concrete 3 USE OF SIKA CARBODUR SOFTWARE 3 1 INSTALLATION AND ACTIVATION Once installed the software needs to be activated in order to ensure its operation indefinitely Otherwise the user can use it only for a limited period of time In orde
12. FRP fibre orientation and the longitudinal axis of the member 902 for vertical CFRP schemes in beams Eje is the design value of the effective FRP strain and pris the FRP composite volumetric ratio equal to 2t by sina for continuously bonded CFRP of thickness t or 2t by b s for CFRP reinforcement in the form of strips or sheets of width b perpendicular to the fibre orientation at a spacing s axis to axis of strips along the member axis Equation 2 2b may be solved for the thickness of CFRP required to provide a shear resistance equal to Vy The design value of the effective CFRP strain may be estimated as follows Fully wrapped or properly anchored CFRP User Guide English Sika Carbodur calculation software December 2013 1 0 0 17 47 BUILDING TRUST 2 3 0 3 0 8 0 17 Jen 25 E D 0 6 2 2c f 12 1 7 E i e Min U shaped CFRP jackets E p M r 9f r 9r E g min gt Z 2 3 0 3 2 3 0 56 0 80 1727 Jen 0 8 0 65 10 fen E 0 696 1 2 1 3 13 2 2d In the above f m is the mean compressive strength of concrete in N mm and Eris taken in kN mm 2 3 COLUMN CONFINEMENT The main objectives of confinement are a toenhance concrete strength and deformation capacities b to provide lateral support to the longitudinal reinforcement and c topreventthe concrete cover from spalling In the case of circular columns these goals can be achieved by applying external
13. FRP jackets either continuously over the surface or discontinuously as strips In the case of rectangular columns confinement can be provided with rectangular shaped reinforcement with corners rounded before application Note that rectangular confining reinforcement although possible is less effective as the confinement action is mostly located at the corners and a significant jacket thickness needs to be used between corners to restrain lateral dilation and rebar buckling The stress strain response of CFRP confined concrete is illustrated schematically in Fig 2 25 The figure displays a nearly bilinear response with a sharp softening and a transition zone at a stress level that is near the strength of unconfined concrete f o After this stress the tangent stiffness changes only a little until the concrete reaches its ultimate strength fe when the jacket reaches tensile failure at a stress f and a corresponding strain Eue which is in general less than the uniaxial tensile strength This reduction in failure stress is attributed to several reasons including a the triaxial state of stress in the CFRP due to axial loading and confining action but also due to bending e g at corners of low radius and b the quality of execution potential local ineffectiveness of some fibres due to misalignment and overstressing of others damaged fibres at sharp corners or local protrusions etc p m feu Z E o te ASS N ess Eo 1
14. SLS The Serviceability Limit State concerns the functioning of the structure or structural members under normal use For the SLS Serviceability Limit State the analysis of the critical cross section is performed according to Eurocode parameters for the two possible load combinations Characteristic combination of loads and Quasi permanent combination of loads For the Characteristic combination of loads the calculations are performed as in the case of the ULS with the following modifications Oc m The parabolic rectangular stress block is determined by using the characteristic concrete strength Fig 2 10 M a is replaced by the acting moment under the characteristic combination Mser ck fck fcd Under the characteristic load combination steel and concrete stresses are limited to i E 0 8 fyr 2 1 32 o 0 6 2 1 3b 0 c2 cu2 Ec fer Figure 2 10 Parabola rectangle scheme blue used for the determination of the concrete deformation at ultimate December 2013 1 0 0 8 47 BUILDING TRUST As an example Fig 2 11 using C25 concrete class and B500 grade steel E 200 000 MPa es lt 0 8 2 lt 0 8 0 lt 206 2 1 3c 0 lt 0 6f 0 6 25 MPa lt 15 MPa 2 1 3d 15MPa Ec a Meer d r gt Ees LES o Figure 2 11 Stress and strain profiles for the serviceability limit state under characteristic loads strengthened member Limits
15. earan E Figure 3 3 Regardless of the type of strengthening selected the calculation process is organized into successive stages which are shown in the tabs situated in the top of the screen The type and quantity of stages vary as a function of the selected strengthening method and the data introduced by the user Fig 3 6 If inadmissible or incoherent values are entered during the process a hint will be presented in the lower left area of the screen The user can directly move to the corresponding screen by double clicking on the hint text Fig 3 7 A 9 E3 ki CJ Sika CarboDur New project o p s A Project Cross section and concret PRAINIANA gading lamellas User defined setting Project name Element name Co Rem designation Editor Rimransia aeee Figure 3 4 User Guide English Sika Carbodur calculation software December 2013 1 0 0 22 47 BUILDING TRUST A 9 amp k Ej Sika CarboDur New project o f 8 Cross section and concrete Reinforcement Loading lamellas User defined setting NU Project name Element name C Rem designation nan SER d k Figure 3 5 A 9 3 kil El Sika CarboDur New project o P zs Project Cross section and concrete Reinforcement loading Pitch height Pitch width koding MO gt Mser ck 0 130 00 kNm gt 117 77 kNm tosdingl M d gt 3 x Mrd 0 950 00 kNm gt 369 25 kNm Qs Figure 3 6 3 3 FLEXURAL STRENGT
16. simplified design stress strain diagram for Ne g p u elasticity E is assumed to be 200 GPa reinforcing steel tension and compression USCI QJ UL U LIII Sika Carbodur calculation software December 2013 1 0 0 3 47 BUILDING TRUST The design values for the Sika Carbodur laminates are obtained assuming a linear stress strain diagram Fig 2 3 Of sd PR es E RE RE EEE HEN CRT i j f fyd 0 fd Es Figure 2 3 simplified design stress strain diagram for CFRP composite blue compared to steel 2 1 1 INITIAL SITUATION The first step in the calculations is to find the initial strain that is present in the extreme fibre of the cross section when the strengthening operations take place This strain is the result of a moment M service moment no load safety factors are applied acting at the critical cross section during strengthening e g due to the self weight of the structure and any additional load acting at the time of the strengthening and may be calculated based on equilibrium of internal forces and moments Fig 2 4 Mo Ms d Ee o ef o Figure 2 4 determination of the initial strain at the extreme fibre left and its influence on the loaded strengthened member right The calculation to determine the initial strain at the extreme fibre is based on cracked section properties A parabolic rectangular concrete stress block is used Fig 2 5 The concrete safety
