Robot New Khmer

8/12/2019 Robot New Khmer

1/308beRgonedaysaRsacar bun ev:A qaM 2011


2/308beRgonedaysaRsacar bun ev:A qaM 2011


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National Polytechnic institute of Cambodia Department of Civil Engineer

By: Mr. BUN VAO Autodest Robot Structural Analysis 2010

matika

1> CMBUkTI1 karKNnaFwmebtugGaem(RC Beam Design)...1 1> karkMNt;kUd nig sMPar. 52> karkMNt; Beam - Definition nig Beam Sections .9 3> karkMNt;Rbehagrbs;F wmedIm,Idak;sMrab;dak;ExSreP Ig b Tueya Beam Opening.......13 4 karkMNt;kardak;bn kelIF wm Beam Loads . 14 5> karkMNt ; Story Parameters ................................................................19 5> karkMNt; Calculation Options 19 6> karkMNt; Reinforcement Pattern .. 23 7> cab;ep ImKNnarkssEdk Start Calculate..278> daRkam m: Um:g; nig kMlaMgkat;TTwgMoment and Shear force Diagram.299> daRkam PaBdabDeflection Diagram .....30 10> karRtYtBinitemIlkardak;erobcMssEdk Beam Reinforcement 3211> kMNt;sMKal;karKNna Calculation Note ..33 12>Drawing Parameters 3312> bg;sagsg ; (Drawing)....3713> lMhat; ..... .49 14> lMhat; . 51


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2> CMBUkTI2 karKNnakRmal;xN (RC slab design) .53 1> karKNnakRmalxNebtugGaem (RC Slab Calculation).....53 2> muxkat;eRKOgbg M (Section of the structure) .54 3> lkNrbs;sMPar(Materials Properties)....54 4> karKNnabn kkg1m2 Calculate loading 1 m 2 55

5> karviPaK nig sikSaKNnaedayeGsu IGaykUd Analysis and Design ACI code 55 6> bnab;mkcUrkMNt; Units and Format, Materials and Codes mu uneBleFV IkarviPaK nig

sikSaKNanaAnalysis and Design :.57

I. karkMNt;karKUskRmalxN 62II. karkMNt;kMras;kRmalxN Slab thickness ..63III. karkMNt;TMr nig kardak;bnkDetermine supported ....68IV. karbeg ItRbePTbn kLoad Types ..69V. kMNt;kardak;bn kelIkRmalxN Apply Loads ....70VI. karbnSMbn kCombination Loads .74VII. karMesh kRmalxN .76VIII. karKNnakRmalxN 79IX. karKNnassEdk nig bg;sagsg;82


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X> lMhat; ...99

CMBUkTI3 karKNnassrRC Column Design ..100

1> karKNnassrebtugGaem RC Column Calculation 100I. karkMNt; Tools 103

1. karkMNt; Units and Formats .104 2. karkMNt; Materials .105

3.

karkMNt; Steel.. ..105 4. karkMnt; Concrete 106 5. kareRCIserIs Database .106 6. kMNt; Design code .108 7. karkMNt; Load k gRbGb; Code combination nig bg;sagsg; ..108

II. karkMNt;muxkat;ssr Column Section 109 III. karkMNt; Elevation Dimensions: 109 IV. karkMNt;RbEvgPat;

Buckling Length .110 V. karkMNt;RbePTbn k

Load Definition .110 VI. karkMNt;

Story Parameters .111 VII. karkMNt;

Calculation Options .111

VIII. karkMNt;

Reinforcement Pattern .114

IX. cab;ep ImKNnarkssEdk

Start Calculate ..117

X. karRtYtBinitemIlkarerobcMssEdkColumn Reinforcement.121


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XI. Calculation Note 123

XII. karerobcMRkdas;emIlbg; Drawing Parameters 124XIII. karemIlbg;sagsg;rbs;ssr Column Drawings 126 CMBUkTI4 karKNnaRKwHrak; Shallow Foundation Design 125I. kMNt; Tool.............130

1. karkMNt; Units and Formats 1312. kMNt; Code Materials .1313. kMNt; Tab steel ...1324. kMNt; Tab Concrete 1325. kMNt; Database ..1336. kMNt; Load k gRbGb; Code Combinations 134

II. karkMNt;TMhMRKwH ssr nig RbePTRKwHFoundation Definition...1351. karkMNt;TMhMeCIgtag nig ssretO.1352. karkMNt;TMhMssr Tab Pier .136

III. karkMNt;RsTab;dIenAeRkamRKwH Foundation Soil .137IV. karkMNt;bn kEdlmanGMeBImkRKwHFoundation Loads .139

1. karkMNt;bn kefrDead Load 1402. karkMNt;bn kGefrLive Load ..140

V. karkMNt; Story Parameter ..141


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VI. karkMNt; Geotechnical Option .142VII.

karkMNt; Calculation Option 143

VIII. karkMNt; Reinforcement Pattern 146IX. karcab;ep ImKNnarkssEdkStart Calculation .148X. karRtYtBinitemIlkarerobcMssEdkFoundation Reinforcement 150XI. Calculation Note ..151

XII. Drawing Parameters ...151

XIV.

Drawing .151XV. XV. SHALLOW FOUNDATION DESIGN 154XVI. SHALLOW FOUNDATION DESIGN ..156

CMBUkTI5 karKNnakgbg; 3D .157I. karkMNt; units and Materials ..159II. karkMNt;GkSGab;su Is Axis sMrab;KUs ...163

1- karkMnt;GkSX ......163

2- karkMnt;GkSY.....164 3- karkMnt;GkS rykMBs Z 165 4- karKUsF wm nig ssr .1655- karbeg Itmuxkat;F wmmandUcCa(20x30)cm, (20x40), (30x50)cm ...166

6-karbeg Itmuxkat;ssrmandUcCa(20x20),(25x25) nig(30x30)cm..1677 - karkMNt;bn kEdlmanGMeBImkelIF wm...168

III. bnab;mkeFV Ikardak;bn k 170


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IV. karKNnassr RC Column Design 174

1- karkMNt

;

Elevation Dimensions

2- karkMNt;RbEvgPat;Buckling Length 176 : 176

3- karkMNt;RbePTbn k Load Definition ..176 4- Story Parameters .1775- karkMNt ; Calculation Options ...178

6- karkMNt;Reinforcement Pattern 180 7- cab;ep ImKNnarkssEdkStart Calculate .,.182

8- karRtYtBinitemIlkarerobcMssEdk Column Reinforcement ,,.1859- >Calculation Note ,.188 10-Drawing Parameters karerobcMRkdas;emIlbg; ..18811-Column Drawings karemIlbg; ..190

V.

karKNnakMralxN RC Slab Design ....191

VI. karKNnaeCIgtagbnab;BI Analysis . ...................................................209 CMBUkTI6 karsikSaKNnaRtws2D (2D Truss Design) ..226

1-eRCserskdsRmabKNna 2272- karkMNt;TMrg;rbs; Truss ..2313- karkMNt;TMrTruss 2334- karkMNt;bn kEdlmanGMeBIelI Truss .233

4-1 kMNt;RbePTbn k(Load types) 234


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4- 2 kardak;eQaHbn kenAelI Truss ..2354- 3 karsnSMbn kLoad Combination 236

5 - karkMnt;rkkMlaMgk g nig kMlaMgRbtikmrbs; Truss .2376 karCheck nigDesign muxkat;r)arrbs;.. 238 7 lMhat; .............................................................................................243 CMBUkTI7 3D Steel Frame ....244

Click Icon Frame 3D Design .....246

1- karkMNt;GkSAxis sMrab;KUr.....2461.1 kMNt;GkSX .2471.2 kMNt;GkSY .2481.3 kMNt;GksZ ..249

2- karKUsssr nigSteel Frame ....2503- karKUsssrebtugGaem..2514- karKUsssr UPA 160 .....2525- kardak;TMrSupport ...2526- karKUsF wmBeam ..2537- karftcMlgrYbPaBCopy Frame ...354

8- karKUs

CAE 40 x 3 ..255

9- KUsr)arEdkEdlmanmuxkat; CAE 40 x 3 25610- karkMNt;bn kmanGMeBIelIF wm............................................................................259


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11- karkMNt;tMlbn k 260

12- kardak;bn k(Load Definition) .260

12-1 kardak;bn kefr(Dead load) ..26012- 2> kardak;bn kGefr(Live load) RtUveFV IdUcdak;bn kefrxagelIEdr 26212- 3 karRbmUlbn k( Load Combination) 26312-4 viPaKmuxkat;Edk(Analysis) 266

13. lMhat; 3D Frame Design.270

CMBUkTI8ROBOT EXPERT 2010 2711- karKNnassrrgnUvkMlaMgsgt;cMp it ( Simple Compression ) 271 2- karKNnaF wm nig bg;esEdlrgnUvm: Um:g;Bt...277 3- karKNna ssr b F wm rgnUvbnSMbn krvagkMlaMgsgt;cMp it nig m: Um:g;Bt;mYyTis ..281 4- karKNna ssr b F wm rnUvbnSMbn krvagkMlaMgsgt;cMp it nig m: Um:g;Bt;mYyTis 287

5- Shear and Torsion 2926- krNIman Torsion + Shear force :...297Reference ....298


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National Polytechnic Institute of Cambodia Department of Civil Engineer

By: Mr. BUN VAO 1 Autodest Robot Structural Analysis Professional 2010

1350300

3700 300 7700

300

5700

300

1350

500

P1 P2 P3 P4 P5

200

300

1500 4000 8000 6000 1500

4000

4000

200

300

B1 B2 B3 B4 B5

emeronTI1

sMKal;

eyIgRtUvEbgEckmM u 45 dWeRk eTAelIF wmEdleyIgRtUvdak;bn kBIelI .

