Reinforced Concrete Design B2
Contents
1. ssssesssneneee eene 4 Basis of calculation oet pitt EI EDRXRR ERRERRRRE ARR aaa a oaase AANER ERAN iaaa aN ERU KE 5 Syster IN PU c 6 T beam rectangle uniaxial sss eene nnne nennen nnns 7 Castin place complement taceo teret me dere e deca A edu Rex aane Eua HR gen YR ce 8 Layers Cross section InpUl cione etes Dee ramen d Re uasa Nen sn ad La E RR a 2 ARTE etapa PER ERN ERE R NR qu 8 Layers cross Section Input eor i aa tee sera dn a Et nea ade RR N ERR Le E RN a 22A EE RMRR a ZL OE ERN E 9 Rectangle biaxial e 10 ere PE hhl me 11 General cross section biaxial sssssssseeee eene nennen emen 12 MIEUETBIeUm EE EET 13 Concrete user defined DIN 1045 1 EN 1992 1 1 sssss 15 Reinforcing steel user defined DIN 1045 1 EN 1992 1 1 sees 15 Inp t of action effects err tien tnnt n etna eEERKRKA BAR anaia eaa ERREUR RERERRRERRKRARRRR 16 Actionseffect table ts eti oet Fh e E Re ue S QNS BRIAN E NR AR BRE Kee RE ka cu e Rada eO eR ees 17 Environmental conditions requirement classes eese 18 Control of the crack width DFOOT c indeed dere eene e ruht e EXER PAL NER Ia a a aa 18 Control of the design bene tribes niaaa 19 Design TESUIES m 19 Fire protection parameters ssssssssssssssssssseemeere nennen nennen rte Ennan senes 21 Design for polygonal cr2. C vRdc if appl with cond l st ter C gt C50 fek without reduction C increased fed acc PD 6687 2006 Standard Standard selection see also System input standard selection When you edit the standard the concrete and steel classes are matched to the new standard System of coordinates Selection of a system of coordinates My left Mz bottom DIN 1080 P 1 standard My right Mz top bar rotated by 180 degrees Positive direction of moments Definition of the positive direction of moments corresponding to the coordinate axes DIN 1080 P 2 tab 1 col 1 tension sides in positive coordinate direction DIN 1080 P 2 tab 1 col 2 Design v 2 1 75 2 const only with DIN 1045 7 88 A partial safety coefficient v Nue of 1 75 is always used in the design independent of the strain state B2 Reinforced concrete design 23 24 SDD steel with upper horizontal branch DIN 1045 1 EN 1992 1 1 The inclination of the upper horizontal branch of the stress strain diagram of the reinforcing steel is neglected in order to obtain results comparable to design charts for instance MinAs flex comp member Enables the minimum reinforcement for flexural and or compression members No additional limitation x d See Design acc to the KH method DIN 1045 1 EC2 Italy BS 8110 EN 1992 1 1 No default because limitation is also required without action effect redistribution NORM B4700 Default because li
3. 22 Design for polygonal cross sections In the design the state of strain in the ultimate limit state in which the internal action effects on the concrete and the reinforcing steel and the external action effects are in a balance is calculated for the cross section failure DIN 1045 1 fig 30 with the given forces N My Mz The result are three non linear equations Their iterative solution with the help of the Newton method delivers the unknown border strain the zero line inclination and the required reinforcement The internal action effects on the concrete are calculated by splitting the concrete compression zone into thin strips The internal action effects on the steel include portions for the reinforcement points with constant areas as well as for the points with areas varying during iteration that result subsequently from the balance conditions Note Whether the iteration is successful or not depends on the reasonable definition of the reinforcement points preferably for each polygon corner Please note that all reinforcement points with the same weighting i e the same area are considered in the first place for the design result By defining reinforcement points exposed to less effect of actions e g in the compression zone as points with constant areas you can optimize the result Areas known as difficult in iteration are the transitions from pure longitudinal action to bending with longitudinal force e g white areas in
4. fyRz 1 1 fyk ftR fi fykt VR itk cal f Eps Epsu fyd fik Gam ftd ti Gam RR fta fva Epsu Epsuk ftk 525 0Nimm2 ftk cal2 525 0 Nimm2 15 16 Input of action effects Depending on the scope of calculation of the individual Meta pore cross section types see Application options particular 3 H z Design crack width action effect options are enabled or disabled S Euge ecu Alternatively you can enter multiple action effects also via wx 00 99 ur vy kN the action effect table S ool oco 0 0 lin If several action effects occur you can toggle between gt 0 0 these combinations via the buttons Ez rel ll Emo an permanent transient v Nx longitudinal force point of application in accordance permanentjtransient 1 iti H exceptional with the Configuration positive tension negative compression My bending moment in y direction positive in accordance with the configuration Mz bending moment in z direction positive in accordance with the configuration Vy design shear force in y direction positive in accordance with the configuration Vz design shear force in z direction positive in accordance with the configuration T torsional moment Flexural design shear force and torsion DIN 1045 7 88 service loads Otherwise ultimate limit state according to the selected design situation Crack width proof DIN 1045 7 88 frequent combination DIN 1045 1 qu
5. window Reinforcement distribution Distributed over the corners 4 1 4 3 1 6 3 6 3 1 84 5 8 3 1 10 7 10 Distributed over the sides Asli Asre Asu Aso Distributed over the circumference See Input of action effects Display of the design results See Design Results Frilo Statics and Structural Analysis Circle annulus Material Options Cross section See Material input See design options DIN 1045 DIN 1045 1 ONORM B4700 EC2 Italy BS 8110 EN 1992 1 1 da outer diameter gt 0 di inner diameter full circle Di O otherwise gt 0 Environmental conditions requirement classes Reinforcement Effect of actions Design See Environmental conditions requirement classes d1 distance from the circumference gt 0 DIN 1045 1 EN 1992 1 1 The reinforcement distance should comply with requirements due to durability In case of noncompliance a corresponding note is displayed in the information window in case of multilayer reinforcements higher distances are required for the resulting layer The reinforcement is distributed over the circumference See Input of action effects Display of the design results See Design Results B2 Reinforced concrete design 11 General cross section biaxial Material See Material input Options See design options DIN 1045 DIN 1045 1 ONORM B4700 EC2 Italy BS 8110 EN 1992 1 1 Polygonal cross sec
