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BETONexpress user's Manual

1. Concrete cover EC2 84 4 1 mm Cnom 75 imm Reinforcing bar diameter mm SI 12 lim fixed GT gl Include rebar schedule in report Iv Sol bearing pressure N mn 0200 S N mne El Weight of soil kN nr 17 000 kun Foundation depth m 1 200 eim 14 4 Spread footings eccentrically loaded E wv Design OK Dead live Seismic Name of design object FOOTING 002 m bd P P P C25 30 5500 2000 om Concrete Steel class gdl so 5000 Partial factors for materials EC2 2 4 2 4 ye 1 50 ys 1 15 y Partial safety factors for actions EN1990 1 1 41 yG 135 y0 150 Load combination coefficients for variable actions y 0 60 y2 0 30 1 600 m Concrete cover EC2 84 4 1 mm Cnom 75 Zinn Reinforcing bar diameter mm e 12 ln fixed DJ e Include rebar schedule in report iv Soil bearing pressure N mm 0 200 E Neme El Weight of soil kN n 17 000 kon Foundation depth m 1200 fm Name of design object FOOTING 003 Concrete Steel class C25 30 500 sl Partial factors for materials EC2 2 4 2 4 ye 1 50 ys 1 15 y Partial safety factors for actions EN1990 1 1 1 DS 1 35 E mel 1 50 ES B Ss e Load combination coefficients for variable actions y1 0 60 F y2 0 30 Concrete cover EC2 84 4 1 mm trend 75 imm Reinforcing bar diameter mm e 12 vnm fixed DJ
2. 0 1 0 2 0 3 0 5 User s Manual 62 BETONexpress RUNET software 20 6 Design chart Deflection control 20 6 1 Column design chart Cross section moment of inertia stiffness in bending EN1992 1 1 55 8 8 Design chart Cross section moment of inertia stiffness in bending RUNET EN1992 1 1 5 8 8 Design chart Cross section moment of inertia stiffness in bending SM G Sn O SE mmm O Maximum displacement max 0 01302 qLILE I b p As b d p As b d p As B d El Es As d n Es Ec AS p p 1 00 p pz0 75 p 0 50 Cb 4D p pz0 2D p p 0 20 p pz 1D t d 0 25 t d 0 20 t d 0 15 t d 0 10 t d 0 05 EI Eg As d 0 60 0 70 User s Manual 63 BETONexpress RUNET software 21 CAD drawing of concrete elements The CAD modulus of the program automatically creates detailed drawings of spread footings retaining walls corbels and deep beams You can adjust the scale of the drawing and you can choose the visible layers The properties of the drawing components line thickness colour text size can also be adjusted You can also specify the dimension units that are used Before previewing or printing the drawing you can select printing paper size and move the drawing to the desired position on the paper F4 Structure Drawing cM SLS v Views layers 125 lala wid Jit 7 View prope sea 7 AQ ial ORI 49
3. 1 00 did Et Ast fyd O Bas 1 50 SiT O s 2 00 VIS n Ned b hrfed 0 30 0 40 l 0 60 m Med b h fed EN1992 1 1 86 1 Column design chart circular cross section RUNET Ey EN1992 1 1 6 1 Column design chart circular cross section Concrete Steel class C12 15 C55 67 B500C C12 15 C55 67 B500C d1 D w lt d1 0 100 o I 0 100 Des 1 00 f As tot fyd O Bas 1 50 ws BR O 2 00 t E H 0 20 0 30 m Med 2r fcd User s Manual 61 BETONexpress RUNET software 20 4 3 Column design chart Biaxial bending with compression EN1992 1 1 56 1 Column design chart Biaxial bending with compression RUNET gt gt B EN1992 1 1 6 1 Column design chart Biaxial bending with compression Concrete Steel class C12 15 C55 67 B500C nd C12 15 C55 67 B500C di dl h n Ned b h fcd hina O 0 100 0100 Z 020 E _As tot fyd i l bh fcd my Medy fed Ine hy 0 20 0 30 0 50 mx Medx fcd hy hx 20 5 Design charts Slenderness and effective length of columns 20 5 1 Column design chart Biaxial bending with compression N1992 1 1 55 9 3 2 Effective length ORUNET T EN1992 1 1 5 8 3 2 Effective length Braced members EN 1992 2004 Eq 5 15 Unbraced members EN 1992 2004 Eq 5 15 Braced members ENV 1992 1989 Fig 4 27 Unbraced members ENV 1992 1989 Fig 4 27
4. BELO expres Dimensioning Concrete structures according to Eurocode 2 KONE software amp expert systems 2000 2011 RUNET Norway as USER S Manual BETONexpress RUNET software License and copyright BETONexpress Version 12 2011 User s guide Copyright RUNETO software The software BETONexpress described in this users manual is furnished under a license agreement The software may be used only in accordance with the terms of the license agreement Information in this document is subject to change without notice License and copyright If you do not agree with the terms of the following Disclaimer and License Agreement return the program disks before you install and activate it to RUNET Norway AS within 30 days of purchase for a full refund of software cost and sales tax Disclaimer This software should be used only from experienced and licensed professional engineers The software must be considered as a helping tool for the designer engineer and can never replace the knowledge the experience and the judgment of a professional engineer The user of this software must understand that no matter how advanced and well checked this software is he should carefully check the results and take responsibility of their use Copyright This software is owned by RUNET Norway AS and it is protected by EC European Community Copyright Laws and International Treaty Provisions This software and the accompanying materials must b
5. Rall 7 Hep the buttons at the bottom you can preview or print a sample of the header 24 1 2 Main report 7i Main repart You select the font type as well as the size of the font For the font type it is wise to select non proportional fonts such as Courier Courier new Lucida Console so that the report formulas and tables to be aligned properly You can also specify the page margins left right top bottom in millimetres mm Setup of margins and Font Report font Courier New TUR Courier New Baltic risum Mane Courier New Greek Courier New Evrova Courier i Font size For the report it is recommended to use non proportional fixed pitch monospaced fonts such as Courier Courier New Lucida Console so that the report formulas and tables to be aligned properly Courier New Greek Courier New TUR Prine ham Dalia Fixed Pitch Fonts Left margin in mm 20 Top margin in mm 10 Right margin in mm 10 Bottom margin in rnm 10 x J OK X Cancel 7 Help Setup of page Footer t3 Logo of design fm Frou dern ofice Visible Object DN hom yit Distanco Js vo Setup 24 1 3 Report page footer A Za EED dtu sz pg c gm Gri Footer On the page s footer it can appear rm um the logo of the design firm the file ETE NP En name of the project the report subtitle or chapter title 7 ness E x P the report date and an hor
6. 14 Spread TOOUNGS iria a RC ERR 41 I4 Ll DIMENSIONS and Te Ts Tas asas A am RU eo A Dro DC Sra Duc Ss aane EE 42 14 2 Soll propertleSsiisusi ees deed Lv ME STER TRRNRADES EROR AAA AS 42 14 3 Spread footings centrically loaded sue susti scs a s a ee ista 43 14 4 Spread footings eccentrically loaded eeeesseeiieeeeeee nennen nnne 43 14 5 Spread footings eccentric unsymmetrical FOOTING ccccc cece cece e K Kee 43 15 Retaining WallSisiaaa nc 44 ONES 21668 s e 1 TII TM 45 15 2 Ldteral earth DreSSun G 2 4 sccanciaaatin cent oua err id aaa 45 L3 DIMENSIONS 2erbucwtnouesteneaanstat ross atseesenatt panna TITULAR 46 1504 SOM DROPS ES TU T I A oa a o TE et 46 15 4 1 Properties of soil layers for lateral earth forces cesse nnn 46 15 452 Founda dOn SON scc ttn atone AAA 46 15 5 SADUY desioan e dud enc aa stipe tada 47 15 5 1 Stability checks using Working Stresses Design eeeeeernnennnn nn 47 ESG SEMIC Tes a e D OI ISDEM 47 15 7 Gravity type retaining WallS iio ara Ea XRRN YR RRRRERERRXYYRRERSRERENRRXERAGA RA 48 15 751 DESIGN Tuethod taaan obras 48 I5 7 2 Wal Matera Sas don cup uS V rb ta Nac bao frd e aed abd Reo ARE f 48 15 9 Retaining walls of cantilever type a o px Db ER EE RUE EY due Ex Y EOD c dO EORR 49 16 Corbels 7 Brackets in H aan anan e aaia 49 IGL Loading riria ria t 50 16 2 Bearno capacity atlo
7. 3 500 00 8122 170 00 As1 b d 0 01627 1 627 96 x d ec2 c242s1 3 50 3 5042 17 0 517 x2284 4mm ar 0 810 ka 0 416 Fo ar b x fed Fs1 615 31kN As1 Fs1 435 1875mm z d ka x 1 ka amp c2 c2 es1 d 2 d 1 0 0 416x0 617 0 743 z 342 7 mm Kd4 1 0 810 0 617 0 743 14 17 0 190 mm N Kd 0 436 Bending capacity Mr b d Kd 0 000001 x250x4617 0 190 280 00kNm ec2 3 500 00 es1 5 000 00 As1 b d 0 01086 1 086 x d ec2 c2 es1 3 50 3 50 5 00 20 412 x 189 8mm ar D 810 ka 0 416 Fc ar b x fed Fs1 544 24kN As1 Fs1 fyd 21252mm z d ka x 1 ka ec2 ec2 es1 d z d 1 0 0 416x0 412 0 629 z 382 0mm Kd 1 0 810 0 412 0 829 14 17 0 256 mm N Kd 0 506 Bending capacity Mr b d Kd 0 000001 x250 4617 0 256 208 00kNm c2 3 500 00 es1 7 500 00 As1 b d 0 00839 0 839 x d ec2 ec2 es1 3 50 3 504 7 50 0 318 x 146 7 mm ar 0 610 ka 0 416 Fc ar b x fed Fs1 420 55kN As1 Fs1 fyd 967 mm z d ka x 1 ka ec2 ec2 es1 d z d 1 0 0 416x0 31820 868 z 400 0mm Kd 1 0 810 0 318 0 858 14 17 20 315 mm N Kd 0 562 Bending capacity Mr b d Kd 0 000001 x250 4617 0 316 169 00kNm c2 3 50o0 00 es1 10 000f00 As1 b d 0 00684 0 684 x d ec2 ec2 es 1 3 50 3 50 10 00 0 259 x 119 5mm ar D 810 ka 0 416 Fo ar b x fed Fs1 342 67kN As1 Fs1 fyd 788mm z d ka x 1 ka ec2e ec2 es1 d z d 1 0 0 416x0 259 0 892 2 411 3mm Kd 1 0 810 0 259 0 892 14 17 0 377 mm N Kd 0 614 Bending capacity Mr b d Kd 0 000001 x250 4617
8. Include rebar schedule in report Slab thickness m h support hl free end h 0 180 m h12 0 150 Z ln Cantilever free span Lx m Transverse span Ly m Lx 1 950 Z ln Ly 3 800 Z ln Uniform loads g dead q live uniformly distributed kKN n gl 0 80 S kN m q 200 S kN ni La v Loads at the free end Pg dead Pa live kN m Pg 0 00 S kN m Pac 0 00 11 4 1 Slab thickness Slab thickness m h support h1sfree end h 0 180 Sw hi 0 180 Si Slab thickness h at fixed end and hi at free end in meters m 11 4 2 Free span Cantilever free span Ls m Transverse span Ly m Lx 1 200 tim Ly 4 800 tm 11 4 3 Loads Uniform loads g dead q live uniformly distributed kN m gl 0 80 E kN m ge 200 kN me Loads at the free end Pg dead Pa live kN m Pg 0 00 kN m Bac 0 00 EjkM m Uniformly distributed loads in kN m g1 for the dead load of the slab finishing and q for the live load on the slab Pg kN m is the dead concentrated load at the free end and Pq kN m the live concentrated load at the free end The design actions are obtained with combination of permanent and variable actions as in Eurocode EN 1990 2002 yG Gk 7Q Qk User s Manual 28 BETONexpress RUNET software 11 5 Ribbed slabs Slabs with voids in order to reduce the self weight They are designed as solid slabs but the reinforcement is placed in the ribs In the case of two way ribbed slabs the torsional res
9. The program uses a optimum diameter around this If you use D 10 1 then only10 mm rebar diameter will be used Bending moment in KNm m for the slab cross section Two way slab Name of slab object up to 16 characters Slab thickness in m Concrete cover in mm Rebar diameter optimum The program uses an optimum diameter around this If you use D 10 1 then only 10 mm rebar diameter will be used Support conditions O support 1 fixed Numbers in order Left Bottom Right Top supports Span x in m Span y in m Uniformly distributed permanent load in addition to self weight in kn m Uniformly distributed variable load in kn m Beam section of orthogonal cross section Name of slab object any name up to 16 characters 84 BETONexpress Cb 25 D 14 BW 0 20 H 0 50 Mb 48 65 Vs 56 80 Na 12 56 BEAM 2 NM BEAMT 5 Cb 25 D 14 BW 0 20 Bf 1 25 H 0 50 Hf 0 07 Mb 48 65 Vs 56 80 Na 12 56 L 6 47 SP 1 COLUMN 1 NM Column 1 Cb 25 D 20 Bx 0 35 By 0 35 User s Manual RUNET software Concrete cover in mm Rebar diameter optimum The program uses a optimum diameter around this If you use D 14 1 then only 14 mm rebar diameter will be used Beam width in m Beam height in m Beam bending moment in kNm Beam shear force in kN Beam axial force in kN Beam section of T cross section Name of slab object up to 16 characters Concrete cover in mm Rebar diameter optimum Th
10. With right clicking on a design object you can select actions like computations report previewing and printing exporting or drawing The objects checked in front are included in the report and the reinforcing bar schedules A common report and reinforcing bar schedule is produced from the selected objects In the Report Setup you may specify the report of each design object to start in a new page The order of the objects which is also the order of appearance in the report is regulated with the al m two buttons You can delete one or more selected objects by clicking at Del key or multiple selection of design objects with Shift and mouse click or Ctrl and mouse click You can duplicate a selected object by clicking at E selected object Design objects Project name Project Beton computations aa SLAB 007 design object AB E ALA 00 A A FOOTING 001 Wall properties Parameters Code requirement checked objects Dimensions appear ittie UO A iiion of mall 3 000 m obiectan redif err FA BEAM O02 Transverse length of wall 10 000 m in computations RAYA EURBEL O01 steam thickness at wall top 0 400 m 7 x COLLIMN r Steam thickness at wall bottom 1 100 m psdowh mave Gi Width of wall base 2 000 m selected object Width of wall toe 1 500 m P Q H Width of wall heel 0 200 m Height of mall steam 2 400 m delete object Thickness of wall footing 0 600 m duplicate object Front thickness of wall toe 0 250 m activ
11. ccssesseeeeeeen enhn nnne nnnm 21 10 1 7 Creep and shrinkage coefficient eesssssseeeeeeeesee nennen emn nnnm 22 10 1 8 Include rebar schedule in report seeeeeeeeeeeeenennn nehmen nnn 22 IL Concrele Slabs inicia 23 bil Slaps SSCLON lt GCS Gli T T T ID TT 23 11 2 One way multiple span slabs up to 8 SPANS ce ce c e c x e cece sees eee eee nnn nnns 24 TEZAT WN mberorsSbdllSosekeedusbckecn iur puit cade rk pUa ea scat edis ea aa ps ic 25 11 2 2 Sia CHICK ESS AA 25 PEs E le igEhssvesedensevrbubibr vet vin miroir exivit oda vee redu iuevE d Dni ovre n dut E E ees 25 Tiza OBES aac UE aca albrnsa THT 25 11 2 5 Percent of moment redISEHDUELOT ssa ot CE P e a eio than das aan A 25 I1 2 6 SUDDOFE WIGED dicor eei Ae AR 25 11 35 TWO Way S IdDS ssa debian bes ta QUE dex NI Mis tune eon bane MADE MINER KM D eae IM IQ DEI eae A tee 26 Lb lt SUDDOrE COMCIMOMS rita 27 Lic 2 JTorsionaltesistaliee eseens iini d davies pd paren ads 27 Li A Lp DAS DAD 27 I4 Cantilever Sas A A bee ewan TN cR d e ML MD bM 28 UE ES A LIU ETE UE 28 14 44 27 free SDalusisseedakede cad 28 tds Eoad Ern UE Um Sep ai mata RDUM DURAN ER 28 TiS JBIBDGGSIdDS acusctsraaoudiscd iua e prox ete raptor dad as 29 LLG Slab section Moment capacity siii rr DRESSER EUER 29 11 7 Slab section strengthened with FRP jacket moment CapaCity ccceee eK 29 127 BRINGS aaa so npe i RxERRRERK VIC MU RE a a Rae 31 AL ErnecHive
12. computed according to EC 2 8 11 3 using the density class The density weight of the concrete is specified by the user All the other data are the same as in normal concrete Concrete Steel class User s Manual Lightweight concrete n 1401 1601 amp g m LC25 28 B500C m Slab section in bending Lightweight concrete One way continuous slab Lightweight concrete Two way slab Lightweight concrete One way cantilever slab Lightweight concrete Ribbed slab section in bending Lightweight concrete One way continuous ribbed slab Lightweight concrete Two way ribbed slab Lightweight concrete Beam cross section in bending shear axial Lightweight concrete T beam cross section in bending shear axial Lightweight concrete One span beam in composite loading Lightweight concrete b RG GWIR ALO OIA Continuous beam with distributed loads Lightweight concrete 53 BETONexpress RUNET software 19 Reinforcement schedule A detailed reinforcement schedule is produced The design objects that participate in the bar schedule are the ones checked in the Design objects window and their order of appearance can be changed from the Design objects window For the supports of the two way plates you can select the way the reinforcing bars are shown in the reinforcement schedule from the menu Edit reinforcement schedule They can show in double length symmetrical over the support center or half length You can edit
13. fcd 0 8525 1 50 14 17 NM mm fyd 500 1 152435 N mm Ac 250500 125000 mm As124x50 201 mm d H Cnom s 8 2 500 25 1048 2 461 mm Shear capacity without shear reinforcement Vrd c Vrd c Crdc k 100 p1 fck 0 33 bw d vmin bw d fck 25 N mm k 1 100 461 0 92 2 k 1 66 p1 As1 bw d Ast 4 0 8 p1 201 250x461 0 0017 Crd c 0 15 1 50 0 100 Wrd c 0 001x 0 10 1 66 1000 001725 0 33 x250x461 31 24 kN Vrd c min 0 035 k 1 50 fekt bw d 0 001x0 035x1 66 1 50 x25 V2x250x461243 08 kN Verd c 31 24 kN Shear capacity of shear reinforcement Vrd s Asw 2x79 157 mm s 150 mm Vrd s Asw s z fywd cotB Ved 440 83kN Ved max Yrdma 1 00 B 45 00 rd s 0 001x 157 150 x0 90x4613435x1 00 188 81 kN Ved 402 72kN Ved max Yrdma 0 91 8233 00 Vrd s 0 001 x 157 150 x0 90x461 x435x1 54 290 74 kN Ved 304 01kN Ved max vrdmax 0 69 B 21 80 Wrd s 0 001x 157 1150 x0 90461 4352 50 472 06 kN B angle between concrete compression strut and beam axis Vrd s gt 188 81 kN Compression strut capacity Vrd max Vid max acw bw z v1 fed cot8 tan8 8 21 80 cotB 2 50 tan8 0 40 acw 1 00 z 0 9d fek 25 00 lt 60 MPa v1 0 60 Yrd max D0 D00131 00x250x0 9x461x0 50x14 17 2 5040 40 2304 02 kN Vrd max 304 02 kN Minimum link reinforcement p w D 1 fck Ve fyk p w 0 1x 25 2 500 0 0010 min Asw s gt p we bw x1000 0000x250 0 25mm mm 8 400mm User s Manual 59 BETONexpress RUNET software 20 3 Design charts Bending 20 3 1
14. pias gin Don R alax shud e olypect a a 1 pena re 3 fo E Cael 35 Cqel pI he 0s 15060160 n m of shoe Siei 15 A3753 m cle t double eth on aller xelecicd object shetch El Da DETOMespress 6 Brett aad eee er Regastered user IGE User s Manual 10 BETONexpress RUNET software 4 Design objects The design objects can be a variety of concrete parts of a structure such as slabs beams columns footings retaining walls corbels deep beams We refer to these calculations as design objects or structural concrete elements You create the design objects with the action buttons on the top In a project you may create as many design objects as you want Automatically the program gives a default name to each object which you may change and assigns a small characteristic icon in front to recognize the type of the design object The design objects are autonomous and each one has its own drawings material properties and computations All the design objects of the project are listed in the window at the left which is the basic window in working with the design objects By selecting clicking at an object the corresponding computations appear on the right window If the object appears in red colour the computations have errors or are not satisfying The sketch of the selected design object appears underneath With double clicking on a design object you enter its calculation window
15. z lt driving forces cohesionless soil SF 1 50 Participating passive earth pressure 1 00 Allowable load at the base max soil pressure q lt qa allowable soil pressure cohesive soil qa2 0 330 vou cohesionless soil qa 0 500 qu Eccentricity limit without seismic loading 0 333 ga computed from bearing capacity equation lt Close Unlocked 2 Help 17 BETONexpress 9 7 3 Properties of masonry wall materials fk N mm characteristic compressive strength of the masonry Eurocode 6 3 6 2 fvkO N mm characteristic shear strength Eurocode 6 84 5 3 9 7 4 Gravity retaining walls design with allowable stresses Properties of masonry wall materials fc N mm allowable compressive stress ft N mm allowable tensile stress fv N mm allowable shearing stress 9 7 5 Reinforced concrete design Default values for concrete cover minimum mean and maximum steel bar diameters and maximum spacing for reinforcement for the retaining wall stem and the footing In the design of the wall stem and the footing the mean reinforcing steel diameter is used as a default value The minimum and maximum values for the steel bar diameters are the low and upper limits of the bar diameters which are used in the design The spacing of the bars in the steam and the footing which is used in the design will not exceed the maximum spacing specified in these parameters Requirements f
16. 0 85 40 1 50222 67 Nimm C45 55 fcd 0 85 45 1 50 25 50 Nimm C50 60 fcd 0 85 50 1 50228 33 Nimm C55 67 fcd 0 85 55 1 50231 17 Nimm 3 00 3 50 c 0 00 EN1992 1 1 3 1 7 Stress strain diagram of concrete www runet eu gt EN1992 1 1 53 1 7 Stress strain diagram of concrete RUNET Oc fcd ec o oo fb fcd 0 05 049 0 10 098 0 15 144 0 20 190 0 25 234 0 30 278 0 35 319 0 40 360 0 45 399 0 50 438 0 55 474 0 60 510 0 65 544 0 70 577 0 75 609 0 80 640 0 85 669 0 90 697 0 95 724 1 00 750 1 05 WA 1 10 798 1 15 819 1 20 840 1 25 859 1 30 877 1 35 894 1 40 910 1 45 924 1 50 938 1 55 949 1 60 960 1 65 969 1 70 9 78 1 75 984 Ooocoooooooooooooooooooooooooooooooo OQoooooooooooooooooooooooooooooooooo Ooooooooooooooooooooooooooooooooooo ec o oo fb fcd 1 1 1 1 DO 05 2 2 m2 2 20 25 30 35 40 45 50D 55 2 2 2 2 2 2 2 2 2 2 70 275 80 85 90 95 DO 05 2 2 2 2 2 2 3 3 3 3 20 25 30 35 40 45 50 33 3 3 3 3 3 3 80 85 20 95 10 15 60 65 10 15 B 0 994 998 999 000 000 000 000 000 000 000 000 000 000 000 000 000 000 DOD DOO 000 000 000 000 000 000 000 000 000 000 000 000 000 000 0
17. 2 8 5 4 4 The main tension reinforcement should be anchored beyond the bearing plate using U loops The minimum bending diameter of the loop is computed according to Table 8 1 N of Eurocode 2 In deep corbels with ac hc 0 50 horizontal or inclined closed stirrups are distributed over the effective depth to take the splitting stresses in the concrete strut with total area Asw gt 0 25 As Annex J 3 In shallow corbels with ac h c 0 50 vertical stirrups are distributed over the width of the corbel with total area Asw gt 0 50 Fsd fyd Annex J 3 User s Manual 50 BETONexpress RUNET software 17 Deep beams When Leff H 2 then the strain distribution is no longer linear and the shear deformation becomes significant The usual flexural theory cannot be used In this case the design of the beam is done according to Eurocode 2 85 6 4 86 5 using a simple strut and tie model You can design deep beams subjected to uniformly distributed dead and live load at the top and bottom face 5 L4 L4 a L4 L4 L4 5 L4 5 L4 A L4 5 L4 A 5 E C A K DCUM CMM E E E E E E E E E E E S b a P 2 Len M 17 1 Design method Beams with Leff H 2 The design method is based on elasto plastic material behaviour The design model is a simple truss model combining strut and tie action Eurocode 2 85 6 4 86 5 Schlaich J Schafer K Konstruieren im Stahlbetonnbau Betonkalender 82 1993 Teil 2 313 458 Berl
18. 4 1 2 User s Manual 21 BETONexpress RUNET software In general The minimum cover for dry environment and for interior of buildings is 15 mm for humid environment without frost 20 mm and for humid environment with frost 25 mm For more severe environment as humid environment with frost and de icing salts or seawater environment for interior and exterior concrete components the minimum cover is 40 mm 10 1 7 Creep and shrinkage coefficient The final creep coefficient is used in the calculations of deflections and crack control in Serviceability limit states SLS You can compute the creep coefficient from the enviromental parameters and the sizes of the cross sectionsaccordind to EN 1992 1 1 2004 par 3 1 4 and Annex B Final creep coefficient EC2 3 1 4 AnnexB elo fal 2 500 Total shrinkage strain Fes 0 300 Fo Final creep coefficient EC 2 EN1992 1 1 2004 53 1 4 Annex B Concrete nade conditions outside conditions KOZ 1002 Relative humidity RH X g 3 Notional size ha ho 2A c u mm mm LA h ho aoe mm Sm ho h mm AS r Age of concrete at loading in days 10 iw days Final creep coefficient EC2 EN1992 1 1 2004 83 1 4 Annex B io eot ol 3 222 10 1 8 Include rebar schedule in report If checked the corresponding rebar schedule is included in the end of the report of each concrete object User s Manual 22 BETONexpress 11 Concrete slabs Dimensioning of concr
19. 500 E m Method of analysis Czemy iv Uniform loads g dead a live uniformly distributed kN m gl 0 80 kN m q 200 T kN m 11 3 1 Support conditions free span lengths in 4 and y direction of slab Support conditions and spans Lx Ly m LE v L 3 600 em Ly 4 500 iim 5146 01 SLaB z 5146 05 SLAB O4 SLAB 05 SL46 06 SLAB 07 SLAB 06 SLAB 09 5146 10 SLAB 11 SLaB 12 5146 15 SLAB 14 SLAB 15 SLAB 16 select type of support conditions LILITHO LE DU CD OO OO L OO supported edge fixed edge free edge y 11 3 2 Torsional resistance torsional resistance TES v YES No Specify to take into account or not the reduction of span moments due to the torsional resistance of the plate when you use Marcus method of analysis 11 3 3 Loads Uniform loads g dead g live uniformly distributed kN Ar gl 0 80 ELT q 2 00 EL Loads in kN m g1 for the dead load of the slab finishing and q for the live load on the slab The design actions are obtained with combination of permanent and variable actions as in Eurocode 2 EN 1990 2002 yG Gk yQ Qk The total dead load is computed by the program as g g1 self weight User s Manual 27 BETONexpress RUNET software 11 4 Cantilever slabs Design of cantilever slabs of variable thickness You can specify uniformly distributed load in kN m2 with dead and live components and concentrated line loads in KN m dead and live componen
20. D 20 Mx 48 65 My 56 70 Na 812 16 H 3 50 COLUMN 1 NM Column 2 TP 1 Bx 0 36 By 0 36 Cb 26 D 22 1 Mx 48 75 My 56 80 Na 812 26 H 3 60 FOOT 1 NM Foot 1 Lx 1 50 Ly 1 40 Cx 0 30 Cy 0 40 H 0 70 H1 0 40 Cb 30 D 12 Ng 148 61 Nq 156 71 Qu 0 21 Ws 1 91 Hs 2 1 FOOT 1 NM Foot21 Lx 1 60 Ly 1 50 Cx 0 40 Cy 0 50 H 0 70 H1 0 40 Cb 30 D 12 1 Ng 128 62 Nq 186 72 Qu 0 22 Ws 1 92 Hs 2 2 User s Manual 83 BETONexpress RUNET software 30 2 1 Command Line explanations Every part of a command must separated with comma Code words first word and words with must be exactly the same Capital and small letters are the same MATER Materials and partial safety factors BS C16 20 Concrete class SS S500 Steel class gG 1 35 Yc Partial factor for permanent loads gQ 1 50 Yo Partial factor for variable loads If Material Command is omitted then the default values that are set in the program the moment you read the command file are taken Many material cards may be included Each one affects the set of following commands PLATE 1 NM SLAB 1 H 0 20 Cb 15 D 10 Mb 12 10 PLATE 2 NM SLAB 1 H 0 20 Cb 15 D 10 TP 0011 Lx 3 60 Ly 4 00 g 0 80 q 2 00 BEAM 1 NM BEAMA 1 User s Manual Cross section of Plate Name of slab object any name up to 16 characters NOTE object names are unique and must not repeated Slab thickness in m Concrete cover in mm Rebar diameter optimum