karKNnaF wmebtugGaemRC Beam Design

Plan View

F wmrg

F wmrg


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300

300

500

300

300

200

muxkat;eRKOgbg M Frame Section :- muxkat;F wmem 30cm x 50cm - muxkat;F wmrg 20cm x 30cm - muxkat;ssr 30cm x 30cm - kar: U nig )ayGr 5cm (Mortar + Tile) - bg;eskMras; 10cm (Slab) - )ayGrbUkeRkambg;es 1.5cm (Plastering)

bn kmanGMeBImkelIkMralxNk g 1 m 2 :- Self - Weight mincaM)ac;kMNt;eT BieRBaHTukeGayProgram vakMNt;edayx nva - Live Load : LL=1.5 kN/m 2

- Dead Load : ( Slab + Mortar + Tile + Plastering )

Slab = 0.1m x 25kN/m 3 = 2.5kN/m 2

Mortar + Tile + Plastering = ( 0.05m + 0.015m ) x 20kN/m 3 = 1.2kN/m 2

- Total Dead Load : 3.7kN/m 2

F wmem

F wmrgssr


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Analysis and Design eday : ACI codeMaterial Properties for Analysis and Design :- Yield Strength of Longitudinal Reinforcement : 390 MPa- Yield Strength of Transversal Reinforcement : 235 MPa

- Compressive Strength of Concrete ( Cylinder ) : 25 MPa

enAeBlebIk Program Autodesk Robot Structural Analysis Professional 2010 dMbUgeyIgnigeXjdUcrUbxageRkambnab;mkeyIgeRCIserIsyk Icon dUcEdl)anbgajenAelIrUbxageRkam

Step by Step Solution


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- bnab;mkeToteGRkg;nwgbgajdUcrUbxageRkamenH

1. karkMNt;kUd

CakarcM)ac;Nas;mun nwgeFV IkarKNna eKRtUvKMNt;kUd nig sMPar.

Units and Format, Materials and Codes mu uneBleFV IkarAnalysis and Design


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- cucelI Tool Menu > Job Preference -

- eGRkg;nwgbgajpaMgdUcrUb enARtg; Units and Formats RtUvkMNt;vaCaMetric


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Do you want to change all units for metric units? RtUveRCIserIsyk Yes edayclickButton Yes.

- enARtg; Materials RtUvkMNt;kUdeGayMaterials RtUvykkUd Euro code rYccuceTAelI Modification edIm,IkMNt; .


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- rYccucelI Tab Steel rYcRtUvbMeBj Name nig Description dUcxageRkam

- rYccucelI Tab Concrete rYcRtUvbMeBj Name nig Description nigYoung modulus dUcxageRkam rYccucOK . rYccucDatabase > Reinforcing bars > Add new database to thelist bnab;mkRtUveRCIserIsyk BAEL 99 rYccucButton Add rYcSelected BAEL 99 ehIycucSet as the currentdatabase .


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- rYccucelI Design codes k gRbGb; RC Structures RtUvkMNt;CaACI 318-08 metric

- enARtg; Loads k gRbGb; Code combinations RtUvkMNt;CaLRFD rYccuc OK .

bnab;mkcuc Save job Preference rYccuc File name : ACI Code ( Save as type : job Preference )


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rYccuc Save , ok , Close . .

2>1kNtFmT1EdlmanRbelaH8mkarkMNt;muxkat;

2>karkMNt; Beam - Definition nig Beam - Sections

1- Select elIF wmEdlcg;kMNt;muxkat; 2- cucelIrUb edIm,IkMNt;muxkat;F wm

ragctuekaNEkg3- enAk gRbGb; Basic dimensions vaytMl

b=30cm, h=50cm4- rYccuc Apply

2>3 karkNtRbEvgrbsFm ng RbePTTr

1 cucelI Span Geometry 2 enAk gRbGb; Length vaytMl 3.7m 3 enALeft Support vaytMlenAk gRbGb;

Width=0.3m sMrab;muxkat;TMrxageqVg4 -enARight Support vaytMlenAk gRbGb;

Width=0.3m sMrab;muxkat;TMrxagsaM 5- rYccuc Apply2>4 bnabmkkNtFmT2 ng T3 EdlmanRbelaH8m ng 6m - dMbUgeyIgeFV IkarCopy F wmTI1 Edl)ankMNt;ehIy edaybMeBjtMl 2 enARtg; Copy Span

enAk gRbGb; Beam Geometry rYccuc Copy Span


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- rYcnigTTYl)anrUbdUcxageRkam

- edaysarRbEvgRbelaHEdl)anCopy mindUck gRbFan dUecHeyIgRtUvEktMrUvvaeLIgvijeday


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cuc Select cucelIF wmnImYy CamunsineTIbeyIgEk . b: uEneyIgEkEtRbEvgRbelaHrbs;F wmb: ueNaH BIeRBaHF wmTaMgGs;manmuxkat;dUcKa .

1> karEktMrUvRbEvgRbelaHrbs;F wm - cucelIFwmTI 2 KWeQaH P2 bnab;mkeFV IkarEkRbEvgRbelaHrbs;F wm enAk gpaMg Dimension

Definition Rtg; Span Geometry k gRbelaHLength vayelx7.7m cUldUcrUbrYcApply

- rIF wmTI 3 KWeQaHP3 eyIgGnuvtndUceTAnwgF wmTI 2 Edl)anEkrYcehIyenAxagelI .2> eFV IkarkMNt;F wmCantilever eqVg ( 1.5m ) nig saM ( 1.5m ) - edaycucelIpaMg Dimension Definition Rtg; Beam Geometry

rYc Tick yk Left nig Right Rtg; Cantilever rYccuc Apply


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rYckMNt;RbEvgCantilever1 - Select Cantilever eqVgedayeRbI Mouse

vaytMl 1.35m enAk gRbGb; Length rYccuc Apply2 - Select Cantilever saM edayeRbI Mouse

vaytMl 1.35m enAk gRbGb; Length rYccuc Apply


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- mundMbUgRtUv Select F wm P3 sinrYccuc Icon enHenAsaMeGRkg; rW cucelI Layout

3>karkMNt;Rbehagrbs;F wmedIm,Idak;sMrab;dak;ExSreP Ig b Tueya Beam OpeningkarkMNt;F wmrgenARbelaH8m F wmTI 3 KW P3

1- k gRbGb; Span number vayelx3 mannyfadak;F wmrgRtg;FwmTI 32- k gRbGb; X Load (m) vay3.85m

nigk gRbGb; Y Load (m)

vay0.35m

3- Rtg; Type Tick yk Adjoining beamehIyk gRbGb; Lx (m) vay0.2mnigk gRbGb; Lz (m) vay0.3m


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mannyfa b=20cm nig h=30cm 4- rYccuc Add

3> karkMNt;kardak;bn kelIF wm Beam Loads- F wmP1 : DL=3.7kN/m 2 x 1.5m x 2 = 11.1kN/m LL=1.5kN/m 2 x 1.5m x 2 = 4.5kN/m- F wmP2 : DL=3.7kN/m 2 x 2m x 2 = 14.8kN/m

LL=1.5kN/m 2 x 2m x 2 = 6kN/m - F wmP3 : DL=3.7kN/m 2 x 2m x 2 = 14.8kN/m

LL=1.5kN/m 2 x 2m x 2 = 6kN/m

- F wmP4 : DL=3.7kN/m 2 x 2m x 2 = 14.8N/m LL=1.5kN/m 2 x 2m x 2 = 6kN/m

- F wmP5 : DL=3.7kN/m 2 x 1.5m x 2 = 11.1kN/m LL=1.5kN/m 2 x 1.5m x 2 = 4.5kN/m

- kardak;bn kelIF wmrgDL=25kN/m 3 x 4m x 0.2m x 0.3m = 6kN LL=1.5kN/m 2 x 4m x 0.2m = 1.2kN


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3>1-

- dMbUgcucelI Icon enHenAsaMeGRkg; rWcucelI Layout kardak;bn kelIF wm 3>1>1-kardak;bn kelIF wmCantilever eqVgenARbelaHTI1 KW P1rYccucAdd

3>1>2-kardak;bnkelIF wmCantilever saMenARbelaHTI5 KW P5 rYccucAdd


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3>1>3-kardak;bn kelIF wm enARbelaHTI3 KW P3 rYccuc Add

3>1>4-kardak;bnkelIF wm enARbelaHTI4 KW P4 rYccuc Add


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3>1>5-kardak;bn kelIF wm enARbelaHTI2 KW P2 rYccuc Add


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3>1>5-kardak;bn kelIF wmrg enARbelaHTI3 KW P3 rYccuc Tick enARtg; Suspended rYccuc Add

- enAeBldak;bn krYcehIyeGRkg;nwgbgajdUcrUbxageRkam

LL1=4.5kN/mDL2=11.1kN/m





Concentrated =6.0kN


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4> - dMbUgcucelI Icon enHenAsaMeGRkg; rWcucelI Analysis Menu > Story Parameters

karkMNt; Story Parameters

rYccucOK

5> enAk g Calculation Options man 4Tab EdlRtUvkMNt; karkMNt; Calculation Options

- Tab General : kMNt;RsTab;karBar ep gpat;PaBdab nig karkMNt;epSgeTot>>>>> - Tab Concrete : kMNt;ersu Isg;sgt;rbs;ebtugenAGayu 28 f - Tab Longitudinal reinf.. kMNt;ersi I usg;EdkbeNay nigGgt;p it - Tab Traversal reinf.. kMNt;ersi I usg;Edkkg nigGgt;p it


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- dMbUgcucelI Icon enHenAsaMeGRkg; rWcucelI Analysis Menu > Calculation Options rYccucOKTab General :


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Tab Concrete : - Materials: Eurocode- Name : 25/30- Characteristic strength: 25 MPa- Unit weight : 25 MPa- Aggregate : 20 mm

Tab Longitudinal reinf.- Steel : BAEL 99 - Grade: HA 400- Characteristic : 390MPa

Ggt;p itrbs;Edkr)arman: 16 mm nig20mm.