17. the mean compressive strength fem In the left area the user is requested to introduce the data related to the geometry of the section which is displayed in the diagram located in the main screen Note that it s necessary to input the concrete cover in order to determine the static depth of the element User Guide English Sika Carbodur calculation software December 2013 1 0 0 39 47 BUILDING TRUST UB XUH Sika CarboDur New project o fg P tU Figure 3 43 The option Rectangle or T beam is selected to determinate the wrapping scheme of the CFRP full wrapping for the rectangular sections and U shaped configuration in case of T beams where full wrapping is not possible Fig 3 45 Figure 3 44 Shear strengthening of columns where all four sides are accessible is typically of the closed type Moreover shear strengthening of T beams with mechanical anchorage systems that ensure perfect anchorage of the FRP in the compression zone may be considered to be closed type too This is the case for instance with the CarboShear elements if sufficient anchorage length is available through the slab 3 4 2 LOADING The requested CFRP Vj contribution is input by the user Fig 3 46 Note that the CFRP shear strengthening acts in a similar way to external stirrups Hence they contribute to increase the design value of the shear force which can be sustained by the yielding shear reinfor
18. 2013 1 0 0 37 47 BUILDING TRUST d2 Steel fyk Area ds 1 40mm B500 500 MPa 4x 10mm fyk 2 60mm 6500 500 MPa 4x 10mm 1 40mm B500 500MPa V 4x 10 mm Figure 3 37 The software also includes the possibility of reducing the bonding capacity of the anchorage as a consequence of a low compaction concrete surface e g if surface was not in contact with the formwork during casting Low compaction concrete surface Figure 3 38 Finally the user can also select a direct calculation by introducing the available bond length and the value corresponding to the cracking moment of the strengthened member 9 Exact calculation Available anchorage length lb Cracking moment strengthened M cr member Figure 3 39 Or for simply supported beams or slabs where the determination of the anchorage can be critical due to the flexural cracking at ultimate the software includes an option which automatically determines the position of the outermost crack position at ultimate as well as all the necessary parameters to determinate the feasibility of the end anchorage Fig 3 41 P Span length L 15 00 m Design moment at midspan Msg 1 000 00 kNm Distance from axis to inner face at 5 support Figure 3 40 Where q corresponds to the distance from the centre of the support to the inner face and L indicates the length of the simply supported span Fig 3
19. 42 Figure 3 41 User Guide English Sika Carbodur calculation software December 2013 1 0 0 38 47 BUILDING TRUST 3 3 6 PRINTOUT By selecting the Printout option the software automatically generates a printable document with the information obtained throughout the calculation process 3 4 SHEAR REINFORCEMENT The shear reinforcement calculation is based on the contribution of the SikaWrap to the shear capacity of the strengthened member under ULS Hence the user must previously determine the design value of the applied shear force Vg This value must be matched or exceeded by the sum of the design value of the shear force which can be sustained by the yielding shear reinforcement Veg plus the contribution of the CFRP Va For members subject to predominantly uniformly distributed loading the design shear force need not be checked at a distance less than d from the face of the support in addition it should be verified that the shear at the support does not exceed Va max Fig 3 43 i Vea design value of the applied shear force Figure 3 42 Vra min Vra s Vfa VRd max 3 3a 3 4 1 CROSS SECTION AND CONCRETE In a first stage the geometry and concrete class is defined Fig 3 44 The top band of the screen includes the geometry selection as well as the definition of the characteristics of the concrete The strength of the concrete can be either defined by using the characteristic fex or
20. 9 Figure 3 47 User Guide English Sika Carbodur calculation software December 2013 1 0 0 41 47 BUILDING TRUST A 9 E3 ki El Sika CarboDur New project o 8 A Projet Cross section and concrete Loading Lamellas Printout a Continuous jacket i eA Ss Initial strength expected shear Shear capacity strengthened beam T Ve Vas yA J Selected CFRP SikaWrap 230 C 60 cm Necessary number of layers CFRP scheme U shaped continuous s Requested CFRP contribution Sika Wrap width bs 600mm Obtained CFR contribution Calculation according to 150 527 mechanical values of the composite SikaWrap Sikadur system Figure 3 48 Finally the main screen displays the graphical information regarding the SikaWrap configuration and the contribution of the CFRP to the shear strength of the member In the bottom the numerical data is displayed including the necessary number of layers of the selected SikaWrap as well as the real contribution to the shear strength according to the resulting number of layers Fig 3 50 A 9 E i GJ Sika CarboDur New project o 9 8 Sika Wrap 230 C Skawap C 3 e SikaWrap 230 C 30 cm SikaWrap 230 C 60 cm Initial strength expected shear CFRP contribution Shear capacity strengthened beam Selected CFRP SikaWrap 230 C 60 cm Necessary number of layers n CFRP scheme U shaped continuou
21. CFRP cross section and the resisting bending moments throughout the different stages both for the unreinforced and strengthened member Fig 3 29 Bending sabllty reu SS A Pn enya eren knee ne ne t na ser Necessary lamella cross section Ap 432 00 mm Ewan cany ng xapan CS eaaa a a aaa Resisting moment prior to strengthening Mag 911 73 kNm Necessary lamella cross section Ag 312 00 men Resisting moment after strengthening Mg 1253 15 kNm Degree of strengthening MaiMag 137 Serviceability characteristicloads 00 2 sss Resisting moment prior to strengthening Maro 823 86 kNm Necessary lamella cross section Ap 432 00 men Resisting moment after strengthening Maerz lt 969 01 kNm Serviceability quasi permanent loads 0 sss Resisting moment prior to strengthening a 799 60 kNm Necessary lamella cross section Ap 21300 mm Resisting moment after strengthening Meerap 848 02 kNm Figure 3 28 Mo displays the information regarding the initial state of the member under the acting moment during the strengthening Fig 3 30 N P Compression zone height Xe 232 50 mm Strain at top fo lt 0 24 Strain at bottom 079 Tension at top Qu 557 N mm Reintorcement layers eco oc 1 Layer af 81 ost Strain p 020 x Tension Oy 39 64 N mm 2 Layer Strain amp 2