6. 1 axial e Rectangle Plate beam Layer 5 8 2 axial e Circle Rectangle e universal Remarks e Design configuration e parameter for fire savety S E Output settings v Graphics Select a fire resistance class among R30 R60 R90 R120 R180 according to the target fire resistance period For fire resistance class R180 no temperature profiles are specified in 42 Annex A In case of rectangular cross sections temperature profiles according to CEB Bulletin 145 45 implying temperatures on the safe side are used Temperature profiles for circular cross sections with R180 are not dealt with in any literature known to us The profiles we use are based on our own FEM calculations has an effect on the thermal strains 42 fig 3 1 and the stress strain curve of the concrete 42 fig 3 5 Quarzitic aggregates are set by default if less typical calcerous aggregates should be considered the user must select them explicitly has an effect on the stress strain curve of the steel 42 fig 3 3 Cold worked steel is set by default The more favourable hot rolled steel must be selected explicitly by the user In order to minimize errors occurring when the temperature profiles calculated on cross sections with h 30 cm are transferred to greater or smaller cross sections a positive h 30 cm or negative h 30 cm temperature addition should be entered B2 Reinforced concrete design 21
7. B2 Reinforced concrete design 25 Design options DIN 1045 7 88 Effective rigidity When you tick this option the effective rigidity is calculated for breaking and or service loads see Design configuration Shear design The limit value for slabs with continuous reinforcement is determined according to table 13 line 1b The shear areas for beams and or slabs are taken into consideration 1011 acc to line 1b Reduced shear cover No shear area 2 to H 400 p 126 for instance Full shear cover in area 3 for instance MinAs compression member The compliance with minimum reinforcement for compression members is checked Default enabled with compression force Design options DIN 1045 1 Effective rigidity When you enable this option the effective rigidity is calculated for the action effects in the ULS and or SLS see Design configuration Shear resistance assumption of an inclination according to the effect of actions on the cross section Variable strut inclination Default strut inclination selection in the design configuration section Precast component When you enable this option reduced material factors are used in the design MinAs flexural compression members With longitudinal forces members is checked With bending stress compliance with the minimum reinforcement for flexural members is checked with the cross section types T beam rectangle or layers uniaxial compliance w
8. stress strain diagram for the calculation of action effects DIN 1045 1 Border conditions in compliance with 8 6 1 7 If the option Mean values for material strength is checked border conditions shall be in compliance with 8 5 1 Frilo Statics and Structural Analysis EN 1992 1 1 Border conditions in compliance with 5 8 6 if the option Mean values for material strength is checked border conditions shall be in compliance with 5 7 See Calculation of the effective rigidity Shear design Like plate The shear design is based on the assumption that the cross section is a plate plate strip independent of the relation of width to height As field lt 50 staggered EC2 Italy or ONORM B4700 Scaling factor k 1 6 d gt 1 ONORM kc can be set to a favourable value for the determination of VRd1 VRdct VRdc in state I if appl DIN 1045 1 EN 1992 1 1 Calculation of the shear resistance of the concrete according to equation 72 or 6 4 when the border and main tensile stresses are smaller than fctk 0 05 1 8 and or fctd Eq 73 Eq 6 7 aDE also with tension DIN 1045 1 DIN EN 1992 1 1 You can optionally select a calculation of the strut inclination acc to Equation 73 or 6 7aDE for cross sections under longitudinal tension In most cases the design results are more favourable as in a calculation with cot 1 00 Const strut inclination DIN 1045 1 NORM B4700 EC2 Italy EN 1992 1 1 The ticking of
9. the design diagrams Therefore moments under a relative limit moment m lt 0 0023 are not considered my My Ac fcd Dz mz Mz Ac fcd Dy Dy and Dz are the dimensions of the rectangle enclosing the polygon Because Dy and Dz do not vary with the compactness of the polygon you should prefer a design with increased moments Minimum reinforcement Where compression members ed h 3 5 are concerned the system checks automatically whether a design of the minimum reinforcement is decisive The required minimum reinforcement for components exposed to bending stress is currently not considered You can disable the consideration of the minimum reinforcement in the section Design configuration Frilo Statics and Structural Analysis Design configuration Access via the menu item gt gt Design configuration in the main tree E Program Options design configuration program surface standard coordinate system EN2 BS 2004 Design C no min eccentric Minds bend press Cl Ac Netto C kd meth no add limit x d C Gutp ref Val C SDD steel horiz upper branch positive direction of moments acc DIN 1080 part 2 effective stiffness acc coordinates column 1 ULS y Factor ULS SLS 1 40 n C SSD for determ of int forces O to marked side C load cause crack w fctn ean value terial strengt tif ar without creep and shrinkage shear reinforcement t beam layer cross section