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Tab Traversal reinf.. - Steel : BAEL 99- Grade : RL 235 MPa- Characteristic : 235 MPa

- Ggt;p itrbs;Edkkgman:6 mm nig8mm

- enAeBlkMNt;rYcral;ehIy cucelI Save As .. vayeQaHEuro code 1 rYccuc ok edIm,IrkSaTk


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6> enAk g Reinforcement Pattern man 6Tab EdlRtUvkMNt; karkMNt; Reinforcement Pattern

- Tab General : kMNt;kardak;EdkkgSegment KMlatBIssEdk1 eTAssEdk 1 - Tab Bottom Reinf : kMNt;kardak;ssEdkbeNayxageRkamF wm nigkarbgb;Edk - Tab Top Reinf : kMNt;kardak;ssEdkbeNayxagelIF wm - Tab Transversal Reinf : kMNt;kardak;EdkkgTaMgenAkNalRbelaH Rtg;TMr nigF wmrg - Tab Constr Reinf : kMNt;kardak;ssEdkbeNayEdlmineFV Ikar nigkartEdk - Tab Shapes : kMNt;RTg;RTaynkarBt;Edk

dbgccel I Icon enHenAsaMeGRkg; rWcucelI Analysis Menu > Reinforcement Options

Tab General :


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Tab Bottom Reinf :

Tab Transversal Reinf :


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Tab Top Reinf :


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Tab Constr Reinf :


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Tab Shapes :

- enAeBlkMNt;rYcral;ehIycucelI Save As .. vayeQaHEuro code 1 rYccuc ok edIm,IrkSaTuk .

7> - dMbUgcucelI Icon enHenAsaMeGRkg; rWcucelI Analysis Menu > Calculations

cab;ep ImKNnarkssEdk Start Calculate


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eBlenaHvanwgbgajpaMg Calculation Option Set dUcrUb

-krNIebImanError & Warning vanwgbgajpaMg Calculation Errors bnab;BIcucCalculation-krNIebIKan Error & Warning eTvanwgminbgajpaMg Calculation Errors

- W mannyfa Error PaBdab Deflection - M mannyfa Error m: Um:g; Moment - V mannyfa Error kMlaMgkat;TTwg Shear force - enAeBlProgram R)ab;fa Error Rtg;NaehIy eyIgcuc ok edIm,IbiTpaMg Calculation Error

bnab;mkRtUvcuceTAelI Tab ULS k gtaragxageRkamedIm,IemIldaRkam m: Um:g; kMlaMgkat;TTwg nPaBdab dUck grUbxageRkam .

eRCIserIseQaHRtg; Reinforcement parameters nigCalculation options EdleyIg)ankMNt;rYcmk

ehIyenAcMnucTI 5 nig TI6 xagelIKWeQaHfaEuro code .


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8> daRkam m: Um:g; nig kMlaMgkat;TTwgMoment and Shear force Diagram


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9> daRkam PaBdab

Deflection Diagram


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1- ULS : Diagram of Ultimate Limit State2- SLS : Diagram of Serviced Limit State3- ALS : Diagram of Accidental Limit State4- Area : Diagram of Longitudinal and Transversal Reinforcement

5- Deformations : Diagram of Beam Deflection6- Simple Cases : Diagram of Simple Cases


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10> karRtYtBinitemIlkardak;erobcMssEdk - dMbUgcucelI Icon enHenAsaMeGRkg;rW cucelI Layout dUcrUb

Beam Reinforcement

bgajdUcrUb


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11> - dMbUgcucelI Icon enHenAsaMeGRkg;rW cucelI Results Menu > Calculation Note

kMNt;sMKal;karKNna Calculation Note

12> dMbUgcucelI Icon enHenAsaMeGRkg;rW cucelI Analysis > Drawing Parameter

Tab General : Rtg;kEng Template eRCIserIsyk

Bakfa bmbae05.plo sMrab;emIl Drawing TaMgmUl .

Drawing Parameters


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Tab Reinforcement description : Rtg;kEng Number + diameter , Length , SpacingeRCIserIsykvaKWedIm,IeGayvabgaj cMnYnEdk muxkat;Edk KMlatEdk .


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Tab Scale : sMrab;erobcMBN TMhMbnat; erobcMRkdas; >>>>>>>>>>>>>>>>>

Tab Reinforcement table : sMrab;eGayvabgajcMnYn Edk RTg;RTayEdk RbePT


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13> bg;sagsg; - dMbUgcucelI Icon enHenAsaMeGRkg;rW cucelI Results Menu > Drawings dUcrUb

Drawings


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ccButton OK vabgajlGitkgkarNnadcxageRkam 1 Level:

Name : Standard Level Reference level : --- Fire rating : 0 (h)

2 Beam: Beam1 Number: 1

2.1 Material properties:

Concrete : f c' = 25.00 (MPa)Unit weight : 24.53 (kN/m3)

Longitudinal reinforcement : f y = 400.00 (MPa)


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Transversal reinforcement : f y = 235.00 (MPa)

2.2 Geometry:2.2.1 Span Position L.supp. L R.supp.

(m) (m) (m)Con1 Left cant il ever ---- 1.35 0.30 Span length: L o = 1.50 (m)Section from 0.00 to 1.35 (m)

30.0 x 50.0 (cm)without left slabwithout right slab30.0 x 50.0, Offset (+ up, - down): 0.0 x +0.0 (cm)without left slabwithout right slab

2.2.2 Span Position L.supp. L R.supp.(m) (m) (m)

Beam1 Span 0.30 3.70 0.30 Span length: L o = 4.00 (m)Section from 0.00 to 3.70 (m)

30.0 x 50.0, Offset (+ up, - down): 0.0 x -0.0 (cm)without left slabwithout right slab



30.0 x 50.0 (cm)without left slabwithout right slab



30.0 x 50.0 (cm)

without left slabwithout right slab30.0 x 50.0, Offset (+ up, - down): 0.0 x +0.0 (cm)without left slabwithout right slab


con2 Right cant ilever 0.30 1.35 ---- Span length: L o = 1.50 (m)Section from 0.00 to 1.35 (m)

30.0 x 50.0, Offset (+ up, - down): 0.0 x -0.0 (cm)


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without left slabwithout right slab

2.3 Calculation options:

Regulation of combinations : LRFD Calculations according to : ACI 318-08 metric Precast beam : no Axial force taken into account : no Shear force reduction near support taken into account : yes Seismic risk : low Cover : bottom c = 3.8 (cm)

: side c1 = 3.8 (cm): top c2 = 3.8 (cm)

2.4 Loads:

2.4.1 Continuous:Type Nature Pos. Span f X0 P z0 X1 P z1 X2 P z2 X3 Qlt/Q

(m) (kN/m) (m) (kN/m) (m) (kN/m) (m)self-weight dead load - 2 1.20 - - - - - - - 1.00trapezoidal dead load top 1 1.20 0.00 11.70 1.50 0.00 - - - 1.00trapezoidal dead load top 2 1.20 0.00 0.00 2.00 15.60 4.00 0.00 - 1.00trapezoidal dead load top 3 1.20 0.00 0.00 2.00 15.60 6.00 0.00 8.00 1.00trapezoidal dead load top 4 1.20 0.00 0.00 2.00 15.60 4.00 0.00 6.00 1.00trapezoidal dead load top 5 1.20 0.00 0.00 1.50 11.70 - - - 1.00trapezoidal live load top 1 1.60 0.00 5.70 1.50 0.00 - - - 1.00

trapezoidal live load top 2 1.60 0.00 0.00 2.00 7.60 4.00 0.00 - 1.00trapezoidal live load top 3 1.60 0.00 0.00 2.00 7.60 6.00 0.00 8.00 1.00trapezoidal live load top 4 1.60 0.00 0.00 2.00 7.60 4.00 0.00 6.00 1.00trapezoidal live load top 5 1.60 0.00 0.00 1.50 5.70 - - - 1.00uniform dead load top 1-5 1.20 - 6.30 - - - - - 1.00

2.4.2 Concentrated:Type Nature Pos. Span f X1 F z F x My n X2 Qlt/Q

(m) (kN) (kN) (kN*m) (m)concentrated force dead load bottom 3 1.20 4.00 6.00 - - 1 0.00 1.00

f - load factor

2.5 Calculation results:

2.5.1 Reactions

Suppor t C1Case Fx Fz Mx My

(kN) (kN) (kN*m) (kN*m) - 10.15 - 0.00 - 28.86 - 0.00 - 5.54 - 0.00 - 6.74 - 0.00 - -6.10 - 0.00

Suppor t C2


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Case Fx Fz Mx My(kN) (kN) (kN*m) (kN*m) - 24.40 - 0.00

- 118.42 - 0.00 - -1.39 - -0.00 - 9.05 - -0.00 - 27.59 - 0.00


(kN) (kN) (kN*m) (kN*m) - 28.63 - -0.00 - 142.60 - -0.00 - 0.16 - -0.00 - -0.73 - -0.00 - 44.44 - 0.00


(kN) (kN) (kN*m) (kN*m) - 14.13 - 0.00 - 53.29 - 0.00 - -0.04 - -0.00 - 0.17 - 0.00 - 14.35 - 0.00

2.5.2 Internal forces in ULS

Span Mtmax. Mtmin. Ml Mr Ql Qr(kN*m) (kN*m) (kN*m) (kN*m) (kN) (kN)

Con1 0.00 -12.39 0.00 -25.69 -0.00 -33.36Beam1 0.00 -81.16 -29.72 -153.32 28.80 -88.20Beam2 153.89 -0.00 -146.40 -184.57 136.74 -147.23Beam3 64.39 -12.10 -187.74 -22.20 124.40 -66.31

con2 0.00 -12.35 -25.69 -0.00 33.36 0.00

0 5 10 15 20005000500050

05000500050

[m]

[kN*m]