21. Eurocode 2 In a unified environment you design concrete elements in a simple way The calculations of concrete components performed by BETONexpress cover all the needs of a structural design firm It simplifies all the repetitive and time consuming every day calculations for concrete elements In a graphical added environment you specify the necessary dimensions loads and design code parameters of concrete components and the design is immediately performed Default values and checks for erroneous input values facilitate the input data process The detailed calculations can be viewed immediately The report which is created simultaneously shows in detail all the calculations and the design steps with references to the corresponding design code paragraphs In case of inadequate design warnings in red color appear in the report Reinforcing bar schedule is also produced With a special editor you can add or edit reinforcing bars The report quality is high with sketches graphs and formulas and with user specified title block logos and fonts In one project you can create as many structural elements design objects as you desire All the data are stored automatically in one file A dedicated window helps you working with the design objects in a project Each structural element is well marked with a name and an icon You can edit copy or delete design objects in a project with a click of the mouse You can select the design objects to be includ
22. Greek characters appear explicit e g alpha beta etc User s Manual 70 BETONexpress 24 Report parameters RUNET software Setup of report appearance X Lr SR From the main menu you can adjust the appearance and the printout of the reports by using the report parameters setup 24 1 Report setup Header page footer paper size orientation line distance margins etc 24 1 1 Report Page Header rei Header click to setup Footer fi Footer FL Close 7 Help re Header Setup page Header o mire On the page s header it can mn appear a small picture bitmap at the project title the chapter title the page number and an vee Obes seabed corteros bar horizontal line underneath By checking the corresponding boxes you can choose which of the Pite Bsc o mol m Mg lp above objects you want to appear on the caption IDEM a Rien The position of these objects is regulated from cm E Choose font the numbers in mm you specify in the boxes in M Faea Tie 0 columns 2 and 3 In the last column you can set 4 gt cn 4 Font Chapter Title k Iv Chapter Title 2i Choose font the font or select a bitmap for the icon or the kiz thickness and colour of the line At the page V Page Number fas 3 SS m ee asla place you can specify the letters you want to su appear before the page number e g Pg With wePeem pm v Ok
23. Include rebar schedule in report iv Soil bearing pressure N mnr 0200 jn Weight of soil KN m 17 000 kun Foundation depth m 1200 Sim 14 5 Spread footings eccentric unsymmetrical footing m Y Design OK Bead live Seismic Name of design object FOOTING 005 a a a C25 30 5500 San eno Concrete Steel class sl 1 00 1 00 Partial factors for materials EC2 52 4 2 4 yo 1 50 ys 1 15 Y Partial safety factors for actions EN1990 1 1 41 TSE yQ 150 Load combination coefficients for variable actions y1 0 60 F y2 0 30 C 1600 m w Concrete cover EC2 84 4 1 mm Cnom 75 S mm Reinforcing bar diameter mm e 12 wmm fixed DJ e Include rebar schedule in report iv i Soil bearing pressure N mnt 0 200 mee El S Weight of soil amp N nr 17 000 kn n Foundation depth m 1200 Zl User s Manual 43 BETONexpress RUNET software 15 Retaining walls Basic types of retaining walls which you can design with the program are Gravity walls Their stability depends entirely upon the weight of the masonry and any soil resting on the wall Gravity walls must have sufficient thickness to resist the forces upon them without developing tensile stresses Four types of gravity walls backwards inclined or not which cover most of the gravity wall shapes encountered in practice are included A Gravity wall type A K in the pr
24. RD lt U 2 12 sie pepe pum Dimensions i 000 m Rertocemert C R 20 m Gnd see O 50m PO ea UNT f Layer 7x Properties of Z srd components T3 6 v Due vH Y IS Colours Font sce colour ne Y Peiforcensent r v Renforcemert 1 Concrete a 2Hg gt Y Eat r Prat ted Sol E y E Y Mon Verena Pentorcemert E E as Z w See my hpr v led Dimermora HA lt Z Y Loud Gad Landa E 8 g 4 p 2 1 C 5 A 3 x 2 de 21 1 CAD Features Scale of Drawing zoom area zoom in zoom out Jajaja 1 i TR PA move horizontally move to zero scale Scale 1 75 Scale 1 75 RRA AA NAO Outline Fill Sail Reinforcement Reintorcement Reinforcement text Element axis Main Dimensions Secondary dimensions Text Loads Grid Dimension units Reinforcement arid size Dimensions In mm Reinforcement c S 20 cm ca 97 20 cm LG B 2L I rm BG am Scale Move Zoom If you cannot see all or parts of the object on the screen you can scale or move your drawing You activate deactivate the move command hand by double clicking on the drawing By right click you can change cursor Layers Choose the layers you want to be visible and printed The properties of the layers are defined of the Properties of drawing components User s Manual 64 BETONexpress RUNET software 21 1 1 Dimension units Choose unit for dime
25. The communication of BETONexpress with other programs can be done with a command file in simple text format Each line of this Command line file describes an object that is going to be created in BETONexpress Commands and data can be read in BETONexpress and the design objects are automatically created The format of the command text file is given below 30 1 How to import the command file Click at menu File Read Command Line File Browse and Open the file with the command lines TXT Enter the name of the new project file as BetonExpress data and the Design objects are created from the commands and the data of the text file 30 2 Example of command text file MATER BI 4 SI 5 gG 1 35 gQ 1 50 PLATE 1 NM Slab 1 H 0 20 Cb 15 D 10 Mb 12 10 PLATE 1 NM Slab 2 H 0 25 Cb 15 D 10 1 Mb 12 30 PLATE 2 NM Slab 7 TP 0011 H 0 20 Cb 15 D 10 Lx 3 60 Ly 4 00 G 0 80 Q 2 00 PLATE 2 NM Slab 8 TP 1010 H 0 20 Cb 15 D 10 Lx 3 90 Ly 4 50 G 0 80 Q 2 00 BEAM 1 NM BeamA 1 BW 0 20 H 0 50 Cb 25 D 14 Mb 48 65 Vs 56 80 Na 12 56 BEAM 1 NM BeamA 2 BW 0 20 H 0 60 Cb 25 D 14 1 Mb 58 65 Vs 66 80 Na 22 56 BEAM 2 NM BeamT 5 TP 1 BW 0 20 Bf 1 25 H 0 50 Hf 0 07 Cb 25 D 14 Mb 48 65 Vs 56 80 Na 12 56 L 6 47 SP 0 BEAM 2 NM BeamT 6 TP 2 BW 0 20 Bf 1 25 H 0 60 Hf 0 07 Cb 25 D 14 1 Mb 58 65 Vs 66 80 Na 22 56 L 7 47 SP 1 MATER BI 5 SI 5 gG 1 35 gQ 1 50 COLUMN 1 NM Column 1 TP 0 Bx 0 35 By 0 35 Cb 25
26. according to 5 8 7 3 Moment magnification factor The applied loads are axial loads and bending moments in x x and y y directions The reinforcing bars are automatically placed in the reinforcing bar schedules Slender columns in double bending The design is according to Eurocode 2 85 8 The slenderness effects and second order effects are considered in the design For the end restrain conditions you specify the end support conditions in both x and y directions fixed pin or free end In the case of column which is part of a building frame elastically restrained ends can be specified The applied loads are axial loads and bending moments in x x and y y directions at the top and bottom The reinforcing bars are automatically placed in the reinforcing bar schedules Section capacity of rectangular or circular columns subjected to compression and uniaxial or biaxial bending moments The ultimate capacity of a column cross section with given dimensions and reinforcement is computed by numerical integration of the forces acting on the cross section at equilibrium The internal forces are the forces of the concrete parabolic compressive stress strain diagram and the forces elasto plastic stress strain diagram of the steel The results are tabulated values and graphs for the failure surface Pn Mn values for the uniaxial bending and Pn Mx My for the biaxial bending Section capacity of rectangular or circular columns with FRP fibre reinforc
27. beam section Moment capacity of T beam section EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Md 121 67kNm bei 1 250m 4 M T As2 3 08en2 Mf 0 180m d M sd h 0 500m As1 B5 1Bcnf Name of design object Concrete Steel class Partial factors for materials EC2 2 4 2 4 Concrete cover EC2 4 4 1 mm Cross section dimensions width and height m Effective flange width slab thickness m Beam reinforcement at bottom face 451 4 Beam reinforcement at top face amp s2 2 BEAM D03 C25 30 B500C yer 150 ys 145 x Cnom 20 mm XC1 b 0 250 f jm he 0 500 Jm beff 1 250 m hf 0 180 TZ ln OQ 14 w 0 50 14 y Ast amp 16en SIG 1 w J 0 50 14 lel As2 3 08cn 12 8 Beam section strengthened with FRP jacket moment capacity Evaluation of the ultimate moment capacity of rectangular or T shape beam section with a given reinforcement and strengthened with a jacket from Fibre Reinforced Polymer FRP material For the cross section you specify e The concrete and steel class e he dimensions and the reinforcement e he characteristic properties Modulus of Elasticity Tensile strength of the FRP material e The dimensions width and thickness of the jacket from FRP material e The bending moment under service load without FRP jacket By clicking at D you select FRP material from the table of FRP materials You can edit and update the table of FRP material
28. d ec2 ec24 1 73 50 3 SU 20 00 50 149 x 23 8mm aO 010 ka 0 416 Fe ar b x def 12273 29kN Ast Fs1 fyd 629mm m z d ka x 1 ka ec2 ec2 es1 d 2 d71 0 0 416x0 14920 2338 22150 1mm Kd 21 0 810 0 149 0 930 14 17 20 624 mm N Kd 0 790 Bending capacity Mrzb d Q4 0 000001 x 1000x 160 0 624 42 O0kNm nyw iuneL ey s User s Manual 57 BETONexpress 20 2 2 Bending capacity of beam section EN1992 1 1 6 1 Moment capacity of beam section RUNET EN1992 1 1 6 1 Moment capacity of beam section RUNET software B 250 B mm H 500 500 mm Cnom 25 Z mm i Concrete Steel class C25 30 v B500C Reinforcement gs v jaja v Concrete C25 30 Steel gine B500C B 250 mm H 500 mm reinforcing bars 4 M8 mm fcd 0 85x25 1 50714 17 N mm fyd 500 1 15 435 N mm Ac 250x500 125000 mm As1 4x50 201 mm d H Cnom s 2 500 25 10 8 2 461 mm Minimum reinforcement min D 26 b d fctm fyk 0 26x250x461 x2 60 500 0 0013 b h 0 0013x250x500 7 mm c2 1 830 o00 es1 19 870f00 As1 b d 0 00175 D 17596 x d ec2 ec2 es1 1 83 1 834 19 87 0 084 x 38 9mm ar 0 636 ka 0 370 Fc ar b x fed Fs1 87 56kN As1 Fs1 fyd 201mm z d ka x 1 ka ec2 ec2 es1 d 2 d 1 0 0 370x0 084 0 969 z2 446 6mm Kd 1 0 636 0 084 0 969 14 17 1 359 mm N Kd 1 166 Bending capacity Mreb d Kd 0 000001 x250x4617 1 359 40 00kNm Bending capacity ec2 es1 1 83 19 87 Mr 40 00kNm ec2
29. effective footing area is considered the contact area of footing and soil This coefficient has a usual value 0 50 which corresponds to load eccentricity ratio 0 33 Increase of allowable soil bearing pressure In seismic design when you design with allowable stresses you can increase the allowable soil pressure by a factor In many design codes this factor is about 1 20 to 1 30 9 7 Parameters of retaining walls Default values for parameters of the design of retaining walls These parameters may be adjusted according to the design code requirements and National Application Document for Eurocode 2 7 and 8 9 7 1 Wall stability according to EC 7 Partial safety factors as defined in Eurocode 7 Annex A for EQU STR and GEO limit cases You can adjust them according to the requirement of National Application document 9 7 2 Wall stability with allowable stresses Safety factors Safety factors for wall stability overturning and sliding Usual values for these safety factors are 1 50 Participationfactor for passive earth pressure In designing with allowable stresses you can reduce the favourable effects of the passive earth pressure by the reduction factor which you specify in this set of parameters Eccentricity limit A limit in the eccentricity ratio e B e load eccentricity B footing width is imposed for the loading on the wall foundation User s Manual Parameters for retaining walls f Wall s
30. eso nsus foros wan hor aree reo 2 00 s0 oohe zo 0 perte fueren o pnm AO EIE CENE 00 700 7020 NN NN 16 0 SLAB OO3 3 4 00 10 00688 20 0 8 20 0 2 15 0 pmges z LAE 004 J 0 0 5 00 6 0088 18 0 g8 l18 0 8 20 0 8717 0 8718 0 BHe zo n i bottom layer of reinforcement span reinforcement at top reinforcement at top and User s Manual 54 BETONexpress RUNET software You can edit the reinforcing bar schedule for the slabs You have to notice although that if you make changes you have to save the schedule in a file The design objects that participate in the bar schedule are the ones checked in the Design objects window and their order of appearance can be changed from the Design objects window m save schedula to file Valid open existing print schedule m c E KS I OK Help SLAB 001 O 180 400 400 anoo amo ima20 0 103 20 0 ma8 20 0 imarmo 0 SLAB 002 1 O 150 400 10 00 anoo iaro n 820 0 e200 SLAB O02 2 O O sagt 10 00 anoo t200 itia 20 0 a 20 0 SLAB 002 3 O D stas o2 10 00 d8 200 ia8 20 0 8 20 aio SLAB O03 1 O O sag o3 10 00 d8 200 8 20 0 820 0 1841 9 0 SLAB 003 2 O O zag 0 10 00 d8 200 imamo n pans mans SLAB O03 3 DO L zag 05 10 00 d8 200 ipar2o n a1 5 0 ev20 0 SLAB 004 CJ O slae 600 an ip8H 8 0 820 0 fan 7 0 Sn 9 0 pS20 0 O SLap 07 stae os siab 09 DO saBi0 Li siab 11 Ol 2842 O siaB 13 m Ae es S 19 2 Reinforcement schedule for beam
31. footings and retaining walls RUNET software C BSt E d Concrete Steel class C25 30 BSDOC Ls y 1 Eurocode and National Annexes Design rules Parameters of reinforced concrete Parameters of footings Parameters of retaining walls Concrete properties Reinforcing steel properties Soil properties E ven y E eas Fibre Reinforced Polymer materials V Vo View parameters settings Parameters of footing design you adjust the partial safety factors for Eurocode 7 and the coefficients for the foundation analysis with allowable stresses Parameters of retaining walls you adjust the partial safety factors for Eurocode 7 and the coefficients for the wall stability analysis with allowable stresses participation factor of passive earth pressure etc Concrete properties Reinforcing steel properties Soil properties Fibre Reinforced Polymer FRP materials you adjust the characteristic properties according to the requirements of your region For this it is advisable to consult the National Application Document of the Eurocodes 2 7 and 1 You select also the default properties for concrete reinforcing steel and soil to be used in the program In order to edit the material properties or other design parameters first you have to click 8 Locked to unlock the edit procedures 9 1 Eurocode and National Annex Select the Eurocode and National Annex to apply in the design The Eurocode parameters are se
32. of heung retistance of sol 7 pe 30 00 CO 000 SS Seacherge dead bad ql MNA 0 00 Surcharge bre bod a2 IlL 0 00 rad bad Op kN m 0 00 at Live bed Qv pam ano noo Lier of sol Nite Angle of shearing vesisbance between sad and wel S 10 00 aer Sod below voler lable level T Dag tot taimi loading ECR Ground arrin aine Mio e O USD mg Conciete Steel chats C25 30 5500 Dh Partial safety factors dor materia IEC 2 23 3 2 gt Concrete cover in wall EC 2 41 33 mm ad gt mm Concrete cover infocting EC2 47 33 fmm Gd 75 Zl aw ate Bebar ameter tor wal reetoscement prm el 17 w mar Betar ameter tor looting sentorcement jrm el u mor A Se RE pahad safety lockers dor actions EC2 2322 PTE YO 150 A piim recent he St Wall with small heel at the back side v pan OK Guichange dead load ql ann O00 iari al e PET WALL Surcharge bve load a Mn RUE oe 1006 A Su sae sci Det cmd Dp Ikl 0 00 Sod Type e pee Live kasd Qe em ELO Lc wight of nl by HU O UR Lint wesghi of srd S stunata ehm ya 2300 Angie of sheamg resistance of sei qee ST Cohesi n of nod Hummer cs am Angie of sheang tetitkanee between pod and ural Bw an Scd beto valer fabis level r 7 Design lor espe kadeg EC S Groundacceleaton rato DZP mg m Concrete clas Casan Sho D T Paid salely Hackers hor malerials E 2 52 332 ETE Conerehe cover wal EC 2 5113 9 mm ads imm Concr
33. tension and compression of the steel at the positions of the reinforcing bars The following assumptions are used Plain sections remain plane Parabolic stress strain distribution diagram for the compressive stresses of concrete Elasto plastic stress strain relationship for the steel Tensile stresses of concrete are ignored 4 Moment capacity of slab section EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Md 21 24kNm m Name of design object SLAB 005 Concrete Steel class C25 30 S500 HU Msg Partial factors for materials EC2 2 4 2 4 es 1 50 ys 1 15 h 0 180m j Slab thickness m he 0 180 im h 180 mm Asz3 14cm m Concrete cover EC2 84 4 1 mm Cnom 15 Simm Slab reinforcementl2mm em 10 w 25 00 S mm cm As 3 1 dome m 11 7 Slab section strengthened with FRP jacket moment capacity Evaluation of the ultimate moment capacity of slab section with a given reinforcement and strengthened with jacket from Fibre Reinforced Polymer FRP material For the cross section you specify e The concrete and steel class e The dimensions and the reinforcement e The characteristic properties Modulus of Elasticity Tensile strength of the FRP material e The dimensions width and thickness of the FRP material e The bending moment under service load without FRP jacket By clicking at D you select FRP material from the table of FRP materials You can edit and update User s Manual 29 BETONexpress RUNET sof
34. wall material properties you specify the self weight in KN m3 the compressive strength and the shear strength in kN m If you select to perform the wall strength design using allowable stresses then for the wall material properties you specify the self weight in KN m3 the allowable compressive stress and allowable shear stress in kN m User s Manual 48 BETONexpress RUNET software 15 8 Retaining walls of cantilever type You can design two different types of cantilever walls The difference between these two is the size of the heel at the back side of the wall The computation of the passive and active earth forces is done using Coulomb s theory For walls with small back heel the active earth pressure is computed at the back face of the wall and for walls with back heel the active earth pressure is computed at a vertical surface at the end of the heel The design of cantilever type walls is based on Ultimate Limit State Design of concrete according to Eurocode 2 The design checks are performed at each tenth of the stem height The reinforcement of the stem is optimised and depending on the stem height the reinforcement is reduced toward the top of the wall The reinforcing bars are automatically placed in the reinforcing bar schedules w Design OF Name of design object 7 Wall length p SAO 540 sa Sol Type a Pao Ural dr of sod dry XN ys 10 Und meri of sod Geir aed hH v ux ECI Ange
35. ys 115 v Final creep coefficient EC2 83 1 4 Annex B piot o 2 500 Total shrinkage strain Ecs 0 300 o Slab thickness m he 0180 m h 180mm Environmental class ACI Concrete cover EC2 84 4 1 mm Cnoms 15 mm Reinforcing bar diameter mm 10 v mm fixed g Bending moment 1 359 1 50q Ultimate limit state ULS Med ULS 20 00 kNm m Bending moment 1 00g 0 30q Serviceability limit state SL5 Med SLS s 14 00 S kNm m Slab thickness h in meters m The minimum slab thickness according to Eurocode 2 85 3 1 for solid Slabs is 50 mm 11 20ne way multiple span slabs up to 8 spans Design of one way continuous slabs up to 8 spans with optional end cantilevers and uniform dead and live loading on the spans The slabs may have solid or ribbed cross section The span length the slab height and the loading can be specified for every span Cantilevers at the left and right end can be specified The loads are multiplied by a load factor k default value 1 00 This factor is used for the load distribution when two dimensional in plane solution of a slab system is performed On the right window you specify slab thickness span length and loads and by pressing the set button you set these values for all the spans On the left window you can change values for each span Full code check according to Eurocode 2 is performed A detailed report with all the computations graphs and code references is produced T
36. 0 Z lmn A1 b 0250 f jm he 0500 Z ln beff 1 250 m hf 0 180 m D 14 w 0 20 14 lel Ast amp 15enr Beam reinforcement at top face As2 2 fal DG 14 v 0 fal Q 14 v As2 3 08cm Name of strengthening FRP material Modulus of elasticity of FRP GPa Tensile strength of FRP MPa Dimensions of FRAP tf thickness mm wh width m Moment under service load FRP epoxy Ef 100 S GPa e f 1000 SiMPa tf 100 e mm we 0 250 fs Mo 000 S kNm 36 BETONexpress RUNET software 13 Columns ze Column cross section in biaxial bending Columns of rectangular or circular cross section in compression E with biaxial bending The dimensioning is according to biaxial fi Isolated column single bending bending interaction P Mx My diagrams which are obtained using a numerical integration For rectangular columns you select the fil Isolated column double bending reinforcement arrangement reinforcement at the corners or around T Isalated Column stability control the perimeter The reinforcing bars are automatically placed in the reinforcing bar schedules Column strength simple eccentricity Isolated columns in single and double bending The design is according to Eurocode 2 85 8 The slenderness effects and second order effects are considered in the design The effective length and E Column strength double eccentricity end restrained conditions are specified as 5 8 3 2The analysis method is
37. 0 f2000 20 00 em Dead load kN Ng 150 00 Live load kN Nq 60 00 1 200 v ra SL NI 0 700 m 0 300 Li Di Ons i Dinan iod ic DEM moments in kNm Soil bearing capacity N nm 0 200 El Loads forces in KN moments in kNm Soil bearing capacity Ninm 0 200 gl 14 2 Soil properties Soil bearing capacity Mmm 0 200 E click to select soil properties You specify e the soil bearing capacity in N mm GPa when the geotechnical design is according to Eurocode 7 e the soil bearing pressure in N mm GPa when the geotechnical design is with allowable stresses From Parameters Design rules you can choose to work either with Eurocode 7 or with allowable mmm 1 11 stresses for the geotechnical design Sol sre l vd paa ys pata F cNi oah o h E p E i By clicking at amp you can select a soil from the table with soil properties Loppe sad 14 00 12 00 00 gon ua Os 15 400 LA 2000 Sally sra 210 2300 20 DU D15 015 TAI U BUS From Parameters Soil properties you can edit us _ WE BECI NE T OE AA A Ta RC RTT UN change properties or add new the table with Os a aw mw n os dis 5 0X su the soil properties Ya Dr ir a Rh T E weight qe uoi agir due cohesion The foundation depth can be specified SO the TERR icd Eis iin cni UO gi l T extra weight of the soil above the footing is taken E aaa ra into the account in the design This
38. 0 377 141 00kNm ec2 3 500 00 51 20 000 00 As1 b d 0 00593 0 593 x d ec2 c24 s1 3 50 3 50 20 00 0 149 x 68 7 mm ar D0 810 ka 0 416 Fc ar bx fcd Fs12195 85kN As1 Fs1 fyd 453rmm z d ka x 1 ka ec2 ec2 es1 d z d 1 0 0 416x0 149 0 938 z 432 4mm Kd 1 0 610 0 149 0 938 14 17 0 624 mm N Kd 0 790 Bending capacity Mre b d Kd 0 000001 x250 4617 0 624 86 00kNm www runet eu i 20 2 3 Bending capacity of T beam section EN1992 1 1 6 1 Moment capacity of T beam section RUNET EN1992 1 1 6 1 Moment capacity of T beam section B 250 2 mm Beff 1000 j mm H 545 mm Hf 272 mm Cnom 25 25 2 mm Concrete Steel class Reinforcement Bes eo Bie ls Concrete C25 30 Steel ciis B500C fcd 0 8525 1 50 14 17 N mm fyd 500 1 15 435 N mm Ac 250 545 136250 mm As1 4x50 201 mm d H Cnom s 2 545 25 1048 2 506 mm Minimum reinforcement ec2 0 76o o0 es1 19 89000 As1 b d 0 00040 0 04096 x d ec2 ec2 es 1 0 76 0 76419 89 0 037 x218 5mm Kd 1 0 532 0 037 0 987 14 17 5 854 mm N Kd 2 419 Bending capacity Mr b d Kd 0 000001 x1000 5067 5 854 44 00kNm x 16 6 mm lt HE 272mm neutral axis in flange Bending capacity ec2 es1 0 76 19 89 Mr 44 00kNm ar 0 332 ka 0 345 Fo ar b x fed Fs1 87 55kN Ast Fs1 fyd 201 mm z d ka x 1 ka ec2 ec2 es1 d z d 1 0 0 345x0 037 0 987 z 499 6mm B 250mm Beff 1000mm H 545mm Hf 272mm reinforcing ba
39. 00 PREP BP K K K BBB KA KK EE EE E K K K K K K K K K K K KA KA KA KA KA OO 990 cOooooooooooooooooooooocooooooooooooo ka 369 370 372 2373 375 377 378 380 381 383 385 386 388 3898 391 392 394 395 397 398 400 401 402 404 405 406 407 408 410 411 412 9413 414 415 416 OQoooooooooooooooooooooooooooooooooo www runet eu User s Manual RUNET software 56 BETONexpress RUNET software 20 1 3 Stress strain diagram of reinforcing steel 20 2 Capacity of cross sections 20 2 1 Bending capacity of plate section EH1992 1 1 56 1 Moment c of plate section EN1992 1 1 66 1 Moment capacity of plate section Bending capacity ec e91 3 50 15 30 Md 51 00kNm Concrete C25 30 Steel class D500C Caom 35 i oj B 1000 mm H 200 mm relnforcement 810 100 mm um S fcd Q SR OR 1 50 14 17 Nimm fyd 500 1 15 435 Arme Concrete Steel class Ac 1000x200 200000 mm Asi 79x1000 100 785 mmm d H Cnom40 2 ALD 35410 7 180 mm 25 30 m 8500C Minimum reinforcement Reinforcement minf 25 b d fcbm hyk 0 FAA TO RIS 0 0013 b hU DOT3310DU 20D menm 5c22 2 50o on 21215 200 o0 As 1 p d 0 004910 491 9 1 vl 100 mm x d ex 2 er2451 3 SB 50 15 30 185 x 29 8mm aO 810 ka 0 416 Fo anb x fcd Fs12341 61kN Asi Fs1 fyd2786mm m 27d kar x7 1 kacec2 cc2451 d 2 491 0 0 416
40. 00 EIL qk1 100 00 km Leff 6 000m Bottom load dead ive kN m gk2 50 00 S kN m qk2 25 00 kN m 17 2 Reinforcement The main tension reinforcement at the bottom of the beam should be fully anchored by bending up the bars or by using U loops Horizontal reinforcement must be distributed over the height Zf to take the splitting stresses in the concrete struts User s Manual 51 BETONexpress RUNET software Reinforcement mats must be placed on both faces of the deep beam in both directions according to Eurocode 2 Annex J 17 3 Dimensions Dimensions of deep beam span and height m Lett 2 00 m H 3 00 m Web thickness m i 0 200 im Support width m b 0 500 m You give the dimensions in meters m according to the drawing below aka qke eee ELE EL TL ELE JJ gx Leff pt 17 4 Loading Top load dead live km gk1 200 00 km kt 100 00 ktm Bottom load dead Iive kim gk2 50 00 km gk2 25 00 Kim Give the vertical loading a the top and the bottom face of the deep beam permanent dead load gk1 and gk2 and variable live load qki and qk2 in kN m The design vertical load is taken as Fsd yGxgk yQxqk User s Manual 52 BETONexpress RUNET software 18 Leight weight aggregate concrete LWAC Design of plates and beams made from light weight aggregate concrete LWAC The properties of light weight aggregate concrete are
41. 002 Actions on structures general actions Densities self weight and imposed loads EN 1991 1 2 2002 Actions on structures general actions Actions on structures exposed to fire EN1991 1 3 2003 Actions on structures general actions Snow loads EN1991 1 4 2005 Actions on structures general actions Wind actions En 1991 1 5 2003 actions on structures general actions Thermal actions EN 1991 1 6 2008 Actions on structures general actions Actions during execution Actions on structures general actions Accidental Actions JEN 1992 1 2 2004 Design of concrete structures General rules Structural fire design _ Eurocode 4 EN 1994 1 1 2004 Design of composite steel and concrete structures General rules and rules for buildings Eurocode 5 EN 1995 1 1 2003 Design of timber structures General Common rules and rules JEN 1995 1 2 2003 Design of timber structures General Structural fire design Eurocode 6 EN 1996 1 1 2005 Design of masonry structures General rules for reinforced and unreinforced masonry structures EN 1996 1 2 2005 Design of masonry structures General rules Structural fire design Eurocode 7 EN 1997 1 2004 Geotechnical design General rules Eurocode 8 EN 1998 1 2004 Design of structures for earthquake resistance General rules seismic actions and rules for buildings EN 1998 5 2004 Design of structures for earthquake resistance Foundation