22. E OF THE ART AS WELL AS LOCAL APPLICABLE STANDARDS AND REGULATIONS With respect to the software application and results derived from its use SIKA MAKES NO WARRANTIES OF ACCURACY RELIABILITY COMPLETENESS MERCHANTABILITY OR FITNESS FOR ANY PURPOSE THE SOFTWARE APPLICATION IS PROVIDED ON AN AS IS BASIS AND SIKA EXPRESSLY DISCLAIMS ANY WARRANTIES WITH RESPECT TO THE SOFTWARE APPLICATION AND RESULTS DERIVED FROM ITS USE Sika shall not be liable for any consequential punitive incidental exemplary or special damages including but not limited to loss of business opportunity or loss of profit arising out of the evaluation or use of the software application and results derived from its use The information and in particular the recommendations relating to the application and end use of Sika products are given in good faith based on Sika s current knowledge and experience of the products when properly stored handled and applied under normal conditions in accordance with Sika s recommendations In practice the differences in materials substrates and actual site conditions are such that no warranty in respect of merchantability or of fitness for a particular purpose nor any liability arising out of any legal relationship whatsoever can be inferred either from this information or from any written recommendations or from any other advice offered The user of the product must test the product s suitability for the intended application and p
23. HENING The flexural reinforcement calculation includes the necessary calculations for the flexural strengthening of concrete beams and slabs with Sika Carbodur or SikaWrap CFRP laminates in ULS conditions Calculations to verify the serviceability limit state SLS fire situation and bond anchorage are also covered by the program and can be enabled or disabled by the user according to their needs the available information of the existing structure and the expected loads User Guide English Sika Carbodur calculation software December 2013 1 0 0 23 47 BUILDING TRUST 3 3 1 CROSS SECTION AND CONCRETE A Bu Sika CarboDur New project o 9s Reinforcement Loading lsmellas User defined setting Mur w uem h Iam Erw Figure 3 7 The user needs to provide input as described below Geometry selection The upper left area shows the profiles of the most characteristic concrete elements working under flexure Fig 3 9 A slab option is also available by selecting slab When selected the software modifies some internal parameters with respect to the beam calculation Such as the CFRP distribution geometry limits of the profile and some aspects regarding bond anchorage checks A 9 B k UJ Sika CarboDur New project o9 g Project Cross section and concrete lamellas User defined setting Figure 3 8 User Guide English Sika Carbodur calculation software December 2013 1 0 0 24 47 BUILDING TRUST
24. and 7 2 1 2 The maximum number of SikaWrap layers that can be displayed is 5 The selected option is finally applied by clicking the Apply selected icon situated in the upper left corner of the screen Click none to delete the selection Figure 3 34 After a number and type of CFRP laminate is selected all the graphical and numerical information regarding the different load stages is automatically updated User defined setting In this tab the user can freely combine the appropriate amount and type of laminates so as to obtain or exceed the necessary CFRP cross section The appearance is similar to that shown in the previous stage except for the central area which includes the tools needed to make the distribution of the different layers of reinforcement Fig 3 36 User Guide English Sika Carbodur calculation software December 2013 1 0 0 36 47 BUILDING TRUST A 9 E3 Ed I Sika CarboDur New project A Project Cross section and concrete Reinforcement Loading Lamellas User defined setting User Apply e selected Calculation BUILDING TRUST Lomelas Ska CarboOur 5 k k ika k Sika CarboDur 5614 lt Sika CarboDur 12 9600 m Sika CarboDur 814 112 00 mm boDur 10 Sika CarboDur 314 126 00 mm 2x Sika CarboDur 51012 120 00 mm iks Car 6 51014 140 00 mm 500 _ 1000 Sika C ika CarboDur Sika D 1213 156 srboDur
25. are marked in red for an example based on C25 concrete class and B500 grade steel The stress in the concrete is given by the following stress strain relationship of concrete for fax lt 50MPa o fA 1 1 2 for 0 lt E 2 o 2 1 3e for fax 2 SOMPa E 0 o0 2 0 0 085 f 50 53 2 1 3f Z 90 fck i n 1 4 23 4 a 2 1 3g 0 fa 1 1 yn for 0 lt E lt o 2 1 3h c2 For the case of quasi permanent combination of loads the calculations are performed as in the case of the characteristic load with the following modifications a Mser ck is replaced by the acting moment under the quasi permanent load combination Mser ap b Forthe Quasi permanent load combination the software takes creep into account using a simplified creep model The analysis is made in one step creep is taken into account from the initial load without intermediate load stages considering the quasi permanent load combination C Acreep factor 2 is used to determine the compressive concrete strains The previous models consider both the compressive deformation of the concrete according to the instant loads as well as the creep deformation related to the long term loads Oc Oc _ Oc Oc Q 0 Ecm Ec Ecm 1 05 Ecm ene Cet i 2 1 3i User Guide English Sika Carbodur calculation software December 2013 1 0 0 9 47 BUILDING TRUST According to the parabolic stress block us
26. art comprises the definition of the acting moment during the strengthening M and the demanded strength by the user as consequence of the CFRP strengthening Ms d Fig 3 23 Acting moment during strengthening MO x Mserr0 Mo D00 OO ENM M x 313 60 kNm Required strength after strengthening ULS Mrd 0 x Ms d lt 3 x Mrd 0 sd zu 373 03 kNm x Ms d x 1119 08 kNm Figure 3 22 User Guide English Sika Carbodur calculation software December 2013 1 0 0 30 47 BUILDING TRUST As explained in 2 1 1 it is important to note that the existing moment during the strengthening M generates an imposed deformation of the tensile steel that cannot be restored unless prestessing the CFRP This moment can have a significant influence on the necessary CFRP quantity in the SLS in case of a substantial initial moment Therefore the user must input a realistic value for the acting moment M expected during the strengthening process This should not include load factors and will be essentially composed of the existing dead loads and the reduced combination of the expected live loads during the installation Due to safety reasons this value cannot exceed Thestrength of the unstrengthened member under the Serviceability Limit State characteristic load if SLS verification is enabled 8096 of the strength of the unstrengthened member under the Serviceability Limit State characteristic load if SLS verification is disabled
27. cement Va After this the result is displayed in the next stage User Guide English Sika Carbodur calculation software December 2013 1 0 0 40 47 BUILDING TRUST ASB mn Sika CarboDur New project o 8 8 Project Cross section and concrete Lamellas a Required CFRP contribution to shear capacity Vfd 258 00 kN Figure 3 45 1 1 1 LAMINATES The user has the option either to select a continuous jacket scheme or a configuration based on discrete strips in the selection box situated in the upper left corner Fig 3 47 Continuous jacket Ka Discrete strips 300mm Figure 3 46 Take into account that if the discrete strips option is selected it is necessary to input a value for the spacings s Due to safety reasons this value is limited to 0 8d 0 8 x static depth of the element so that no diagonal crack may be formed without intercepting a strip In the same way the minimum value for the spacings equals the width of the selected SikaWrap fabric bj since otherwise the CFRP scheme acts as a continuous jacket Notice that according to the geometry of the section and the wrapping scheme 4 different configurations are possible Fig 3 48 The area located on the left shows the available SikaWrap range in the indicated country The bottom section displays the width and dry thickness of the SikaWrap The subsequent calculation will be done according to the selected product Fig 3 4