Bending Moment ULS: Mu Mru Mcu

0 5 10 15 205000

50

0050

0

50

0050

00

50

[m]

[kN]

Shear Force ULS: Vu Vru Vcustirru s Vcutotal


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2.5.3 Internal forces in SLS


Con1 0.00 -9.71 0.00 -20.19 -0.00 -26.39Beam1 0.00 -61.69 -23.09 -119.18 21.37 -68.68Beam2 119.47 0.00 -113.78 -143.26 106.68 -114.68Beam3 49.79 -9.32 -145.72 -17.18 96.94 -51.90con2 0.00 -9.68 -20.19 -0.00 26.39 0.00

2.5.4 Internal forces in ULS - accidental combination


Con1 0.00 0.00 0.00 0.00 0.00 0.00Beam1 0.00 0.00 0.00 0.00 0.00 0.00Beam2 0.00 0.00 0.00 0.00 0.00 0.00Beam3 0.00 0.00 0.00 0.00 0.00 0.00con2 0.00 0.00 0.00 0.00 0.00 0.00

2.5.5 Required reinforcement area

Span Span (cm2) Left support (cm2) Right support (cm2)bottom top bottom top bottom top

Con1 0.00 0.00 0.00 0.00 0.00 1.63Beam1 0.00 0.00 0.00 1.89 0.00 10.41Beam2 10.45 0.00 0.00 9.90 0.00 12.76Beam3 4.17 0.00 0.00 13.00 0.00 1.41con2 0.00 0.00 0.00 1.63 0.00 0.00

0 5 10 15 2050

00

50

0

50

00

50

[m]

[kN*m]

Bending Moment SLS: Ms Mrs Mds

0 5 10 15 2050

00

50

0

50

00

50

[m]

[kN]

Shear Force SLS: Vs Vrs Vds


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2.5.6 Deflections

d(L) - initial live-load deflection

d(D) - initial dead-load deflectiond(LS) - initial sustained live-load deflectiond(LT) - total sustained live-load deflectiond(LT),lim - allowable deflection

Span d(LS) d(L) d(D) d(LT) d(LT),lim(cm) (cm) (cm) (cm) (cm)

Con1 0.1 0.1 0.2 0.2=(L 0 /624) 0.6Beam1 -0.0 -0.0 -0.0 -0.2=(L 0/2099) -1.7Beam2 1.3 1.3 3.1 3.1=(L 0 /260) 3.3Beam3 0.1 0.1 0.3 0.3=(L 0 /2008) 2.5con2 -0.0 -0.0 -0.0 -0.1=(L 0/1057) -0.6

0 5 10 15 200

5

0

5

0

50

5

0

[m]

[cm2]

Reinforcement Area for Bending: Abt Abr Abmin

0 5 10 15 200

5

0

5

0

50

5

0

[m]

[cm2/m]

Reinforcement Area for Shear: Ast Asr AsHan

0 5 10 15 204

3

2

1

0

[m]

[cm]

Deflections: d sD+LS d lD+LS d sD+L dLT dLT lim


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2.6 Theoretical results - detailed results:

2.6.1 Con1 : Left canti lever from 0.00 to 1.35 (m)ULS SLS

Abscissa M max. M min. M max. M min. A bottom A top(m) (kN*m) (kN*m) (kN*m) (kN*m) (cm2) (cm2)-0.00 0.00 0.00 0.00 0.00 0.00 0.000.15 0.00 -0.39 0.00 -0.30 0.00 0.020.30 0.00 -1.52 0.00 -1.18 0.00 0.100.45 0.00 -3.33 0.00 -2.60 0.00 0.210.60 0.00 -5.79 0.00 -4.52 0.00 0.360.75 0.00 -8.82 0.00 -6.91 0.00 0.560.90 0.00 -12.39 0.00 -9.71 0.00 0.781.05 0.00 -16.44 0.00 -12.89 0.00 1.041.20 0.00 -20.91 0.00 -16.42 0.00 1.331.35 0.00 -25.69 0.00 -20.19 0.00 1.63

ULS SLS Abscissa Q max. Q max.(m) (kN) (kN)-0.00 -0.00 -0.000.15 -5.10 -3.980.30 -9.86 -7.700.45 -14.27 -11.160.60 -18.33 -14.360.75 -22.04 -17.290.90 -25.40 -19.971.05 -28.41 -22.381.20 -31.08 -24.531.35 -33.36 -26.39

2.6.2 Beam1 : Span from 1.65 to 5.35 (m)ULS SLS

Abscissa M max. M min. M max. M min. A bottom A top(m) (kN*m) (kN*m) (kN*m) (kN*m) (cm2) (cm2)1.65 0.00 -29.72 0.00 -23.09 0.00 1.891.90 0.00 -27.76 0.00 -21.06 0.00 1.772.30 0.00 -27.12 0.00 -19.88 0.00 1.732.70 0.00 -29.60 0.00 -21.30 0.00 1.893.10 0.00 -35.81 0.00 -25.83 0.00 2.293.50 0.00 -46.34 0.00 -33.96 0.00 2.983.91 0.00 -61.59 0.00 -46.02 0.00 3.984.31 0.00 -81.16 0.00 -61.69 0.00 5.304.71 0.00 -104.45 0.00 -80.45 0.00 6.905.11 0.00 -131.56 0.00 -102.25 0.00 8.825.35 0.00 -153.32 0.00 -119.18 0.00 10.41

ULS SLS

Abscissa Q max. Q max.(m) (kN) (kN)1.65 28.80 21.371.90 25.06 18.322.30 16.55 11.532.70 -12.62 -8.483.10 -22.67 -16.863.50 -35.63 -27.373.91 -51.55 -39.714.31 -64.99 -50.214.71 -75.96 -58.845.11 -84.46 -65.625.35 -88.20 -68.68


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Abscissa M max. M min. M max. M min. A bottom A top

(m) (kN*m) (kN*m) (kN*m) (kN*m) (cm2) (cm2)5.66 0.00 -146.40 0.00 -113.78 0.00 9.906.31 0.00 -60.19 0.00 -46.62 0.00 3.897.11 35.82 -0.00 27.21 0.00 2.29 0.007.91 102.51 -0.00 79.13 0.00 6.77 0.008.71 141.93 -0.00 109.92 0.00 9.57 0.009.51 153.89 -0.00 119.47 0.00 10.45 0.0010.31 132.65 -0.00 102.97 0.00 8.90 0.0011.11 83.97 -0.00 65.22 0.00 5.49 0.0011.91 8.21 -0.00 6.47 0.00 0.52 0.0012.71 0.00 -91.26 0.00 -70.67 0.00 5.9913.36 0.00 -184.57 0.00 -143.26 0.00 12.76

ULS SLS Abscissa Q max. Q max.(m) (kN) (kN)

5.66 136.74 106.686.31 124.98 97.217.11 100.57 78.087.91 67.50 52.458.71 33.21 25.909.51 -9.39 -7.3410.31 -43.69 -33.8911.11 -77.98 -60.4511.91 -111.03 -86.0612.71 -135.43 -105.1813.36 -147.23 -114.68


Abscissa M max. M min. M max. M min. A bottom A top(m) (kN*m) (kN*m) (kN*m) (kN*m) (cm2) (cm2)13.66 0.00 -187.74 0.00 -145.72 0.00 13.0014.11 0.00 -132.67 0.00 -102.85 0.00 8.9014.71 0.00 -66.89 0.00 -51.78 0.00 4.3415.31 0.00 -12.10 0.00 -9.32 0.00 0.7615.91 29.73 -0.00 22.89 0.00 1.89 0.0016.51 54.77 -0.00 42.31 0.00 3.53 0.0017.11 64.39 -0.00 49.79 0.00 4.17 0.0017.71 58.60 -0.00 45.34 0.00 3.79 0.0018.31 38.65 -0.00 29.90 0.00 2.47 0.0018.91 7.73 -0.00 5.86 0.00 0.49 0.0019.36 0.00 -22.20 0.00 -17.18 0.00 1.41

ULS SLS Abscissa Q max. Q max.(m) (kN) (kN)

13.66 124.40 96.9414.11 116.93 90.8814.71 101.41 78.6315.31 80.33 62.2115.91 54.92 42.5316.51 29.21 22.6217.11 3.50 2.7117.71 -22.24 -17.1718.31 -43.32 -33.5918.91 -58.84 -45.8519.36 -66.31 -51.90

2.6.5 con2 : Right canti lever from 19.66 to 21.01 (m)


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ULS SLS Abscissa M max. M min. M max. M min. A bottom A top(m) (kN*m) (kN*m) (kN*m) (kN*m) (cm2) (cm2)

19.66 0.00 -25.69 0.00 -20.19 0.00 1.6319.81 0.00 -20.85 0.00 -16.37 0.00 1.3219.96 0.00 -16.39 0.00 -12.85 0.00 1.0420.11 0.00 -12.35 0.00 -9.68 0.00 0.7820.26 0.00 -8.80 0.00 -6.88 0.00 0.5620.41 0.00 -5.77 0.00 -4.51 0.00 0.3620.56 0.00 -3.32 0.00 -2.60 0.00 0.2120.71 0.00 -1.51 0.00 -1.18 0.00 0.1020.86 0.00 -0.39 0.00 -0.30 0.00 0.0221.01 0.00 -0.00 0.00 -0.00 0.00 0.00

ULS SLS Abscissa Q max. Q max.(m) (kN) (kN)19.66 33.36 26.3919.81 31.05 24.5019.96 28.38 22.3520.11 25.37 19.9420.26 22.01 17.2720.41 18.30 14.3420.56 14.25 11.1520.71 9.85 7.6920.86 5.10 3.9821.01 0.00 0.00