42. 1 1 84 4 1 Minimum cover of reinforcement Cmin Environmental class 50 years design working life 100 years design working life CO Corrosion induced by carbonation Very dry environment LCT Corrosion induced by carbonation Dry or permanently wet C2 Corrosion induced by carbonation Wet rarely dry C3 Corrosion induced by carbonation Moderate humidity XC4 Corrosion induced by carbonation Cyclic wet and dry AD1 Corrosion induced by chlorides Moderate humidity D2 Corrosion induced by chlorides Wet rarely dry D3 Corrosion induced by chlorides Cyclic wet and dry A51 Corrosion induced by chlorides from sea water Moderate humidity x52 Corrosion induced by chlorides from sea water Permanently submerged A53 Corrosion induced by chlorides from sea water Tidal splash and spray zone Cmin max C min b C min dur 10mm C min b 2 O Cnom Cmin ACdey ACdev 10 mm EC2 4 4 1 Other references Cmin 10 mm Emin 15 mm Cmin 25 mm Cmin 25 mm Cmin 25 mm Cmin 40 mm Cmin 40 mm Cmin 40 mm Cmin 40 mm Cmin 40 mm Cmin 50 mm Ultimate limit state for bending Eurocode 2 8 6 1 Shear Eurocode 2 8 6 2 Punching Eurocode 2 8 6 4 Torsion Eurocode 2 8 6 3 User s Manual Cmin 10 mm Cmin 25 mm Cmin 35 mm Cmin 35 mm Cmin 35 mm Cmin 50 mm Cmin 50 mm Cmin 50 mm Cmin 50 mm Cmin 50 mm Cmin 50 mm 27 BETONexpress RUNET sof
43. 1 25 1 17 1 11 1 05 3 50 3 0 0 538 0 776 2 96 2 09 1 81 1 62 1 44 1 32 1 22 1 14 1 08 1 02 3 50 2 5 0 583 0 757 3 04 2 03 1 76 1 57 1 40 1 28 1 19 1 11 1 05 0 99 wwwuneleu v ec2 esl Ww med 0 50 10 00 0 0109 0 011 0 75 10 00 0 0229 0 022 1 00 10 00 0 0379 0 037 1 25 10 00 0 0550 0 053 1 50 10 00 0 0734 0 070 1 75 10 00 0 0923 0 087 2 00 10 00 0 1111 0 104 2 25 10 00 0 1293 0 120 2 50 10 00 0 1467 0 135 2 75 10 00 0 1634 0 149 3 00 10 00 0 1795 0 163 3 25 10 00 0 1950 0 175 3 50 10 00 0 2099 0 187 3 50 9 50 0 2179 0 194 Med fcd QU ecfrk 0 85 fck 3 50 9 00 0 2267 0 200 TW SO 3 50 8 50 0 2361 0 207 3 50 8 00 0 2464 0 215 3 50 7 50 0 2576 0 223 A w p d fed fya 25 435 N 3 50 7 00 0 2698 0 232 s fu Ms 1 15 mm 3 50 6 50 0 2833 0 242 3 50 6 00 0 2982 0 253 3 50 5 50 0 3148 0 264 3 50 5 00 0 3333 0 276 3 50 4 28 0 3642 0 296 3 50 4 00 0 3778 0 304 3 50 3 50 0 4048 0 321 3 50 3 00 0 4359 0 338 3 50 2 50 0 4722 0 358 T bed fea User s Manual 60 BETONexpress RUNET software 20 4 Design charts Columns 20 4 1 Column design chart rectangular cross section A mea menee a meme em ma m aame maa A A ae A A A A A A A A A R A A e A A A A A A A A ee EN1992 1 1 56 1 Column design chart rectangular cross section RUNET EJ EN1992 1 1 6 1 Column design chart rectangular cross section Concrete Steel class C12 15 C55 6 B500C va C12 15 C55 67 B500C di d1 h u w lt 1 0 100
44. 10 seems to give adequate accuracy The dimensioning is done using the biaxial bending interaction P Mx My diagrams The slenderness effect or secondary moments due lateral deflection under load are not taken into account User s Manual 37 BETONexpress RUNET software The axial force in kN positive for compression and the bending moments in kNm You specify if the reinforcement is placed in the four corners of the cross section or if it is distributed around the perimeter of the section The position of the reinforcement plays roll in the evaluation of the equilibrium of forces of the cross section D Column cross section in biaxial bending EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 o Design OK CQ Name of design object COLUMN 004 NE q 200 00kN Es Concrete Steel class C25 30 B500C Zi Partial factors for materials EC2 2 4 2 4 yes 1 50 ys 1 15 vi 50 00kN Meaz m Environmental class AC1 b 0 300m E Concrete cover EC2 84 4 1 mm Cnom 20 jmm Reinforcing bar diameter mm e 20 y mm yed GL Mg c5 O0kNm Include rebar schedule in report y h 0 300m Column type and reinforcing bar position ae O c 3 O Cross section dimensions m b 0 300 Zn h 0 300 teim D Feim Vertical load and bending moments Ned 200 00 t i kN om 20mm a a Medyy 50 00 TikNm Medzz 50 00 TikNm Column length floor height L 3 000 feim Number of columns 1 e Number of subdivisions per column side for numeric
45. 2515 USERS GUIGG ad sois ed 73 26 IENGINGSHING TOO Si AE AA AA AA 74 20 LL Unitconversion CFOSS SecUOTIS A el aa 74 Zoda ACIS OGY COOl GINALCS rada 74 201 35 Area Polar coordinates uino paa dex adds 74 20 1 4 Areas Sum or THEN GES ass 74 27 EUFOCOOS c ieocieess veas sessus sue Psesekssesscevsussosaveeeescesveusavesssea UR EN UREDERREREREERTERBESERRSRENERRREEEESEEREFEE 75 27 1 Eurocode O EN 1990 2002 Load combination ss sss sss sss x e c e c e c e e e nnne 76 2 42 EUFOCOde 2 cOMNCREte desidia 76 2 2 L Concrete CEHFOCOGde 2 53 LA ES 76 27 2 2 Reinforcing steel Eurocode 2 8B 2 00000cccconnocccconnancncnn nara n cnn arras 76 27 2 3 Concrete cover Eurocode 2 82 4 1 3 B3 0 0 0 0000cocconooccconnanoncna nara enean na 77 2 3 Creep and SHrhikadge COS Micenas acia 78 27 4 EUPOCOdE 8 gt Seismic desidia elas 79 28 ROFTerences sica A 81 20 ANDOK a cd 83 User s Manual 5 BETONexpress RUNET software 30 BETONexpress Command Line RE 83 30 1 How to import the command file eesscssieeeeeeeeseeenhnnnnn enhn nnnm h nhan nnnm 83 30 2 Example of command text TNE vaa AA a kw RSEN ER 83 30 2 15 Command Line explamatloliSssosssauepsiepi ir eii UU CH besote ios 84 User s Manual BETONexpress RUNET software 1 General about BETONexpress BETONexpress is a software that covers the design and analysis of structural concrete elements according to
46. 40 155 UU 823 2 147 5mm Kd 1 0 810 0 186 0 923 14 17 0 508 mm N Kd 0 713 Bending capacity Mrz H S D DOCDDUT 100015040 50851 kNm Bending capacity ec2 est 3 50 15 30 Mr 51 00kMm H 200 2 mm J 5 KI Y 274113 SOS NTLO 1770617 1298 7mm ar 0 010 ka 0 416 Fear b x fed Fs1 1131 OSN As12F51 42522602mm m zadka x7 1 ka oc2 002451 d 2447100 41630 517 0 743 2 118 8mm K4 1 0 9100 617 0 743 14 17 0 190 man Kd 0 436 Bending capacity Meb 440 000001 100015040 190 135 OCKNm 5 z5 x d cc2 cc24 51 3 503 5045 0070 412 1765 9mm aO 010 ka 0 416 Fe ar b x fede P 12755 56kN AstzFs1 fyd21729mm m zd ka x7 1 kaccc2 0024651 d 2 471 0 0 41630 412 0 829 2 132 5 amp mm Kd 21 0 810 0 412 0 629 14 17 20 256 mm N Kd 0 505 Bending capacity Meb AK0 DOODUT x1UCD x 1500 255 101 UUOkNem 5 z RI Y 22457113 SOV 5047 500 318 2 40 8mm a 0 010 ka 0 416 Fe ar b x fed Fs1 S00 04kN Ast Fs1 fyd21343mm m eed ka xe 1 ka ce2ec2 es1 fd z d 1 0 0 416x0 318 U Gb 2 138 8mm Kd 21 0 810 0 310 0 0660 14 17 20 316 mm N Kd 0 562 Bending capacity Mrz b d id 0 000001 x 1000 x T56CP 0 315 82 QUKN Im 9 E x d tc2 c24v 1 23 50 3 SU 10 00 0 259 x 41 Sim ar 0 010 ka 0 416 Fe ar b x fed Fs1 475 72kN Ast Fs1 fyd 1094mm m zadka x 1 ka ec2 ec2 vs1 d ofd 1 0 0 41600 25950 S92 2 142 7mm Kd 21 0 810 0 259 0 092 14 17 20 377 mm N Kd 0 614 Bending capacity Mrzb 444440 000001 1000 x 160 0 3 7 68 00kNm 35 z x
47. 996 1 Design of masonry structures General rules for reinforced and 1 2005 unreinforced masonry structures User s Manual 75 BETONexpress RUNET software 27 1 Eurocode O EN 1990 2002 Load combination According to Eurocode EN 1990 2002 the design values for actions should be combined as xyG j Gk j yQ 1 Qk 1 2y0Q i vQ i Qki Factors for combining permanent and variable actions Eurocode O Annex Al Usual values for these factors are yGz 1 35 and yQ 1 50 27 2 Eurocode 2 concrete design 27 2 1 Concrete Eurocode 2 83 1 The strength class of concrete is classified by the cylinder strength or the cube strength Eurocode 2 3 1 2 4 n Concrete properties EC2 EN1992 1 1 2004 83 1 fck characteristic compressive Class fek MPa fck c fctm MPa fctk0 05 gt Jtetmo 95 tct MPa fvck MPa Ec GPa Gc GPa w kN lt cylinder strength at 28 days MEA MEAE INEA a fck c characteristic compressive cube C12 15 1200 15 00 1 60 1 10 2 00 3 20 0 27 26 11 25 stren g th C16 20 16 00 20 00 1 90 1 30 2 50 5 00 0 33 28 12 25 C20 25 20 00 25 00 2 20 1 50 2 90 5 80 0 39 29 13 25 fctm mean axial tensile strength 025 30 25 00 30 00 2 60 1 80 3 30 6 60 0 45 31 13 25 fctk0 05 minimum tensile strength 030 37 3000 3700 290 200 380 78 04 2 14 25 fctm0 95 maximum tensile strength C35 45 35 00 45 00 3 20 2 20 4 20 8 40 0 45 34 15 25 fct fl fi i h C40 50 40 00 50 00 3 50 2 50 4 60 9 20 0 45 35 15 25 ct fl flexural te
48. Control Panel Regional and Language Options Advanced If your Windows do not support Greek mathematical symbols then from Setup Greek character support select NO The Greek characters will appear as alpha beta etc in the report 25 1 2 Language Set Up You can choose the language of the program from the menu Setup Language Setup By changing the language and confirm it by apply program will close down When you reopen the program will appear with the selected language 25 1 3 Decimal point symbol Setup c c Greek character support YES You specify or for the decimal point appearing in qc e the input data and the reports Decimal point symbol K lt Point Default main window size Comma k Auto computational option Lewel 2 Units in report 25 1 4 Screen dimensions You can resize the main screen and its size is maintained The size of the main screen is automatically set to the size the last time you opened the program You can reset the main screen to the default size by clicking at Setup Default screen size The windows which are opened inside the main window have a height limited by the height of the main screen If you want to have these windows larger simply open the main screen 25 1 5 User s guide l Help You can preview or print the program user s manual You ea a select to view it as a Word doc or as an Acrobat pdf contents document Program user s manual K DOC Forma
49. Dimensioning for bending Coeff Kd ks EN1992 1 1 6 1 Dimonsioning for bending Coeff Kd ke N1992 1 1 56 1 Di ienine for bending Coeff Kd ks RUNET x cc2 es1 x d z d Ke C12 15 C16 20 C20 25 C25 30 CI0 37 CI5 45 C40 50 C45 55 C50 60 f 500 w Ka 0 50 20 0 0 024 0 992 2 32 16 29 14 11 12 62 11 20 10 30 9 54 8 92 8 41 7 98 0 75 20 0 0 036 0 988 2 33 11 21 9 70 8 68 7 76 7 09 6 56 6 14 5 79 5 49 1 00 20 0 0 048 0 983 2 34 S168 7 52 6 72 6 01 5 49 5 08 4 76 4 48 4 25 1 25 20 0 0 059 0 979 2 35 7 18 6 22 5 56 4 98 4 54 4 21 3 93 3 71 3 52 1 50 20 0 0 070 0 975 2 36 6 20 27 4 00 4 30 3 92 3 63 3 40 3 20 3 04 h 1 75 20 0 0 000 0 970 2 47 5 51 4 77 4 27 3 02 3 49 3 23 3 02 2 05 2 70 2 00 20 0 0 091 0 966 2 38 5 01 4 34 3 88 3 47 3 17 2 93 2 75 2 59 2 46 2 25 20 0 0 101 0 961 2 39 4 64 4 02 3 59 3 21 2 93 2 71 2 54 2 39 2 27 2 0 20 0 0 111 0 997 2 40 4 34 3 76 3 36 3 01 2 75 2 54 2 38 2 24 2 13 2 75 20 0 0 121 04952 2 42 4 11 3 56 3 10 2 05 2 60 2 41 2 25 2 12 2 01 3 00 20 0 0 130 0 947 2 43 3 91 3 39 3 03 2 71 2 47 2 29 2 14 2 02 1 92 3 25 20 0 0 140 0 943 2 44 3 75 3 25 2 90 2 60 2 37 2 19 2 05 1 94 1 84 3 50 20 0 0 149 0 938 2 45 3 61 3 12 2 79 2 50 2 28 2 11 1 98 1 86 1 77 3 50 19 0 0 156 0 935 2 46 3 53 3 06 2 74 2 45 2 23 2 07 1 94 1 82 1 73 3 50 18 0 0 163 0 932 2 4 3 46 3 00 2 68 2 40 2 19 2 03 1 89 1 79 1 69 kg Sem As cms k rdum 3 50 17 0 0 171 0 929 2 48 3 38 2 93 2 62 2 34 2 14 1 98 1 85 1 75 1 66 Med
50. EREEEREKE 67 224L Greek character SetuP duse suaassixkebuodvn quiis Sel Ure sar a isa 67 22 2 Language Set Usus aosesieitc ed Er de totdua ovd or UM Ma MMC LP EC ULL MEE 67 22 9 Decimal sei pen se enata vea decor t RE EE Ea RUM SR aa Ce Sau vore ERU MR Fas VD TE RUF UIN d 68 22 SCEECN ea TTT TTT 68 22 5 USC SUI A em 68 23 Reports iia ERE EK RRRSEEV REEF ED MRPRIRSKENE SERERE F EUN PREREEERRREEREEE REI RITIHERE 69 23 L sPFEVIEW TODO AP O 69 2332 PANDO TEDO mte tr orm UTE waa cess dais 69 23 9 REPO CO li etas sas ens manna oe niga aT cud ro TAMDVIDEEIINA LEM Me D d PP EI DOE 70 233 TOXE l 127 9 T E E I LIITMIEUMUUITMIMT 70 293 5 REDOC edit rs bn ce hen esse c a Sewn ates eae Ma a eta See ea 70 23050 PENES ticae ls ld des ls sia 70 237 TROUDIGSIOOUING ia SA Sh 70 24 IR DOFtDardmeters ii 71 24 L Report SOU Dis A AA AAA A 71 24 1l Report Page Heade Pirie aTa bata 71 24 1 2 A NN 71 24 15 Report page FOOLS orita aia 71 24 2 Page R 01 e MR IER RR 72 24 7 1 REDOC COV EI usns idvdet sequis ent dedidit tao 72 24 2 2 Report Sselup VarlOlssss eot va TH 72 25 Program SCULINGS waiisescasaccccussciscccanacavduenersecuanissecwededceswauds RENEKKKEKEREAM RE Aai 73 20 121 Greek character SUD DOME zd oe seo recen eet aa bmp si ai cec dp le ee Pul EA RD 73 25 01 72 Language Sel Uber inei pi PIN ME essi Md ee S ances 73 25 1 5 Decdmalpolt svilibDOlscssstesdiut eem ua cina aeta dada 73 2544 Sram aime sio Sala 73
51. Greek character support select the language without the support of Greek mathematical symbols Thus the Greek characters will appear as alpha beta etc Preview report Preview report Table of contents Export report S Report to Word 3 Text Insert Report ko PDF Report text to RTF 23 4 Text insert You can insert your own text in the report with the Preview Text Insert command In the window which opens write the text or read it from a rtf file This text object can be treated like all the other objects of the program Table of contents e Export report K Text Insert Units in report MET a 3 23 5 Report editing To edit the report save the file to word or rtf format and do the changes from the new document 23 6Printer Setup Select printer and adjust printer properties Standard Windows dialog 23 7 Troubleshooting Greek Mathematical symbols According to the notation used in the Eurocodes the report contains many Greek mathematical symbols Depending on the window installation the Greek mathematical symbols may not appear right In case you still have windows XP or 2000 you may add Greek language support in your windows from windows Settings Control Panel Regional and Language Options Advanced In case your windows do not support Greek mathematical symbols then from Setup Language Set Up select the language without the support of Greek mathematical symbols In this case the
52. Mx My for the biaxial bending E r La Strength of column double eccentricity EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Y Design OK el Name of design object COLUMN 004 Concrete Steel class C25 30 500 HU b 0 300m Partial factors for materials EC2 2 4 2 4 lye 1 50 vs 1 15 4 4 20 Concrete cover EC2 4 4 1 mm Crom imn Ken Column type and reinforing bar position 1 W E gt e C T a Cross section dimensions m b 0 300 EL h 0 300 Sm D EL Crom 20mm Column reinforcement total 4 20 CH 0 e 20 vi As 12 56cm As 1256cm ETRE 7 2s i Number of subdivisions per column side for numerical evaluation nx ny 10 E User s Manual 39 BETONexpress RUNET software 13 5Column section strengthened with FRP jacket Section capacity of rectangular or circular column strengthened with FRP Fibre reinforced polymer jacket and subjected to compression with uniaxial or biaxial bending moments For the column cross section you specify e The concrete and steel class e The dimensions concrete cover and the reinforcement e The characteristic properties Modulus of Elasticity Tensile strength of the FRP material e The dimensions width and thickness of the FRP jacket e The axial load under service load without FRP jacket The ultimate capacity of the cross section is computed by num
53. ONexpress RUNET software Spread footings e flat or sloped footings e centrically or eccentrically loaded e eccentric footings Retaining walls e gravity type backwards inclined or not e cantilever walls Corbels brackets Deep beams Light Wight Aggregate concrete LWAC Solid and ribbed slabs slab sections one way continuous slabs e two way slabs cantilever slabs Light Wight Aggregate concrete LWAC Beams of rectangular or T section beam sections in bending shear and torsion one span in composite loading continuous beams in uniformly distributed loading Design charts Tables and graphs Tables and Design charts with Eurocode 2 as Kd med o effective length Tools with charts and computational material to understand and use Eurocode 2 Ultimate strength interaction diagrams biaxial bending and compression charts In addition various engineering tools are included unit conversion section properties area computations reinforcing bar properties lateral earth pressure coefficients From the parameters menu you can adjust the default dimensions code parameters and material properties according to the needs of your region and the Eurocode National application document of your country User s Manual 8 BETONexpress RUNET software 2 After program installation The program is based on the structural Eurocodes The application as well as the parameters of Eurocodes may differ from country to country It is advisable to
54. Report setup You can adjust the report appearance margins font cover company logo page caption page footnote indentations graphic appearance pagination From Setup Decimal point you can select type of decimal point symbol You check the right appearance of Greek mathematical symbols in the report If you do not get the right appearance of Greek characters then from Setup Greek character support you can select the Greek characters to appear explicitly with English characters According to the notation used in the Eurocodes the report contains many Greek mathematical symbols Depending on the Window installation the Greek mathematical symbols may or may not appear right If you have Windows XP or 2000 you may add Greek language support in your Windows Go to Settings Control Panel Regional and Language Options Advanced If your Windows do not support Greek mathematical symbols then from Setup Greek character Support select NO The Greek characters will appear as alpha beta etc in the report You can change program language from Setup Language Set Up By changing the language and confirm it by apply You must recalculate the design objects to take the new language in the report From Help Program user s manual you can read or print the program user s manual User s Manual 9 BETONexpress RUNET software 3 Basic philosophy in program use With the program you create and manipulate various design objects or struc
55. Si a n dante im vtt Modulus of elasticity of FRP GPa Ef 100 y GPa tp 1 00mm Fi Aue Rs jene gm dy Crom 15mm Tensile strength of FRP MPa cr 1000 ELE Dimensions of FRP tf thickness mm wf width m w 1 00 Zinn ia 1 000 Moment under service load Mo 0 00 S kNm m User s Manual 30 BETONexpress RUNET software 12 Beams x i Dimensioning of concrete beams of rectangular or T cross U section You can design single or multiple span continuous beams and compute the ultimate capacity of beam sections and beams strengthened with FRP Fibre Reinforced Polymer T beam cross section in bending shear axial jackets Full code check according to Eurocode 2 is performed A detailed report with all the computations graphs and code Ep references is produced The reinforcing bars are automatically aa eeen e beads placed in the reinforcing bar schedules s The loads can have dead and live components The design A actions are obtained with combination of permanent and DEEP variable actions as in Eurocode EN 1990 2002 yG Gk yQ Qk didi The flexural reinforcement is computed according to Eurocode 2 MOM aE esis eh Be alt SES HDRTIMEN ae ene nin 8 6 1 in ultimate limit sate for bending The shear ee reinforcement is computed according to Eurocode 2 6 2 The crack and deflection are calculated according to Eurocode 2 A AO 87 3 87 4 requirement in serviceability limit state SLS The reinforcing steel detai
56. adi PONT kaaore qum A E a A 50 6 3 REMOL COMME riein PEE 50 17 Deep DEANS serr A EE 51 iA Design MeO acsi AA UITIUM 51 17 2 Renforcement srie A ARAS 51 LIS DIMENSIONS arearen E S E T 52 Lee LOAA PEU E E E Cite EAE EATE 52 18 Leight weight aggregate concrete LWAC sssus2us2u22u22u22u22222u22222u22u22unnunnunnnnnnnnnnnnn 53 19 Rei f tcem nt Schedule condado 54 19 1 Reinforcement schedule for GlIates ccc ece sexe ce ce e eee 54 19 2 Reinforcement schedule for beamS oes ter uer a 55 20 EUFOCOde 2 design Charts in rio 56 20 1 Concretes StEG ovo vate UNA dup AAA A 56 20 1 1 Stress strain diagrami of concrete seien tes sa 56 20 1 2 Parabolic diagram for concrete under compression eese nennen 56 20 1 3 Stress strain diagram of reinforcing steel sesessssseeeeee nnne 57 20 2 Capacity OL cross Sec ON Sia de eux Vivat ob A a 57 20 2 1 Bending capacity of plate section vc ecceri e Ye KERE RR e RR TRENK RR R hn nnnm 57 20 2 2 Bending capacity of beam section cccceccccees ee eee 58 20 2 3 Bending capacity of T beam section eee eee nnnm 58 20 2 4 Capacity or rectangular colUMN Sa 59 20 2 5 SHEA capaci tii CMM E SD a DEN ZI aM CN PMVE cr E TT n DDR 59 User s Manual 4 BETONexpress RUNET software 20 3 Design Charts Bendita ni 60 20 3 1 Dimensioning for bending Coeff Kd KS ccssssseeeeen nnn mnn nnn 60 20 3 2 Dimensioning for bending Coeff
57. aining walls e Ultimate Limit State Design according to Eurocode 7 e Working Stress Design allowable stresses Design of gravity type retaining walls e Ultimate Limit State Design according to Eurocode 6 e Working Stress Design allowable stresses Seismic design e Seismic design in footings and in retaining walls according to Eurocode 8 e No seismic design 9 4 Parameters of reinforced concrete Default values for parameters of the reinforced concrete design Default values for action coefficients for permanent and variable actions and load combination coefficients for variable actions Eurocode 0 EN 1990 2002 Default values for concrete cover minimum mean and maximum steel bar diameters and spacing for Slabs beams columns and footings These parameters may be adjusted according to the design code requirements and National Application Document for Eurocode 2 In the design of a concrete member the mean reinforcing steel diameter is used as a default value The minimum and maximum values for the steel bar diameters are the low and upper limits of the bar diameters which are used in the design Action coefficients Materials Slabs Beams Columns Footings errr g Action coefficients Materials Slabs Beams Columns Footings User s Manual Action coefficient for permanent loads unfavourable YG sup 1 35 Bue SCRE ESE Default material factors ye 1 50 ys 1 15 v 0 85 L Ac
58. ajectsVdec TtestROOF 008 es format This file can be read from Autocad In the window that appears specify the file Size oftextinmm 5 m Decimal symbol Point ft DF to file name and adjust the text size and decimal symbol in the new file 22 Program settings 22 1 Greek character setup According to the notation used in the Eurocodes the report contains many Greek mathematical symbols Depending on the Window installation the Greek mathematical symbols may or may not appear right If you have Windows XP or 2000 you can add Greek language support in your Windows Go to Settings Control Panel Regional and Language Options Advanced If your Windows do not support Greek mathematical symbols then from Setup Greek character support select NO The Greek characters will appear as alpha beta etc in the report 22 2Language Set Up The program interface and reports are in various languages You can choose the language of the program from the menu Setup Language Set Up Choosing the language the program will close and when it will be opened again is going to be in the new language Setup Greek character support YES Language Setup English Decimal point symbol K lt Point 6 Default main window size Comma f Auto computational option Lewel 2 Units in report User s Manual 67 BETONexpress RUNET software 22 3 Decimal point symbol You specify or for the decimal point appearing
59. al evaluation ny nz 10 el The length and the number of columns are used for the rebar schedule 13 2 Isolated columns in single and double bending The design is according to Eurocode 2 85 8 The slenderness effects and second order effects are considered in the design The effective length and end restrained conditions are specified as 5 8 3 2 Slendemess and effective length direction z z EC2 85 8 3 2 O O O O O O O He Ie U t j S J L lov l z C x 7 C L L k2 2 a lol l lol 22 lol 20 7 lol 20 5 larl 1 5 le k1 lori m The analysis method is according to 5 8 7 3 Moment magnification factor The applied loads are axial loads and bending moments in x x and y y directions The reinforcing bars are automatically placed in the reinforcing bar 13 3 Slender columns second order effects Design of slender columns in double bending The design is according to Eurocode 2 85 8 The slenderness effect and second order effects are considered in the design Axial loads and bending moments in x x and y y directions can be applied at the top and bottom of the column For the end restrain conditions you specify the end support conditions in both x and y directions a A C l fixed pin or free end In case of column which is part of a building frame elastically restrained ends are assumed in non sway structure In this case select 179 and underneath specify the number of beams n at the column end in the x x or
60. are saved automatically as a you change them and you do computations All the structure objects a are saved in the same unique file with an extension BetonExpressData When you specify a new file name you don t have to type in the extension 7 Units Read Command Line File Print report Preview report Report setup Printer setup Exil C ARLINETEMGYTBETOMYExamplesBeams CARUNETENGIBETO MN Examples Footings CARUNETENS BETOM Examples sddds The units used in the program are SI System International Metric units The unit of any input value is marked next to the place you enter the data The unit of every value in the report is also marked Units used in the program length m forces kN moments kNm stresses N mm GPa concentrated loads kN distributed loads kN m2 line loads kN m reinforcing bar diameter mm concrete cover mm You can select the units for the reinforcement in the report from Setup Units in report User s Manual 12 BETONexpress RUNET software 8 Step by step program use File Open a Project File Use New for new project and Open for an existing project file All ew the data are saved in the same file The data are saved automatically Open Save Save 4s Delete E EE Slab section in bending unge One way continuous slab Create a new Design object From the drop down buttons on the top automatically you enter the computation window for this obj
61. ate computations Back thickness of wall heel 0 250 m of selected object or Batter at wall front 2 38656 double ckick on object Batter at wall backface 14 036 Loads sketch of eclected Dead load on wall top Up lt 0 00 EN x object Live load on wall top y 0 00 EMN r a7 1 wens rh 5 Calculation Window A calculation window has a typical sketch of the concrete object that is to be designed All the necessary input data are marked with their dimensions Depending on the speed of the computer the user can choose to have the computations performed simultaneously with the data input change or when clicking the button Computations The calculations appear in the window underneath This window can expand by clicking Report Up Warnings and errors for inadequate design values are shown in red in the calculations You can enter a CAD drawing of the concrete component by clicking Drawing or by double clicking at the centre of the sketch of the concrete object The size of the letters in the object graph can be adjusted from Report Setup User s Manual 11 BETONexpress When the object is created all the parameters take default values A check is always made for wrong or erroneous input values After the computations an OK or Error in red message is shown on top left By clicking at Drawing a detailed drawing appears With Preview and Print the full report of that object may be previewed or printed From this preview you can export t