10. the effective zone of the Width of effect zone of tensile reinforcement tensile reinforcement decisive for the crack width proof is limited in the slabs of T beams according to 13 p 145 beff ZIl 0 5 beff Zl 2 cl with cl nomc l Minimum reinforcement Ex E 5 0 em bottorr dojem minimum reinforcement For bending enforcement Option for the calculation of the minimum C calculate Minas reinforcement for imposed bending In case of internal imposed bending a reduction k 1 0 can be taken into consideration inner enforcerr belt Ds You can specify a different bar diameter for the flange See also the Crack width proof Frilo Statics and Structural Analysis Control of the design Design MinBg Design results l x mere Asu v 3 56 cm2 sel 3 56 cm2 In the design section of the application interface the decisive design mm results are displayed The available input fields depend on the selected Aso v 355 cm2 sel 356 cm2 cross section Ds mm Eleff Elb 0 015 In case of erroneous inputs or calculation errors a corresponding z d userdef z d message is displayed If all inputs are valid the following design EN CERDOS ic results are displayed You can subsequently modify the result by editing the default values Selected Asu Aso and or As shear design eff rigidity crack width The results of the bending design are set by default kz and
11. vz T lix My Mz Hx My Mz Hx My Mz sel sel calcu x kN KN ktm Riss Riss Riss Sig Sk Sig Sk Sig Sk Sig Ok Sig Ok Sig Ok A9U ASO jate me m Depending on the scope of calculation of the individual cross section types see Application options particular action effect options are enabled or disabled You can also enter the actions effects required for the stress analysis in this section If the load combination for the crack width proof corresponds to the quasi permanent load combination standard with reinforced concrete the values in the corresponding columns are set automatically In addition you can enter the reinforcement selected for the rigidity calculation the crack width proof and the stress analysis If the value of the selected reinforcement is equal to zero the result from the bending design is assumed B2 Reinforced concrete design 17 18 Environmental conditions requirement classes With the exception of DIN 1045 7 88 direct access you can access the dialogs for the durability and the calculation of the creep coefficient and the shrinkage strain via the buttons durability creep shrinkage See also the document Durability creep coefficient and shrinkage strain The button allows you to access the dialog for the control of the crack width proof Environmental conditions DIN 1045 7 88 Selection of the environmental conditions according to table 10 The relevant crack width is internally assigned
12. 2001 06 01 Eurocode 2 NAD Italy 02 1996 British Standard BS 8110 1997 and BS 8500 1 2001 DIN EN 1992 1 1 Draft 2008 a BS EN 1992 1 1 NA 2004 s NORM EN 1992 1 1 B 1992 1 1 2007 EN 1992 1 1 2004 amp UNI EN 1992 1 1 NTC 2008 NEN EN 1992 1 1 2005 NB 2007 NBN EN 1992 1 1 ANB 1e uitg 2010 CSN EN 1992 1 1 NA Cervenec 2007 One National Appendix is included in the programmprice additional NA s are available see pricelist You can select the desired standard as a start option via the function Standard in the dialog Design configuration The following table gives an overview of the optional scope of calculation for each type of cross section Cross section Effect of ULS ULS SLS ULS Stress Crack width Comments actions bending effective enean analysis proof longitud rigidity torsion reinf concre force T Uniaxial X X X X 1 Cast in place concrete beams joint with lattice girders 2 Rectangle 1 Uniaxial X X X X Cast in place concrete joint with lattice girders 2 n m diagrams Rectangle 2 Uniaxial and X X 2 X Dor biaxial Circle Uniaxial and X X 1 X 1 n m diagrams annulus biaxial layers Uniaxial X X X X X Cast in place concrete cross section joint with lattice girders 2 General cross Uniaxial and X X Additional module section biaxial Rigidity for the design situation fire 3 1 exce
13. Design options EC2 Italy Effective rigidity See Design options DIN 1045 1 Shear resistance Standard method the strut inclination results from the relation VRd1 Vsd depending on the effect of actions Variable strut inclination assumption of the flattest possible strut inclination see gt Shear design according to EC2 Italy Default strut inclination see design options DIN 1045 1 MinAs flexural compression members With longitudinal compression forces compliance with the minimum reinforcement for compression members is checked With bending stress compliance with the minimum reinforcement for flexural members is checked with the cross section types T beam rectangle or layers uniaxial B2 Reinforced concrete design 27 Design options British Standard BS 8110 Effective rigidity See Design options DIN 1045 1 MinAs flexural compression members With longitudinal compression forces compliance with the minimum reinforcement for compression members is checked With bending stress compliance with the minimum reinforcement for flexural members is checked with the cross section types T beam rectangle or layers uniaxial Design options EN 1992 1 1 Effective rigidity See Design options DIN 1045 1 Partial safety coefficients In accordance with Annex A reduced partial safety coefficients NDP could be used for pre cast components that are subject to special quality control Shear resistance Va
14. Layers Biaxial Circle Rectangle Polygon Note The processing of polygonal cross sections requires the additional module B2 Poly Standard selection DIN 1045 7 88 DIN 1045 1 2001 DIN 1945 1 2008 NORM B 4700 2008 Eurocode 2 NAD Italy 02 1996 British Standard BS 8110 1997 and BS 8500 1 2001 DIN EN 1992 1 1 Draft 2008 BS EN 1992 1 1 NA 2005 NORM EN 1992 1 1 B 1992 1 1 2007 EN 1992 1 1 2004 Change the type of cross section selection type of cross section T O Plate beam rere OhRectangl 1 axial one axial O Layer cross section two axial H O Rectangle 2 axial re O Circe Fr Polygonal Standard DIN 1045 1 2001 07 EN 1992 1 1 BS EN 1992 1 1 ONORM EN 1992 1 1 In order to change the type of cross section in an existing item double click on the desired cross section in the main tree A confirmation dialog is displayed and allows you to confirm or cancel the overwriting of the data Frilo Statics and Structural Analysis T beam rectangle uniaxial Material Options Cross section See Material input See design options DIN 1045 DIN 1045 1 ONORM B4700 EC2 Italy BS 8110 EN 1992 1 1 See illustration Cast in place compl DIN 1045 1 EN 1992 1 1 See dialog Cast in place complement Environmental conditions requirement classes Reinforcement Effect of actions Design B2 Reinforced concrete design See Envi