2.7 Reinforcement:

2.7.1 Con1 : Left canti lever from 0.00 to 1.35 (m)Longitudinal reinforcement: Transversal reinforcement: main ()

stirrups 13 6 l = 1.47e = 1*0.02 + 12*0.11 (m)13 6 l = 1.15e = 1*0.02 + 12*0.11 (m)13 6 l = 1.31e = 1*0.02 + 12*0.11 (m)

pins 13 6 l = 1.47e = 1*0.02 + 12*0.11 (m)13 6 l = 1.15e = 1*0.02 + 12*0.11 (m)13 6 l = 1.31e = 1*0.02 + 12*0.11 (m)

2.7.2 Beam1 : Span from 1.65 to 5.35 (m)Longitud inal reinforcement: assembling (bottom) ()

6 14 l = 6.09 from 0.04 to 5.89 support ()

6 14 l = 7.61 from 0.04 to 7.412 14 l = 6.46 from 0.09 to 6.31

Transversal reinforcement: main ()

stirrups 20 6 l = 1.47e = 1*0.04 + 1*0.11 + 17*0.20 + 1*0.11 (m)20 6 l = 1.15e = 1*0.04 + 1*0.11 + 17*0.20 + 1*0.11 (m)20 6 l = 1.31e = 1*0.04 + 1*0.11 + 17*0.20 + 1*0.11 (m)

pins 20 6 l = 1.47e = 1*0.04 + 1*0.11 + 17*0.20 + 1*0.11 (m)20 6 l = 1.15e = 1*0.04 + 1*0.11 + 17*0.20 + 1*0.11 (m)20 6 l = 1.31e = 1*0.04 + 1*0.11 + 17*0.20 + 1*0.11 (m)


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2.7.3 Beam2 : Span from 5.66 to 13.36 (m)Longitudinal reinforcement: bottom ()

6 14 l = 2.42 from 5.05 to 7.476 14 l = 5.16 from 6.93 to 12.096 14 l = 3.52 from 11.55 to 15.076 14 l = 7.12 from 5.97 to 13.09

assembling (top) ()6 14 l = 5.88 from 6.57 to 12.45

support ()4 14 l = 2.01 from 12.50 to 14.51

Transversal reinforcement: main ()

stirrups 42 6 l = 1.47e = 1*0.02 + 3*0.11 + 35*0.20 + 3*0.11 (m)42 6 l = 1.15e = 1*0.02 + 3*0.11 + 35*0.20 + 3*0.11 (m)42 6 l = 1.31e = 1*0.02 + 3*0.11 + 35*0.20 + 3*0.11 (m)

pins 42 6 l = 1.47e = 1*0.02 + 3*0.11 + 35*0.20 + 3*0.11 (m)42 6 l = 1.15e = 1*0.02 + 3*0.11 + 35*0.20 + 3*0.11 (m)42 6 l = 1.31e = 1*0.02 + 3*0.11 + 35*0.20 + 3*0.11 (m)

2.7.4 Beam3 : Span from 13.66 to 19.36 (m)Longitud inal reinforcement: bottom ()

6 14 l = 3.96 from 14.53 to 18.496 14 l = 3.26 from 17.95 to 20.97

assembling (top) ()6 14 l = 4.08 from 15.37 to 19.45

support ()6 14 l = 4.61 from 11.60 to 16.21Transversal reinforcement:

main ()stirrups 31 6 l = 1.47

e = 1*0.03 + 2*0.11 + 26*0.20 + 2*0.11 (m)31 6 l = 1.15e = 1*0.03 + 2*0.11 + 26*0.20 + 2*0.11 (m)31 6 l = 1.31e = 1*0.03 + 2*0.11 + 26*0.20 + 2*0.11 (m)

pins 31 6 l = 1.47e = 1*0.03 + 2*0.11 + 26*0.20 + 2*0.11 (m)31 6 l = 1.15e = 1*0.03 + 2*0.11 + 26*0.20 + 2*0.11 (m)31 6 l = 1.31e = 1*0.03 + 2*0.11 + 26*0.20 + 2*0.11 (m)

2.7.5 con2 : Right canti lever from 19.66 to 21.01 (m)Longitudinal reinforcement:

support ()

6 14 l = 2.61 from 18.60 to 20.97Transversal reinforcement: main ()

stirrups 13 6 l = 1.47e = 1*0.02 + 12*0.11 (m)13 6 l = 1.15e = 1*0.02 + 12*0.11 (m)13 6 l = 1.31e = 1*0.02 + 12*0.11 (m)

pins 13 6 l = 1.47e = 1*0.02 + 12*0.11 (m)13 6 l = 1.15e = 1*0.02 + 12*0.11 (m)13 6 l = 1.31e = 1*0.02 + 12*0.11 (m)


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3 Material survey:

Concrete volume = 3.15 (m3) Formwork = 27.25 (m2)

Steel Total weight = 4.25 (kN) Density = 1.35 (kN/m3) Average diameter = 14.0 (mm) Survey according to diameters:

Diameter Length Weight Number Total weight(mm) (m) (kN) (No.) (kN)14 2.01 0.02 4 0.1014 2.42 0.03 6 0.1714 2.61 0.03 6 0.1914 3.26 0.04 6 0.2314 3.52 0.04 6 0.2514 3.96 0.05 6 0.2814 4.08 0.05 6 0.2914 4.61 0.05 6 0.3314 5.16 0.06 6 0.3714 5.88 0.07 6 0.4214 6.09 0.07 6 0.4314 6.46 0.08 2 0.1514 7.12 0.08 6 0.5114 7.61 0.09 6 0.54

Steel Total weight = 1.02 (kN) Density = 0.32 (kN/m3) Average diameter = 6.0 (mm) Survey according to diameters:

Diameter Length Weight Number Total weight(mm) (m) (kN) (No.) (kN)6 1.15 0.00 119 0.306 1.31 0.00 119 0.346 1.47 0.00 119 0.38


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13. lMhat; 1


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14 >lMhat;

B=20cm

muxkat;F wmB-1

h =

4 0 c m

a=30cm

b =

3 0 c m

muxkat;ssr


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- dg;su Ietrbs;ebtug =24KN/m - dg;su Ietrbs;kar: U =22KN/m - dg;su Ietrbs;)ayGrerob\d =22KN/m - dg;su Ietrbs;)ayGrbUk =20 KN/m

crKNnabg srsEdk ng bgsagsg

bg;es 10cmkarU : nig )ayGr5cm

)ayGrbUk 2 cm

Material Properties :

- er:suIsg;ebtugsgt;enAfTI 28 = 25MPaCompressive strength of concrete (Cylinder )

- er:suIsg;EdkfaMgGMeBA = 400MPa Yield Strength ofLongitudinal reinforcement

- er:suIsg;Edkrelag = 235MPa Yield Strength ofTransversal reinforcement

bnkmanGMe elbgesngFm :

- bn kpal;x nrbs;F wm(Selfweigth) - bn kGefr(Live load) LL = 1.9 KN/m 2 - CBa aMg\d 10 (Wall 10) W10 = 1.8 KN/m 2 - kMBs;CBaaMg4m - kMras;bUkCBaaMg1.5 cm


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By: Lecture: Bun Vao 53 Autodest Robot Structural Analysis Professional 2010

CMBUkTI2 karKNnakMralbg;esRC Slab Design 1> karKNnakRmalxNebtugGaem RC Slab Calculation :

Plan View


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2>

3D View

muxkat;eRKOgbg M Section of the structure :

-

kar: U nig )ayGr(Mortar + Tile)

5cm

- bg;eskMras; (Slab ) 12cm- )ayGrbUkBIdan( Plastering) 2cm

3> lkNrbs;sMPar

- Compressive Strength of concrete (Cylinder) = 25MPa

(Materials Properties)

-

Yield Strength of Longitudinal reinforcement = 400MPa - Yield Strength of Transversal reinforcement = 235MPa - Density of Tile f t = 22kN/m 3 - Density of Mortar f m = 22kN/m 3 - Density of Plastering f p = 20kN/m 3 - Density of Concrete f c = 25tkN/m 3 - Density of Steel f s = 8750Kg/m


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- Cover Reinforcement = 2 cm 4> 1.

karKNnabnkk g 1m2 Calculate loading 1 m

2 :

Self weight ( bn kpalx n) :

2.

mincaM)ac;KNnaeTBieRBaHProgram kMNt;edaysV yRbvt

- Mortar & Tile = 0.05m X 22kN/m 3 = 1.1kN/m 2

Dead load ( bn kefr) :

- Plastering = 0.02m X 20kN/m 3 = 0.4kN/m 2

- Slab = 0.12m X 25kN/m 3 = 3kN/m 2

3. Live load( bn kGefr): = 1.9kN/m 2 (sMrab;pHElVg)

- Dead load : =1.5kN/m 2

srubbn k Total load:

- Live load : =1.9kN/m 2

5> Analysis and Design ACI codekarbnSMbn k (Loads combination)

1.2 D +1.6L (D: Dead Load and Live Load)1.2 and 1.6 : Load Factored

(karviPaK nig sikSaKNnaeday eGsu I GaykUd :)


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enAeBlebIk Program Autodesk Robot Structural Analysis Professional 2010 dMbUgeyIgnigeXjdUcrUbxageRkambnab;mkeyIgeRCIserIsyk Icon dUcEdl)anbgajenAelIrUbxageRka


bn ab;mkeToteGRkg;nwgbgajdUcrUbxageRkamenH


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6>

cucelI Tool Menu > Job Preference

bnab;mkcUrkMNt; Units and Format, Materials and Codes mu uneBleFV IkarviPaK nig

sikSaKNanaAnalysis and Design :

1. eGRkg;nwgbgajpaMgdUcrUb enARtg; Units and Formats RtUvkMNt;vaCaMetric rYcYe


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2. enARtg; Materials RtUvkMNt;kUdeGayMaterials RtUvykkUd Euro code rYccuceTA Modification edIm,IkMNt; .


