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BEAM DESIGN [AS3600- Normal Strength Concrete] Design AS3600.pdf · BEAM DESIGN [AS3600- Normal...
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kN Cc 201 = Cc 0.85 fc ⋅ γ ⋅ b ⋅ dn ⋅ 10 3 − ⋅ := Concrete Compressive Force εsc 0.021 − = εsc εu dn dsc − dn ⋅ := Strain in the compressive steel εst 0.166 = εst εu dst dn − dn ⋅ := Strain in the tensile steel εsy 0.0025 = εsy fsy Es := Yeild strain of steel Check yield Assumptions ku 0.018 = ku dn dst := mm kNm φ Mu ⋅ 67.4 = Design Bending strength φ 0.8 := Note : if steel not yielded go to next page kNm Mu 84.2 = Mu fsy Asc ⋅ dst dsc − ( ) ⋅ 0.85 fc ⋅ b ⋅ γ ⋅ dn ⋅ z ⋅ + 10 6 − ⋅ := Moment Capacity kN T 201 = T Ast fsy ⋅ 10 3 − ⋅ := Tensile steel force kN Cs 0 = Cs Asc fsy ⋅ 10 3 − ⋅ := Compressive steel force dst 422 := mm b 1200 := mm dsc 60 := mm D 470 := MPa Es 200000 := MPa fsy 500 = MPa fc 32 = DESIGN DATA BEAM : RIB BEAM 300-120 PROJECT : CORCON RIBBED BEAMS FOR TEST IN CHINA BEAM DESIGN [AS3600- Normal Strength Concrete] z 418.9 = z dst 0.5 γ ⋅ dn ⋅ − := Lever arm distance mm dn 7.5 = dn fsy Ast Asc − ( ) ⋅ 1 0.85fc b ⋅ γ ⋅ ⋅ := Neutral axis depth 0.65 γ ≤ 0.85 ≤ γ 0.822 = γ 0.85 0.007 fc 28 − ( ) − := εu 0.003 := Compressive strain DESIGN FOR BENDING mm 2 Asc 0 := mm 2 Ast 402 := mm
Transcript of BEAM DESIGN [AS3600- Normal Strength Concrete] Design AS3600.pdf · BEAM DESIGN [AS3600- Normal...
![Page 1: BEAM DESIGN [AS3600- Normal Strength Concrete] Design AS3600.pdf · BEAM DESIGN [AS3600- Normal Strength Concrete] zd:= st ...](https://reader036.fdocument.org/reader036/viewer/2022081820/5aa9d2557f8b9a81188d401d/html5/thumbnails/1.jpg)
kNCc 201=Cc 0.85 fc⋅ γ⋅ b⋅ dn⋅ 10 3−⋅:=Concrete Compressive Force
εsc 0.021−=εsc εudn dsc−
dn⋅:=Strain in the compressive steel
εst 0.166=εst εudst dn−
dn⋅:=Strain in the tensile steel
εsy 0.0025=εsyfsyEs
:=Yeild strain of steel
Check yield Assumptions
ku 0.018=kudndst
:=
mm
kNmφ Mu⋅ 67.4=Design Bending strength
φ 0.8:=
Note : if steel not yielded go to next page
kNmMu 84.2=Mu fsy Asc⋅ dst dsc−( )⋅ 0.85 fc⋅ b⋅ γ⋅ dn⋅ z⋅+ 10 6−⋅:=Moment Capacity
kNT 201=T Ast fsy⋅ 10 3−⋅:=Tensile steel force
kNCs 0=Cs Asc fsy⋅ 10 3−⋅:=Compressive steel force
dst 422:=mmb 1200:=
mmdsc 60:=mmD 470:=
MPaEs 200000:=MPafsy 500=
MPafc 32=
DESIGN DATA
BEAM : RIB BEAM 300-120
PROJECT : CORCON RIBBED BEAMS FOR TEST IN CHINA
BEAM DESIGN [AS3600- Normal Strength Concrete]
z 418.9=z dst 0.5 γ⋅ dn⋅−:=Lever arm distance
mmdn 7.5=dn fsy Ast Asc−( )⋅1
0.85fc b⋅ γ⋅
⋅:=Neutral axis depth