62. cal integration even when only a part of the footing is in contact with the soil The geotechnical design can be performed According to Eurocode 7 86 5 2 The bearing resistance of the footing Rd is greater than the design load Vd Rd gt Vd The bearing resistance Rd quxA yq where qu is bearing capacity of soil and the A is the effective design area of footing as is defined in Annex B of Eurocode 7 The partial factors for soil properties yM are used for the design values of geotechnical parameters according to Eurocode 7 Annex A EQU STR and GEO limit states According to allowable pressure theory The maximum pressure under the footing as calculated from the exact pressure distribution is less than the soil bearing pressure qu From Parameters Design rules you can choose to work with Eurocode 7 or allowable stresses for the geotechnical design Concrete design The flexural reinforcement is computed according to Eurocode 2 8 6 1 in ultimate limit sate for bending The shear strength is checked according to Eurocode 2 86 2 2 The punching shear is checked according to Eurocode 2 86 4 3 You specify the desired diameter for flexural reinforcement and the spacing and number of reinforcing bars is obtained You may check to use User s Manual 41 BETONexpress RUNET software specific reinforcement diameter or the program optimise the reinforcement around the desired diameter The reinforcing bars are automatically placed in the reinf
63. can be modified by a moment redistribution Eurocode 2 85 5 if the percentage of moment redistribution is specified gt 0 A load factor 21 00 can be specified for each span to introduce the load distribution in continuous 2 way slabs Cantilever slabs Design of cantilever slabs of variable thickness Uniformly distributed dead and live loads and concentrated line loads dead and live at the free end can be specified Section capacity Ultimate moment capacity of slab section with given reinforcement Section capacity with FRP jacket Ultimate moment capacity of slab section with given reinforcement and strengthened with FRP Fibre Reinforced Polymer jacket 11 1 Slabs section design Design of slab section of solid or ribbed type subjected to a bending moment Ultimate Limit state for bending Eurocode 2 86 1 Basic principles Plane sections remain plain The strain in bonded reinforcement is the same as the surrounding concrete The tensile strength of concrete is ignored User s Manual E A E d E di Chom 23 BETONexpress RUNET software The stress strain diagram for concrete and steel is as in the figures below fyd fyk Ys Es Es 0 00 4 Cross section of solid slab in bending EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 ES Y Design OK Name of design object SLAB 005 Concrete Steel class C25 30 B500C e Partial factors for materials EC2 2 4 2 4 ee 150
64. ces are vx q Lx TV vx q Lx TV TV are coefficients obtained from tables for various Lx Ly ratios and support conditions Marcus method of analysis Marcus H Die vereinfachte Barechnung biegsamer Platten 2nd ed Springer verlag Berlin 1929 The method is based on two orthogonal strips of unit width at midspans having equal deflections in the middle From this the total slab load q is split into two parts in the two main directions qx kq and qy 1 k q This simplified model does not take into account the transverse shear forces along the sides of the plate strips These shear forces caused by the continuity between individual plate strips produce torsional resistance which reduces the deflections of the strips The effect of torsional resistance of the plate in reducing the span moments is taken care with additional approximate formulas introduced by Marcus The two directions x x and y y of the slab are designed separately The direction with the maximum bending moment defines the lower reinforcement layer Full code check according to Eurocode 2 is performed The reinforcing bars are automatically placed in the reinforcing bar schedules The design actions are obtained by the combination of permanent and variable actions as in Eurocode 0 EN 1990 2002 yG Gk 7Q Qk The flexural reinforcement is computed according to Eurocode 2 86 1 in ultimate limit state for bending The crack and deflection are calculated according to Euro
65. code 2 87 3 87 4 requirement in serviceability limit state SLS The reinforcing steel detailing and minimum requirements are according to Eurocode 2 88 89 3 You specify the desired diameter for flexural reinforcement and the spacing and number of reinforcing bars is obtained You can check to use specific reinforcement diameter or the program optimise the reinforcement around the desired diameter The reinforcing bars are automatically placed in the reinforcing bar schedules The default diameter for longitudinal reinforcement is defined in Parameters Reinforced Concrete Plates l User s Manual 26 BETONexpress RUNET software H Two way slab EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Y Design OK S Name of design object SLAB 005 30 Concrete Steel class C25 30 B500C Partial factors for materials EC 2 32 4 2 4 ye 1 50 ys 1 15 Partial safety factors for actions EN1990 1 1 A1 WS 1 35 G 1 50 2 Load combination coefficients for variable actions Wor 0 70 F w 0 60 w2 0 30 Z E I Am L Final creep coefficient EC2 83 1 4 Annex B plc o 2 500 E qu DOKN Avi E Total shrinkage strain Ecs 0 300 o Environmental class AC1 Concrete cover EC2 84 4 1 mm Cnom 15 mm fixed rebar diameter Reinforcing bar diameter mm 10 9 mm xx O yy OG Include rebar schedule in report Slab thickness m he 0 180 f jm h 180 mm Support conditions and spans Lx Ly m E v Lx 3 600 t m Ly 4
66. consult the National Application Documents which define the parameters the Supporting standards and provide national guidance on the application of Eurocodes After the installation of the program you must select the National Annex of your area If it is necessry you may also adjust various parameters such as material constants safety factors default values and minimum requirements for reinforcement The user can decide the appearance of the report by adjusting user defined graphic and logo text page margins font selection size of indentation etc The Report settings must also be adjusted to meet the requirements of the program user From Parameters Design rules You can select the design code you want to use select Eurocode or native code for concrete design Eurocode 7 or allowable stresses for foundation design seismic design Concrete and steel class You can select the default concrete class and reinforcing steel class Eurocode and National Annexes select the National Annex to apply in the design Concrete properties Reinforcing steel properties Soil properties Fiber Reinforced Polymer materials You can adjust the characteristic material properties It is advisable to consult the National Application Document of the Eurocodes 0 1 2 6 7 8 Parameters of reinforced concrete Parameters of geotechnical design Parameters of retaining walls You can set the default values for the various design parameters From
67. d taking into account the most unfavourable placing of the live loads on the spans to obtain the maximum or minimum design values for bending moments and shear forces The support moments are computed at the faces of the supports The design moments may be redistributed Eurocode 2 EC2 85 5 if the specified percentage of moment redistribution is gt 0 Moment capacity Evaluation of the ultimate capacity of a beam section with given reinforcement Moment capacity with FRP jacket Evaluation of ultimate capacity of a beam section with given reinforcement and strengthened with Fiber Reinforced Polymer FRP jacket Beam cross section in torsion Continuous beam with distributed loads 12 1 Effective flange width The effective flange width for symmetrical T beams may be taken as beff bw 1 5 Lo lt b and for beams with flange at one side only as beff bw 1 10 Lo lt bi bw Eurocode 2 5 3 2 1 3 The distance Lo is the distance between the point of zero moments in the span In a continuous beam Lo may be taken as 0 85L for end span and O 70L for internal spans Eurocode 2 5 3 2 1 2 h I lh h 0 7 h h 0 15 h h u l L N User s Manual 31 BETONexpress 12 2 Beam cross section data E beff 34 B bw All dimensions in meters m RUNET software 12 3 Beam cross section subjected to bending shear and axial load Design of a rectangular or T beam section under comb
68. defined in Parameters Parameters of retaining walls Check wall stability with safety factors and for seismic design in Parameters Parameters of retaining walls Seismic design 15 6 Seismic loading Check to perform or not the design for earthquake loading and you specify the design ground acceleration ratio Eurocode 8 part 1 84 2 2 The seismic forces due to active earth pressure are computed according to Mononobe Okabe Eurocode 8 part 5 Annex E User s Manual 47 BETONexpress RUNET software 15 7 Gravity type retaining walls You can design four different types of gravity walls backwards inclined or not The computation of the passive and active earth forces is done using Coulomb s theory The active earth pressure is computed at the back face of the wall The design of gravity type walls from masonry or concrete is based either on Ultimate Limit State Design according to Eurocode 6 or on Working Stress Design method The properties of the wall materials are defined in Parameters Parameters of retaining walls 15 7 1 Design method The design according to Eurocode 6 is based on the following checks Check for failure against normal vertical load Nsd Nrd Eurocode 6 84 4 1 Nrd design vertical load resistance Nsd vertical design load Nrd i m t fk yM i m is the capacity reduction factor which takes into account the effects of slenderness and eccentricity of the loading at each wall section according to Eur
69. der composite loading Dimensioning of one span beam under composite loading The beam cross section can be rectangular T section or edge beam The effective flange width is evaluated according to Eurocode 2 5 3 2 1 The end support conditions of the beam may be specified as simply supported or fixed The loading is the superposition of uniformly and triangularly distributed loads and concentrated loads Full code check according to Eurocode 2 is performed The reinforcing bars are automatically placed in the reinforcing bar schedules The design actions are obtained by combination of permanent and variable actions as in Eurocode O EN 1990 2002 yG Gk yQ Qk The flexural reinforcement is computed according to Eurocode 2 6 1 in ultimate limit sate for bending The shear reinforcement is computed according to Eurocode 2 6 2 The crack and deflection are calculated according to Eurocode 2 7 3 7 4 requirement in serviceability limit state SLS The reinforcing steel detailing and minimum requirements are according to Eurocode 2 9 2 You specify the desired diameter for reinforcement and the number of reinforcing bars and stirrup Spacing is obtained You may check to use specific diameter for reinforcing bars or the program optimises the reinforcement around the desired diameter The reinforcement is automatically placed in the reinforcing bar schedules The default diameter for longitudinal reinforcement and the diameter for s
70. diahgeWIidtssssaeseve is densi tcs us EASDEM ten vit ebbe wate app Et teas bua Rav pte ES VOD 31 12 2 Beam cross section datai meanen Deva Oe RE nt a 32 12 3 Beam cross section subjected to bending shear and axial load ssse 32 User s Manual 3 BETONexpress RUNET software 12 4 One span beam under composite loading c sese s ccs cs cs ecce eee eee 32 12 4 Beam E e lt 1 0 sisas iia dci 33 L242 Ec lt Si NAAA TA AE 33 12 5 MUtiple spar continuous lt ln adas 33 12 5 L Beam ross SOCUON yeu ter anedcenteaudcnekar a LuD Pasado ac LOUER eA caus canes 34 12 5 2 Spam 2 ats 16 s spei A pe iba vas AA aaa earns VAIO 34 12553 Nuinber Or SDalis nkeneueunassntwid an 34 Lord NOSES ara alitas 34 12 5 5 Percent of moment redistribution in 35 12350 SHDDOFt WI iaa A 35 12 6 Beam section subjected LO TOR ON iia A AA AAA Pr AAA 35 12 7 Moment capacity of Dearm sectlol si da 35 12 8 Beam section strengthened with FRP jacket moment Capacity ee e e eee 36 EAE TTE REDIT I ILIUM 37 13 1 Design of column section in double bending ceeeeeeeeennn nnnm nnnm 37 13 2 Isolated columns in single and double bending ceeeeeeeee m mnn 38 13 3 Slender columns second order effects eeesssesseeeeeeee nennen rr 38 132 Column SECUN CAPACI Y c 39 13 5 Column section strengthened with FRP jacket cccccecceeesceeseeeeeeessecesneeneeeesseegannnngs 40
71. e report by using the two arrows at the bottom of the design objects window In order to preview the report you must have a valid printer installed in your system If you work in a network there must be installed a network printer Otherwise the system will report invalid printer In this case simply connect add a printer or select another printer as default From the Report Setup you can adjust the looks of your report such as font margins logo of caption or footnote etc In Report Setup Various Change page for each chapter you can choose to start each design object in a new page 23 2 Printing report Design objects The report contains all the objects that are checked Ap BEAM OD rw in the design objects window The order of the Y 5 CORBEL 001 objects appearing in the preview can be adjusted ciclo NR with the two arrows at the bottom of the design objects check the objects you want to appear in the window report Ex COLUMN 001 Y 245 SLAB 004 In order to print a report you must have a valid printer Bes O Y change the order of installed in your system If you work in a network there objects a v l must be installed a network printer Otherwise the system will report invalid printer In this case simply connect add a printer or select another printer as default Adjustments for the report font margins logo of caption or footnote etc can be done from Report Setup In Report Set
72. e 0 Annex Al Partial safety Factors for actions EN1992 1 1 A1 yG 1 35 miel 50 Factors for the combination of permanent and variable actions Eurocode 0 Annex A 1 The values defined in Eurocodes for these factors are yG 1 35 and yQ 1 50 The design values for actions are combined as 2G j Gk j yQ 1 Qk 1 247Q i yQ Qi 10 1 5 Partial safety factors for materials Eurocode 2 2 4 2 4 Table 2 1 N Partial factors for materials EM1332 1 1 524 24 rm 1 50 vsz 1 15 Factors to take account for the differences between the strength of test specimens of the structural material and their strength in situ Eurocode 2 82 4 2 4 Table 2 1 N The design strength of the materials is fd fk ym where ym is the material factor yc for concrete and ys for reinforcing steel Table 2 1H P P P NEM fe s is Design situations concrete reinforcing prestressing steel steel Transient 12 19 19 Accidental 10 1 6 Concrete cover Eurocode 2 4 4 1 2 Bagel Environmental class AL r gt Concrete cover EC2 54 4 1 mm Enom 15 Z lm By clicking at eri oy can select concrete cover from the environmantal conditions according to table 4 3N and 4 4N Cnom Cmin ACdey ACdev 10 mm EC 4 4 1 Concrete cover Cnom is the distance between the outer surface of the reinforcement and the nearest concrete surface Minimum required concrete cover depending on the environmental conditions is given in Eurocode 2 4
73. e program uses a optimum diameter around this If you use D 14 1 then only14 mm rebar diameter will be used Beam type O orthogonal cross section Ll 1 T beam 2 L beam Beam width in m Effective beam width in m Beam height in m Beam flange thickness in m Beam bending moment in kNm Beam shear force in kN Beam axial force in kN Beam span length Span type O simply supported 1 simply supported fixed 2 fixed fixed PEC CO e E L Tus A SE v DC EE S U Short column cross section Name of slab object up to 16 characters Concrete cover in mm Rebar diameter optimum The program uses a optimum diameter around this If you use D 20 1 then 20 mm rebar diameter will be used only Section type 0 1 for square section 2 for round cross section in this case Bx By D DEBE x column side in m y column side in m 85 BETONexpress Mx 48 65 My 56 70 Na 812 16 H 3 50 FOOT 1 NM Foot 1 Cb 25 D 12 Lx 1 50 Ly 1 40 Cx 0 30 Cy 0 40 H 0 70 H1 0 40 Ng 148 61 Nq 156 71 Qu 0 21 Ws 1 91 Hs 2 1 User s Manual RUNET software Bending moment Mxx in KNm Bending moment Myy in KNm Axial load in kN Column height in m Short column cross section Name of slab object up to 16 characters Concrete cover in mm Rebar diameter optimum The program uses a optimum diameter around this If you use D 12 1 then 12 mm rebar diameter will be used only Footing x dimension in m Foo
74. e strength TEk Mpa a Locked l in order to unlock the edit pro cedures CFRP Carbon fiber epoxy 140 2000 a GFRP Glass fiber epoxy 35 ac 5 insert and delete buttons i Palyezter fher epoxy 5 1000 Ef characteristic elastic tensile modulus Gpa ftk characteristic tensile strength Mpa AFRP Aramid fiber epoxy 5 2000 FRF Fiber epoxy 1 1000 9 10 Reset all parameters From the menu Setup Show all parameters setting you can see the default values you have chosen for your designs You can any time change the parameters from inside the calculation window If you want to reset all your parameters to the original values of the program press the button Reset to original program values If you reset all parameters ALL your user defined values will be LOST Program will close down and you must restart the program User s Manual 19 BETONexpress RUNET software 10 General input data for concrete components Most of the concrete design objects have some basic common data as follows e Name of design object Concrete and reinforcing steel class Partial safety factors for actions Environmental class Load combination coefficients for variable actions Concrete cover Reinforcing bar diameter Final creep coefficient Total shrinkage strain Include rebar schedule in report Y Design OK Name of design object Concrete Steel class Partial factors for materials EC 2 2 4 2 4 Environmental class Concre
75. e treated like any other copyrighted material e g book It is allowed although to make one copy of the Software for backup or archive purposes You may not copy and distribute the accompanying materials It is strictly prohibited by law unauthorized reproduction or resale of this software product and the accompanying materials Software License This is a legal agreement between the legal user of this software and RUNET Norway AS By installing this software you agree to be bound by the terms of this agreement If you do not agree to the terms of this agreement then do not install this software and return within 30 days after purchase for a fully refund of your payment Scope of License Each licensed copy of BETONexpress must be used either on a single computer or installed on a single workstation used non simultaneously by multiple people but not both This is not a concurrent use license You may not rent or lease this software You may not modify adapt translate reverse engineer decompose or disassemble the software Any violation of this agreement terminates your right to use this software Liability Limitations BETONexpress in no event shall be liable for any damages whatsoever including without limitations damages for loss of business profits business interruption or any other loss arising of the use of this software RUNET Norway AS makes no warranties either expressed or implied as to the quality or performance of this s
76. ect You may select an existing design object from the Design objects window and activate the computations by double clicking at the object e g Footing 001 or by clicking at EE l n ans ss In the window with the computations enter the Wo Dee Un POSEE cial cod a necessary data for the particular design object and click S ue ja bait ade ci ba hra TERI a wem sl sin ia T NENNT ERU ERN 7 aac Computations w Design OK LIE x wee ga o S B P it lt a XL irei conem CS pd d F1 jm inves im p O L x i xxl p Lal jo When the Auto computation is checked the calculations ey are performed automatically when you change the data al Click to see more of calculations All the computations for the design object are performed A message appears if design is OK the computations and the dimensions are adequate Xx Error Inadequate design If the design has problems due to inadequate dimensions this message Ju Drawing R Repor Report Design objects will appear Automatic generation of CAD drawings Preview report From preview you can export the file to PDF or Word format Select check the objects you want to include in the report With the JOINT O01 lt fo SECT 001 Ab ROOF 001 arrows you can adjust their order of appearance in the report In the report only the objects checked in front will appear mnd Report setup Adjust the appearance
77. ed in the final project report and the reinforcing bar schedule With double clicking on a design object you enter its calculation window With right clicking on a design object you can select actions like computations report previewing and export file or drawing A context sensitive Help system guides you through the use of the program and the Eurocode provisions On line user s manual and frequently asked questions F A Q are included in the program You can adjust the material properties and the design code parameters according to the requirements of the National application document Eurocode2 is used for the concrete design Eurocode 7 for the geotechnical design Eurocode 8 for the seismic design and Eurocode 6 for gravity wall design In addition in the design of footings and gravity retaining walls the allowable stress method may be used The concrete components you can design are Solid and ribbed slabs e slab sections e one way continuous slabs e two way slabs e cantilever slabs e section capacity e section capacity with FRP strengthening Beams of rectangular or T section e beam sections in bending shear and torsion e one span in composite loading e continuous beams in uniformly distributed loading e section capacity e section capacity with FRP strengthening Columns e column sections in biaxial bending e isolated columns e section capacity e section capacity with FRP strengthening User s Manual 7 BET
78. ed polymer jacket subjected to compression and uniaxial or biaxial bending moments The ultimate capacity of a column cross section with given dimensions reinforcement and FRP jacket is computed by numerical integration of the forces acting on the cross section at equilibrium The internal forces are the forces of the concrete parabolic compressive stress strain diagram the forces of the steel elasto plastic stress strain diagram and the forces of the FRP jacket linear stress strain diagram The results are tabulated values and graphs for the failure surface Pn Mn values for the uniaxial bending and Pn Mx My for the biaxial bending LJ Column strength with FRP simple eccentricity E Column strength with FRF double eccentricity 13 1Design of column section in double bending Design of column of rectangular or circular cross section in biaxial bending with compression The dimensioning is done using a numerical integration of the concrete and steel forces over the column cross section In addition approximate design values are obtained using biaxial bending interaction P Mx My diagrams for concrete cover column side 10 Kordina K Bemessungshilfsmittel zu EC 2 Teil 1 Planung von Stahlbeton Berlin Beuth 1992 kim Myy For the numerical integration accuracy you give the number N of subdivisions per column side The numerical integration is performed with a subdivision of the cross section in NxN elements A value of N
79. eess ena nnnnnneh nnn aa nnnm aa nna 16 9 6 2 Seismic deslah oris a ra EE aa a TRATERFAEETAYRA Vu PERS Ya Sd UV PUER A KAEPALE DEB EE 17 9 7 Paramieters or retaining Walls 3s52 x ops exiles vbt Deus Quis RA 17 SZ Wall Stability according TONES co FREE EN detent 17 9 7 2 Wall stability with allowable stresses eeeeeeeeenenn n mmn 17 9 7 3 Gravity retaining walls design according to Eurocode 6 eee 18 9 7 4 Gravity retaining walls design with allowable stresses eeeeee 18 9 755 Reinforced corcrete desiglistesvedeesass v edu A an 18 9 766 Selsmic CES l ihre varie estetico a S nece toa vue ai n OR ine Cl Up C VA MER ape eeu a d UR IH 18 9 8 SOIl BLrODeFDIeSsu sen aaa DD EI 19 9 9 FRP Fibre Reinforced Polymer Materials eese eene nnn hne nnn nnn 19 9 I0 Reset all parameters oues cvv C eR vx AAA REA ab PE Ursa Ai 19 10 General input data for concrete components sss sss sse sne nenen enes 20 TO Il WName oruaesignaobIecbso sisi Gant ev pus NE uEDER BER ERE M pR ER EEUU A TEEEUSSaH eperenmee ERR 20 1012 Conerete Steel e terea e uns Alda 20 10 1 3 REIMtorcinda Dar dlane te sirro a 20 10 1 4 Partial safety factors for actions Eurocode 0 Annex Al cs eee 21 10 1 5 Partial safety factors for materials Eurocode 2 82 4 2 4 Table 2 1 N 21 10 1 6 Concrete cover Eurocode 2 84 4 1 2
80. erical integration of the internal forces on the cross section at equilibrium These internal forces are the forces due to compression of the concrete due to tension and compression of the steel at the positions of the reinforcing bars and due to compression and tension of the FRP jacket p The following assumptions are used e Plain sections remain plane e Parabolic stress strain distribution diagram for the compressive stresses of concrete e Elasto plastic stress strain relationship for the steel e Tensile stresses of concrete are ignored e Linear stress strain relationship for the FRP material Hs dk H For the numerical integration accuracy you give the number N of subdivisions per column side The numerical integration is performed with a subdivision E of the cross section in NxN elements A value of N 10 seems to give adequate accuracy The results are tabulated values and graphs for the failure surface Pn Mn values for the uniaxial loading and Pn Mx My for the biaxial bending 200 Mol kim 200 14 Strength of Column with FRP jacket double eccentricity EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Y Design OK Gl Name of design object COLUMN 005 Concrete Steel class 025 30 S500 Y Partial factors for materials EC2 52 4 2 4 yc 1 50 ys 1 15 D 0 300m Concrete cover EC2 4 4 1 mm Cnom 20 S mm a Column type and reinforing bar position Fr Eye LJ TN Cross