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3.

rYccucelI Tab Steel

rYcRtUvbMeBj Name

nigDescription

dUcxageRk

4. rYccucelI Tab Concrete rYcRtUvbMeBj Name nig Description nigYoung modulus dUcxageRkam rYccuc OK .


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5. rYccucelI Databases rYcerIsyk Reinforcing bars ehIyenARbGb;xagsaM RtUvbeg ItkUdBAEL99 edaycuceTAelI Icon EdlmaneQaHfaAdd new databases to the list enaH

nwgecjtaragAdd Databases rYcerIsyk BAEL99 rYccuc add . bnab;mkerIskUdedayyMouse select on code rYccuc Icon EdlmaneQaHfaSet as the current database .


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6. rYccucelI Design codes k gRbGb; RC Structures RtUvkMNt;CaACI 318-08 metric

7. enARtg; Loads k gRbGb; Code combinations RtUvkMNt;CaACI318 rYccuc OK .


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I.

dMbUgRtUvcUl Polyline -Contour ehIyenARtg; Definition method RtUvykContour rYcenARtg; Geometry RtUvbMeBjdUcxageRkam bnab;mkRtUvcuc Apply rUccuc Close .

karkMNt;karKUrkMralbg;es

kMralbg;es( x, y ) RtUvcuc( 0,0 ) rYccuc add( 6,0 ) rYccuc add( 6,4 )

rYccucadd

( 0,4 ) rYccuc add( 0,0 ) rYccuc add

kEngCeN Ir ( x, y ) RtUvcuc( 1,2 ) rYccuc add( 3,2 ) rYccuc add( 3,3 ) rYccuc add( 1,3 ) rYccuc add( 1,2 ) rYccuc add


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II. karkMNt;kMras;kRmalxN Panel > New Thickness

Slab Thickness

Slab Thickness = 12cm rYccuc add and close .


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bnab;BIkMNt;kMras;bg;esrYcehIy eyIgcUleTAcucReinforcement

edIm,IerobcMEdknwgkUd .

enaHvanwgbgajtaragdUcxageRkam Tab Materials

enAk g Reinforcement mandUcxageRkam- General- Materials - SLS Parameters - Reinforcement


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Tab General Tab SLS Parameters

Tab Reinforcement


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[kmviFIerobcMEdkeGay)anRtwmRtUv .

beg It Coordinate

Poly line

kMralbg;es( x, y ) RtUvcuc( 0,0 ) rYccuc Insert( 6,0 ) rYccuc Insert( 6,4 ) rYccuc Insert rYccuc Add( 0,4 ) rYccuc Insert( 0,0 ) rYccuc Insert

kEngCeN Ir ( x, y ) RtUvcuc( 1,2 ) rYccuc Insert( 3,2 ) rYccuc Insert( 3,3 ) rYccuc Insert rYccuc Add( 1,3 ) rYccuc Insert( 1,2 ) rYccuc Insert


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- bnab;BIbMeBjrYcral;ehIy RtUvykMouse mkdak;enAk gRbGb;

rYcRtUvcucenAk gbg;es dUcrUb enaHkRmalxNnwgcak;ehIyCakareRsc .


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- karkMNt; Grid Step Definition sMrab; Mesh . dMbUgRtUvcuc View Menu rYccucelI Gri

rYccucelI Grid Step Definition .

III. karkMNt;TMr nigkardak;bn k- dMbUgRtUvcucelI Icon enAsaMeGRkg; . RtUvkMNt;bn kCa Fixed dak;CMuvijkMralbg;e

Determine Supported :

RtUvkMNt;vaCaLinear KWRtUvdak ; Mouse enAk gRbGb; Current Selection rYcykeTASelect elIEKmbg;esTaMgbYnTis Tal;Etvaecj BNexovcaM Select vaCaeRkay .


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-

nab;BIdak;bn krYc vanwgecjrUbdUcxageRkam CM uvijvamanbnat;BT CMuvijva . dUcrUb

IV. beg ItRbePTbn k

Nature erIsCaGV IenaH enARtg; Name RtUvdak;eQaHdUcenaHEdl . dUcrUb

( Load Types ) :- dMbUgRtUveRCIserIsbn kenAkEng Nature rYcdak;eQaHenAkEng Name rYccuc New . bBaake

Nature : dead Name : DL1 New

Nature : live Name : LL1 New

Nature : dead Name : Self- weight New


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V. kMNt;kardak;bn kelIkMralbg;es- dMbUgRtUvcucelI Icon enAxagsaMeGRkg; . ebIdak; Dead Load KWRtUverIs DL1

enAk gRbGb;xagelIdUcrUb

( Apply Loads ) :

- bnab;mkRtUvcucelI Surface rYccucelI Icon dUcrUb . bnab;mkRtUvbBa lDead Load KW Z = -1.5 vaysBaadkKWbBa ak;faTised AcuHeRkam . rYccuc add rYcdak; Mouse enAk gRbGb; Apply to rYcyk mkcuHelIbg;es rYccuc Apply and closeenaHCakareRsc . bnab;mkdak; Live Load kdUcenaHEdl .

kardak;bn k Dead Loads KW Z = -1.5kN/m 2


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- kardak;bn k Live Load KW Z = -1.9kN/m 2

bn kGefrDL


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bn kefrLL

VI karbnS Mbn k

- dMbUgcucelI Icon enHenAxagsaMeGRkg; . Rtg;RbGb; Combination Name: RtUvv

( Combination Loads ) :

ULS edIm,IemIlm: Um:g;srubTaMgmUl . rYccuc ok enaHvanwgecjpaMg Combination dUcxageRkam


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- rYcRtUve)aHtMlenARbGb

ecjpaMgdUcxageRkam

;xageqVgeTAxagsaMTaMgGs;edaycucsBaarUbedIm,IkMNt;emKuNbn ktamkUd Edl)ankMNt;rYc nig bnab;mkvanwg

- tamtaragxagelIenH eyIgeXIjfatMlemKuNbn kTaMgGs

edaycucsBaaenH [vamkcUlk gtaragxageqVgvij dUcrUb rYccucBakFactor definition enaHvanwgecjtarmYyeTotKW Combination Factors dUcrUb .

;KWxusBI AIC Code 02 dUcenHeyIgRtUveFV Ikarpas;b remKuNbn keFV IdUcxageRkam


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-

bnab;mkRtg;kEngFactor:

RtUvvaytMlelxcUl eTAtambn k ehIyRtUv[sBaaRBYjdak;[cM bn kEdleyIgcg;dak; rYccuc Change CakareRsc . bn kepSgeToteFV IkarEkdUcKa . emIlrUbminTan;pas;b r pas;b rrYc


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taragEdlEkrrYcehIye)aHeTAxagsaMrYccuc Apply and Close.


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VII karKMNt; Mesh rbs- dMbUgcucelIrUb enAxagelIeGRkg; bnab;mkcucelIrUb

kMralbg;es :

- rWcucelI Analysis Menu > Calculation Model > Meshing Options.


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bnab;mkedIm,I)antaragxageRkameyIgRtUvcucenAk g

taragMeshing OptionedaycucRtg;BakAdvanced Option

enaHnwg)antaragdUcxageRkam rYccucok


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- - edaycucelIrUb

eFV IkarMesh kMralbg;es

eRCIserIs- Available meshing

methods: cucykDelaunay

- Mesh generation:cucykAutomatic

- Delaunay method parameters:Delaunay and Kang

- rYccucOK


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- rUbPaBeRkayBIeFV IkarMesh rYc

VIII.

-dMbUgcucelIrUb Icon enHenAxagelIeGRkg; edIm,IKNnarkkMlaMgk gkMralbg;es . enaHnwgecjpaMgdUcxageRkam . EtebItaragenHecjmYyePt ehIyrlt;eTAvijenaHmannyfa kareFV IkarKNnarbs;eyIg)anl .Etp yeTAvij ebIecjenAKaMgesJj mannyfakarKNnarbs;eyIgmin)anl .

karKNnakMralbg;es :


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- karemIllTpl Result maps-cucelI Layout rYcerIsyk Result-maps

enaHvanwgecjtaragdUcxageRkam


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rUbPaBbnab;BIcuc Apply xagelI


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IX karkMNt;ssEdk nig

rYccUl Provided Reinforcement . rYccUl Icon enH enAxagsaMd .

drawings: 1-dMbUgcUl Analysis rYccUl Design of RC Structure elements rYccUl RC Panel Design


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dMbUgcucelI Icon enHenAxagsaMeGRkg; rW cucelI Analysis Menu > Story Parameters 2-

karkMNt; Story Parameters

dMbUgcucelI Icon enHenAxagsaMeGRkg; rW cucelI Analysis Menu > Calculation Option3- karkMNt; Calculation Options :


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dMbUgcucelI Icon enHenAxagsaMeGRkg; rW cucelI Analysis Menu > Reinforcement Option4- karkMNt; Reinforcement Pattern :


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dMbUgcucelI Icon enHenAxagsaMeGRkg; rW cucelI Analysis Menu > Reinforcement Option XI- cab;ep ImKNnarkssEdkStart Calculate Provided Reinforcement :


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eBlenaHvanwgbgajpaMg Calculation Option Set

bnab;BIcuc Calculation rYc .

eRCIserIseQaHRtg; Reinforcement parameters nigCalculation options EdleyIg)ankMNt;rYcmk .rYccuc Calculations .