0.65 γ≤ 0.85≤γ 0.822=γ 0.85 0.007 fc 28−( )−:=
εu 0.003:=Compressive strain
DESIGN FOR BENDING
mm2Asc 0:=
mm2Ast 402:=
mm
![Page 2: BEAM DESIGN [AS3600- Normal Strength Concrete] Design AS3600.pdf · BEAM DESIGN [AS3600- Normal Strength Concrete] zd:= st ...](https://reader036.fdocument.org/reader036/viewer/2022081820/5aa9d2557f8b9a81188d401d/html5/thumbnails/2.jpg)
kNCc 201=Cc 0.85 fc⋅ γ⋅ b⋅ dn⋅ 10 3−⋅:=Concrete Compressive Force
ε sc 0.021−=ε sc εudn dsc−
dn⋅:=Strain in the compressive steel
ε st 0.1436=ε st εudst dn−
dn⋅:=Strain in the tensile steel
ε sy 0.0025=ε syfsyEs
:=Yeild strain of steel
Check yield Assumptions
ku 0.02=kudndst
:=
mm
kNmφ Mu⋅ 58.4=Design Bending strength
φ 0.8:=Note : if steel not yielded go to next page
kNmMu 72.9=Mu fsy Asc⋅ dst dsc−( )⋅ 0.85 fc⋅ b⋅ γ⋅ dn⋅ z⋅+ 106−⋅:=Moment Capacity
kNT 201=T Ast fsy⋅ 10 3−⋅:=Tensile steel force
kNCs 0=Cs Asc fsy⋅ 10 3−⋅:=Compressive steel force
dst 366:=mmb 1200:=
mmdsc 60:=mmD 400:=
MPaEs 200000:=MPafsy 500=
MPafc 32=
DESIGN DATA
BEAM : RIB BEAM 250-100
PROJECT : CORCON RIBBED BEAMS FOR TEST IN CHINA
BEAM DESIGN [AS3600- Normal Strength Concrete]
z 362.9=z dst 0.5 γ⋅ dn⋅−:=Lever arm distance
mmdn 7.5=dn fsy Ast Asc−( )⋅1
0.85fc b⋅ γ⋅
⋅:=Neutral axis depth
0.65 γ≤ 0.85≤γ 0.822=γ 0.85 0.007 fc 28−( )−:=
εu 0.003:=Compressive strain
DESIGN FOR BENDING
mm2Asc 0:=
mm2Ast 402:=
mm
![Page 3: BEAM DESIGN [AS3600- Normal Strength Concrete] Design AS3600.pdf · BEAM DESIGN [AS3600- Normal Strength Concrete] zd:= st ...](https://reader036.fdocument.org/reader036/viewer/2022081820/5aa9d2557f8b9a81188d401d/html5/thumbnails/3.jpg)
kNCc 201=Cc 0.85 fc⋅ γ⋅ b⋅ dn⋅ 10 3−⋅:=Concrete Compressive Force
ε sc 0.021−=ε sc εudn dsc−
dn⋅:=Strain in the compressive steel
ε st 0.0975=ε st εudst dn−
dn⋅:=Strain in the tensile steel
ε sy 0.0025=ε syfsyEs
:=Yeild strain of steel
Check yield Assumptions
ku 0.03=kudndst
:=
mm
kNmφ Mu⋅ 39.9=Design Bending strength
φ 0.8:=Note : if steel not yielded go to next page
kNmMu 49.8=Mu fsy Asc⋅ dst dsc−( )⋅ 0.85 fc⋅ b⋅ γ⋅ dn⋅ z⋅+ 106−⋅:=Moment Capacity
kNT 201=T Ast fsy⋅ 10 3−⋅:=Tensile steel force
kNCs 0=Cs Asc fsy⋅ 10 3−⋅:=Compressive steel force
dst 251:=mmb 1200:=
mmdsc 60:=mmD 285:=
MPaEs 200000:=MPafsy 500=
MPafc 32=
DESIGN DATA
BEAM : RIB BEAM 150-85
PROJECT : CORCON RIBBED BEAMS FOR TEST IN CHINA
BEAM DESIGN [AS3600- Normal Strength Concrete]
z 247.9=z dst 0.5 γ⋅ dn⋅−:=Lever arm distance
mmdn 7.5=dn fsy Ast Asc−( )⋅1
0.85fc b⋅ γ⋅
⋅:=Neutral axis depth
0.65 γ≤ 0.85≤γ 0.822=γ 0.85 0.007 fc 28−( )−:=