28. d o fra fire for 296 lt lt 3 5 2 1 4g for fax 2 50MPa 2 0 2 0 0 085 f 50 955 2 1 4h 90 fck 0 Ec2 Ecu2 Ec Ecu2 o 2 6 35 25e 2 1 4i Figure 2 13 Parabola rectangle scheme green used E ay for the determination of the concrete deformation in n 1 4 23 4 10 2 1 4j case of fire under flexural loads Oc od tre LL ma j for O lt E 2 1 4k Oc fa fire for 5 Equa 2 1 41 And for the reinforcing steel fyk fya fire fyk 2 1 4m The software checks if the un strengthened member strength is able to support the expected loads in case of fire without the contribution of the CFRP Otherwise Sikacrete 213F or other alternative fire protection methods must be used to ensure the protection of the CFRP User Guide English Sika Carbodur calculation software December 2013 1 0 0 11 47 BUILDING TRUST The software does not analyze the structural behavior of the reinforced concrete member over time for the fire load case 2 1 5 BOND CHECK In elements with sufficient internal or external shear reinforcement peeling off of the CFRP reinforcement is usually related to the opening of flexural cracks that propagate horizontally along the beam or slab in the direction of decreasing moment As these cracks open they induce high interfacial shear stress that may cause CFRP debonding Figure 2 14 flexural cracks distribution at ul
29. e crushes in the iu compression zone as the strain in the top fibre exceeds Ecu2 3 596o for fck lt SOMPa Following yielding of the internal tension steel reinforcement the FRP reaches a limiting strain Ef lim this is a simplified way to prevent debonding of the FRP in areas where flexure dominates the response e g mid span of simply supported beams 0 Ec2 Ecu2 Ec Figure 2 8 Parabola rectangle scheme red used for the determination of the concrete deformation at ultimate December 2013 1 0 0 7 47 BUILDING TRUST Internal force equilibrium ULS F Foo F Fr 2 1 2k where K KAKA AA HA RAA AAAAA F is the concrete compressive force from the parabolic rectangular stress block and is automatically determined by the software by means of an iterative process fyd Fa As z Es2 j E where E52 E lt fya 2 1 21 s As E54 i E where s i c lt fya 2 1 2m Fr Ay e Er where 2 1 2n 0 fyd Es fyk Es s Eo S Ef iim 2 1 20 Figure 2 9 Simplified bilinear scheme red for the reinforcing steel used for the ULS analysis of the member Moment equilibrium ULS Ms a _ F h d 6 F dz Fy h 6 2 1 2p The solutions of eqs 2 1 2k and 2 1 2p are performed numerically through iterations yielding the required FRP cross section Ay 2 1 3 SERVICEABILITY LIMIT STATE
30. e local regulations and guidelines The software includes a simplified check of the resistance of the un strengthened member in case of fire according to Eurocode 2 Design of concrete structures Part 1 2 General rules Structural fire design User Guide English Sika Carbodur calculation software December 2013 1 0 0 10 47 BUILDING TRUST The combination of actions used by the software for the verification of an un strengthened member strength is based on the simplified method indicated in Eurocode 2 Part 1 2 2 4 2 using a reduction factor ny 0 7 that is applied to the design moment at ultimate limit state Mrire a Nfi Moa 2 1 4a If SLS designs have been input the software includes the possibility of using the quasi permanent load combination for the fire situation according to the recommendations in Eurocode 1 Actions on structures Part 1 2 General actions Actions on structures exposed to fire Mrire a M serana 2 1 4b Alternatively users can also define the design moment in case of fire according to their needs or the local regulations Partial safety factors for materials are taken equal to 1 following the recommendation of Eurocode 2 Part 1 2 2 3 Design values for material properties Yc fire 1 2 1 4c Ys fire 1 2 1 4d Hence __ Cccfck __ Oc TT ed Piye Ta P Gccfck 2 1 46 fck for fax lt SOMPa Gccfck Oc fca fire 1 1 2002 for 0 lt E lt S 296o 2 1 4f d
31. ed by the software and assuming E Egm eee 1 FO E 2 1 3j Creep relates to the increase in deformation with time due to the permanent actions Hence the expected deformation of the concrete is 1 times that resulting from the application of an instant load of the same magnitude As a consequence of the additional creep deformation of the concrete and to maintain strain compatibility the depth of the neutral axis increases compared to that for short term loads This also affects the strain developed by the steel c e lt 11 25MPa Ec Ecc K mser Jp D e Figure 2 12 Stress and strain profiles for the serviceability limit state under quasi permanent loads strengthened member Limits are marked in red for an example based on C25 concrete class and B500 grade steel d Under the quasi permanent combination of loads steel and concrete stresses are limited to Es1 Es 0 8 fyk 2 1 3k 0 0 45 fer 2 1 3 As an example Fig 2 12 using C25 concrete class and B500 grade steel E 200 000 MPa es lt 0 8 2f lt 0 8 5 lt 206 2 1 3m 0 lt 0 45 lt 0 45 25MPa lt 11 25MPa 2 1 3n 2 1 4 FIRE SITUATION CHECK Fire is an accidental situation that involves exceptional design conditions of the structure and the acting loads In case of fire unprotected CFRP is expected to be lost due to the high temperatures Hence the unstrengthened member is subjected to reduced design loads as defined by th
32. ent strength 70 91 kNm Figure 3 25 User Guide English Sika Carbodur calculation software December 2013 1 0 0 32 47 BUILDING TRUST Resistance of the unstrengthened beam slab in case of fire Mfire d Unstrengthened beam slab resistance in case of fire Fire Mfire d protection is necessary for the CFRP 98 30 kNm M P Current strength 70 91 kNm Figure 3 26 3 3 4 CFRP STRENGTHENING After the introduction of the suitable initial and design loads the hints area at the bottom of the screen will disappear and new tabs laminates and user defined setting will be displayed at the top of the screen Both tabs allow the user to introduce the necessary Sika Carbodur or SikaWrap CFRP laminates The first option laminates gives the user automatically those calculated combinations based on the correct number of each size type of CFRP laminates to meet the ULS and SLS requirements if enabled according to the available width of the soffit The second option user defined setting allows the user to meet more flexibility by allowing the combination of any type and quantity of CFRP layers Both options can be used interchangeably Laminates When selected the software automatically establishes the necessary quantity of CFRP to meet the requested ULS and SLS if enabled corresponding to the effective CFRP strain amp e input at the top 896o as default According to this initial