81. esign when you design with allowable stresses you can increase the allowable soil pressure by a factor In some design codes this factor is about 1 20 to 1 30 User s Manual 18 BETONexpress RUNET software Additional factors according to Eurocode 8 Part 5 The horizontal and vertical seismic coefficients affecting all the masses are taken according to Eurocode 8 Part 5 8 7 3 2 2 as khzo r and kv cxkh The usual value for coefficient r according to Eurocode 8 Part 5 Table 7 1 for walls with possibility of small sliding is r 2 00 to 1 50 The usual value for the coefficient c according to Eurocode 8 Part 5 8 7 3 2 2 is c 0 50 In seismic design you can specify a limit for the load eccentricity on the wall footing Specifying a limit value for the effective footing area it sets an upper limit to the eccentricity of the load The upper limit for the ratio of the effective footing area footing area can be specified effective footing area is considered the contact area of footing and soil This coefficient has an usual value 0 50 which corresponds to load eccentricity ratio 0 33 According to Eurocode 8 Part 5 8 7 3 2 3 6 the shearing resistance between soil and wall is restricted to be less than a ratio 2 3 0 67 of the soil shearing resistance In the seismic loadings a reduction factor can be applied on the favourable effects of passive earth force This factor has a usual value 0 50 9 8 Soil properties You can ed
82. ete cover gaia EC 2 4 133 mm Del 75 Zl Petar diameter for nal reintorcement mm e meer Feb Barter lor locingrerdoncemert em SUT er Ange of she reso between sod footing tan pheuB ET Cahasian batan tal andicoting Hyma eq on PAS 1 96 laci n lor actora ECZ 52 2 2 2 135 150 Sol beaing capaci N m qu 0200 Level combati raei d r fim visible irar l gt ap ix Wall with large heel at the back side 16 Corbels Brackets Corbels and brackets are used to support beams and girders They are short cantilevers projecting from column faces When ac hc lt 1 then they should be design with deep beam theory rather than flexural theory Corbels and brackets are designed for vertical and horizontal dead and live point loading according to Eurocode 2 85 6 4 86 5 based on a strut and tie model Corbels and brackets are designed according to Eurocode 2 85 6 4 86 5 and Annex j Corbels with 0 40 lt ac hc lt 1 are designed using a simple strut and tie model Corbels with ac hc 0 40 are designed using hc 2ac User s Manual 49 BETONexpress RUNET software Corbels with ac hc gt 1 are designed using flexural theory as cantilever beams The concrete bearing pressure under bearing plate is also checked 16 1 Loading The concentrated vertical load on the bracket permanent dead load Fgk and variable live load Fqk in KN The design vertical load is taken as Fsd yGxFgk y0QxFqk You have to spec
83. ete slabs of solid or ribbed cross section You can design two way slabs or one way multiple Span concrete slabs and compute the ultimate capacity of Slabs sections and slabs with FRP Fibre Reinforced Polymers jackets Full code check according to Eurocode 2 is performed A detailed report with all the computations graphs and code references is produced The reinforcing bars are automatically placed in the reinforcing bar schedules The design actions are obtained with combination of permanent and variable actions yG Gk yQ Qk Eurocode 0 EN 1990 2002 The flexural reinforcement is computed according to Eurocode 2 86 1 in ultimate limit state ULS for bending The crack and deflection are calculated according to Eurocode 2 87 3 87 4 requirement in serviceability limit state SLS The reinforcing steel detailing and minimum requirements are according to Eurocode 2 88 89 3 You specify the desired diameter for flexural reinforcement and the spacing and number of reinforcing bars are obtained You may check to use specific reinforcement diameter or the program optimises the RUNET software mu Slab section in bending pa One way continuous slab 1 Two way slab Two way three supports slab um Two way two supports slab coo One way cantilever slab mum Ribbed slab section in bending numm One way continuous ribbed slab SS Two way ribbed slab U D E me Moment capacity of slab section al Momen
84. gn according to Eurocode 6 or on Working Stress Design method The properties of the wall materials are defined in Parameters Parameters of retaining walls The design of cantilever type walls is based on Ultimate Limit State Design of concrete according to Eurocode 2 The design checks are performed at each tenth of the stem height and for cantilever walls the reinforcement of the stem is optimised The reinforcing bars are automatically placed in the reinforcing bar schedules Seismic design The seismic forces due to earth pressure are computed using the theory by Mononobe Okabe Eurocode 8 part 5 Additional seismic loads are horizontal and vertical seismic forces due to the mass of the structure according to Eurocode 8 part 5 Design parameters From Parameters Parameters of retaining walls and Parameters Parameters for reinforced concrete Retaining walls you can adjust the various code parameters as e partial safety factors e allowable stresses limits User s Manual 44 BETONexpress RUNET software e safety factors overturning and sliding e participation coefficients for passive earth force with or without seismic loading e eccentricity limits with or without seismic loading e minimum rebar requirements e seismic coefficients From Parameters Soil properties the material properties for the soil types included in the program can be defined Report The report is showing in detail all the calculations of earth f
85. h height lab thickness n be 0 250 jm he 0500 ffm hie 0 180 Sim E i Crocs section Ippa No m m sel b niu Detautt F section properties ue im Hr Beam detail span m Lo 1600 TZ le set length of all spans L zi Made r e Uniform bads g dead bye icH m gl 400 Tj ge 10 00 EjkM n set loads on all spans a ar h z nn a a Support sadih m bsup 0 200 jm Peicerk al mameritiedistibulion D zx Check redistribution with max perrisable EC2 555 4 F b 12 5 1 Beam cross section The cross section data are for the default cross section By clicking at h the default cross section data are set in all the spans From the table at the left window under the beam sketch you may specify the cross section data for every span 12 5 2 Span length Beam length Lo in meters m is the default span length By clicking at L the span length is set to the default value at all the spans At the cantilevers if they exist the span length is set to 1 4 of the default value To set the span length for each span click and edit the corresponding cell at the left window under the beam sketch 12 5 3 Number of spans Number of spans 2 LA cantilever at left end cantilever at right end _ F You specify the number of spans of the continuous beam By checking cantilever at left or cantilever at right you specify the existence of cantilevers at the left or the right end The spans are automaticall
86. h a corresponding Msd at support increase of the span moments such as the resulting moments remain in equilibrium Eurocode 2 5 5 The ratio of redistributed moment to the moment before redistribution is defined by the user in percent k 11 2 6 Support width Mean support width in meters m The design support moments for the computation of the reinforcement over the supports are computed at the support faces at a distance b bsup 2 from the axis of the support User s Manual 25 BETONexpress RUNET software 11 3 Two way slabs Three categories of two way slabs are considered Slabs supported on all four sides Slabs supported on three sides and with one side free Slabs supported on two adjacent sides and with the other two sides free Linear elastic theories are used for the computation of bending moments The design methodology for computing the bending moments is Tables of Czerny Czerny F Tafeln fur vierseitig und dreiseitig gelagerte Rechteckplatten Beton Kalender 1983 Berlin Ernst Sohn 1983 the values for bending moments are mx q Lx TV mx q Lx2 TV for shear forces are vx q Lx TV vx q Lx TV TV are coefficients obtained from tables for various Lx Ly ratios and support conditions Tables of Bares Bares R Tables for the Analysis of Plates Slabs and Diaphragms Based on the Elastic Theory Bauverlag GmbH Wiesbaden und Berlin 1971 the values for bending moments are mx q Lx2 TV myzq Ly TV for shear for
87. h allowable stresses Soil parameters Weight density Tsh 00 Yar T T When you design with allowable stresses and seismic loading a part only of the live loads must be considered This part is defined by a factor specified in these parameters ce e ce e A l c ef AL N ce GOL nj a e L E e ce Hi Mm N ce eI nj dc e ce e ce e P e Parameters of reinforced concrete Eurocode 2 Reinforced concrete Action coefficient for permanent loads unfavourable yof M s Action coefficient for variable loads unfavourable vol 50 Load combination factor for variable actions 4 7 fi 00 S a Load combination factor for variable actions Wor 030 9 6 1 Reinforced concrete design Minimum concrete cover of footing reinforcement mm 75 Default values for action coefficients for permanent and Minimum diameter of footing reinforcement mm 10 variable actions and load combination coefficients for Maximum spacing of footing reinforcement mm 50 variable actions Default values for concrete cover and UI p12 minimum mean and maximum steel bar diameters and eee orm oni ot Em maximum Spacing for reinforcement Requirements for min max reinforcement as slabs Iv In the design of footings the mean reinforcing steel diameter is used as a default value The minimum and maximum values for the steel bar diameters are the low and upper limits of the bar diameters which are used in the design The spacing of the re
88. h combination of permanent and variable actions as in Eurocode O 1990 2002 yG Gk yQ Qk The static solution is performed with finite element analysis taking into account the most unfavourable live load placing on the spans to obtain the maximum or minimum design values for bending moments and shear forces The support moments are computed at the faces of the supports The design moments may be redistributed Eurocode 2 85 5 if the specified percentage of moment redistribution is gt 0 In the moment redistribution the support moments calculated using linear elastic analysis are reduced by the ratio of moment redistribution with a corresponding increase of the span moments such as the resulting moments remain in equilibrium The flexural reinforcement is computed according to Eurocode 2 6 1 in ultimate limit sate for bending The shear reinforcement is computed according to Eurocode 2 6 2 The crack and deflection are calculated according to Eurocode 2 87 3 87 4 requirement in serviceability limit state SLS The reinforcing steel detailing and minimum requirements for reinforcement is according to Eurocode 2 89 2 User s Manual 33 BETONexpress RUNET software The number of reinforcing bars and stirrup spacing is computed You may check to use specific reinforcement diameter or the program optimises the reinforcement around the desired diameter The reinforcing bars are automatically placed in the reinforcing bar schedules T
89. he default diameter for longitudinal reinforcement and the diameter for stirrup reinforcement are defined in Parameters Reinforced Concrete Beams La Continuous beam with distributed loads EC Eli 997 1 1 2004 ECO Er 990 1 1 2007 Ww Design Ok C Name of design object BEAM O07 Concrete Steel class C25 30 B500C c XI DOO T IL IIDET IT DILLETE TIT ILETE Z TUL LIH ESL TA Coos Toso Pailial actais bot materials JECA 2 4 2 4 yes 140 yim 1 15 ka oe G Li LL C G E E Patial safety factors for actions ENTS90 1 1 41 me 13515 19 1 50 9 L m bin Him hif gikN Am fk en E 7 wee rae a Lowd combination coellicients for wearable actions HS 0 70 fe PA 0 60 fa Wan 030 lt L 1 3600 0250 0500 O 180 23 00 TO UD Final agp cxyalliciant ECS 531 4 Annex Bl pala m 50 rz La az i 301 s Pe Le Ec N 2 U G ae n H Total shrinkage stram Eea 030 She Ies 3600 0250 0500 0180 2900 0 00 TIS TUUS vial clas C 3600 0250 0500 0180 2400 1000 gis septies I ers e A A A c Siig Lor 0300 lt O250 gt 05005 lt 0180 gt ca 0g 1000 Concrete cower ECZ 54 4 1 men Cnom 20 mm r T Enc NN at Resniceci g bar dlameter mm re 8 wmm S id wmm Ned pl Lenght section width section height loads for each span Include rebar schedule in tepert Gl Huber of spans 4 is caribe al lelt endi cantilever al ight end lt Cross section widt
90. he reinforcing bars are automatically placed in the reinforcing bar schedules The design actions are obtained with combination of permanent and variable actions as in EN 1990 2002 yG Gk yQ Qk They are analysed as continuous beams with rectangular cross section of width 1 00 m The static solution is performed with finite element analysis taking into account the most unfavourable live load placing on the spans in order to obtain the maximum or minimum design values for the bending moments The support moments are computed at the faces of the supports The design moments are redistributed EC2 85 5 if the percentage of moment redistribution is specified gt 0 In the moment redistribution the negative support moments calculated using linear elastic analysis are reduced by the ratio of moment redistribution with a corresponding increase of the positive span moments such as the resulting moments along the plate remain in equilibrium The flexural reinforcement is computed according to Eurocode 2 86 1 in ultimate limit state for bending The crack and deflection are calculated according to Eurocode 2 87 3 87 4 requirement in serviceability limit state SLS The reinforcing steel detailing and minimum requirements are according to Eurocode 2 88 89 3 You specify the desired diameter for flexural reinforcement and the spacing and number of reinforcing bars is obtained You may check to use specific reinforcement diameter or the program opti
91. he report to PDF or Word file RUNET software Fg Stab Design One way contionnus slab EC2 EHYT892 1 1 1993 2 Hare of dean del ELAn Correte 5 ud cinia CH SW gyi Portal lectora ler materias MEA 62 222 les TS pen 1 55 lt K Patalia Iss La sectors EHVESSE A 23223 yee a wee i3 iun 0 119 iui 25 1 berne Le sem 018 0m T T Load combeshon costhoents Bor males actions yi Oe wie 01 30 Concrete con EHV ESSEC 11 54 13 30 pr Crome 13 trm cia densin Heed rr bow daeta mend m inm oof rel l incl vetus echeciuile in epee Humber of para S canto N kB erel cariberew a pr prd Ssh delat Piran fe hoe 0 180 eim etii omm pat heinen of 9 apra he pars delin lensis es Loo 1E a set erp 0 d par Le Th Langin karen rector rs Led 3000 Alm A rs E E ai bh d ere gore TAS i Load lacina k gbg pkg ks 1 000 E Lal E L e r G bese Suppai wlth je DE EMT Percent of moment ebad T mix 45 a81 B Ora way comtimmouws alab ECE XHFlS3221 1 139505 Errata al lads EIE m J m qj t A 0 20 0d 050 E FO baye qe f Dd 505 JD da fpen i i5 3 000 amp he 0 16 a ari forces aed beading momenta PECUAA 5 Darin banding Fean i Had 10 79 kara xol d m als 60 ns mrpans zr lc amp d ccmbinazizng 1 051 509 B ii TETE TENTI n Computations P Auto computation her i A Pares File 6 Files New Open You create open and save files The data
92. heck wall stability with Eurocode 7 The soil parameters are divided by the partial factors for soil parameters given in Eurocode 7 Annex A The limit states EQU equilibrium STR structural and GEO geotechnical are considered 15 5 1 Stability checks using Working Stresses Design Stability against overturning sum of moments resisting overturning sum of overturning moments Cf overturning The coefficients Cf for overturning is usually 1 50 but it can be set from Parameters Parameters of retaining walls Check wall stability with safety factors In seismic design this coefficient is usually 1 00 and can be set from the menu Parameters Parameters of retaining walls Seismic design Stability against sliding Sum of resisting forces sum of driving forces Cf sliding The coefficients Cf for sliding is usually 1 50 but it can be set from Parameters Parameters of retaining walls Check wall stability with safety factors In seismic design this coefficient is usually 1 00 and can be set from the menu Parameters Parameters of retaining walls Seismic design From Parameters Parameters of retaining walls you can set the participation coefficient of passive earth forces coefficient which multiplies the passive earth force default 0 50 Soil allowable bearing capacity The maximum soil pressure under the footing must not exceed the allowable soil bearing pressure Load eccentricity in the foundation The eccentricity limits are
93. hey exist the span length is set to 1 4 of the default value To set the span length for each span click and edit the corresponding cell at the left window under the beam sketch 11 2 4 Loads Uniform loads g dead q live KN m gl 0 50 E g 2 00 E KN du set loads an all spans g 4 Load factor k gx kg q kq k 1 000 ei Default loads in KN m g1 for the dead load of the slab finishing and q for the live load on the slab From the left window under the slab sketch you may change these default values for every span The total dead load is computed by the program as g g1 self weight By clicking at you set the values for the loads at all the spans to the default values The loads are multiply by a load factor k default value 1 00 when two dimensional in plane solution of a slab system is performed The design actions are obtained with combination of permanent and variable actions as in Eurocode EN 1990 2002 yG Gk yQ Qk Load factor K The loads are multiplied by a load factor k default value 1 00 This factor is used for the load distribution when two dimensional in plane solution of a slab system is performed 11 2 5 Percent of moment redistribution Support width m beup 0 200 Im Percent of moment redistribution O a Check redistribution with max permissible EC2 5 5 4 The support moments in continuous slab calculated using linear elastic analysis Mo are reduced by the ratio of moment redistribution wit
94. ify also the ratio of the horizontal to the vertical force Hsd Fsd According to Eurocode 2 Annex J the corbel should be designed for horizontal force at least Hsd 0 20 Hsd T4 Corbel Bracket EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Y Design DK El Name of design object CORBEL 001 Concrete Steel class C25 30 500 A i i 1 50 21415 v F d 1 35x100 00 1 50 30 00 Partial factors for materials EC2 82 4 2 4 vc Ys y Partial safety factors for actions EN1990 1 1 Annex 41 O 1 35 FE yO 1 50 M T ac 0 150m Concrete cover EC2 84 4 1 mm Cnom 20 S mm Reinforcing bar diameter mm Qi 14 lim fixed rebar diameter E Hsd 0200 5d Rebar diameter for links stirrups mm Gl 8 mm hc 0 400m Include rebar schedule in report Iv Corbel back and front heights m he 0 400 Sm hd 0 300 im Load distance from column face m ac 0 150 im be 0 300 eim L Column dimensions m hwz 0 350 Sim bw 0 400 EIL Dimensions of bearing plate bxhxt mm d 250 S h 150 Ej 20 mm Vertical load dead g Hive q kN Fvg 100 00 kN Fvq 3000 kN hye0 35 b yy 0 400m Ratio of horizontal force to vertical force gt 0 20 He Fy 0 200 r 16 2 Bearing capacity at load point The concrete bearing pressure under bearing plate is checked so to not exceed 0 60v fcd Eurocode 2 6 5 4 b The area of the bearing plate must be adequate so the bearing capacity of concrete check is satisfied 16 3 Reinforcement Eurocode
95. in Ernst amp Son 1993 The lever arm ZT of internal forces is taken as Zf 0 30H 3 H Leff when 0 5 lt H Leff lt 1 0 Zf 0 60H when H Leff gt 1 0 From the tension in the tie the horizontal bottom reinforcement is computed This reinforcement should be fully anchored by bending up the bars or by using U loops The concrete compressive stress in the struts must not exceed 0 60 fcd according to Eurocode 2 86 5 Horizontal reinforcement must be distributed over the height Zf to take the splitting stresses in the concrete struts Reinforcement mats must be placed on both faces of the deep beam in both directions according to Eurocode 2 Annex J Eg Deep beam EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 v Design OK CQ Name of design object D BEAM 001 Concrete Steel class C25 30 500 i gk1 200 00kN m E qk1 100 00kN m Partial factors for materials EC2 2 4 2 4 yc 1 50 ys 1 15 l nsgnuqumqsgugquugggnsggem X Partial safety factors for actions EN1990 1 1 Annex 41 YG7 1 35 mel 1 50 Concrete cover EC2 4 4 1 mm Cnom 20 imm Reinforcing bar diameter mm ei 14 wmm fixed rebar diameter S H 4 200m Rebar diameter for secondary reinforcement mm eias v Imm Include rebar schedule in report lv Dimensions of deep beam span and height m Leff 6 000 tin H 4 200 n k2 50 00kN K2 25 00kN m Web thickness m t f0 300 Im Support width m b 0 600 im fg DEI Oe Top load dead live kN m ok1 200
96. in the input data and the reports 22 4 Screen sizes The size of each window bas been optimised You can resize the main screen and its size is maintained The size of the main screen is automatically set to the size the last time you opened the program You can reset the main screen to the default size by clicking at Setup Default screen size The calculation window takes a height almost equal to the height of the main program window 22 5 User s guide E i Help You can preview or print the program user s manual You select to view it as a Word doc or as Help an Acrobat pdf document amp Contents Pragram user s manual K DOC Format ward F A G Frequently asked questions PDF Format Acrobat WAAL rneb saFbware cam Pragram License About BETOMexpress User s Manual 68 BETONexpress RUNET software 23 Reports After designing the desired concrete objects they can be printed into a high quality report The report will contain all the objects that are checked in the design objects window The order of which the objects will appear in the report can be adjusted with the two arrows at the bottom of the design objects window Adjustments for the report font margins logo of caption or footnote etc can be done from Report Setup 23 1 Preview report l The report preview contains all the objects that are checked in the design aic UE objects window You can adjust the order in which the object appears in th
97. ined bending and shear loading The flexural reinforcement is computed according to Eurocode 2 6 1 in ultimate limit sate for bending The shear reinforcement is computed according to Eurocode 2 6 2 14 Design of T type beam section for bending shear and axial force EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Y Design OK Name of design object Dag 1 250m Concrete Steel class Partial factors for materials EC2 2 4 2 4 Environmental class Concrete cover EC2 84 4 1 mm h 0 500m Reinforcing bar diameter mm Final creep coefficient EC2 83 1 4 Annex B Total shrinkage strain bien Cnom 20mm Cross section dimensions width and height rn 0 250m Effective flange width slab thickness m links G 8 BEAM 002 C25 30 B500C ye 150 ys 115 v NC Cnom 20 Z lmm 9 mm Q 14 9 mm fixed C E g afoj 2 500 Ecs 0 300 965 bw 0 250 f jm h 0 500 Sim beff 1 250 f jm h lt 0 180 Sim Ultimate limit state LILS 1 359 1 00q Serviceability limit state SLS 1 00g 0 30q Cross section actions Bending moment kNm Med 100 00 S kNm Msd 70 00 S kNm Shear force kN Ved 10 00 S kN Vsd 7 00 ZT Axial force kN Ned 10 00 kN Nsd 7 00 kN Beam span m L 4 000 Feim Support conditions and lengths are used for the design for shear between web and flanges for T sections 6 2 4 12 4 One span beam un
98. inforcing bars in the design of footings will not exceed the maximum spacing specified in these parameters Requirements for min max reinforcement as slabs If checked the minimum and maximum steel percentages are computed according to Eurocode 2 89 3 1 Eurocode 2 does not mention anything about the min max steel percentages for footings User s Manual 16 BETONexpress 9 6 2 Seismic design RUNET software The seismic design for footings is according to Eurocode 8 Part 5 Some factors although for the seismic design must be adjusted according to the National Application Document of Eurocode 8 or the native design code for earthquake resistance of structures Seismic design You specify the default option for designing or not for seismic loading Design ground acceleration You specify the default design ground acceleration ratio a The horizontal seismic acceleration is taken as ah axg where g is the acceleration of gravity Additional factors according to Eurocode 8 The vertical seismic coefficients is taken according to Eurocode 8 Part 5 7 3 2 2 as kw cxkh The usual value for coefficient c Eurocode 8 Part 5 8 7 3 2 is c 0 50 In seismic design you can specify a limit for the load eccentricity on the footing Specifying a limit value for the effective footing area it sets an upper limit to the eccentricity of the load The upper limit for the ratio of the effective footing area footing area can be specified
99. is very useful in the case of vertical upwards loading of the footing The foundation depth can be specified so the extra weight of the soil above the footing is taken into the account in the design This is very useful in the case of vertical upwards loading of the footing User s Manual 42 BETONexpress RUNET software 14 3 Spread footings centrically loaded E Y Design OK Dead load kN No 7000 gt G Name of design object FOOTING 001 Live load KN Na 3000 Concrete Steel class C25730 500 E 1800 Tm M Partial factors for materials EC2 S2 4 2 4 ye 1 50 ys 1 15 y i Partial safety factors for actions EN1990 1 1 41 el 1 35 mel 1 50 E Load combination coefficients for variable actions yl 0 60 y2 0 30 E Concrete cover EC2 84 4 1 mm Cnom 75 imm Reinforcing bar diameter mm ej 12 lnn fixed GT f i Include rebar schedule in report iv 0800 2f Soil bearing pressure N mnr 0 200 EL El Weight of soil kN nr 17 000 kN n Foundation depth m 1 200 jn El oy Design OK Dead load KN Na 70 00 Alim design object FOOTING 002 Live load RN Na 30 00 7 Concrete Steel class 025430 S500 Bu 1600 Tm ____ Partial factors for materials EC2 82 4 2 4 y 1 50 y5 1 15 gt Partial safety factors for actions EN1990 1 1 41 yO 1 35 FE mael 1 50 m Load combination coefficients for variable actions yl 0 60 y2 0 30 E
100. istance is not taken into account Additional data from the solid slabs are the rib web width bw and the overhanging void width b1 Some requirements for ribbed or waffle slabs are in Eurocode 2 5 3 1 6 Eg Cross section of ribbed slab in bending EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Y Design OK Name of design object SLAB 006 Concrete Steel class C25 30 B500C Partial factors for materials EC2 2 4 2 4 yee 1 50 ys 1 15 vl Final creep coefficient EC2 83 1 4 Annex B piot o 2 500 h Total shrinkage strain Ecs 0 300 o Slab thickness m h total height hs solid part h 0 180 m hs 0 070 TZ ln Rib width bw overhanging width b1 bc bw m bw 0 150 Him b1 0 500 1m Environmental class xC1 Concrete cover EC2 4 4 1 mm Cnom 15 a mm hs 0 070m b 0 650 di tv h 0 180m Reinforcing bar diameter mm 10 y mm fixed G C Bending moment 1 359 1 50q Ultimate limit state ULS Med ULS 20 00 S kNm m de ___ __ _ _____ bw b1 0 500m by 0 150m Bending moment 1 009 0 30q Serviceability limit state SLSJ Med SLS 14 00 2 kNm m 11 6 Slab section moment capacity Evaluation of the ultimate moment capacity of a slab section with a given reinforcement The ultimate bending capacity of the cross section is computed by numerical integration of the internal forces acting on the section The internal forces are the forces due to compression of the concrete and due to