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XII karRtYtBinitemIlkardak;ssEdkSlab-Reinforcement

-dMbUgcucelI Layout erIsyk Slab-reinforcement

bgajdUcrUb


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karbgajemIlm: Um:grYcykMouse eTAcucelI Icon enHenAxagsaMeGRkg; nwgecjpaMgdUcxageRkam ; dMbUgRtUvEkxagelIykResults-maps

rYccUl Definition ehIycucykParallel to axis X rYcdak; Mouse enAk gRbGb;eRkamva rYccucApply rYcykmkcucenAelI Slab tamTis X . dUcrUb


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bnab;mkcUl Diagrams cucRtg; Labels nig Normal rYccucApply edIm,IemIl Diagrams va . dUcrUb

rYccUltamTis Y dUcrUb

XIII Calculation Note


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dMbUgcucelI Icon enHenAxagsaMeGRkg; rW cucelI Analysis Menu > Calculation Note

bnab;BIcuc OK vanwgecjpaMgBtmandUcxageRkam

XIV Drawing Parameters


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dMbUgcucelI Icon enHenAxagsaMeGRkg; rW cucelI Analysis Menu > Drawing Parameters


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dMbUgcucelI Icon enHenAxagsaMeGRkg; rW cucelI Result Menu > Drawings XV emIlbg; Drawing


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X> lMhat;

- dg;su Ietrbs;ebtug =24KN/m - dg;su Ietrbs;kar: U =22KN/m - dg;su Ietrbs;)ayGrerob\d =22KN/m - dg;su Ietrbs;)ayGrbUk =20 KN/m

crKNnabg srsEdk ng bgsagsg

Material Properties :

- er:suIsg;ebtugsgt;enAfTI 28 = 25MPaCompressive strength of concrete (Cylinder )

- er:suIsg;EdkfaMgGMeBA = 390MPa Yield Strengthof Longitudinal reinforcement

- er:suIsg;Edkrelag = 235MPa YieldStrength of Transversal reinforcement

bnkmanGMe elbgkralxN :

- bn kpal;x nrbs;F wm(Selfweigth) bn kGefr(Live load) bg;es 16cm

karU : nig )ayGr5cm

)ayGrbUk 1.5 cm


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National Polytechnic Institute of Cambodia Department of Civil Engineering

By: Mr BUN VAO 100 Autodest Robot Structural Analysis Professional2010

CMBUkTI3 karKNnassrRC Column Design 1> karKNnassrebtugGaem RC Column Calculation :


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Plan View

3D View

muxkat;eRKOgbg M Frame Section :- kar: U )ayGr nig bg;es 12cm ( Tile + Mortar + Slab ) - kMBs;F wm 30cm ( Beam ) - muxkat;ssr h = 30cm , h = 30cm ( Column Section )

- kMBs;ssr L = 4m ( Column height )

- Dead load eGaytMl N = 360.0kN , Fy = 0.0 , My = 50.0 , M Z = 10.0karkMNt;RbePTbn k Determine loading :

- Live load eGaytMl N = 120.0kN , Fy = 0.0 , My = 25.0 , M Z = 3.0


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Analysis and Design ACI-Code karviPaK nig sikSaKNnaeday : ACI codeMaterial Properties for Analysis and Design lkNsMParsMrab;karviPaK nig sikSaKN

- Yield Strength of Longitudinal Reinforcement : 400 MPa- Yield Strength of Transversal Reinforcement : 235 MPa

- Compressive Strength of Concrete ( Cylinder ) : 25 MPa

- Cover Reinforcement : 3 cm

enAeBlebIk Program Autodesk Robot Structural Analysis Professional 2010 dMbUgeyIgnigeXjdUcrUbxageRkambnab;mkeyIgeRCIserIsyk Icon dUcEdl)anbgajenAelIrUbxageRka


bnab;mkeToteGRkg;nwgbgajdUcrUbxageRkamenH


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I. cucelI Tool Menu > Job Preference

bnab;mkcUrkMNt; Units and Format, Materials and Codes mu uneBleFV IkarAnalysis and Design :


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bnab;mkeRtUvcucButton OK


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3. rYccucelI Tab Steel rYcRtUvbMeBj Name nig Description dUcxageRk


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nwgecjtaragAdd Databases rYcerIsyk BAEL99 rYccuc add . bnab;mkerIskUdedayy


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Mouse select on code rYccuc Icon EdlmaneQaHfaSet as the current database .

Click Database > Reinforcement bars > Click Add new database to the list > eRCIserIsyk BAEL99 > Click button Add > Click Set as the currents database.


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7. enARtg; Loads k gRbGb; Code combinations RtUvkMNt;CaACI318 rYccuc OK .


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II. karkMNt;muxkat;ssr

( Column Section )

dMbUgRtUvvaybBa ltMlmuxkat;ssr nigerIsmuxkat;ssrenAk gtaragSection ehIyenARtg; Label RtUvvayCR30X30 rYcenARtg; b nigh RtUvvaytMlbBa l b=30 nig h=30 rYccuc ok enaHeyIgnwg)anmuxkat;ssr .

III. karkMNt; Elevation Dimensions: dMbUgRtUvcucelI Icon enAxagsaMgeGRkg; rWcucelI Structure Menu > Dimensions.

enaHnwgecjtaragdUcxageRkam


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k gRbGb; Elevation Dimension vaytMlL=4 CakMBs;ssr , Hb=0.42 CakMBs;F wm nigbg;es , Hp=0.12 CakMBs;bg;es rYccuc ok .

IV. karkMNt;RbEvgPat;dMbUgRtUvcucelI Icon enHenAxagsaMgeGRkg; rWcucelI Structure > Buckling Length .

Buckling Length

enaHnwgecjpaMgdUcxageRkam bnab;mkRKan;EtBinitemIl

tMlemKuN k rYccuc Save As rYccuc Close .

V. karkMNt;RbePTbn k Load Definition

dMbUgRtUvcucelI Icon enHenAxagsaMgeGRkg; rWcucelI Structure > Load enaHnwgecjpaMgdUcxageRkam bnab;mkRKan;EtvaytMlbn k

Edlman GMeBIelIssr rYccuc ok .


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VI. karkMNt; dMbUgRtUvcucelI Icon enHenAxagsaMgeGRkg; rWcucelI Analysis > Story Parameters

Story Parameters

enaHnwgecjpaMgdUcxageRkam bnab;mkRKan;EtvaytMlReference Level = 4

rYccucok

.

VII. karkMNt; enAk g Calculation Option man 4Tab EdlRtUvkMNt;

Calculation Options

- Tab General : kMNt;RsTab;karBar KitBIRbEvgssrcUlKNna nigkarkMNt;epSgeTot> - Tab Concrete : kMNt;er:su Isg; sgt;rbs;ebtugenAGayu28f


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- Tab Longitudinal reinf : kMNt;er:su Isg;EdkbeNay nigGgt;p it- Tab Transversal reinf : kMNt;er:su Isg;Edkkg nigGgt;p it

dMbUgcucelI Icon enHenAxagsaMgeGRkg; rWcucelI Analysis Menu > Calculation Option

enaHnwgecjpaMgdUcxageRkam Tab General

Tab Concrete :


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Tab Longitudinal reinf..


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dMbUgcucelI Icon enHenAxagsaMeGRkg; rWcucelI Analysis Menu > Reinforcement Options .

enaHnwgecjpaMgdUcxageRkam

Tab Longitudinal bars:


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Tab Transversal bars :

Tab Dowel bars :


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Tab Shapes :

enAeBlkMNt;rYcral;ehIyRtUvcucelI Save As vaeQaHACI rYccuc ok edIm,IrkSaTuk .IX. cab;ep ImKNnarkssEdk

dMbUgcucelI Icon enHenAxagelIeGRkg; rWcucelI Analysis Menu > Calculation ..enaHnwgecjpaMgdUcxageRkam bnab;mkenARtg;kEngReinforcement parameters : eRCIserIsykeQaHEdleyIg)anSave Tuk( ACI )Calculation options : eRCIserIsykeQaHEdleyIg)anSave Tuk( ACI ) rYccuc

Start Calculate

Results Layout edIm,IbgajlTpl rYccuc Calculation .


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bnab;mkvanwgbgajpaMgdUcxageRkam

paMgenHbBa ak;fa karKNnarbs;eyIgKWmankarerrors kEngNamYy .

bnab;mkcucok vanwgecjdaRkambgajBIkarerrors rbs;ssr edayemIleTAelIsBaaRBYjBNelOgeBIrgVg;daRkam . ebIsinCa sBaaRBYjBNelOgs itenAk grgVg;daRkamvijenaHKW )annyfassreyIgKankarerrors eT


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ebIsinCaerrors dUcxagelIeyIgRtUvRtlb;cUleTAEkssEdk rWkEkmuxkat;ssrenAk g Column definition enA gLayout xagelIdUcrUb .bnab;mkcUleTAEkmuxkat;EdkenAk g Calculation OptionsedaycuceTAelI Icon enH . rY UceFV IkarKNnadUcmunmgeTotedaycuceTAelI Icon enH .

bnab;BIEkmuxkat;ssrBI b = 30 nig h = 30 [eTACa b = 40 nig h = 40 rYceyIgeFV IkarKNnaeLIgvijeday

cuceTAelI Icon enH . bnab;mkeyIgeXIjsBaaRBYjBNelOgenAk grgVg;)annyfassreyIgmin errorseTKWvaGacTb;nwgbn kEdlmanGMeBImkelIva)an .

tMlenAk gtaragTaMgenHtUcCagsUn)annyfassreyIg errors minCab; b minCab;.


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tMlenAk gtaragTaMgenHFMCagsUn)annyfassreyIgmin errors eTKWCab; GacTb;Tl;kMlaMgEdlmanGMeBImkelIva.


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X. karRtYtBinitemIlkarerobcMssEdkdMbUgcucelI Result Menu > Reinforcement rWcucelI Layout dUcrUb

Column - Reinforcement

enaHnwgbgajdUcrUbxageRkam


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karEkRbelaHrbs;EdkkgStirrup Spacing :

dMbUg Select EdkkgTaMgGs;Edlman[ecjBNRkhm rYccucRight Click elIeGRkg;erIsyk Stirrup Spacing rWkcucelI Structure > Reinforcement > Stirrup Spacing dUcrUb xageRkam

enaHnwgecjpaMgdUcenHenAeBlminTan;Ek


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rYcsresrelx 4*0.05+10*0.1+5*0.2+10*0.1+5*0.05 bnab;mkcuc Apply

eRkayeBlEc

muneBlEk > eRkayeBlEkrYc

XI.

dMbUgcucelI Icon

enHenAsaMeGRkg;rWcucelI Analysis Menu > Calculation Note

Calculation Note


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bnab;mknwgecjtaragenH eRkayBIcuc ok enAk gtaragCalculation Note nwgecjtaragxageRkamenHsMrab;bBa ak;BtmanGMBIssrEdleyIg)aneFV I .