33. estimation the user can access all the information related to the different load stages by clicking on the icons located in the top of the screen the main screen which displays the numerical and graphical data will change depending on the selection Fig 3 28 User Guide English Sika Carbodur calculation software December 2013 1 0 0 33 47 BUILDING TRUST 3x Sika CarboDur 5212 3x Sika CarboDur 5214 2x Sika CarboDur 512 60 1x Sika CarboDur 5514 70 1x Sk a CarboDur 5612 1x ika CarboOur 613 Resisting moment prior to strengthening 373 03 kNm 1x Sika CarboDur 614 1x Sika CarboDur 626 1x Sika CarboOur 5812 Resisting moment after strengthening Ma 450 48 kNm 1x Sika CarboDur 614 1x Sika CarboDur 5812 Du EH INIM 1n 1x Sika CarboDur 914 Sesviceability charactesistik loads cena 1x ka CarboOur 51012 meyane ee on n Resisting moment prior to strengthening ix 5 amp 0 CarboOur 51213 Necessary lamella cross section 1x Sika CardoOur 1214 1x Sika CarboDur 1512 Resisting moment after strengthening Necessary lamella cross section Ap 65 00 mm 313 60 kNm 0 00 mm 313 59 kNm Necessary lamella cross section 7 Mors Resisting moment prior to strengthening Nore on Resisting moment after strengthening Figure 3 27 The different options comprise Overview summarizes the necessary
34. f the confined concrete the target value after strengthening and or Increase of ultimate axial strain Eu Input the required ultimate axial strain of the confined concrete the target value after strengthening A 9 B k l GJ Sika CarboDur New project o 8 Confined concrete strength feza 43 00 N mm Selected configuration Lamella type SikaWrap 230 C 30 cm Necessary number of layers n Results Mean strength of confined concrete fe 4339 N mm Uttimate axial strain of confined concrete tu 712309 according to ISO 527 mechanical values of the composite Sikadur system Calculation SikaWrap Figure 3 53 User Guide English Sika Carbodur calculation software December 2013 1 0 0 44 47 BUILDING TRUST The area situated on the left shows the available SikaWrap range in the selected country The bottom section displays the width and dry thickness of the SikaWrap The subsequent calculation will be done according to the selected product Fig 3 54 Finally the main screen Fig 3 55 displays the graphical information regarding the SikaWrap configuration and the new strength of the confined concrete resulting from the confinement On the left area the numerical data is displayed showing the necessary number of layers of the selected SikaWrap as well as the ultimate axial strain of the confined concrete A NB hG Sika CarboDur New project Project Cross section and concrete La
35. factor y and long term effects coefficient for concrete a are disabled to evaluate the strain distribution Concrete stress is determined according to the following equations for fax lt SOMPa o f 1 TTE for 0 lt E lt 2 o 2 1 1a User Guide English Sika Carbodur calculation software December 2013 1 0 0 4 47 BUILDING TRUST Oc fek for 296o lt 3 596o 2 1 1b for fax 2 50MPa e 2 960 2 0 0 085 f 50 53 2 1 1c guz 960 2 6 35 eli 2 1 1d 4 n 1 4 23 4 a 2 1 1e o f 1 1 for 0 lt E lt Eo 2 1 1f Oc fek for 5 lt amp Eq 2 1 1g Oc fck fcd Subsequently Internal force equilibrium initial situation MS ew e E Fo Fa 2 1 1h Figure 2 5 Parabola rectangle scheme blue used for Fo u a E 2 1 1i the determination of the concrete deformation at initial state Foy Asi 887 Es 2 1 1 Compressive depth and F values are exactly determined by the software in an iterative process Assuming that E o lt 2 o the compressive force developed by the parabola stress block can be estimated by the equation r I5 b xo 1000 Eco 6 1000 co 2 1 1k And depth can be estimated by 3 4 1000 2 x _2e__ ETC 2 1 11 1000 c6 4 6 1000 c9 Moment equilibrium initial situation Mo FA h d 6 F d 2 1 1m where x is the depth of neutral axi
36. fire d 300 00 kNm O User defined o JY Current moment capacity 574 31 kNm Current moment capacity 307 19 kNm Current moment capacity 279 91 kNm Figure 3 16 The main screen shows additional information Fig 3 17 in a graphical way including The acting moment during strengthening User Guide English Sika Carbodur calculation software December 2013 1 0 0 28 47 BUILDING TRUST Acting moment during strengthening MO 100 00 kNm Figure 3 17 Thecurrent bottom and required top strengths of the member in ULS ULS Msd 580 00 kNm Current moment capacity 574 31 kNm Figure 3 18 The current bottom and required top strengths of the member in SLS under both characteristic and quasi permanent load combination if the SLS check is enabled SLS characteristic load Mser ck d SLS quasi permanent load Mser qp d 300 00 kNm 250 00 kNm Current moment capacity 307 19 kNm Current moment capacity 279 91 kNm Figure 3 19 Thecurrent strength of the existing unreinforced element bottom and the estimated acting load top in case of fire if the fire situation check is enabled User Guide English Sika Carbodur calculation software December 2013 1 0 0 29 47 BUILDING TRUST Resistance of the unstrengthened beam slab in case of fire Mfire d lt Unstrengthened beam slab resistance in case of fire No fire Mfire d protection is necessary for the CFRP 406 00 kNm
37. gn and use of Externally Bonded FRP Reinforcement for RC Structures Additional and auxiliary calculation methods are taken from Eurocode 2 Design of concrete structures as well as Eurocode Basis of structural design 2 THEORETICAL BACKGROUND 2 1 FLEXURAL STRENGTHENING fck O fcd 0 c2 Ecu2 Ec Figure 2 1 parabola rectangle stress block for concrete under compression left and sample in a beam under flexure right Reinforced concrete elements such as beams slabs and columns may be strengthened in flexure through the use of FRP composites epoxy bonded to their tension zones with the direction of fibres parallel to that of high tensile stresses member axis The calculations described below address both the Ultimate Limit State ULS and the Serviceability Limit State SLS For the design the parabola rectangular method is used by the software to determine the compressive strain and stress ratio of the concrete across the section s height Fig 2 1 Os fik _ a ee eee The design values for the reinforcing steel are derived from the characteristic values fix In the case of ULS verifications the software uses a simplified bilinear diagram with a horizontal branch extending from the point where f is achieved Fig 2 2 fyd Os E E 2 1a 0 fyd Es fyk Es Es For the design the value of the modulus of Figure 2 2