101. it the values of the soil properties from Parameters Soil properties insert and delete buttons Saltype A lt lene bemearllaiinediks pg 1 emnt Vat dry unit weight yes saturated unit weight Large gravel 16 00 20 00 4500 000 0 30 0 50 ETAT T 0 15 UOCE Wean gravel 16 00 20 00 40 00 000 0 30 0 40 70 19 O15 140000 angle of internal friction c cohesion Tun gravel en xn Gem a cur uml GM las a Dense sand 17 00 zu T T 35 00 0101 125 0 350 50 00 0 20 15000 qa allowable bearing pressure Qu bearing Sand 1500 1900 3000 om 025 030 2500 020 90000 Ca pa city Loose sand 14 00 18 00 25 00 uon 20 0 25 15 00 0 20 30000 a Say sand 21 00 23 00 25 00 0100 015 0 15 10 00 0 25 200100 Es modulus of elasticity u Poisson ratio gam ces ected AE M Mc Miss E Clm 20 00 21 001 zx ou 010 0 15 0 15 5 00 0 30 50000 Ks modulus of subgrade reaction sit 1600 2000 2000 000 040 0430 200 025 50000 9 9 FRP Fibre Reinforced Polymer Materials Fibre Reinforced Polymer materials F R P are used as coatings to strengthen reinforced concrete components Materials made from carbon CFRP glass GFRP or aramid AFRP bonded together with a polymeric matrix such as epoxy polyester or vinylester These materials have high strength and stiffness in the direction of the fibres low weight and they resist corrosion In order to edit the FRP material properties losl era Modulus of elasticiby Ef SPa Tensil
102. ium cm 3 50 16 0 0 179 0 925 2 49 3 31 2 86 2 56 2 29 2 09 1 94 1 81 1 71 1 62 im 3 50 15 0 0 189 0 921 2 50 3 23 2 80 2 50 2 24 2 04 1 89 1 7 1 67 1 58 mi 3 50 14 0 0 200 0 917 2 51 3 15 2 73 2 44 2 10 1 99 1 04 1 72 1 63 1 54 Omm Oem 3 50 13 0 0 212 0 912 2 52 3 06 2 65 2 37 2 12 1 94 1 79 1 68 1 58 1 50 3 50 12 0 0 226 0 906 2 54 2 98 2 58 2 31 2 06 1 88 1 74 1 63 1 54 1 46 Me 3 50 11 0 0 241 0 900 2 56 2 09 2 50 2 24 2 00 1 03 1 69 1 50 1 49 1 42 d Na 3 50 10 0 0 259 0 092 2 50 2 00 2 43 2 17 1 94 1 77 1 64 1 53 1 45 1 37 ri o Mos Mose in 3 50 9 5 0 269 0 888 2 59 2 76 2 39 2 14 1 91 1 74 1 61 1 51 1 42 1 35 3 50 9 0 0 280 0 884 2 60 2 71 2 35 2 10 1 88 1 71 1 59 1 48 1 40 1 33 3 S0 6 5 0 292 0 879 2 62 2 66 2 31 2 06 1 84 1 68 1 56 1 46 1 37 1 30 3 50 0 0 0 304 0 873 2 63 2 61 2 26 2 02 1 01 1 65 1 53 1 43 1 35 1 28 3 50 7 5 0 316 0 868 2 65 2 57 2 22 1 99 1 78 1 62 1 50 1 41 1 32 1 26 3 50 7 0 0 333 0 861 2 67 2 52 2 18 1 95 1 74 1 59 1 47 1 38 1 30 1 23 3 50 6 5 0 350 0 854 2 69 2 46 2 13 1 91 1 71 1 56 1 44 1 35 1 27 1 21 3 50 6 0 0 368 0 847 2 72 2 41 2 09 1 0 1 67 1 53 1 41 1 32 1 25 1 18 3 50 5 5 0 309 0 030 2 74 2 36 2 04 1 03 1 64 1 49 1 30 1 29 1 22 1 16 3 50 5 0 0 412 0 829 2 78 2 31 2 00 1 79 1 60 1 46 1 35 1 26 1 19 1 13 3 50 4 3 0 450 0 813 2 83 2 23 1 93 1 73 1 54 1 41 1 31 1 22 1 15 1 09 3 50 4 0 0 467 0 006 2 05 2 20 1 90 1 70 1 52 1 39 1 29 1 20 1 13 1 08 3 50 3 5 0 500 0 792 2 90 2 14 1 05 1 66 1 40 1 35
103. izontal line on top By F nran subtle EE 0 trt Choose fort checking the corresponding boxes you can choose HM which of the above objects you want to appear on the caption The position of these objects is regulated from Shu 8 ce meo User s Manual 71 click to setup page Header click to setup main report RUNET software BETONexpress the numbers in mm you specify in the boxes in columns 2 and 3 In the last column you can set the font or the thickness and colour of the line With the buttons at the bottom you can preview or print a sample of the page footer 24 2 Page setup 24 2 1 Report cover You can design your own front page of the report From Report Setup Page Preview Report Cover you can edit the features on the cover of the report The cover can be displayed with an outline a picture from bitmap file and two text lines You can adjust the contents with the checkboxes The outline s colour and thickness be changed If you wish a picture on the cover you can choose from the examples or choose your own bitmap The style of text in the two text lines from the font style editor box em S a Report Page setup Fonts paragraphs Graphics Page size Default Page orientation f Portrait Landscape 7 Preview kind C A3 294420 cm C Letter amp 5x11 in Legal 8 5x14 in printer properties You can Preview y
104. ling and minimum requirements are according to Eurocode 2 89 2 The number of reinforcing bars and stirrup spacing is computed You may check to use specific reinforcement diameter or the program optimise the reinforcement around the desired diameter The reinforcing bars are automatically placed in the reinforcing bar schedules You can design the following beam types Beam section Design of a rectangular or T beam section subjected to combined bending and shear and axial force large and small eccentricity Torsion Design of a rectangular or T shape beam section subjected to combined torsion shear and bending Single span beam in composite loading Dimensioning of single span beam under composite loading The beam cross section can be rectangular T section or edge beam The effective flange width is evaluated according to Eurocode 2 85 3 2 1 The left or right end support conditions of the beam may be specified as simply supported or fixed The loading is the superposition of uniformly and triangularly distributed loads and concentrated loads Multiple Span Beam Design of continuous beams up to 8 spans with optional end cantilevers and uniform dead and live loading on the spans The beam cross section can be rectangular T section or edge beam The effective flange width is evaluated according to Eurocode 2 85 3 2 1 The lengths the cross section data and the loading may be specified for every span The linear static analysis is performe
105. load that you specify does not include the self weight of the footing In the case of centrically loaded footings the loading is the vertical dead and live load in KN The vertical load is positive downwards You can specify negative vertical loading dead or live if the load is upwards In the case of eccentrically loaded footings in addition you supply the moments Mxx and Myy in kNm for the dead the live and seismic components of the loading on the top of the footing The design load combinations are according to EN 1990 2002 and Eurocode 7 Annex A Loading 1 yGxDead yQxLive Loading 2 Dead y2xLive Seismic x x Loading 3 Dead y2xLive Seismic y y YG and yq are according to EN 1990 2002 and Eurocode 7 Annex A for unfavourable and favourable permanent and variable actions for EQU STR and GEO limit states The design for earthquake loading is activated deactivated from Parameters Design rules Soil properties You specify the soil bearing capacity in N mm GPa when the geotechnical design is according to Eurocode 7 the soil bearing pressure in N mm GPa when the geotechnical design is with allowable stresses By clicking at El you can select a soil from the table with soil properties From Parameters Soil properties you can edit change properties or add new the table with the soil properties Geotechnical design The program determines the exact pressure distribution under the footing using numeri
106. lomb 1736 1806 Additional seismic forces due to earth pressure according to theory by Mononobe Okabe ref Eurocode 8 part 5 annex E rH active earth pressure P3 Ka cos2 q A A C u ansni 3 cos B cos 8 5 1 o yH passive earth pressure E a E En cos2 y B Ep a haeresim T cos B cos 6 0 TOGSIBOBTCHS ERI 8 5 cos B B g angle of internal friction of sail amp angle af wall friction User s Manual 45 BETONexpress RUNET software 15 3 Dimensions Give the basic wall dimensions according to the Design Ok Veticalload NIkN m desd 000 e lve O00 e SIS m Horizontal load H kN m dead 0 00 yel 0 00 eH 0 000 drawing Click at LL Drawing Jr enter drawing l p Surcharge dead load 0 00 kN m All the dimensions are in meters m and the angles Surcharge live load 0 00 soil surface slope wall batter in degrees af In order to give the batter of the front or the back face of the wall you have to check next to the angle to activate it otherwise you can give the horizontal projection of the wall face and the batter is computed x Lk k You can supply up to 3 soil layers marked with Base key Hk 020 Z m numbers on the wall drawing Two soil layers 1 and 2 PEN are behind the wall and one soil layer 3 in front The soil layers 2 and 3 exist if their heights are 0 If you have high water table level behind the wall then use two soils In
107. med w sesssssseeene nens 60 20 4 Design Chass OMUMINMS a taa 61 20 4 1 Column design chart rectangular cross section 0occccccccccnnnnnnnnnnnnc narra nnna nn 61 20 4 2 Column design chart circular Cross SectiON occcccccccccnnnnncncnnnnnnn cnn nnn 61 20 4 3 Column design chart Biaxial bending with compression esee 62 20 5 Design charts Slenderness and effective length of columns c c e c e x e x e e c seen ee eK 62 20 5 1 Column design chart Biaxial bending with compression eese 62 20 6 Design chart DETECTION CONTO ovs ves Ra EN Ste ra oU A i RR 63 20 6 1 Column design chart Cross section moment of inertia stiffness in bending 63 21 CAD drawing of concrete elements ssssss sss sss sss sss sss sss sss sss sss sss sss essen ense nense nenes 64 Zisl CAD FOI ES cr 64 ZAG SDNMCHSION UNITS a1226 Rc T 65 21 1 2 Line thickness colour and font sizes cece c x c x x x c x e eee 65 Lio Add extra aimelbislollsaqsimbveasciwecvk ture Dead tala nos 65 212 Print bprevieWwurgaWIll8 iota ebore dedu eir apnd ir eite A bs did blc ees 65 21 9 Project DADES ce ein fud ODE PO uae D tu UP UI EUIS 67 Zl EXPO drawing to PDETOFITISLs casus dada aia 67 2L 5 EXDOrtaraWInd to dx TO Matan sidra d e pex da qua ur ad exacti pci di pus Susa E da e 67 22 Program settings vosessecssvesvessssessvev vess eeesvescessuvesssessvssveUsEEREREEEERENRRESERERRERVEREEE
108. mises the reinforcement around the desired diameter The reinforcing bars are automatically placed in the reinforcing bar schedules The default diameter for longitudinal reinforcement is defined in Parameters Reinforced Concrete Plates User s Manual 24 BETONexpress RUNET software 11 2 1 Number of spans Number of spans 2 cantilever at left endi cantilever at right end You specify the number of spans of the continuous slab By checking cantilever at left or cantilever at right you specify the existence of cantilevers at the left or the right end The spans are automatically created with the default length Lo the default thickness ho and the default loads g and q From the left window you may change these values for span length L thickness h and loads g and q 11 2 2 Slab thickness Slab default thickness m ho 0 180 m h 180 mm set thickness of all spans h Slab thickness ho in meters m is the default slab thickness of the spans Clicking at the thickness at all spans is set to the default value To set the thickness for each span click and edit the corresponding cells at the left window under the beam sketch 11 2 3 Span length Span default length m Lo 3 600 Su set length of all spans jm A Length in transverse direction m Ly 3 000 Slab length Lo in meters m is the default span length Clicking at the span length is set to the default value at all the spans At the cantilevers if t
109. n actions Jr or the effects of actions FE Partial factors for soil parameters Mi Set O P GEO ER ICE AS Angle of shearing resistance Angle of shearing resistance shearing resistance 1 25 Permanent Favourable 1 f Undrained shear ee Favourable Weight density ee ete a This factor is applied to tan qi EMEN 27 5 Eurocode 8 Seismic design Seismic design is included in the footings and in retaining walls Eurocode 8 Part 5 In footings You specify the additional vertical loading and moments Mxx and Myy on the top of the footing due to earthquake Two additional design load combinations are treated according to Eurocode 8 Loading 2 Dead w2xLive Seismic x x User s Manual 79 BETONexpress RUNET software Loading 3 Dead w2xLive Seismic y y A restriction in seismic design is for the ratio of the effective footing area footing area lt coefficient defined in Parameters Retaining walls This coefficient has a default value 0 50 In retaining walls You specify the design ground acceleration ratio a The horizontal seismic acceleration is taken as ah axg where g is the acceleration of gravity The final horizontal and vertical seismic coefficients affecting all the masses are taken according to Eurocode 8 Part 5 8 7 3 2as kh a r and kv cxkh The coefficients r and c are defined in the Parameters Retaining walls and usually values are r 1 50 c 0 50 In the seismic loadings the effect of
110. n reinforcement mm 32 Maximum diameter of footing reinforcement mrm 32 Diameter of column stirrups mm 8 Maximum spacing of footing reinforcement mm 500 Requirements for min max reinforcement as slabs 15 BETONexpress RUNET software 9 5 Parameters for footings Parameters for footings These parameters may be adjusted according to _ Design of foundation with Eurocode 7 VdeV the design code requirements and National O Design of foundation with allowable stresses gt gt Application Document for Eurocode 7 PP 9 Eurocode 2 Reinforced concrete In order to edit the material properties or other design parameters first you have to click RESO Rr a gt dB Locked to unlock the edit procedures Eurocode 7 Geotechnical design E Nc m 2 bel f nnex 9 5 1 Design according to Eurocode 7 EQU SIR GEO SEISMIC Actions Permanent Unfavourable TGdst 1 10 1 35 1 00 11 00 Partial safety factors as defined in Eurocode 7 Annex A Actions Permanent Favourable Jos oso 1o from from for EQU STR and GEO limit cases You can adjust them ae a ee Youst 1 50 fiso fiso fioo according to the requirement of National Application ee ee Eom goo Docu ment Soil parameters Angle of shearing resistance Ye h25 11 00 Soil parameters Effective cohesion TG lt 1 25 1 Soil parameters Undrained shear strength Teuz 1 30 1 Soil parameters Uncontined strength qu 1 40 1 1 40 9 6 Design wit
111. ng Msd lt Mrd Msd are all the overturning moments active earth pressure seismic forces Mrd are the moments resisting overturning self weight backfill weight Overturning moments are computed in respect to the wall toe Stability against sliding Hd lt Sd Epd Hd is the horizontal component of the driving forces active earth pressure seismic forces Sd is the design shear resistance between the foundation and the soil Sd Vd tanod A Cu where Vd is the design vertical load on the foundation surface od is the design shear resistance between foundation and soil A is the effective footing area EC7 Annex B Cu is the cohesion between foundation and soil Epd is the passive earth force Stability against soil bearing capacity failure Vd lt Rd Vd is the design load at the wall base self weight backfill weight earth pressure surcharge load Rd is the bearing capacity of the foundation Rd A qu where A is the effective footing area EC7 Annex D and qu is the soil bearing capacity EC7 Annex C Load eccentricity in the foundation according to EC7 86 5 4 The actions are multiplied with the partial load factors given in Eurocode 7 Annex A These factors are for unfavourable overturning moments sliding forces or favourable moments resisting overturning foundation shear resistance passive earth pressure loading conditions The load factors for favourable or unfavourable loadings can be set from Parameters Retaining Walls C
112. nsile stren g t C45 55 45 00 55 00 3 80 2 70 4 90 9 60 0 45 36 16 25 fvck shear strength C50 60 50 00 60 00 410 2 90 5 30 10 40 0 45 37 16 25 Ec modulus of elasticity C55 67 50 00 67 00 4 20 3 00 5 50 10 40 0 45 38 16 25 C60 75 60 00 75 00 4 40 3 10 5 70 10 40 0 45 37 16 25 Gc Shear modulus C70 85 70 00 85 00 4 60 3 20 6 00 10 40 0 45 37 16 25 w unit wel g ht C80 95 80 00 95 00 4 80 3 40 6 30 10 40 0 45 37 16 25 c 090 105 90 00 105 00 5 00 350 6 60 10 40 0 45 37 16 25 Poissons ration can be taken 0 20 au m Coeffi Ci en t of t h erma ex D an Si on fek characteristic cylinder compressive strength at 28 days fck c characteristic cube compressive strength fetm mean axial tensile strength 0 0 0 0 0 1 C liie gi alani rial ba se maximum tensile strength fct fl flexural tensile strength Peck shear strength Ec modulus of s amp elastcity Ac ear modulus w unit weg Creep and shrinkage of concrete El nes Y ox unockea E Pin Heb Density for normal weight concrete between 2000 and 2888 kg m usual value 2400 kg m 27 2 2 Reinforcing steel Eurocode 2 83 2 The reinforcing steel is classified according to the characteristic yield stress fyk Reinforcing Steel EC2 EN1992 1 1 2004 3 2 Lim 5220 220 00 220 00 200 00 0 10 14 00 400 400 00 400 00 200 00 0 10 14 00 fyk characteristic yield strength 5400s 400 00 400 00 200 00 0 10 14 00 ftk c tensile strength 5500 500 00 500 00 200 00 0 10 14 00 b
113. nsions appearing on the drawing This will be the default unit until you change it Grid If you want the grid to appear from the layers panel check the grid and choose the size from the pull down menu By clicking on the small arrows on the right you move the grid in relation to the drawing 21 1 2 Line thickness colour and font sizes By using this panel you can adjust the appearance of the drawing Turn on or off the layers from the panel with Layers For the line type of Axis and nodes choose line thickness 1 for dashed line line thickness 2 for the thinner solid line etc Properties of drawing components Xl Colors Font size color Line tn o Fx Concrete B E T 1 v Outline Soil E B T 1 T v Fill sot Rm bim hz v n Reinforcement m T E E H E vw Heintorcement v Reinforcement 1 m and nodes CO N S 4 dh LI 4 en dh LI 4 dh v Feinforcement text v Element axis Dimensions i a mg v Main Dimensions m m v Secondary dimensions Loads Ei hi B oT B E gt s dod Distance of rein 100 gt Gnd Dimension distance mm 400 Distance of section E Reset There are three levels of dimensioning By adjusting the dimension distance you move the dimension lines further or closer to the design object By adjusting the Text distance you move the text further or closer to the design object The values you are setting are maintained automatically By clicking a
114. ocode 6 4 4 3 t is the wall thickness fk is the characteristic compressive strength of the masonry according to Eurocode 6 3 6 2 yM is the partial safety factor for the material and is obtained according to Eurocode 6 table 2 3 Check for failure against shear Vsd lt Vrd Eurocode 6 84 5 3 Vrd fvk t Lc yM Vsd is the applied shear load which is computed as horizontal force per unit length at each wall section fvk is the characteristic shear strength The design using allowable stresses is based on the following checks onsd lt on allowable The normal stress in the cross section wall must be less than the allowable The normal stress onsd is computed taking into account the eccentricity of the loading at each wall section and without permitting any tensile stress tsd lt t allowable The shear stresses at each cross section tsd Vsd bxL where b is the wall cross section width and L is the length L 1 00m The choice to design the gravity wall according to Eurocode 6 or using allowable stresses is selected from Parameters Design rules The material properties are defined in Parameters Parameters of retaining walls 15 7 2 Wall materials Specify the material properties By clicking at al you can choose from the list of wall materials You edit and update the list of wall materials from Parameters Parameters of retaining walls You select to perform the wall strength design according to Eurocode 6 then for the
115. of the report You can adjust font size margins captions and footnotes line distances character font new page after each object printout line thickness and paragraph indentation Print the report 13 User s Manual BETONexpress 9 Parameters The program is based on the structural Eurocodes The application as well as the parameters of Eurocodes may differ from country to country It is advisable to consult the National Application Documents which define the parameters the supporting standards and provide national guidance on the application of Eurocodes After the installation of the program you must select the National Annex of your area If it is necessry you may also adjust various parameters such as material constants safety factors default values and minimum requirements for reinforcement From the Parameters set Concrete and Steel class default values for concrete and steel class Eurocode and National Annexes select the National Annex to apply in the design Design Rules select the design code you want to use Eurocode 2 or native code for concrete design Eurocode 7 or allowable stresses for foundation design Eurocode 6 or allowable stresses for gravity wall design seismic design or not Parameters of reinforced concrete you adjust the load factors and you set the default values for concrete cover default rebar diameters minimum and maximum rebar requirements for slabs beams columns
116. oftware that the results and calculations of this software will meet your requirements or that the operation of this software will be error free This software is a helping tool to aid you in the design The results of this software must be reviewed and interpreted from experienced licensed engineers and by no means constitute an acceptable engineering design BETONexpress and related documentation are provided AS IS and without warranties as to performance or merchantability or any other warranties whether expressed or complied Because of the various hardware and software environment into which this software may be put no warranty of fitness for a particular purpose is offered Under no circumstances shall RUNET Norway AS and its personal be liable for any direct or indirect incidental special or consequential damages resulting from the use or inability to use of this software or related documentation even if RUNET has been advised of the p ossibility of such damages This agreement shall be governed by EC European Community laws If for any reason a court or competent jurisdiction finds any provision of this agreement or portion thereof to be unenforceable that provision of the agreement shall be enforced to the maximum extend permissible so as to effect the intent of the parties and the remainder of this agreement shall continue in full force effect If this license is too restrictive with the laws of your country do not use this soft
117. ogram Cantilever wall type 4 K Cantilever walltype B K KK K Cantilever walls They consist of a steam on a base slab both fully J Gravity walltype B F reinforced to resist the bending moments and shear forces which are subjected Major part for their stability is the weight of the soil acting on H Gravity wall type C the heel of the wall and the large dimensions of the basement Two types of cantilever walls are included in the program One with short heel and the A Gravity wall type D other with large heel Dimensions and materials For each type of wall the required input data wall dimensions backfill slope wall material properties backfill soil properties foundation soil properties are shown graphically at the corresponding places of the wall section You can specify up to two different soil layers of backfill materials each one with different properties and you can specify if one or both of these soil layers are under the water table A different soil layer can be specified in the front of the wall Surcharge load with dead or live components can be applied on the free surface of the backfill On the top of the wall concentrated line load with dead or live components may be applied This is useful in the design of bridge abutments The properties of the soils are defined in Parameters Soil properties Earth forces The computation of the active and passive earth forces is done using Coulomb s or Rankine s theory Fo
118. oid is marked in red with the buttons at the bottom left you can save the data in a file and read them back again later 26 1 3 Area polar coordinates Give the points of the border line of an area in polar r theta coordinate The area and the centroid of the region are computed On the right of the window appears a sketch of the region and the centroid is marked in red with the buttons at the bottom left you can save the data in a file and read them back again later Ll D LE Cl aerem MS Area of a regqion C Programfiler RUME T BETCDSexpress Scratch fune asi Dat t Length cl baris mde m 26 1 4 Areas sum of triangles C ERE IT PT JO TER so sme 5000 789 sm a 3000 7 000 5 000 EAS zB lt E cem na Peal data fron The User s Manual 74 BETONexpress RUNET software 27 Eurocodes Group of standards for the structural and geotechnical design of buildings and civil engineering works These standards is a set harmonized technical rules for civil engineering works in the members of the European Community National Application Documents are national standard for adapting the Eurocode to native requirements The structural Eurocodes are Eurocode O 1990 2002 Basis of structural design Eurocode 1 EN 1991 1 Actions on structures general actions Densities self weight and 1 2002 imposed loads EN 1991 1 Actions on structures general actions Actions on structures expo
119. oncrete Reinforcing steel L Sie 45 55 220 C16 20 C50 60 S400 C20 25 55 67 iC25 38 C60 75 C 5400s C C30 37 C C70 85 d fe 5500 35 45 C C80 95 C C40 50 X C90 105 5500s d Concrete properties tH Steel properties Hep You specify the reinforcing bar diameter which is used in the design of the concrete object If you check fied 2 then only the selected bar diameter will be used in the design of the concrete element If you do not check next to the bar diameter the reinforcing bar diameter which is going to be selected in the design is going to be a bar diameter resulting in economical User s Manual 20 BETONexpress RUNET software reinforcement If the selected diameter although is outside the limits minimum and maximum rebar diameter is not going to be used The lower and upper limits of rebar diameters for the concrete objects are specified in Parameters parameters for reinforcing concrete Parameters Parameters of footings Parameters Parameters of retaining walls The initial values for the reinforcing bar diameter when a design object is created are the ones specified in the Parameters Reinforced Concrete The rebar diameter for beam stirrup reinforcement is defined in Parameters Reinforced Concrete To select other bar diameter click the arrow and choose from the standard diameters for reinforcing bars 10 1 4 Partial safety factors for actions Eurocod