15. Reinforced Concrete Design B2 User manual for Frilo design calculation applications B2 Reinforced Concrete Design 02 20 Position Polygo Proje ocalizatio 4 File Edi Options Layout Help z DEHA s e BR C enzes 200 v aeaaaee SE gt B Material dp arafic design v d u x Sy System input Sy 1 axial 300 Rectangle Plate beam 15 Layer L9 Ey 2 axial 3 Circle Rectangle g Mon M Remarks B1 Locis NERIS E2 Design configuration i e parameter for fire savety a 7 o Sy Output settings I Graphics durability creep shrink Bending design Minds Bending elf stiffness Shear design Proof of crack width Proof of stresses Eg Output Word gt Screen Pg Se l d Printer MEN Preview GH Project E Input 14 0 kNm OOOO Mz 500 n SH e 7 Em 24 70 o 00 E3 E4 xO 66 70 4616 0 00 m cS NUM Friedrich Lochner GmbH 2011 Frilo on the web www frilo com E mail info frilo de B2 Manual revision 1 2011 B2 Reinforced concrete design Frilo application B2 Reinforced concrete design This manual deals with the basic features of the B2 application Contents APpliCatlomiO Pt OMS isisisi anaana Aa raaa aai Aaaa AEKA Arinae an ANE AREA 3 Standards and terms rette en ae a e a Aaa aag a aeaa aaa EOdUdN 4 Information concerning the standards
16. asi permanent combination special cases acc to table 18 EC2 Italy quasi permanent combination NORM B4700 quasi permanent combination BS 8110 currently not available EN 1992 1 1 quasi permanent combination special cases acc to table 7 1 NDP Stress calculation only via table Nx longitudinal force point of application in accordance with the configuration positive tension negative compression My bending moment positive according to the configuration Mz bending moment only with the cross section types rectangle biaxial and circle positive according to the configuration DIN 1045 1 EC2 Italy B4700 EN 1992 1 1 infrequent and quasi permanent load combination Define the design situation DIN 1045 1 ONORM B4700 EC2 Italy EN 1992 1 1 permanent transient accidental earthquake After having selected the situation s from this list the entered action effects of the ultimate limit state are assigned to the corresponding design situation s Frilo Statics and Structural Analysis Action effect table If a cross section should be designed for more than one action effect combination you can use the action effect table which is available with all cross section types Each action effect combination holds a separate line in the table and you can enable it for subsequent calculation Table of internal forces LC Cracktop quasi permanent combination 8s LC Crack quasi permanent combination My Mz Vy
17. ility When you select a lower concrete class a corresponding note is displayed in the information window BSt 420 SB bar steel acc to DIN 488 old standard ductility BSt 500 SA bar steel with standard ductility acc to table 11 BSt 500 MA fabric steel with standard ductility acc to table 11 BSt 500 SB bar steel with high ductility acc to table 11 BSt 500 MB fabric steel with high ductility acc to table 11 BSt 450 SE earthquake resistant steel acc to 5 p 176 tab 2 4 Material input EC2 Italy C12 15 C50 60 concrete classes acc to table 3 1 Fe B22 k Fe B44 k reinforcing steel acc to NAD Italy 19 p 17 table1 I and 2 I Material factors acc to EC2 Italy table 1 Fundamental Accidental combination combination Concrete 1 6 1 3 Steel 1 15 1 00 Cf 19 p 68 for reinforced concrete and partially prestressed components Material input ONORM B4700 B15 B60 old concrete classes B4200 10 acc to table 4 C12 15 C50 60 new concrete classes Eurocode acc to table 4 Reinforcing steel acc to table 5 different materials for the longitudinal and the stirrup reinforcement if applicable B2 Reinforced concrete design 13 14 Material input BS 8110 C12 15 C50 60 concrete classes acc to BS 8500 1 table 20 presently without high strength and lightweight concrete Grade 250 RH reinforcing steel according to BS 8110 1 table 3 1 and 20 table 1 3 Grade 485 WH different materials for the l
18. ing to figure 6 9 NA D or when dg gt 16 mm and exposure of aggregate skeleton gt 6 mm or sand surface process average peak to valley depth gt 3 mm bj Accountable joint width reduced in regard to the total width due to prefabricated formwork if applicable BFug beffo nEd Lower design value of the normal force perpendicular to the joint per length unit negative pressure complement cast in place heighl hE 5 0 cm joint completion very plain joint width bj 5 0 cm normal Force vertical to the joint nEd 0 00 kiim Frilo Statics and Structural Analysis Layers cross section input Material Options Cross section Cast in place compl See Material input See design options DIN 1045 DIN 1045 1 ONORM B4700 EC2 Italy BS 8110 EN 1992 1 1 You can enter any simple symmetrical cross sections Each layer has a distance from the top and a width The distance of the first layer is equal to 0 See dialog Cast in place complement only with DIN 1045 1 Thickness hE lt thickness of the first layer Joint width bj lt width of the first layer additional BFug width of second layer when HErg 7 thickness of first layer Environmental conditions requirement classes Reinforcement Effect of actions Design B2 Reinforced concrete design See Environmental conditions requirement classes dob distance of the upper layer from the top level or the cast in place compleme