38. he support does not exceed Vra max Fig 2 23 Ved design value of the applied 3525525439539 D T User Gui Sika Cat Decemb Figure 2 23 16 4 DUI IRUJI The external FRP reinforcement may be treated in analogy to the internal steel accepting that the CFRP carries only normal stresses in the principal CFRP material direction assuming that at the ultimate limit state in shear concrete diagonal tension the CFRP develops an effective strain in the principal material direction amp which is in general less than the tensile failure strain The effective strain depends on the degree of CFRP debonding when the shear capacity of the RC is reached that is on the type of anchorage properly anchored CFRP e g closed jackets versus poorly anchored FRP i e open jackets Hence the shear capacity of a strengthened element may be calculated as follows e g in Eurocode 2 format Vrd min Vra s tV fa VRa max 2 2a where Vg the contribution of FRP to the member s shear capacity Fig 2 24 is given by the following expression Va 0 3 amp EPs b d 1 cota sin a 2 2b Via FRP contribution 20 5d VRd s Vid Figure 2 24 In the above equation E is the elastic modulus of CFRP composite according to the characteristics of the SikaWrap and the Sikadur resin used b is the width of the cross section d is the static or effective depth a is the angle between the principal
39. hown evenly spaced in the drawing In the case of layers defined by the steel cross section a homogeneous line is shown instead of steel bars At least one bottom tensile steel layer is necessary for the calculations Some limits regarding concrete coverage and the maximum number of steel bars by layer are included in order to reduce typing errors User Guide English Sika Carbodur calculation software December 2013 1 0 0 27 47 BUILDING TRUST A 9 E3 ki E Sika CarboDur New project o n Project Cross section and concrete Reinforcement loading lamellas User defined setting 3 250mm 1 4 400mm 68500 Figure 3 15 3 3 3 LOADING Once the geometries and materials of the existing member are defined the user must input the information related to the existing loads on the member at the time the CFRP is installed as well as and design moments after the CFRP reinforcement is installed A 9 E QJ D Sika CarboDur F3 sikafile o 6 g Resistance of the unstrengthened beam slab in case of fre Acting moment during strengthening Mfire d lt Unstrengthened beam slab resistance in case of fire No fire Mfire d My n Ape m protection is necessary for the CFRP 406 00 kNm Required strength after strengthening ULS Mig ope gpg T dpi uc J Check Serviceability Limit State SLS p Mer cid n ap i oi zanan Current strength 690 91 kNm A _250 00 kn Len Check Fire situation Mser ck d Expected load in case of fire M
40. ins profiles of the strengthened section under the quasi permanent load combination considering the effect of creep Fig 3 33 Concrete Compression zone height Strain at top Strain at bottom Tension at top Allowable concrete stress Reinforce ment layers 1 Layer Strain Tension Allowable steel stres 2 Layer Allowable steel stress la mella Strain Tensior Allowable lamella stress User Guide Sika Carbodur calculation software December 2013 1 0 0 35 47 x 50 mn amp 50 38 Re 93 N Od 11 25 N n Figure 3 32 English BUILDING TRUST The user must select the suitable CFRP laminate combination After selecting the type of CFRP top the software automatically shows the appropriate number and sections required to achieve the necessary cross section Fig 3 34 24x Sika CarboDur 514 70 00 mm 20 x Sika CarboDur 614 84 00 mm 11x Sika CarboDur 626 156 00 mm 15 x Sika CarboDur 814 112 00 mm 12 x Sika CarboDur 1014 140 00 mm Figure 3 33 Based on the geometry of the concrete section the software automatically disables grey those combinations that cannot be placed due to the available space Note that the maximum number of Sika Carbodur layers that can be displayed is 3 and the minimum distance to the edge of the beam should equal the concrete cover of the internal steel reinforcement fib Bulletin 14 sections 7 2 1 1
41. length for the CFRP gt J Figure 2 19 User Guide English Sika Carbodur calculation software December 2013 1 0 0 14 47 BUILDING TRUST INITIAL SITUATION ef or amp o cr Figure 2 21 As consequence of this expected strain the CFRP force can be determined Nfa Af i Eo cr 2 1 5h where A is the cross section of the CFRP reinforcement Once the force to be developed by the CFRP Nia at the outermost flexural crack is known it is necessary to check if it can be anchored according to the available anchorage length l obtained previously For the situations where ls 2 lb max assuming User Guide English Sika Carbodur calculation software December 2013 1 0 0 15 47 BUILDING TRUST limax 5 2 1 5i C2 fctm The maximum force which can be anchored Ny max can be determined Neamax 0 64 3 ke kp b E tr Tet 2 1 5j Where k is a factor accounting for the state of compaction of concrete can be generally assumed to be equal to 1 0 but k 0 67 for CFRP bonded to concrete faces with low compaction and k is a geometry factor 2 1 5k In the cases where the available anchorage length lt lb max the maximum bond force is calculated according to l l Nfa m Nro max gt 2 _ 2 1 51 lb max lp max Option b Exact calculation valid for any kind of beam or support In this option the user defines the value corresponding to the cracki
42. mellas Printout 4 4 _ Increase of mean strength ftc 43 N mm e HON 9 9 A ke Increase of ultimate axial strain Jacket Requirements BUILDING TRUST Lamelas SkaWrap 230 C SikaWrap C he Strength after confinement SikaWrap 230 C 30 cm 60 cm SikaWrap 230 C 60 cm Requested values onfined concrete strength Selected configuration Lamella type Necessary number of layers Results Mean strength of confined concrete Ultimate axial strain of confined concrete Cakculation according to ISO 527 mechanical values of the composite SikaWrap Sikadur system SikaWrap 230 C Figure 3 54 3 5 2 PRINTOUT By selecting the Printout option the software automatically generates a printable document with the information obtained throughout the calculation process User Guide English Sika Carbodur calculation software December 2013 1 0 0 45 47 BUILDING TRUST LEGAL NOTE This software application is protected by copyright laws and international copyright treaties The software application is licensed not sold THIS SOFTWARE APPLICATION AND THE RESULTS DERIVED FROM ITS UTILIZATION ARE INTENDED ONLY FOR USE BY PROFESSIONAL USERS WITH EXPERT KNOWLEDGE IN THE AREA OF THE INTENDED APPLICATION USERS MUST INDEPENDENTLY VERIFY THE RESULTS BEFORE ANY USE AND TAKE INTO ACCOUNT THE SITE AND APPLICATION CONDITIONS PRODUCT DATA SHEET AND PRODUCT LITERATURE TECHNICAL STAT