120. or min max reinforcement as slabs If checked the minimum and maximum steel percentages for the wall footing are computed according to Eurocode 2 89 3 1 Eurocode 2 does not include anything about the min max steel percentages for footings 9 7 6 The seismic design is according to Eurocode 8 Some Seismic design Seismic design of foundations EC8 EN1998 5 2004 55 RUNET software Gravity retaining walls design according to Eurocode 6 Gravity retaining wall design with Eurocode 6 Masonry properties Masonry name Z7 uu e kN m Nmr Concrete wall C12 C15 25 00 7 50 0 27 Concrete wall C16 C20 25 00 9 50 0 30 Concrete wall C20 C25 25 00 11 50 0 30 Stone wall with M2 mortar 20 00 3 00 0 10 Stone wall with M5 mortar 20 00 3 50 0 20 Stone wall 20 00 2 00 0 10 Concrete units type 4 18 00 2 50 0 15 Concrete units type B 20 00 2 50 0 15 Concrete units type C 20 00 2 50 0 15 Concrete units type D 20 00 2 50 0 15 fykefvkO 0 40fc fyk 0 50 fvkO 0 40fe macl 2 50 Lx XE Unlocked Print Help Partial safety factor for material gamma Reset Parameters of reinforced concrete Eurocode 2 Reinforced concrete Minimum concrete cover of wall reinforcement mm Minimum diameter of wall reinforcement mm Maximum spacing of wall reinforcement mm Minimum amount of wall reinforcement 0 00 Mean diameter of wall reinforcement mm Maximum diameter of wall reinforcemen
121. orces seismic forces load combinations internal force evaluation stability controls and strength design It shows detail rebar design The report shows references to relative paragraphs of the Eurocodes and includes with the text sketches which explain the notation show the stress distributions and rebar position 15 1 Earth pressure The computation of the passive and active earth forces is done using Coulomb s theory For gravity walls and for cantilever walls with small back heel Type A the active earth pressure is computed at the back face of the wall using Coulomb s AA theory For cantilever walls with back heel ZW 90 6 Type B the active earth pressure is computed at a vertical surface at the end of the heel see drawings below using ren Rankine s theory The additional seismic C dM mW H forces due to earth pressure are computed using the theory by Mononobe Okabe Eurocode 8 Part 5 Annex E Mr RPacosD0 B M5 o B Pasim90 eH 15 2 Lateral earth pressure Active earth pressure is the force which is developed on some surface by a granular material when the latter moves over a very small distance away from the granular material Passive earth pressure is the resultant pressure developed by a granular material against some surface when the latter shifts over a small distance towards the material The basic assumptions for lateral earth pressure using a simplified wedge theory are set by Cou
122. orcing bar diameter mm links 8 y mm 14 y mm fired g Final creep coefficient EC2 3 1 4 Annex B e fo 2 500 Total shrinkage strain Ecs 0 300 o Cross section dimensions width and height m bw 0 250 m h 0 500 feim I Cnom 20mm m 0 250 bw Effective flange width slab thickness m beff 1 250 Feim hf 0 180 Feim Ultimate limit state ULS Serviceability limit state SLS 1 359 1 00q 1 009 0 30q Cross section actions Bending moment kNm Med 100 00 S km Msd 70 00 S kNm Shear force kN Ved 10 00 kN Vsde 700 kN Axial force kN Ned 10 00 kN Nsd 700 f jkN L 4 000 EU A O O O To JO Beam span m 12 7 Moment capacity of beam section Evaluation of the ultimate moment capacity of rectangular or T shape beam section with a given reinforcement The ultimate bending capacity of the cross section is computed by numerical integration of the internal forces acting on the section These internal forces are the forces due to compression of the concrete and due to tension and compression of the steel at the positions of the reinforcing bars The following assumptions are used Plain sections remain plane Parabolic stress strain distribution diagram for the compressive stresses of concrete Elasto plastic stress strain relationship for the steel Tensile stresses of concrete are ignored User s Manual 35 BETONexpress RUNET software 14 Moment capacity of T
123. orcing bar schedules In Parameters Parameters for reinforced concrete Footings you specify the limits for reinforcing bar diameter and reinforcement spacing that are applied in the design In Parameters Parameters for reinforced concrete Footings you can specify if you want for the min and maximum reinforcing steel areas to apply the requirements for plates 89 3 1 Eurocode 2 is not clear on this subject Design parameters From Parameters Parameters of footings you can adjust the various design code factors as partial safety factors allowable limits safety factors eccentricity limits with or without seismic loading minimum rebar requirements seismic coefficients etc From Parameters Soil properties you can edit and update the data base with soil materials which are used in the program Report The report shows in detail all the calculations of soil pressures load combinations internal force evaluation stability controls and strength design The report has references to relative paragraphs of the Eurocodes and sketches aside of the text which explain the notation and show the stress distributions and rebar position 14 1 Dimensions and loading centrically loaded footing eccentrically loaded footing by clicking a you get a first checked dimensions do not estimate of footing dimensions change in dimension estimate Loading table axial n forces and moments Dead ive Seismic 12000 90 00 0 00 30 00 20 0
124. ort Page setup Paragraphs Graphics etc File Export a Z Paragraph margin 2 Paragraph margin 4 Paragraph margin 5 al Close Help The indentation of paragraphs can be adjusted from the margin already set in Report setup Page setup main report The indentation can be adjusted in characters not mm margins are according to the figure 72 User s Manual BETONexpress RUNET software paragraph mar gin 1 comput ations of structure object COULUMH 001 paragraph mar gin 2 Colum cross section in biaxial bending EC Table 2 3 fac 1 50 as l l5 paragraph mar gin 3 i Concrete Steel class C25 30 S500 Concrete cover EC 4 4 1 3 3 Column of rectangular cross section b 0 300 m h 0 300 m paragraph margin 3 Loads axial Nsd 100 00 EN moments Msdxx 0 00 kNm Msdyy 0 00 kNm Msdxx 0 0 kNm isdxx iMsdxx bh fcd 0 0 1t0 300xD0 3002x16700 Msdyy 0 0 BMm isdyy Msdyy hb Led lt 0 010 300x0 300216700 Nsd 100 0 EN vd Id bhfcd 100 0 0 300 0 300 x16700 from biaxial bending with compression diagrams utot 0 10 25 Program settings 25 1 1 Greek character support According to the notation used in the Eurocodes the report contains many Greek mathematical symbols Depending on the Window installation the Greek mathematical symbols may or may not appear right If you have Windows XP or 2000 you can add Greek language support in your Windows Go to Settings
125. our new report cover and also do test print C Simple fe Composite e Print on both sides En Report cover ah printer test color of outline z Report cover 2 zal x T st 1 Outline B width mm 10 inethickness 1 ff Coa H Picture iv width mm 100 height mmi 100 ffi Choose Picture Text 1 distance from lett mm 30 Iv Tennfjord skole 2001 2002 distance from left men 40 fv RUNET NORWAY AS distance from left mmi 40 distance from top mmi 70 distance hom top me 30 distance from top mm 200 ao OK 7 Heb picture from file a Font widhimm 100 Text 1 style Text 2 style width mm 100 preview cover 24 2 2 Report setup Various Report paragraphs etc If you check Change page for each chapter The computations of every design objects will start on a new page If you check Print Errors in red colour warnings will be printed in red when computations are not satisfying the codes or standards You can adjust the line distance in mm and the paragraph left margin in characters print cover Report setup Vertical line distance mm Line thickness 1 Line thickness 2 Paragraph margin 1 Paragraph margin 3 Paragraph margin 5 e Paragraph numbering in report J Print Errors in red color Change page for each chapter Iw Plain text for references e Align references at right Rep
126. passive earth force is taken into account with a reduced factor defined in Parameters Retaining walls and has an usual value 0 50 A restriction in seismic design is for the ratio of the effective footing area footing area coefficient defined in Parameters Retaining walls This coefficient has an usual value 0 50 An additional restriction is according to Eurocode 8 Part 5 8 7 3 2 3 6 for the shearing resistance between soil and wall to be les than a ratio usually 2 3 0 67 o the soil shearing resistance This ratio is defined in Parameters Retaining walls The additional seismic forces due to active earth pressure are computed according to Eurocode 8 Part 5 Annex E using the formula of Mononobe Okabe ref Thus the increased active earth pressure with seismic loading is computed as yH active earth pressure TTE Er Ke cos2 fp dq H E sin ue sin g o B3 3 E a o a al COSI cos 8 cos 5 8 00 cos B 0 0 cos B El ff i angle of internal friction of soil amp angle of wall friction T arctan ap ayhorizontal and vertical l a seismic coefficient In addition horizontal and vertical forces are acting at the center of gravity of the wall due to the wall mass These forces are equal to Fh kh W and Fv kv W Where kh and kv the horizontal and vertical seismic coefficients User s Manual 80 BETONexpress RUNET software 28 References 1990 2002 Basis of structural design Eurocode 1 EN 1991 1 1 2
127. port width in meters m The design support moments for the computation of the reinforcement over the supports are computed at the support faces at a distance b bsup 2 from the axis of the support 12 6Beam section subjected to torsion Design of a rectangular or T shape beam section under combined torsion shear and bending The design is according to Eurocode 2 86 3 2 Trd max is the design torsional resistance moment Eurocode 2 86 3 2 Vrd max is the design resistance shear relating to a strut inclined at an angle 459 Eurocode 2 6 2 3 The calculation for necessary stirrups in torsion and shear are made separately You specify the desired diameter for reinforcement and the number of reinforcing bars and stirrup spacing is obtained You may check to use specific diameter for reinforcing bars or live the program to optimise the reinforcement around the desired diameter The default diameter for longitudinal reinforcement and the diameter for stirrup reinforcement is defined in Parameters Reinforced Concrete Beams Y Tes ea e Teg max Ved ma I4 Design of beam section for bending shear and axial force EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Y Design OK Name of design object BEAM 008 Deft 025 30 B500C eff 1 250m Concrete Steel class eac Partial factors for materials EC2 2 4 2 4 yc 1 50 ys 1 15 iv Environmental class Cl Concrete cover EC2 84 4 1 mm Cnom 20 E mm h 0 500m Reinf
128. r gravity walls and for cantilever walls without or with very small back heel the active earth pressure is computed at the back face of the wall using Coulomb s theory For cantilever walls with back heel the active earth pressure is computed at a vertical passing from the end of the heel using Rankine s theory The additional seismic forces due to earth pressure are computed using the theory by Mononobe Okabe Eurocode 8 Part 5 Stability controls are performed based either on Ultimate Limit State Design according to Eurocode 7 Annex A for EQU STR and GEO limit states or on Working Stress Design method The user selects the method of analysis The partial safety factors and load combination factors have values as defined in Eurocode 7 Annex A for EQU STR and GEO limit states but they can be adjusted by the user from Parameters Retaining walls In the case of working stress design method the safety factors for overturning and sliding default values 2 00 and 1 50 can be defined by the user The safety factors may have different values in seismic loading The participation of passive earth force is taken into account as defined in Eurocode 7 In the case of working stress design method and in the seismic analysis the effect of passive earth force is taken into account by a factor which can be defined by the user Strength design The design of gravity type walls from masonry or concrete is based either on Ultimate Limit State Desi
129. report previewing printing exporting or CAD drawing In front of every design object is a check box Only the objects that are checked will be included in the common report and reinforcing bar schedule The basic steps in using the program are Open a Project File from menu File Select a design object from the Design objects window or create a new one from the action buttons at the top of the main program window Activate the computations of the object by double clicking the design object or by clicking the computations button If it is a new object the computations are activated automatically In the object s calculation window enter the necessary data for the particular design object and do the computations In the calculation window you can see the drawing of the object its reinforcement lay out and you can preview or print the report of that particular design object Check the objects you would like to appear in the report and adjust their order of appearance in the Design objects window Preview and Print the report and the reinforcing bar schedules for the marked objects Specify the design and code parameters and the default values from the menu Parameters Adjust the report appearance and the contents Adjust also the units used in the report Adjust program appearance and basic parameters action buttons to create dn code pad annette amp Canis ult ae bee pet hH regant Papert 2 691 sucre alero 9 por pi PVR e Y
130. rs 4 68 mm min 0 26 b d fcetm fyk 0 26 250 506x2 60 500 0 0013 b h 0 0013x250x545 mm www runet eu User s Manual 58 BETONexpress RUNET software 20 2 4 Capacity of rectangular columns EN1992 1 1 56 1 Capacity of column section RUNET EN1992 1 1 6 1 Capacity of column section B 250 mm H 250 Cnom 25 5 mm r Reinforcement Reg v mm Concrete Steel class gw lt Capacity Nd 1223 59 kN Concrete C25 30 Steel class B500C B 250 mm H 250 mm reinforcing bars 4 616 mm fcd 0 8525 1 50 14 17 N mm fyd 500 1 152435 N mm Ac 250x250 62500 mm As 4x201 804 mm Minimum reinforcement max 0 01Ac 0 204c fcd fyd max 0 01 62500 0 20x62500x14 17 4352625mm Nr fed Ac As fyd As 14 17x 62500 804 435x804 1223592 N 1223 59 kN 20 2 5 Shear capacity EN1992 1 1 6 2 Shear capacity RUNET EN1992 1 1 6 2 Shear capacity B 250 2 mm H 500 2 mm Cnom 25 mm Concrete Steel class C25 30 v B500C Reinforcement ies veo Eig v Links 1 10 w 150 f mm Fe T do 2 0 90d l Fs4 Shear capacity without shear reinforcement Vrd c 31 24 KN Shear capacity of shear reinforcement Vrd_s_ 188 81 kN Compression strut capacity Vrd max 304 02 kN Shear capacity Vrd 188 81 kN Concrete C25 30 Steel class B500C B 250 mm H 500 mm reinforcing bars 4 M8 mm
131. s Project Beton Beam schedule Py 1 beam name Span Support Support EB Stirrups bottom top bottom bottom BEAM OO1 Span l1 2414 Pel 4 l4 C 485716 0 o L 4 00 m B 0 25m h 0 50m 1 16 1 16 BEAM 001 Span 3414 zelz dela C 485716 0 7 L 4 00 m E 0 25m h 0 50m 1 16 1 16 EEAM 002 Span l C 8 17 0 ae S L 5 00 m B 0 25m h 0 50m BEAM 3 Span 1 EE 1 L 4 00 m B 0 2 5m h 0 50m C 8 17 0 BEAM 03 Span z L 4 00 m B 0 25m h 0 50m C 8 20 5 BEAM 03 Span 3 o L 4 00 m E 0 25m h 0 50m BEAM 003 Span 4 3412 2812 de1d 2814 1 F8 22 0 L 4 00 m E 0 25m h 0 50m l 14 1 16 1 8 22 0 BEAM 03 Span 5 4RIZ 2412 2414 3414 1 8 20 E5 L 4 00 m B 0 25m h 0 50m Ista TELE BEAM 003 span 6 3 14 2412 37414 C 8 17 L 4 00 m E 0 25m h 0 50m 1 18 alia User s Manual 55 BETONexpress 20 Eurocode 2 design charts 20 1 Concrete Steel 20 1 1 Stress strain diagram of concrete N1992 1 1 53 1 6 Stress strain diagram of concrete RUNET ES EN1992 1 1 3 1 6 Stress strain diagram of concrete Compression 0 50 1 00 1 50 2 00 2 50 oc tcd sc 10 25 c fcd acc fck yc 0 85 fck 1 50 C12 15 fed 0 85 1 2 1 50 6 80 Nimm C16 20 fed 0 85 16 1 50 9 07 Nimm C20 25 fed 0 85 20 1 50 11 33 Nimm C25 30 fcd 0 85 25 1 50214 17 Nimm 30 37 fcd 0 85 30 1 50 17 00 N mm C35 45 fed 0 85 35 1 50 19 83 Nimm C40 50 fcd
132. s retaining structures and geotechnical aspects Eurocode 9 EN 1999 1 1 Design of Aluminium structures General rules Eurocode 1 EC1 ENV 1991 Basis of design and actions on structures Eurocode 2 EC2 ENV 1992 Design of concrete structures Eurocode 6 EC6 ENV 1996 Design of masonry structures Eurocode 7 EC7 ENV 1997 Geotechnical design Eurocode 8 EC8 Structures in seismic regions Part 5 Foundations Retaining Structures Geotechnical Aspects Draft January 1991 Bares R and Massonet Ch Analysis of beam grids and orthotropic plates Frederic Ungar Publishing Co Inc New York 1968 Marcus H Die vereinfachte Barechnung biegsamer Platten 2nd ed Springer Verlag Berlin 1929 Czerny F Tafeln fur vierseitig gelagerte Rechteckplatten Beton Kalender Vol1 W Ernst und Sohn Berlin 1965 pp 233 261 Mononobe N Earthquake proof construction of masonry dams Proceedings World Engineering User s Manual 81 BETONexpress RUNET software Conference Volume 9 p275 1929 Okabe S General Theory of Earth Pressure Journal of Japanese Society of Civil Engineers volume 12 No 1 1926 Gipson R F Principles of Composite Material Mechanics McGraw Hill New York 1994 User s Manual 82 BETONexpress RUNET software 29 Annex 1 30 BETONexpress Command Line BETONexpress can also run as a post processor of various Finite Element Programs ANSYS SAP2000 to perform the concrete element design
133. s from the menu Parameters FRP materials The ultimate bending capacity of the cross section is computed by numerical integration of the internal forces acting on the section These internal forces are the forces due to compression of the concrete due to tension and compression of the steel at the positions of the reinforcing bars and due to compression and tension of the FRP jacket The initial deformations under service load bending moment without FRP jacket is taken into account in the evaluation of stresses in the FRP jacket The following assumptions are used e Plain sections remain plane e Parabolic stress strain distribution diagram for the compressive stresses of concrete e Elasto plastic stress strain relationship for the steel e Tensile stresses of concrete are ignored e Linear stress strain relationship for the FRP material 14 Moment capacity of T beam section with FRP strengthening EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Md 234 65kNm D agr 1 250m As2 3 0Bcn M sd h 0 500m As1 6 16en Itf 1 00mm Cnom 20mm W 0 250m Mp poze User s Manual Name of design object Concrete Steel class Partial factors for materials EC2 32 4 2 4 Concrete cover EC2 84 4 1 mm Cross section dimensions width and height m Effective flange width slab thickness m al Beam reinforcement at bottom face 4s1 4 7j BEAM 009 C25 30 B500C ye 150 ys 145 m Cnom 2
134. section dimensions m b im h n D 0 300 Sim Column reinforcement total 4 20 vit 042 20 vi As 12 56cn Number of subdivisions per column side for numerical evaluation nxenys 10 E Chom 20mm As 12 56en Name of strengthening FAF material FRP epoyy gil pl Bd Modulus of elasticity of FRP GPa Edna a amp Tensile strength of FRP MPa upa 1000 MPa FRP thickness rnm tt 1 00 F mm Axial load under service load No 0 00 E kN User s Manual 40 BETONexpress RUNET software 14 Spread footings Design of square or rectangular spread footings subject to vertical load and biaxial overturning moments The footings can be flat or A sloped centric or eccentric T Centrically loaded Footings Dimensions The footing dimensions you specify are the length and the width of the footing the thickness of footing and the size of column sides In the case of eccentric footing the eccentricity of the column in respect to the footing center must be specified All the dimensions are in meters Flexible centrically loaded Footing Eccentrically loaded Footing Flexible eccentrically loaded Footing D gt 9 D f D gt Eccentric Footing Pre dimensioning After you give the loads by clicking at this button you get a first estimate of the footing dimensions In this predimensioning the dimensions that are checked remain unchanged Loading The loading is on the top of the footing The vertical
135. sed to 2 2002 fire p 1991 1 Actions on structures general actions Snow loads 3 2003 EN 1991 1 Actions on structures general actions Thermal actions 5 2003 EN 1991 1 Actions on structures general actions Actions during execution 6 2005 RB 1991 1 Actions on structures general actions Accidental Actions 7 2005 Eurocode 2 EN 1992 1 Design of concrete structures General rules and rules for buildings 1 2004 EN 1992 1 Design of concrete structures General rules Structural fire design 2 2004 Eurocode 3 EN 1993 1 Design of steel structures 1 2005 Eurocode 4 EN 1994 1 Design of composite steel and concrete structures General rules and rules 1 2004 for buildings Eurocode 5 EN 1995 1 Design of timber structures General Common rules and rules for 1 2004 buildings EN 1995 1 Design of timber structures General Structural fire design 2 2004 pes 1991 1 Actions on structures general actions Wind actions 4 2005 EN 1996 1 Design of masonry structures General rules Structural fire design 2 2005 Eurocode7 EN 1997 Geotechnical design General rules 1 2004 Eurocode 8 EN 1998 Design of structures for earthquake resistance General rules seismic 1 2004 actions and rules for buildings EN 1998 Design of structures for earthquake resistance Foundations retaining structures and 5 2004 geotechnical aspects Eurocode 9 EN 1999 1 1 Design of Aluminium structures General rules Eurocode 6 EN 1
136. t 000 Sim 12 4 1 Beam span The span L of the beam in meters m If you give support width gt 0 then for the fixed supports the negative moments are computed at support face which basically means that the free span of the beam is L bsup 2 for a beam fixed at one end and L bsup for a beam fixed at both ends For a simply supported beam the free span is L 12 4 2 Loads The values for the loads are according to the diagram on the left The distributed loads are in kN m and the concentrated loads in kN The distance of the concentrated loads is measured always from the left beam support in meters m The design actions are obtained by combination of permanent and variable actions as in Eurocode 0 1990 2002 yG Gk 7Q Qk 12 5 Multiple span continuous beams Design of continuous beams up to 8 spans with optional end cantilevers under uniform loading on the spans The load can have dead and live components The beam cross section can be rectangular T section or edge beam The effective flange width is evaluated according to Eurocode 2 85 3 2 1 The lengths the cross section data and the loading may be specified for every span Cantilevers at the left and right end may be specified Full code check according to Eurocode 2 is performed A detailed report with all the computations graphs and code references is produced The reinforcing bars are automatically placed in the reinforcing bar schedules The design actions are obtained wit
137. t according to the National standards you choose From the menu paramers you can view the parameters If you select as National Annex NA the first option Eurocode EN then also ENV prestandard versions of Eurocodes are activated These preversions of Eurocodes are expired but are kept as an option in Eurocode and National Annexes Concrete Design Eurocode 2 Eurocode 2 EN 1992 1 1 2004 Geotechnical Design Eurocode 7 Eurocode 7 EN 1997 1 2004 Earthquake Design Eurocode 8 2 Eurocode 8 EN 1998 5 2004 Masonry structures Eurocode 6 Eurocode 6 EN 1996 1 1 2005 National Annex N National Annex ENV 1992 1 1 1993 O ENV 1997 1 1997 O ENV 1998 5 1998 ENV 1996 1 1 1995 Eurocode EN E urocode EN the program if someone wants to calculate with old standards for comparison 9 2 Concrete and steel class steel class User s Manual Select the default values for concrete class and reinforcing Design rules Reinforced concrete Euracade 4 Geotechnical design Eurocode 7 Masonry structures Eurocode 6 Seismic design Eurocode 8 C Allowable stresses C Allowable stresses C NO seismic design Y OK X Cancel Help 14 BETONexpress RUNET software 9 3 Design rules Options Reinforced Concrete Design e According to Eurocode 2 e Native Concrete Design Code if available Geotechnical design for footings and ret
138. t mm Minimum concrete cover of footing reinforcement mm Minimum diameter of footing reinforcement rnm Maximum spacing of footing reinforcement mm Mean diameter of footing reinforcement mm Maximum diameter of footing reinforcement mm EEEEBEELLEE Requirements for min max reinforcement as slabs i amp Locked factors although for the seismic design must be adjusted according to the National Application Document of Eurocode 8 Part 5 or the native design code for earthquake resistance of structures Seismic design You specify the default option for designing or not for seismic loading Design ground acceleration You specify the default design ground acceleration ratio a The horizontal seismic acceleration is taken as ah axg where g is the acceleration of gravity Safety factors In seismic design when you design with Iw Design for seismic loading ECS EN1998 5 2004 A 0 06 xg g acceleration of gravity Vert horiz seismic coefficient c kw kh cJ 0 20 Minimum ratio of effective footing area foot area A A A 7 z 0 50 Factor increasing allowable soil pressure in seismic loading 1 00 Ground acceleration ratio EC8 EN1998 5 2004 84 2 2 Parameters EC8 EN1998 5 2004 87 3 2 2 87 3 2 3 D Unlocked Help allowable stresses the safety factors against sliding and overturning maybe reduced towards 1 00 Increase of allowable soil bearing pressure In seismic d
139. t ward F A Q Frequently asked questions PDF Format Acrobat WAAL rLIneE saFEware com Program License About BETOMexpress User s Manual 73 BETONexpress RUNET software 26 Engineering tools 26 1 1 Unit conversion Cross sections unit choice runit value unit kind result converted units converted unit Section properties RUNET puumm Q h 150 d 15 b1 150 di 20 A 1 2900E 004 e 73 0814 boc 3 4100E 007 lyy 4 0983E 007 Wood 4 6660E 005 Wyy 4 0983E 005 0 30480 30 48 304 80 1 000 12 00 Whxx2 4 4333E 005 t 4 4323E 007 0 02540 2 540 25 40 0 08333 1 000 100 00 1000 00 0 01000 1 000 10 00 0 03281 0 39370 0 00100 0 10000 1 000 0 00328 0 03937 section area e distance of centroid Ixx lyy moments of inertia Was Wyy section modulus It torsional inertia fl Close Help Pl sd Help Cross section properties Give the cross section dimensions b h etc and the cross section properties area moments of inertia and section modulus are computed Area el a rriad r A Prerano UME BER pr crac Areas aaa CR 26 1 2 Areas x y coordinates To find the area of a more or less complicated shapes you can use the area of the region Give the points of the border line of an area in polar r theta coordinate The area and the centroid of the region are computed On the right of the window appears a sketch of the region and the centr