19. ith the minimum reinforcement for compression options of design eff stiffness FL Min s pres C 1011 zl 1b reduced shear coverii v reduced shear covering no shear area 2 Full shear covering For precast components with cast in place concrete according For non decisive sections when the decisive section is included options of design eff stiffness ULS Minds bend press C prefabricated var incl strut v var incl strut user def incl strut an inclination of 45 is assumed if you have not made any other 26 Frilo Statics and Structural Analysis Design options ONORM B4700 Effective rigidity See Design options DIN 1045 1 Shear resistance Variable strut inclination assumption of the flattest possible inclination within the limits of Equation 23 Default strut inclination see design options DIN 1045 1 Variable strut inclination according to Sigsd assumption of the flattest possible inclination within the limits of equation 24 Variable strut inclination with constant Asz equation 24 applies due to the constant flexural tension reinforcement between bearings MinAs flexural compression members With longitudinal compression forces compliance with the minimum reinforcement for compression members is checked With bending stress compliance with the minimum reinforcement for flexural members is checked with the cross section types T beam rectangle or layers uniaxial
20. mitation is only required with action effect redistribution Ac net The concrete area displaced by the reinforcing steel is deducted in the calculation of the internal action effects on the concrete recommended when high strength concrete is used Effective rigidity DIN 1045 7 88 Effect of actions With breaking loads design action effects 1 75 With service loads design action effects DIN 1045 1 B4700 EC2 BS8100 EN 1992 1 1 Effect of actions ULS action effects in the ultimate limit state SLS ULS factor action effects in the serviceability limit state action effect SLS action effect ULS factor SLS Ic q perm action effects in the serviceability limit state quasi permanent load combination Factor ULS SLS factor for the conversion of the action effects Tension stiffening Cross section Qc lc method for the calculation of the tension stiffening on the current section either under quasi permanent Qc or infrequent load combination Ic Component Qc Ic method for the estimation of the average tension stiffening of a component at the section exposed to most action effects either under quasi permanent Qc or infrequent load combination Ic Default no tension stiffening see Calculation of the effective rigidity W o creep and shrinkage If you enable this option the influence of creep and shrinkage is not considered for the calculation of the effective rigidity Default w o creep and shrinkage SDD
21. ng moment in y direction Mxd Nxd and tot As are given Eleff El y effective rigidity referenced to state for the selected reinforcement and the considered effect of actions Calculation of the effective rigidity Eleff El z effective rigidity referenced to state for the selected reinforcement and the considered effect of actions Calculation of the effective rigidity asb required stirrup reinforcement only with DIN 1045 1 B2 Reinforced concrete design 19 20 General cross section biaxial tot As Note MRdy MRdz Eleff El y Eleff El z Note Required flexural reinforcement see Design for polygonal cross sections Whether the iteration is successful or not depends on the reasonable definition of the reinforcement points preferably for each polygon corner Please note that all reinforcement points with the same weighting i e the same area are considered in the first place for the design result By defining reinforcement points exposed to less effect of actions e g in the compression zone as points with constant areas you can optimize the result Areas known as difficult in iteration are the transitions from pure longitudinal action to bending with longitudinal force e g white areas in the design diagrams For this reason moments under a related limit moment m lt 0 0023 are not considered my My Ac fcd Dz mz Mz Ac fcd Dy Dy and Dz are the dimensions of the rec
22. nt if applicable dun distance of the lower layer from the bottom edge You must specify the distance of the center of gravity for multilayer reinforcements DIN 1045 1 EN 1992 1 1 The reinforcement distance should comply with requirements due to durability In case of noncompliance a corresponding note is displayed in the information window Reinforcement distribution See Design according to the Kh Kd method See Design for a given reinforcement proportion Asu Aso 1 3 5 7 See Input of action effects Display of the design results See Design Results 10 Rectangle biaxial Material Options Cross section bw See Material input See design options DIN 1045 DIN 1045 1 ONORM B4700 EC2 Italy BS 8110 EN 1992 1 1 width gt 0 h height 0 bi box width full cross section 0 otherwise gt 0 di box thickness full cross section 0 otherwise gt 0 Environmental conditions requirement classes Reinforcement Effect of actions Design See Environmental conditions requirement classes b1 distance of the upper layer from the top edge d1 distance of the lower layer from the bottom edge You must specify the distance of the center of gravity for multilayer reinforcements DIN 1045 1 EN 1992 1 1 The reinforcement distance should comply with requirements due to durability In case of noncompliance a corresponding note is displayed in the information
23. ongitudinal and the stirrup reinforcement if applicable Material input EN 1992 1 1C12 15 C100 115 standard concrete acc to 3 1 3 and NA LC12 13 LC60 66 lightweight concrete acc to 11 3 1 and NA additional input of cast in place complement if applicable If high strength concrete gt C50 60 is used the design option Ac net net concrete surface should be selected cf 14 p 161 When entering a cast in place complement you can select the material of the cast in place concrete in the top right selection list The selected concrete class should comply with requirements due to durability When you select a lower concrete class a corresponding note is displayed in the information window Steel in accordance with Annex C and national regulations NA D BSt 500 SA Bst 500 MB NA GB B 500 A B 500 B B 500C NA A Bst 500 A Bst 550 A Bst 600 A Bst 550 B NA I B450 A B450 C Ductility class A standard B high C very high Frilo Statics and Structural Analysis Concrete user defined DIN 1045 1 EN 1992 1 1 Input of lightweight concrete Tick the option Lightweight concrete Enter the concrete density gt minimum density acc to 5 p 176 table 2 3 Tick the option Lightweight sand if applicable Free input You can only enter the following values manually if the option According to selected standard is unticked Otherwise these values are set by default a factor f