43. metry of the column Note that in case of rectangular sections It s necessary to input the radius of the edges A greater radius increases the effectiveness of the confinement The minimum acceptable radius is 10mm Rectangular columns with aspect ratios h b exceeding 2 are not allowed as the confining effect is negligible A 9 E3 k Ej Sika CarboDur New project a Lamellas 450 300 2n Figure 3 50 1 1 2 LAMINATES This screen consists of independent areas on the upper left corner the effective ultimate strain of the CFRP jacket is displayed The effective ultimate strain will be less than the CFRP s ultimate strain due to the multiaxiality of stresses in the FRP and the quality of execution Fig 3 52 Figure 3 51 User Guide English Sika Carbodur calculation software December 2013 1 0 0 43 47 BUILDING TRUST By using the selection boxes at the top Fig 3 53 the user has the option to request A 9 ki El Sika CarboDur New project o9 g Confined concrete strength fea 43 00 N mm Selected configuration Lamella type SikaWrap 230 C 30 cm Necessary number of layers n 3 Results Mean strength of confined concrete fe 43 39 N mm Ultimate axial strain of confined concrete fu 12 30 Cakulation according to ISO 527 mechanical values of the composite SikaWrap Sikadur system Figure 3 52 Increase of mean strength f Input the required strength o
44. ng moment for the strengthened member as well as the available length of un cracked concrete The software determines the force to be developed by the CFRP in that section according to the characteristics of the beam slab and verifies if the awaited CFRP force Nfa can be anchored to the length of the available un cracked concrete surface 2 2 SHEAR STRENGTHENING Shear strengthening of RC members using FRP may be provided by bonding the external reinforcement with the principal fibre direction as parallel as practically possible to that of maximum principal tensile stresses so that the effectiveness of the FRP is maximized For the most common case of structural members subjected to lateral loads the maximum principal stress trajectories in the shear critical zones form an angle with the member axis that may be taken roughly equal to 45 However it is normally more practical to attach the external CFRP reinforcement with the principal fibre direction perpendicular to the member axis Fig 2 22 Figure 2 22 Closed jackets or properly anchored strips are always preferable compared with open jackets as in the latter case CFRP premature debonding is usually expected hence the effectiveness of the CFRP is reduced For members subjected to predominantly uniformly distributed loading the design shear force need not to be checked at a distance less than d from the face of the support in addition it should be verified that the shear at t
45. r to request the activation code the user must input the information requested in the activation form Fig 3 1 During a limited period of time the software can be launched by selecting the Compatibility mode option without any previous activation Sika Activation First name Last name Company Street address Postal ZIP code City Country Email Compatibility mode Request activation code Activation code Days remaining 7 Figure 3 1 An automatic e mail will be generated and delivered to Sika The activation code will be received by the user within the next days who must enter activation code in the corresponding field and press the Activate software button In case of new versions or additional modifications the software is automatically updated if connected to the Internet The update procedure can be forced manually or adjusted by clicking the first tab on the upper left corner Sika logo and selecting Sika Carbodur Update option 3 2 INTRODUCTION The software package Sika Carbodur is a user friendly simple and reliable design tool for the selection of required CFRP dimensions to provide flexural strengthening shear strengthening or confinement in reinforced concrete sections User Guide English Sika Carbodur calculation software December 2013 1 0 0 20 47 BUILDING TRUST When the program starts the user is asked to select one of the following three cases fle
46. s Sika Wrap width bs 600mm Requested CFRP contribution 258 00 KN Obtained CFRP contribution Ye 266 10 kN Calculation according to 150 527 mechanical values of the composite SikaWrap Sikadur system Figure 3 49 User Guide English Sika Carbodur calculation software December 2013 1 0 0 42 47 BUILDING TRUST 3 4 3 PRINTOUT By selecting the Printout option the software automatically generates a printable document with the information obtained throughout the calculation process 3 5 COLUMN REINFORCEMENT Confinement is usually applied to members in compression with the function of increasing their load carrying capability under axial load The external confinement of columns is accomplished by orienting the fibres transverse to the longitudinal axis of the member The column reinforcement module comprises two stages as follows 3 5 1 CROSS SECTION AND CONCRETE The geometry and concrete class is defined by the user Fig 3 51 The top band of the screen includes the geometry selection as well as the definition of the characteristics of the concrete The strength of the concrete can be either defined by using the characteristic fex or the mean compressive strength fem In the left area the user inputs the data related to the geometry of the section which is then displayed in the diagram located in the main screen The option Rounded rectangle or Circular can be selected to define the geo
47. s fox cube 30 MPa Mean compressive strength f 25 MPa 8 MPa 33 MPa A 9 Ea fol F4 Sika CarboDur New project A Project Cross section and concrete Reinforceme BUILDING TRUST A C25 53 Rectangle Siab T Beam Double T Beam Doubie T Beam fca es chamfered Cross section Double T Beam Cross section Width b 500 mm bi 00 mn b 200 me i dn e Meight h 1 000 mn bo 200 men h 200 ma c b E A T EM i e a Sp 0 S Y 4 bw gt h is LN Y pn e h1 A v r E NN i Ls ji b1 150 200 150 P m 500 A Back JI Forward O Figure 3 12 The user must also define additional concrete parameters Fig 3 13 such as y partial safety factor for concrete This factor reduces the compressive concrete strength of the concrete for the ULS calculation Thea coefficient takes into account the long term effects on compressive strength and any un favourable effects resulting from the way the load is applied It reduces the value of the compressive stress block for the ULS calculation and the flexural resistance of the existing member in the fire situation 3 3 2 STEEL REINFORCEMENT The existing steel reinforcement is input by the user in the next stage of the program It comprises a versatile interface that allows the introduction of complex steel distributions Fig 3 14 It comprises some aspects as Entering of several steel layers max
48. s from the extreme compressive fibre and F F are the forces developed by the bottom and top steel reinforcement respectively fex is the characteristic cylinder strength of concrete From the numerical solution of these equations the maximum compressive concrete strain E and the neutral axis depth x can be calculated Finally the initial strain is given as m h Xo User Guide English Sika Carbodur calculation software December 2013 1 0 0 5 47 BUILDING TRUST S Figure 2 6 Stress and strain profiles under the acting moment during the strengthening process 2 1 2 ULTIMATE LIMIT STATE ULS The ultimate limit states are associated among others with the failure of a structural member and they generally concern safety of people For the verification of the ultimate limit state design actions will not exceed the design resistance of the structure Once is calculated the analysis of the critical cross section for the ULS Ultimate Limit State is performed on the basis of Fig 2 7 which shows the strain profile and internal forces at the Ultimate Limit State Forces equilibrium is carried out by using a parabola rectangular stress block as provided by Eurocode 2 Fig 2 8 Concrete stress is determined according to the following equations for fax lt 50MPa 0 fa 1 1 E for 0 lt E 296o 2 1 2a Oc fea for 2 o lt 3 596o 2 1 2b for fax 2 50MPa E o o0 2 0