140. t Reset you restore the original default values of the program 21 1 3 Add extra dimensions If you want to add extra dimensions on the drawing use the Click on the point at beginning and the end of the distance you want to insert Stop the process by right click If you want to remove all the extra dimensions added use the x For the standard dimensions use the layer function to turn the dimension on or off The extra dimensions added are not maintained in the data file 21 2Print preview drawing Before you print your drawing it is advisable to preview Parameters of Printing 2 x the contents of you drawing first S Print panels with text EE Landscape W General information if Elements connections Click on the Preview Button and set the parameters Scale 1 25 L SENE forinti W Project information o printing Paper scale 1 1 Test fant fant size Choose Paper size and orientation Scale and check for Black and White Arial fr Black and White according to your printer You move click on the drawing and move the mouse the YT X drawing to place it at the desired position inside the ad PDF x drawing paper Printer Preview Close In case your screen size does not allow you to see all the drawing paper by choosing another Paper scale you scale down the screen image User s Manual 65 BETONexpress RUNET software Choose the text panels you want included in your drawing When you check
141. t capacity of slab section with FRP strengthening reinforcement around the desired diameter The reinforcing bars are automatically placed in the reinforcing bar schedules The default diameter for longitudinal reinforcement is defined in Parameters Reinforced Concrete Plates l You can design the following slabs Slab sections Design of slab section of solid or ribbed type subjected to a bending moment Two way slabs Three categories of two way slabs are considered Slabs supported on all four edges slab supported on three edges and having one edge free and slabs supported on two adjacent edges and having the other two free The type of each edge support simply supported or fixed can be specified for each slab side Linear elastic theories are used for the computation of bending moments Marcus method or tables by Czerny or Bares of linear analysis are used for the computation of the bending moments One way multiple span slab Design of one way continuous slabs up to 8 spans with optional end cantilevers and uniform load with dead and live components on the spans The lengths the slab height and the loading may be specified for every span The static solution is performed with finite element analysis taking into account the most unfavourable placing of live loads on the spans in order to obtain the maximum or minimum design values for bending moments The support moments are computed at the faces of the supports The design moments
142. tability with Eurocode 7 d lt r gt gt gt CC Wall stability with safety factor SF gt gt gt gt Gravity retaining wall design with Eurocode 6 gt gt gt Gravity retaining wall design with allowable stresses gt gt gt Eurocode 2 Reinforced concrete gt gt gt v Seismic design with Eurocode 8 gt gt gt Eurocode 7 Geotechnical design Partial and correlation factors EC7 EN1997 1 1 2004 Annex A D e m eo wn m e m EQU ST TG dst 1 10 35 TG stb 090 11 00 Jadstz iso 150 Actions Permanent Unfavourable a a ce e ce e EET emn col c eoo k H AH k ecc Co oOo O Actions Permanent Favourable Actions Variable Unfavourable Actions Variable Favourable Yoarsth 10 00 0 00 0 00 0 00 Soil parameters Angle of shearing resistance Tar 11 25 1 00 11 25 11 25 Soil parameters Effective cohesion TG lt 1 25 1 00 1 25 1 25 Soil parameters Undrained shear strength ou 1 40 11 00 1 40 11 40 Soil parameters Unconfined strength Tau Z 1 40 1 00 1 40 1 40 Soil parameters Weight density Yy 11 00 11 00 1 00 1 00 5 _ Parameters for retaining walls cohesive soil SF 2 00 Wall stability moments resisting overturning safety factor SF ed overturning moments cohesionless soil SF 1 50 Wall slidinq resisting forces cohesive soil SF 2 00 safety factor SF
143. te cover EC2 34 4 1 mm Cnom h 0 500m Reinforcing bar diameter mm links 8 v mm Final creep coefficient EC2 83 1 4 Annex B plot a Total shrinkage strain Ecs c Crom 20mm Cross section dimensions width and height m Ultimate limit state LILS 1 359 1 00q Cross section actions Bending moment kNm Med 100 00 S kNm Shear force kN Ved 10 00 i kN Axial force kN Ned 10 00 kN 10 1 1 Name of design object Mame of design object BEAM O0S the creation of each object the program assigns a default name e g slab 001 Beam 002 etc which may be changed any time names up to 16 characters long 10 1 2 Concrete Steel Class Concrete Steel class C25 30 ESDOC Concrete and steel classes used in the calculations of the design object When a design object is created the concrete and steel classes are set automatically to the default values The default values for the program are set from Parameters Concrete and Steel class 10 1 3 Reinforcing bar diameter 10 lln Reinforcing bar diameter mr ne 1 50 pe 115 BEAM 006 C25 30 B500C S AC1 20 Z lmn 14 w mm fied G 1 2 500 0 300 965 0 250 f jm he 0 500 Sim Serviceability limit state SLS 1 009 0 30q Msd 70 00 kNm kN Nsd 7 00 4 Vsd 7 00 i to kN Every design object has a name which appears in the report In AS Rs s materials of reinforced concrete C
144. that case the height of soil 2 is the height of the water table level and in the soil properties of soil 2 checked to be under the water table level Together with the wall dimensions you give if they exist the surcharge distributed dead and live loads in KN m The surcharge is assumed to act all over the top ground surface In addition you can specify as in the case of bridge abutments line load vertical or horizontal dead and live acting on the top of the wall To improve the wall behaviour in sliding a base key can be specified Specify the height of the key and its distance from the front toe 15 4 Soil properties 15 4 1 Properties of soil layers for lateral earth forces Soilki Soil Scil You specify the soil properties for the three soil Soil Type Thin gravel Bl layers as shown in the wall sketch The two soil e layers 1 and 2 are behind the wall and soil Jd irent et sel fel ton ya 160 5 layer 3 is in front of the wall The soil layers 2 Unima sal Eure Ca ys 20 00 E and 3 exist if their height is specified gt 0 If A behind the wall you have high water table level A BE E then use two soil layers In that case the height Cohesion of soil IN mnp c 0 000 E lea Mets e Ecc Le Angle of shearing resistance between sail and wall 7 Bs 7 BU E check Soil below water table level By clicking ol below water table level s at B the table with soil types appears from which you can select a soil type and i
145. the reinforcing bar schedule You have to notice that if you make changes you must save the schedule in a file By clicking at column C the type plate beam etc of the concrete object can be selected By clicking at sketch you can select the rebar type open existing file save schedule to file i print TO Seales ES 1 SLAB 002 Span 1 P 8 0 395 2 SLAB 002 Span 2 P 1 412 50 8 0 395 4 13 81 57 3 SLAB 002 Supp D P 4 h BEBE 50 8 0 395 1 38 27 26 4 SLAB 002 Supp 1 P 2 57 8 0 395 228 51 33 5 SLAB 002 Supp 2 P 4 3 2 50 8 0 395 1 38 27 26 6 SLAB 002 Span 1 P 5 20 8 0 395 10 00 79 00 7 SLAB 002 Span 2 PE oom 1 20 8 0 395 10 00 79 00 name of design Viel reinforcing bar position and type numbering a C column object x F footing P slab Wi retaining wall B beam C column Q corbel F footing D deep beam Q corbel bracket D deep beam Reinforcing bar schedule Structure object type reinforcing bar cm g m length weight kg m m kg Total weight kg 426 99 19 1 Reinforcement schedule for plates Project Beton Slab schedule Py 1 slab name h Lx Ly span reinforcement support reinforcement SLAB OO1 L 15 40 4 00 4 00 6 20 0_ 320 0 Taf z PSY ZO 0 FSS ZOLO PSY ZOO SLAB 0z1 11 15 0 4 00 10 00 8 20 0_ 68 70_0 a 2 0 0 garzu SLAB ziz LI 4 00 10 0068 20 0_ 320 0 Ta fz PS8 20 0 ursus Des
146. ting y dimension in m Column x dimension in m Column y dimension in m Footing total height in m Footing base height in m Permanent vertical load on top in kN Variable vertical load on top in kN Soil bearing pressure in N mm Soil unit weight in kN m Foundation depth in m 86
147. tion coefficient for variable loads unfavourable Ya 1 50 EN 1992 1 1 3 1 6 1 Dec 0 85 EN 1992 1 1 3 1 6 2 Cet 0 85 Load combination factor for variable actions o 0 70 Load combination factor for variable actions W4 0 60 Load combination factor for variable actions Wo 0 30 Action coefficients Materials labs_ Beams Columns Footings Action coefficients Materials Slabs Beams Columns Footings Minimum concrete cover of reinforcement mm 15 Minimum concrete cover of reinforcement mm 20 Minimum diameter of slab reinforcement mm 8 Minimum diameter of beam reinforcement mm 10 Mean diameter of slab reinforcement rnm 10 Mean diameter of beam reinforcement mm 16 Maximum diameter of slab reinforcement mm 25 Maximum diameter of beam reinforcement mm 32 Maximum spacing of main reinforcement mm 500 Diameter of beam stirrups mm 8 Maximum spacing of secondary reinforcement mm 300 Minimum number of reinforcement bars in beam span 4 LE 5 EI Action coefficients Materials Slabs Beams Columns Footings Action coefficients Materials Slabs Beams Columns f Footings Minimum concrete cover of column reinforcement mm 20 Minimum concrete cover of footing reinforcement mm 75 Minimum diameter of column reinforcement mm 10 Minimum diameter of footing reinforcement mm 10 Mean diameter of column reinforcement mm 20 Mean diameter of footing reinforcement mm 16 Maximum diameter of colum
148. tirrup reinforcement are defined in Parameters Reinforced Concrete Beams User s Manual 32 BETONexpress RUNET software Include rebar schedule in report Final creep coefficient EC2 83 1 4 Annex B Total shrinkage strain E 4 One span beam in composite loading EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Y Design OK Name of design object BE4M 007 EA Concrete Steel class 025 30 B500C Partial factors for materials EC2 82 4 2 4 ee 1 50 ys 1 15 iv rrrillilleggxm Partial safety factors for actions EN1990 1 1 41 YG 1 35 Q 1 50 G CTION ge kHim rt y E S RA La a Load combination coefficients for variable actions Wor 0 70 Fe Wa 0 60 rey was 0 30 153 UNE m Environmental class AC1 G1 01 kN EH d ds i e Concrete cover EC2 544 1 mm Cnom 20 mm a i Reinforcing bar diameter mm links G 8 v mm 14 v mm yed G g e fo J 2 500 Ecs 0300 965 Cross section width height slab thickness m b 0 250 m h 0 500 Feim hf 0 180 Feim Cross section type L a EC O Beam span m L 3 600 m Support width m bsup 0 200 Feim de O SI c Summum O Loads uniform triangular concentrated q dead q live gl 400 S kN m ql 10 00 S kN m g4 0 00 f jkN m ad 0 00 S kN m g2 0 00 S kN m q2 0 00 S kN m Gi 0 00 ek gi 000 ZIN ve 0 00 Sim gi 0 00 S kN m q3 0 00 SikN m G2 000 felk 02000 sk l
149. ts at the free end The design actions are obtained with combination of permanent and variable actions YG Gk yQ Qk EN 1990 2002 Full code check according to Eurocode 2 is performed The flexural reinforcement is computed according to Eurocode 2 6 1 in ultimate limit state for bending The crack and deflection are calculated according to Eurocode 2 7 3 7 4 requirement in serviceability limit state SLS The reinforcing steel detailing and minimum requirements are according to Eurocode 2 88 89 3 A detailed report with all the computations graphs and code references is produced The reinforcing bars are automatically placed in the reinforcing bar schedules T4 One way cantilever slab EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Y Design OK Name of design object SLAB 005 Concrete Steel class 025 30 B500C Pq 0 00kN m Partial factors for materials EC2 82 4 2 4 ye 1 50 lyse 1 45 vl q 2 00kN n Partial safety factors for actions EN1990 1 1 41 yG 1 35 el YQ 1 50 G ETT DEGREE Load combination coefficients for variable actions wo 070 fel wr 060 YS yos 030 fa v v v Pg 0 00kN m XA Final creep coefficient EC2 83 1 4 Annex B p ato 2 500 y z3 m T h 0 150m Total shrinkage strain Ecs 0 300 o h 0 180m Ji Environmental class AC Dom Concrete cover EC2 84 4 1 mm Cnom 15 t mm Eriti Reinforcing bar diameter mm 10 w mm xx O yy OUG
150. ts properties are loaded The table of soil types can be edited change values add new soil types from the menu Parameters Soil properties 15 4 2 Foundation soil Properties of foundation soil Angle of shear resist between soil footing tan pj 0 58 p 30 00 c4 Cohesion between soil and footing M mme C 0 010 E Soil bearing pressure foundation M mme qu 0 200 E The properties of the foundation soil are defined under the sketch of the wall By clicking at El the table with soil types appears and you can select a soil type For the shear resistance between wall and soil you specify the angle of friction in degrees and the friction coefficient shear resistance is computed as the tangent of this angle You specify the soil bearing capacity when the geotechnical design is according to Eurocode 7 or the allowable bearing pressure when the geotechnical User s Manual 46 BETONexpress RUNET software design is with allowable stresses You choose to work with Eurocode 7 or allowable stresses for the geotechnical design from the menu Parameters Design rules 15 5 Stability design The design of retaining walls is based either on Ultimate Strength Design method according to Eurocode 7 or on Working Stress Design method Form Parameters Design rules you select which of the two methods you want to use Stability checks using Ultimate Limit State Design Eurocode 7 6 5 and 9 7 Stability against overturni
151. tural elements The design objects can be a variety of concrete parts of a structure such as slabs beams columns footings retaining walls corbels deep beams All the program activity takes place within the main window Within a project you may create as many design object as you want All the data are saved in one project file A common report and reinforcing bar schedule is created You can select the concrete objects that you want to include in the report and the rebar schedules The main window displays and handles all the necessary information and actions for the design objects of the project You can create new design objects with the action buttons at the top of the main program window Each design object with a name you specified and a characteristic icon is shown in a list in the Design objects window From this window you can regulate their appearance and the order of appearance in the report The right side window shows the calculations of the selected design object By double clicking a design object you enter its calculation window where you specify the dimensions the loads and the design code parameters When the object is created the parameters take the default values All the required data are well marked with a sketch and the appropriate dimensions The program constantly checks for wrong or inappropriately entered values With right clicking a design object you can select from the popup menu actions like computation
152. tware 27 3 Creep and shrinkage coefficient The final creep coefficient is used in the calculations of deflections and crack control in Serviceability limit states SLS You can compute the creep coefficient from the enviromental parameters and the sizes of the cross sections according to EN 1992 1 1 2004 par 3 1 4 and Annex B Final creep coefficient EC2 83 1 4 AnnexB elo fol 2 500 Total shrinkage strain Fes gt 0300 50 Final creep coefficient EC 2 EH1997 1 1 2004 53 1 4 Annex B Concrete 25730 Ww fede conditions outside conditions Os a 100 Relative humidity RH X E m m Notional size ho ho 2 amp c u mm a mm l h ho ae mm TE ho h mm TEE Hb Age of concrete at loading in days 10 kal days Final creep coefficient EC2 EN1992 1 1 2004 3 1 4 Annex B ip eo f pl 3 222 User s Manual 78 BETONexpress RUNET software 27 4 Eurocode 7 Geotechnical design Eurocode 7 EN 1997 1 2004 Geotechnical design General rules Annex A for EQU STR and GEO limit cases A 2 Partial factors for equilibrium limit state EQU verification Table A 1 Table A 2 Partial factors on actions YE Partial factors for soil parametrers y M mes S arlable Unconfined strength a This factor is applied to tan qv a Destabilising b Stabilising A 3 Partial factors for structural STR and geotechnical GEO limit states verification Table A 3 Table A 4 Partial factors o
153. tware the table of FRP materials from the menu Parameters FRP materials The ultimate bending capacity of the cross section is computed by numerical integration of the internal forces acting on the section The internal forces are the forces due to compression of the concrete due to tension and compression of the steel at the positions of the reinforcing bars and due to compression and tension of the FRP jacket The initial deformations under service load bending moment without FRP jacket are taken into account in the evaluation of the stresses in the FRP jacket The following assumptions are used Plain sections remain plane Parabolic stress strain distribution diagram for the compressive stresses of concrete Elasto plastic stress strain relationship for the steel Tensile stresses of concrete are ignored Linear stress strain relationship for the FRP material h 0 180m 14 Moment capacity of slab section with FRP strenethening EC2 EN1992 1 1 2004 ECO EN1990 1 1 2002 Md 112 80kNm m Name of design object SLAB 004 ECZ IRN Concrete Steel class C25 30 S500 wy Partial factors for materials EC2 82 4 2 4 w 1 50 ys 115 Msg Slab thickness m h 0 180 E m h 180 mm A pa Sem SN S Concrete cover EC2 54 4 1 mm Cnom 15 Hmm Slab reinforcement zimm cm e 10 vi 25 00 FE mm cm A3 3 14cm 4m 010 2500 As 3 14cm m Fog Name of strengthening FRP material FRP epoxy SS ar
154. uncheck a text panel you can see the area available for drawing is changing You can change text font and size Be aware if you increase the text size in A4 paper The text can become too large for the text area i Structure raving Tet 1x el X LHB al E e e ERRER 2j l 1 37 L L ved pe Print preview drawing Portrait Landscape General Information Connection Info Project Info Page orientation for drawings User s Manual 66 BETONexpress RUNET software 21 3 Project panel View layers e il E To edit appearance of the text panel for the drawings check the fields you want to be included and type the wanted text Text on project panel 7 X SENE T Ernion School The project title is automatically taken from the name of the project Title ry Truss Un The title A is automatically taken from the name of the Tie jv Type design object Du Y 20 09 2004 The Design Firm title is automatically taken from the Designer v Arsti Amy settings of the report parameters see pg 28 report page Draw No 12345 1 footer Filename testproject01 Design firm Iv Your design office 21 4Export drawing to PDF format ap From the CAD modulus of the program you can save your drawing in PDF S es format 21 5Export drawing to dxf format Write drawing to file in DXF format 7 X QE From the CAD modulus of the program you can save your drawing in dxf Filmen CARunetWoodExpresslPr
155. up Various Change page for each chapter you can choose to start each design object in a new page Print report Number of first page l Lett margin in mm 20 M Report cover Table of contents L Report From the printing dialog you can adjust the page number SGE IA E of the first page and the left margin in mm More Beam schedule adjustments for the report font margins logo of caption Reinforcing bar schedule Reinforcing bar schedule small or footnote etc can be done from Report Setup Numbering and position of reintorcing bars In Report Setup Various Change page for each chapter you can choose to start each design object ina x Ky 5 new page Print Cancel Frinter Help User s Manual 69 BETONexpress RUNET software 23 3 Report to file You can transfer the report text only to a RTF file which can be opened by Microsoft s Word In order for the report to appear right in the Word select all the text expand the margins and set font to courier new and the font size to10 If your windows do not support Greek character set the Greek mathematical symbols will not appear right Depending on the Window installation the Greek mathematical symbols may not appear right If you have Windows XP or 2000 you can add Greek language support in your Windows from Windows Settings Control Panel Regional and Language Options Advanced If your windows do not support Greek mathematical symbols then from Setup
156. ware and return within 30 days after purchase for a fully refund of your payment RUNET NORWAY as Tennfjord 6264 N Norway e mail support runet software com Internet http www runet software com User s Manual 2 BETONexpress RUNET software Table of Contents 1 General about BETONexpress cccccccccononnnnnnnnnnnnnnnnnnnnnnnn nn 7 2 After program Installation 9 3 Basic philosophy in program USC isvesuvssveuvuswivewkukes vu v sekwewawes e wai 30 8 RR OCR RO RR CR CR RR RR 10 4 Design oDJeCcES uoo ooa wa var oio i vu A CR RR RR RNC RR RN RENE 11 5 Calculation WV IA GOW sssss sss sss sss sss sss sss sss sss sss sss sss sss ss sne UM nenes EENEEE LKEENTE RE E FEN UMEN MD E UEM EA 11 O II eerte 12 7 Un IES 12 8 Step DY step program USC ir A CHR 13 9 PAFAMOTO Sii a 14 9 1 Eurocode and National ANNEX add iaa 14 9 2 Concrete and steel a isa 14 9 3 Desigh FUleSquuavccadonup Taiiacuc van osa pror matos iaa Qi presa ux p dae tecdaac opp RUDI MEE CSaa Du MEE aL 15 9 4 Parameters of reinforced concrete cxd T r aaa re 0 EY eR RCS de EA YR RET ARE 0 EE a KR aR ER S 0 CR RY R 15 9 5 Parameters Tol TOOUMGS xes cxood ode canner onde cade db EO Im AED V SER PIENE S PIT LIN E USA 16 975 1 DESiGh according tO EUrOCOde 7 ada VE atari gi adt a xac erra ia p vx pae 16 9 6 Design with alOWable Stl esses aij cc cs ee e ce ce x E b RUE CE Rr PERO CU ER causes E io Ore sa fcc doe eu d 16 9 6 1 Reinforced concrete design eesssssieeeeee
157. x S500 500 00 500 00 200 00 0 10 14 00 Es modulus of elasticity S E cam gt eu k on g a ti on a t maximum Od d R fyk characteristic yield strength ftk c tensile strength Es modulus of elasticity euk maximum strain L steel bar length L steel bar length Mean value for density 7885 kg m3 UE MEDIA Y ox Jo Unlocked Enn 7 Hep Coefficient of thermal expansion 0 00001 9C Ductility characteristics Height ductility euk gt 5 value of ft fy k 1 08 Normal ductility euk 2 596 value of ft fy k gt 1 05 User s Manual 76 BETONexpress RUNET software 27 2 3 Concrete cover Eurocode 2 2 4 1 3 3 By clicking at you can select concrete cover from the environmantal conditions according to table 4 3N and 4 4N Environmental class AL1 Concrete cover ECZ 4 4 1 mm Crom 15 Pimm Cnom Cmin Cdey ACdev 10 mm EC 4 4 1 Concrete cover is the distance between the outer surface of the reinforcement and the nearest concrete surface Minimum required concrete cover depending on the environmental conditions is given in Eurocode 2 4 4 1 2 In general The minimum cover for dry environment and for interior of buildings is 15 mm for humid environment without frost 20 mm and for humid environment with frost 25 mm For more severe environment as humid environment with frost and de icing salts or seawater environment for interior and exterior concrete components the minimum cover is 40 mm EN1992
158. y 0 500 200 2 4000 000 nsnur by hesar Lelongthy E xi la W L A z Brams taming info colurnn in dinechion yy n 2 nd 0 250 m hr 0 500 m L 4000 m Column below bs S00 m hey UI m La 3000 m 13 4 Column section capacity Section capacity of rectangular or circular columns with given reinforcement and subjected to axial loading with uniaxial or biaxial bending moments The dimensions and the reinforcement of the columns are specified The ultimate capacity of the cross section is computed by numerical integration of the internal forces on the cross section at equilibrium These internal forces are the forces due to compression of the concrete and due to tension and compression of the steel at the positions of the reinforcing bars The following assumptions are used Am mM e Plain sections remain plane jio nda l e Parabolic stress strain distribution diagram for the compressive stresses of concrete 3 e Elasto plastic stress strain relationship for the 7 steel ss S e Tensile stresses of concrete are ignored 1 t For the numerical integration accuracy you give the number N of subdivisions per column side The numerical integration is performed with a subdivision of the cross section in NxN elements A value of N 10 seems to give meo desine 110 adequate accuracy The results are tabulated values and graphs for the failure surface Pn Mn values for the uniaxial loading and Pn
159. y created with the default length Lo the default thickness ho and the default loads g and q From the left window you may change these values for span length L thickness h and loads g and q 12 5 4 Loads Uniform loads g dead g live kN rn gl 4 00 5 g 10 00 t kN m set loads on all spans g a Default loads in kN m g1 for the dead load on the beam and q for the live load on the beam From the left window under the beam sketch you may change these default values for every span The total dead load is M g self weight gi the self weight is computed by the program Megat RPAN face By clicking at ga you set the values for the loads at all the spans to the default values i D The design actions are obtained with combination of permanent and variable actions as in Eurocode O 1990 2002 yG Gk yQ Qk User s Manual 34 BETONexpress RUNET software 12 5 5 Percent of moment redistribution Support width rn beup 0 200 Im Percent af moment redistribution O Se Check redistribution with mas permissible EC2 5 5 4 The support moments in continuous beams calculated using linear elastic analysis are reduced by the ratio of moment redistribution with a corresponding increase of the span moments such as the resulting moments remain in equilibrium Eurocode 2 5 5 The ratio of redistributed moment to the moment before redistribution is defined by the user in percent 12 5 6 Support width Mean sup
160. y y direction and the beam dimensions b cross section width h cross section height L beam length You specify also the dimensions b cross section width h cross section height L column length for the columns above and below The rigidity of restraint at the column ends is evaluated according to Eurocode 2 85 8 User s Manual 38 BETONexpress RUNET software Heme of design object cot LIMINE Concrete Steel class 025 30 5500 L Partial safety factors for meterinls EC 2 52 3 3 2 x 150 yee 1 15 Concroto cower EC 2 41 39 mm dl D renting bar diameter mm gU ow lnn snd GT R P 1 SUA Column type and reinforing bar position O E ls Cross action dimensions mi bs 0 300 m h 0 300 BE E H E Column length floor height La 1090 m Mumberofcohmns 1 21 Loads stop compression bending moments Hd4 100 00 M Mackerel DOD kNm Medard 0 00 kim Loads ai bottom compression bending moments Mad 110 DID Ei Mss DODI kid Mady 1 US km Maximum shinning horat Was 000 kA ghe QUO KN Rigid at top end direction xx r rr A rl diecionyy Fa C pio Beams framing into column in direction xx JE TET a 0 500 4 000 driemarmibueer h hegar Ll n b d S mh K mL lt m Beams framing into column in direction sy nel 2 be 0250 m he 0500 m La 4000 m Column abren id 0 300 m nl 0 300 m L 3000 m Rigidity at botom end direction x x Mo oC Ar directonyey L e C A C Bean framin inka cxxturngi in dinsctie x x H J 0 250 1250

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