εu 0.003:=Compressive strain
DESIGN FOR BENDING
mm2Asc 0:=
mm2Ast 402:=
mm
![Page 4: BEAM DESIGN [AS3600- Normal Strength Concrete] Design AS3600.pdf · BEAM DESIGN [AS3600- Normal Strength Concrete] zd:= st ...](https://reader036.fdocument.org/reader036/viewer/2022081820/5aa9d2557f8b9a81188d401d/html5/thumbnails/4.jpg)
kNCc 113=Cc 0.85 fc⋅ γ⋅ b⋅ dn⋅ 10 3−⋅:=Concrete Compressive Force
ε sc 0.0291−=ε sc εudn dsc−
dn⋅:=Strain in the compressive steel
ε st 0.0846=ε st εudst dn−
dn⋅:=Strain in the tensile steel
ε sy 0.0025=ε syfsyEs
:=Yeild strain of steel
Check yield Assumptions
ku 0.034=kudndst
:=
mm
kNmφ Mu⋅ 14.6=Design Bending strength
φ 0.8:=Note : if steel not yielded go to next page
kNmMu 18.3=Mu fsy Asc⋅ dst dsc−( )⋅ 0.85 fc⋅ b⋅ γ⋅ dn⋅ z⋅+ 106−⋅:=Moment Capacity
kNT 113=T Ast fsy⋅ 10 3−⋅:=Tensile steel force
kNCs 0=Cs Asc fsy⋅ 10 3−⋅:=Compressive steel force
dst 164:=mmb 900:=
mmdsc 60:=mmD 190:=
MPaEs 200000:=MPafsy 500=
MPafc 32=
DESIGN DATA
BEAM : RIB BEAM 90-50
PROJECT : CORCON RIBBED BEAMS FOR TEST IN CHINA
BEAM DESIGN [AS3600- Normal Strength Concrete]
z 161.7=z dst 0.5 γ⋅ dn⋅−:=Lever arm distance
mmdn 5.6=dn fsy Ast Asc−( )⋅1
0.85fc b⋅ γ⋅
⋅:=Neutral axis depth
0.65 γ≤ 0.85≤γ 0.822=γ 0.85 0.007 fc 28−( )−:=
εu 0.003:=Compressive strain
DESIGN FOR BENDING
mm2Asc 0:=
mm2Ast 226:=
mm
![Page 5: BEAM DESIGN [AS3600- Normal Strength Concrete] Design AS3600.pdf · BEAM DESIGN [AS3600- Normal Strength Concrete] zd:= st ...](https://reader036.fdocument.org/reader036/viewer/2022081820/5aa9d2557f8b9a81188d401d/html5/thumbnails/5.jpg)
kNCc 113=Cc 0.85 fc⋅ γ⋅ b⋅ dn⋅ 10 3−⋅:=Concrete Compressive Force
ε sc 0.0184−=ε sc εudn dsc−
dn⋅:=Strain in the compressive steel
ε st 0.0287=ε st εudst dn−
dn⋅:=Strain in the tensile steel
ε sy 0.0025=ε syfsyEs
:=Yeild strain of steel
Check yield Assumptions
ku 0.095=kudndst
:=
mm
kNmφ Mu⋅ 7.7=Design Bending strength
φ 0.8:=Note : if steel not yielded go to next page
kNmMu 9.7=Mu fsy Asc⋅ dst dsc−( )⋅ 0.85 fc⋅ b⋅ γ⋅ dn⋅ z⋅+ 106−⋅:=Moment Capacity
kNT 113=T Ast fsy⋅ 10 3−⋅:=Tensile steel force
kNCs 0=Cs Asc fsy⋅ 10 3−⋅:=Compressive steel force
dst 89:=mmb 600:=
mmdsc 60:=mmD 115:=
MPaEs 200000:=MPafsy 500=
MPafc 32=
DESIGN DATA
BEAM : RIB BEAM 00-65
PROJECT : CORCON RIBBED BEAMS FOR TEST IN CHINA
BEAM DESIGN [AS3600- Normal Strength Concrete]
z 85.5=z dst 0.5 γ⋅ dn⋅−:=Lever arm distance
mmdn 8.4=dn fsy Ast Asc−( )⋅1
0.85fc b⋅ γ⋅
⋅:=Neutral axis depth
0.65 γ≤ 0.85≤γ 0.822=γ 0.85 0.007 fc 28−( )−:=
εu 0.003:=Compressive strain
DESIGN FOR BENDING
mm2Asc 0:=
mm2Ast 226:=
mm