24. or long term effect y partial safety coefficient Parabolic rectangular stress strain diagram C2 strain when attaining full strength ec2u strain under maximum load Expn exponent fctm average tensile strength Ecm average module of elasticity user defined concrete Defaults Po Nimm2 C according selected norm 1 00 1 50 2 00 ojoo g2u 3 50 ofoo Exp n 2 00 fc 18 67 Nimm2 al 2 00 ojoo mius 3 50 ojoo Reinforcing steel user defined DIN 1045 1 EN 1992 1 1 fyk yield point Ductility ductility classes Free input You can only enter the following values manually if the option According to selected standard is unticked Otherwise the steel properties are set by default ftk fyk standard ductility 1 05 high ductility 1 08 earthquake resistant steel 1 15 see also 5 p 176 corresponding partial safety factor ys strain under maximum load euk esu limit strain during design B2 Reinforced concrete design user defined reinforcing steel Defaults fyk gn N mm2 C according selected norm FtkjFyk 1 050 y 1 15 ojoo 25 0 ofoo Es 200000 N mm2 only with tension active light weight concrete Rho Name Frei fcd fck Alfa Gam Sig fed 1 1 Eps Epse2 fcz0 85 Afa tck Gam Sig fc k n n V 1 k 2 n Espe2 Epse2u Epset Epetu fctm 0 65 N mm2 Ecm 30000 Nimm2 Cancel ductility Frei
25. or z d user defined relative lever arm for the shear design The direct result of the bending design is set by default if no bending design was performed 0 9 d DIN 1045 1 DIN EN 1992 1 1 limitation z max d 2 nomc d 3 nomc Uniaxial rectangle T beam layers cross section Asu Aso required flexural reinforcement Design for bending with longitudinal force Mrd resisting moment Nxd and reinforcement are given please expand the list Eleff Elb effective rigidity referenced to state for the selected reinforcement and the considered effect of actions Calculation of the effective rigidity Ds limit diameter for the selected reinforcement Crack width proof asw Asl required stirrup reinforcement and torsion additions gt Shear design Circle annulus tot As required flexural reinforcement Design for bending with longitudinal force IMrd y v MRdy resisting moment in y direction Mzd Nxd and tot As are given Eleff El effective rigidity referenced to state for the selected reinforcement and the considered effect of actions Calculation of the effective rigidity Ds limit diameter Crack width proof only with DIN 1045 1 asb required stirrup reinforcement only with DIN 1045 1 Biaxial rectangle tot As required flexural reinforcement Design for bending with longitudinal force MRdy resisting moment in y direction Mzd Nxd and tot As are given MRdz resisti
26. oss sections ssssssssseeeeeenn menm ennemis 22 Design configuration sse enne nn nemen rne n nnne nnn nnns 23 Design options DIN 1045 7 88 sanaiadi a reet deb adeo LORD e dod 26 Design options DIN 1045 1 irt Fate e t eee P DL etel ue aeetby uude Oda 26 Design options NORM BATTU sui isis omes D aee iom COUR ne nd 27 Design options EC2 Italy eicit nitidi donis maia aede a nn dnt dd 27 Design options British Standard BS 8110 sssssssssssssseeen ems 28 Design options EN 1992 1 1 ssssssssssssseseeeeen eme ennemis 28 OUTING cic rete ERERREXRRRNRERRERARERARERBERREERERIRERRRRTRRTRRRKRRRNRER ERR ERR SNR RARRARRRRRAARRRRRRARRRAREREORER ARRIE 29 ie meliore e saan dneasaianaat 29 Uil adad 29 Gra PING VIEW M 29 ilr be 29 Further information and descriptions are available in the relevant documentations Analyses on Reinforced Concrete Cross Sections pdf Durability Creep Coefficient and Shrinkage Strain pdf Frilo Statics and Structural Analysis Application options The application B2 is intended for the design and structural analysis of steel concrete cross sections in accordance with the following standards DIN 1045 7 88 DIN 1045 1 2001 DIN 1045 1 2008 ONORM B 4700
27. printed in this section Select among the available output options Graphic Durability creepage shrinkage Bending design Minimum flexural reinforcement Effective rigidity Shear design Crack width proof Stress analysis Text view The input and result values are shown as text The detailed output includes intermediate values They are presented in form of a table if several action effect combinations have been selected The menu item Output profile in the main tree or the Edit menu allows you to select the analyses that should be included in the output Graphic view grafic design The cross section reinforcement and strain condition of the selected analysis are shown e z grafic eff stiffness in the form of a graphic including dimensions grafic Sig RC The total output of an analysis with one action effect print icon covers half a standard irn oig grafic Sig page grafic proof crack width In case of several action effect combinations you can select the desired combination via the arrow keys m f The icon in the toolbar allows you to put out general n m diagrams for the uniaxial symmetric design of rectangle and circle cross sections Click again on the icon to return to the standard application mode Literature See document Analyses at the reinforced concrete section chapter Literature B2 Reinforced concrete design 29