XII.

dMbUgcucelI Icon enHenAxagsaMeGRkg;rWcucelI Analysis > Drawing ParametersDrawing Parameters karerobcMRkdas;emIlbg;

Tab General :


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Tab Reinforcement description :

kareRCIserIsemIl RbEvg KMlatmuxkat;Edk .

Tab Scale : karBRgIkemIltMlelx Tab Reinforcement table : karemIlRTg;RTayE


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XIII.

dMbUgcucelI Icon enHenAxagsaMeGRkg;rWcucelI Result Menu > Drawings dUcrUb Column Drawings karemIlbg;


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National Polytechnic Institute of Cambodia Civil Engineering

By: Mr. BUN VAO 127 Autodest Robot Structural Analysis Professional2010

CMBUkTI4

RKwHrak;EdlykmkKNna Shallow Foundation Calculation :

Elevation View

karKNnaRKwHrak; Shallow Foundation Design


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Plan View

3D View

muxkat;eRKOgbg M Frame Section :- KNnalTPaBRTRTg;rbs;RKwHrak;Edlman TMhMRKwHeFV ICaBIrfak; 1.5m x 1.5m nig

1m x 1m kMras;rbs;fak;nImYy 0.3m s itk gRsTab;dI Silty Clays mankMras; 0.6m nig Sandy Clay mankMras; 2m , Clayey Sandy minkMNt;kMras; Edl)atrbs;RKwHs itenAk gCMerA2m .


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bnab;mkeToteGRkg;nwgbgajdUcrUbxageRkamenH

I. cucelI Tool Menu > Job Preference

bnab;mkcUrkMNt; Units and Format, Materials and Codes mu uneBleFV IkarAnalysis and Design :


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3.

rYccucelI Tab Steel

rYcRtUvbMeBj Name

nigDescription

dUcxageRk



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nwgecjtaragAdd Databases rYcerIsyk BAEL99 rYccuc add . bnab;mkerIskUdedayyMouse select on code rYccuc Icon EdlmaneQaHfaSet as the current database > OK


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- enARtg; Loads k gRbGb; Code combinations RtUvkMNt;CaACI318 rYccuc OK .


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cMnaM ebIsinCaeyIgcg; ;eRbIxat nig kUdEdleyIgEkERbxagelICaerogrhUt edayeyIgmincaM)ac;EkERbvaeebIkkmviFImgenaH bnab;BIeyIgcuc ok ehIyenaHeyIgRtUvcuc Save job Preferences bnab;mkeyIgdak;eQaHACI318-08Metric rYccucSave rYcehIycuc Save current parameters as default enaHeQaHACI318-08MetricnwgelatcUleTAb renAk g DEFAULTS enaHeyIgnwg)anxat nig kUd ACI318-08MetricenAerogral;eBlebIkkmviFImg .

II.karkMNt;TMhMRKwH ssr nig RbePTRKwH1> karkMNt;TMhMeCIgtag nigssretO enAk g Tab General( Foundation Definition )

-vaykMNt;tMldUcrUbxageRkam rYcehIycuc Apply .Foundation Type : CaRbePTRKwHeCIgtagsMrab;kMNt;rUbragrWlkNeCIgtag .

Basic dimensions : sMrab;kMNt;TMhM nigkMras;eCIgtagnig

ssretO .-ebI Tick yk Fixed mannyfa[ Program yktMlEdlkMNt;eTAeFV IkarKNna . ebisinmin Tick yk Fixed mannyfa[ Program eRCIserIsTMhMeCIgtag[edayeKarBlkNenAk gTab Optimization .


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2> karkMNt;TMhMssr Tab Pier 3>a = 0.3m , b= 0.3m Camuxkat;ssrtBIssretO

karkMNt;lkNedIm,I[ Program eRCsers

rYccuc Apply .

TMhMeCIgtag[ Tab OptimizationeCIgtageLIg. erIsyk Doweled rYccuc Apply . edayeCIgtagCakaer:RtUvykSquare footing


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III.karkMNt;RsTab;dIenABIeRkamRKwHdMbUgcucelI Icon enAxagsaMeGRkg; rWcucelI Layout ehIyerIsyk Foundation soil

( Foundation Soil )

kEngEdlRtUvbMeBj - Backfill heights N 1 = 0.00

-Pier Level : N a =-0.90 , N f = -1.50

-Ground water level : Maximum = -5.00m , Minimum = -3.00m

-Click kEng Stress yk Calculated

-eRCIserIsRbePTdI bgajdUcrUbPaBxageRkam


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edIm,Ibeg IteQaHdIEdleyIgcg;)anbEnm edIm,IkMNt;RsTab;dI RtUvcucelI Edit database bnab;mkcucelI cucelI Cell cugeRkayeKEdls itenAk g Column Name rYcvayeQaHdI nig tMllTpldIdUctaragk grUbxageRkam rYccucelIBakok .


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1> karkMNt;bn kefr( Dead Load )

-cucelI Icon rUbenH ehIy-k gRbGb; Nature cucerIsykdead load

-k gRbGb; Load category cucerIsykFoundation load

-vaytMlbn k Dead load Edlman kMlaMgcMp it N= 350kN kMlaMgbuktam TisedkFx = 50kN nig m: Um:g; My=70kNm rYcehIycuc Add .

2> karkMNt;bn kGefr( Live Load )-cucelI Icon rUbenH ehIy-k gRbGb; Nature cucerIsyklive load

-k gRbGb; Load category cucerIsykFoundation load

-vaytMlbn k Live load Edlman kMlaMgcMp it N= 150kN kMlaMgbuktam TisedkFx = 30kN nig m: Um:g; My=50kNm rYcehIycuc AddnigClose .


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-bnab;mkeyIgGacemIltaragsegbbn kEdlmanGMeBImkelIRKwHeCIgtag edaycucelI Layout erIsyk Foundation load

enaHtaragnwgbgajdUcxageRkam

V. karkMNt;-dMbUgcucelI Icon rUbenH enAxagsaMeGRkg; rWcucelI Analysis Menu > Story Parameters .

( Story Parameters ) dUcrUb

enaHnwgecjpaMgdUcxageRkam


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VI. karkMNt; -dMbUgcucelI Icon rUbenH enasaMeGRkg; rWcucelI Analysis Menu > Geotechnical Option

enARtg;kEng Limits sMrab;kMNt;sMrut Average settlement : sMrutmFm

( Geotechnical Option ) dUcrUb


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VII. karkMNt;

- Tab General : kMNt;RsTab;karBar KitBIRbEvgssrcUlKNna nigkarkMNt;epSgeTot>

( Calculation Options ) dUcrUbenAk g Calculation Option man 4Tab EdlRtUvkMNt;

- Tab Concrete : kMNt;er:su Isg; sgt;rbs;ebtugenAGayu28f - Tab Longitudinal reinf : kMNt;er:su Isg;EdkbeNay nigGgt;p it- Tab Transversal reinf : kMNt;er:su Isg;Edkkg nigGgt;p it

dMbUgcucelI Icon enHenAxagsaMgeGRkg; rWcucelI Analysis Menu > Calculation Option

enaHnwgecjpaMgdUcxageRkam Tab General:


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Tab Concrete :

Tab Longitudinal reinf ..

Material: Eurocode

Name : (25/30) MPa

Characteristic

strength: 25 MPa

Unit weight: 25 KN/m

Aggregate: 20mm

Steel: BAEL 99Grade : 400 MPa and

Deformed bar

Characteristic

strength: 400 MPa

Diameters: tick 14mm,

16mm and 20mm.


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-eBlkMNt;rYcral;ehIy cucelI Save as .. vayeQaHFoundation rYccuc ok edIm,IrkSaTuk .

Tab Transversal reinf . Steel : BAEL 99

Grade : 235 MPa and Plain.

Characteristic

strength: 235 MPa

Diameters: Tick 6mm and

tick 8mm.


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VIII. karkMNt; ( Reinforcement Pattern ) dUcrUbenAk g Reinforcement Pattern

- Tab Footing bars : kMNt;KMlatBIssEdk1eTAssEdk1 karcgEdk man 4Tab EdlRtUvkMNt;

- Tab Pier bars : kMNt;KMlatcgEdkkg nigkarBt;Edkkg - Tab Dowel bars : kMNt;RbEvgEdksMrab;TukeGaytP ab;eTAssrxagelI - Tab Shapes : kMNt;RTg;RTay lkNHnkarcgEdk

dMbUgcucelI Icon enHenAxagsaMeGRkg; rWcucelI Analysis Menu > Reinforcement Pattern .

enaHnwgecjpaMgdUcxageRkam Tab Footing bars:


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Tab Pier bars :

Tab Dowel bars :

Stirrup number : cMnYnEdkkgrgcaM3 kg.Tab Shapes :

eBlkMNt;rYcral;ehIy cucelI Save as ..vayeQaHFoundation rYccuc ok edIm,IrkSaTk


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eRCIserIseQaHRtg; ReinforcementParameters nig Calculation OptionsEdleyIg)ankMNt;rYcmk ehIyenAcMnucTI 7nigTI 8 xagelIKWeQaHfaFoundation .

IX. karcab;ep ImKNnarkssEdkdMbUgcucelI Icon enHenAxagelIeGRkg; rWcucelI Analysis Menu > Calculation ..

( Start Calculation ) dUcrUb

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( Foundation Reinforcement )

8/12/2019 Robot New Kh

Robot New Khmer

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