49. shear f Fig 2 19 orces Fig X As the position corresponding to the zero moment varies significantly al according to the different load combinations some guidelines recommend to use Ert pmax i E4 gt 1m 2 1 5g Co fctm for the anchorage of CFRP used to increase negative moment capacity wa At this stage the software determines the initial strain expected at the Msdshited bottom fibre of the section as a consequence of the existing load at the time of strengthening lt Minimum length for the CFRP As a simplification the initial moment expected Figure 2 18 Mo cr in the determined outermost cracked section at ULS ultimate is obtained as result of the ratio between the ultimate moment M a of the strengthened member at mid span and the initial L 2 moment at mid span M According to this the software determines the initial strain at the extreme tension fibre of the section un cracked section corresponding to the expected initial moment M cr x al Msd Msd shifted The calculation is based on strain compatibility taking into account the contribution of the concrete compressed and tensioned as well as the existing steel in the area adjacent to the support Fig 2 20 X al Ib max After this a new calculation is carried out based on the reinforced cracked section to evaluate the strain amp developed by the CFRP in ULS Fig 2 21 Minimum
50. timate strengthened member Figure 2 15 End anchorage in an un cracked concrete zone fctm fl Figure 2 16 strain and stress profile corresponding to crack initiation Due to this it is necessary to ensure a proper anchorage of the CFRP on un cracked concrete beyond the outermost flexural crack position in ultimate limit state The force developed by the CFRP in the section corresponding to the outermost crack needs to be anchored to the available un cracked concrete length Fig 2 15 The software includes 2 different possibilities for the end anchorage verification Option a Approximate calculation for simply supported elements with homogeneous distribution of loads This calculation comprises all the intermediate steps including The determination of the cracking moment magnitude of the beam slab considering the real distribution of the steel reinforcement in the area adjacent to the support The expected position of the outermost crack at ultimate limit state The calculations of the force developed by the CFRP strengthening in that section The calculation of the maximum anchorable force according to the concrete class concrete surface compaction uncracked concrete length and the geometry of the element and the CFRP reinforcement The software determines the bending moment M at which the tension in the lowest fibre equals the mean flexural tensile strength of the selected concrete
51. urpose Sika reserves the right to change the properties of its products The proprietary rights of third parties must be observed All orders are accepted subject to our current terms of sale and delivery Users must always refer to the most recent issue of the local Product Data Sheet for the product concerned copies of which will be supplied on request This License shall be governed by and construed and enforced in accordance with the material laws of Switzerland The non mandatory conflict of laws provisions shall be excluded Exclusive forum shall be the courts of Z rich Switzerland Sika SikaDur CarboDur and SikaWrap are registered trademarks of Sika AG All other products and brand names may be trademarks or registered trademarks of their respective owners Copyright Sika Services AG 2013 User Guide English Sika Carbodur calculation software December 2013 1 0 0 46 47 BUILDING TRUST Sika Services AG Version given by TM Refurbishment Vazquez David Phone Fax Mail User Guide English Sika Carbodur calculation software December 2013 1 0 0 47 47 BUILDING TRUST 2013 Sika Services AG Nr 870 41 06
52. xpected quasi permanent load combination value but cannot exceed the value requested for ULS c Fire situation check When the user enables this option Fig 3 24 the software analyses the performance of the existing un strengthened member in case of fire by using the strength of concrete and steel without safety factors as determined by Eurocode 2 The user is requested to establish the design load In case of fire there are 3 options displayed Check Fire situation Expected load in case of fire Mfire d 9 350 00 kNm O 185 00 kNm 0 00 kNm Figure 3 24 If SLS loads have been defined the software takes the quasi permanent load Me 4 Eq 2 1 4b as default value If not the default value is adjusted to 70 of the design load at ultimate 0 7xM a Eq 2 1 4a The user can directly input the value by using the third option which allows entry of a specific value based on an exact calculation of the fire load combination according to the local regulations After this the information is shown in the graphical area together with a message that indicates if the CFRP strengthening needs protection in case of fire according to the expected load and the strength of the un strengthened member Fig 3 26 and 3 27 Resistance of the unstrengthened beam slab in case of fire Mfire d Unstrengthened beam slab resistance in case of fire No fire Mfire d protection is necessary for the CFRP 54 00 kNm P Curr
53. xural reinforcement shear force reinforcement or column reinforcement Fig 3 2 4 BGG Sika CarboDur New project o 9 s A Cross section and concrete Reinforcement Loading lamellas User defined setting Item designation C Editor Date 24 07 2013 Figure 3 1 The selection can be done either by selecting one of the schematic icons in the upper left corner or one of the main drawings shown in the main screen Fig 3 3 The area located on the left of the screen contains the information concerning the project which will be included in the subsequent printout documents Fig 3 4 Language and country selection appears on the upper band By selecting the country the software database is adapted to the available Sika strengthening product range for that territory Fig 3 5 A 9 E3 k Ej Sika CarboDur New project o 8 8 Loading lamellas User defined setting Project name Element name HERE Un Item designation Editor Date eran E A F Figure 3 2 User Guide English Sika Carbodur calculation software December 2013 1 0 0 21 47 BUILDING TRUST 4 808 Sika CarboDur New project o 8 A rojet Cross section and concrete Reinforcement Loading lamellas User defined setting Project name Eran Element name SSS Item designation SS Editor SSS Date
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