28. pt BS 8110 2 only DIN 1045 1 3 Rectangle and circle cross sections with general reinforcement only DIN 1045 1 B2 Reinforced concrete design Standards and terms DIN 1045 1 If DIN 1045 1 2008 is not explicitly mentioned the term DIN 1045 1 refers to tot EN he version 2001 as well as the version 2008 of DIN 1045 1 1992 1 1 If the national annexes are not mentioned explicitly the statements apply to all national annexes in the same way ND P The abbreviation refers to definable parameters in the national annex The corresponding nat ional annex should be taken into consideration The following shortcuts are used for the individual national annexes EN recommended values EN 1992 1 1 NA D Germany NA A Austria NA GB UK NA I Italy NA NL Netherlands NA B Belgium NA CZ Czech Republic Information concerning the standards DIN 1045 1 The amendment 2008 is included in the List of Technical Construction EN Regulations 02 2008 and will be introduced in the Federal States in the beginning of 2009 1992 1 1 NA D E DIN 1992 1 1 NA Please note that the current version has the status of a draft The introduction of the standard is expected in the course of 2010 NA A NORM B 1992 1 1 2007 The Austrian Institute of Standardization will withdraw the currently applicable standard B4700 on 1 June 2009 Therefore EN 1992 1 1 is the only state of the art standard at present http www e
29. riable strut inclination assumption of the flattest possible inclination NDP with NA_A acc to 4 6 1 Default strut inclination an inclination of 45 is assumed if you have not made any other selection in the Configuration design Variable strut inclination according to Sigsd NA_A When osd lt fyd flatter limit angle acc to 4 6 2 Variable strut inclination with constant Asz NA A A flatter limit angle acc to 4 6 2 is assumed due to a constant flexural tension reinforcement between bearings MinAs flexural compression members With longitudinal compression forces compliance with the minimum reinforcement for compression members is checked With bending stress compliance with the minimum reinforcement for flexural members is checked with the cross section types T beam rectangle or layers uniaxial Frilo Statics and Structural Analysis Output Output of the system data results and graphical representations on the screen or the printer The item Output in the main tree allows you to start the output on a printer or the screen Output profile allows you to define limit the scope of data to be put out output profile Screen displays the values in a text window Printer starts the output on the printer Word allows the output in the form of an RTF file The application MS Word is launched if installed You can format the output individually in Word Output profile You can define the scope of data to be
30. ronmental conditions requirement classes dob distance of the upper layer from the top edge or the cast in place complement if applicable dun distance of the lower layer from the bottom edge You must specify the distance of the center of gravity for multilayer reinforcements DIN 1045 1 EN 1992 1 1 The reinforcement distance should comply with requirements due to durability In case of noncompliance a corresponding note is displayed in the information window Reinforcement distribution See Design according to the Kh Kd method See Design for a given reinforcement relation Asu Aso 1 3 5 7 See Input of action effects Display of the design results See Design Results Cast in place complement You can enter cast in place complements for the cross section types rectangle uniaxial T beam uniaxial and layers cross section uniaxial Cross section Height height of the cast in place complement hE lt hfo 5 cm if hfo 0 then HErg lt h 5 cm Joint finishing DIN 1045 1 2001 In accordance with the definition in DAfStb Booklet 525 S 84 DIN 1045 1 2008 EN 1992 1 1 Very smooth Cast against steel or smooth timber formwork Smooth Screed surface or finished with slide or extruder process or untreated Rough Exposure of aggregate skeleton gt 3 mm 40 mm distance approx NA D or sand surface method average peak to valley depth gt 1 5 mm Interlocked Interlocking accord
31. sign See Results of polygonal cross sections The following cross section types are available for the fire protection proofs rectangle and general point reinforcement circle and general point reinforcement Frilo Statics and Structural Analysis Material in p ut concrete cast in place The materials concrete reinforcing steel are entered via standard specific c 2025 selection lists Alternatively you can freely define the material values via the menu item Free with DIN 1045 1 and EN 1992 1 1 Seas You can select different materials for the longitudinal reinforcement and the BSt S00 SA v BStS00SA jv stirrups 5 0 cm Material input DIN 1045 7 88 B15 B55 acc to table 11 gt o jm B65 B115 acc to DafStb directive for high strength concretes grade 460 YH 14 0 em BSt 1 3 4 different materials for the longitudinal and the stirrup reinforcement if applicable Material input DIN 1045 1C12 15 C100 115 standard and high strength concrete acc to table 9 LC12 13 LC60 66 lightweight concrete acc to table 10 additional input for cast in place complement if applicable If high strength concrete gt C50 60 is used the design option Ac net net concrete surface should be selected cf 14 p 161 When entering a cast in place complement you can select the material of the cast in place concrete in the top right selection list The selected concrete class should comply with requirements due to durab
32. tangle enclosing the polygon Because Dy and Dz do not vary with the compactness of the polygon you should prefer a design with increased moments resisting moment in y direction Mzd Nxd and tot As are given resisting moment in y direction Mxd Nxd and tot As are given effective rigidity referenced to state in y direction effective rigidity referenced to state in z direction You can select a reinforcement for each cross section If the reinforcement area is the same for each reinforcement point you only need to define selected As default You can define different reinforcement areas via the enhanced reinforcement table button on top of the reinforcement table With general cross sections uniaxial effect of actions can also produce curvatures in the direction where the moment is equal to zero Therefore you should consider the curvatures instead of the effective rigidities in the deformation calculation approach Frilo Statics and Structural Analysis Fire protection parameters This dialog is only enabled for DIN 1045 1 and the relevant cross section types general cross section rectangle general point reinforcement circle and general point reinforcement In this section you can define the parameters required for the hot design and the rigidity calculation in the accidental design situation fire Fire resistance Concrete aggregate Steel production Temperature addition Sy System input B
33. this option allows you to define a strut inclination independent of the state of the effect of actions for sections that shall be calculated with the inclination angle at the relevant section but are not decisive for the shear resistance analysis for instance You should ensure compliance with the limitation of the strut angle in the relevant standard gt see Shear design Torsion with 45 degrees strut EN 1992 1 1 Torsion design with simplified methods For concrete types gt C50 characteristic compressive strength fck without reduction NA GB If the shear resistance of the concrete is verified via a test you may take the characteristic compressive strength fck for concretes gt C50 60 as per NA to BS EN 1992 1 1 also without deduction into account Increased design compressive strength of concrete fcd in accordance with PD 6687 2006 NA GB According to PD 6687 2006 you may take an increased design compressive strength of the concrete fcd calculated with acc 1 0 into account in the verification of the shear resistance T beam layers cross section Point of application of the normal force in the centre of the cross section You can optionally define a central application of loads with T beams and layers cross sections standard load application in the centre of gravity Save as default The button allows you to save configuration settings as default i e when defining a new item these values are set automatically
34. tion Outline The input of the polygon is done by entering polygon points in a x y system of coordinates into a table You can enter up to 100 polygon points Block out The polygon is entered via a table in the same way This table can be accessed via the button on top of the table for the outline Note Standard cross sections of B2 rectangle T beam layers cross section can most efficiently be entered in the sections of the corresponding cross section types and converted into a polygonal cross section subsequently Note concerning the input in the table All entered coordinates are shown in the graphic window The recalculation is only performed after you exit the table You can terminate the input of data and exit the table by specifying zero in the column current no Environmental conditions requirement classes See Environmental conditions requirement classes General point reinforcement The reinforcement can comprise up to 100 reinforcement points The x y coordinates are entered via a table You can optionally define a reinforcement point as a constant point i e the area assigned to it once is not changed during the iteration The definition of constant points is done via an enhanced table that is accessible by clicking on the button In this section you also define the selected reinforcement that is required for the calculation of the effective rigidity Effect of actions See Input of action effects De
35. to the requirement class selected in line 1 line 4 Environmental conditions creep coefficient and shrinkage strain EC2 conditions of environment creep shrinkage Uwk 1 Uwk5C Selection of the exposure classes according to table 4 1 control of the permissible concrete stress Uwk 1 x perm wk Selection of the permissible crack width for reinforced concrete zulwk 0 30 mm E components 0 3 mm prestressed concrete components 0 2 mm and special requirements 0 15 mm Environmental conditions creep coefficient and shrinkage strain NORM B4700 For reinforced concrete components perm wk 0 3 mm For special requirements perm wk 0 15 mm Durability environmental conditions creep coefficient and shrinkage strain class of demand DIN 1045 1 EN 1992 1 1 b gt shri When you exit the dialog by clicking OK the entered values are matched to the hs let durability requirements if they do not comply with them top Afk F all wk 0 40 mm botAfk F all wk 0 40 mm Control of the crack width proof The button in the requirement classes DIN 1045 1 or environmental conditions EC2 Italy ONORM B4700 EN 1992 1 1 section allows you to access this dialog fcteff The option allows to modify the concrete tensile strength Full strength after 28 days is set by default control proof crack width Width of the effective zone of the tensile r reinforcement fcteff user define Fcteff se Nimm2 Correspondingly the width of
36. urocode at NA GB NA to BS EN 1992 1 1 2004 In June 2008 the British Standard Institute adopted EN 1992 1 1 the standard BS 8110 applicable until then is no longer supported http Awww eurocodes co uk NALI UNI EN 1992 1 1 NTC 2008 Even though the final version of this National Annex is not available yet you can use the Eurocode in combination with the document Norme tecniche per le costruzioni 56 published on 4 February 2008 and the supplementary circular Circolare finissima 2 2 2009 57 NA_NL NEN EN 01 01 1992 NB The Eurocode for the construction of buildings is applicable in the Netherlands The coexistence period will last for one year after the introduction of the final version 53 NA_CZ After publication of the National Annexes the old national standards were withdrawn on 31 May 2010 Frilo Statics and Structural Analysis Basis of calculation The topics Design for bending and longitudinal force Calculation of the effective rigidity Shear design Proofs of serviceability Accidental design situation are dealt with in the document Analyses on Reinforced Concrete Cross Sections pdf B2 Reinforced concrete design System input The items of the main tree reveal the input options of the application When you set up a new item a window for the selection of the type of cross section and the standard is displayed Type of cross section Uniaxial Rectangle T beam
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