development length aashto 2002
DESCRIPTION
it's about the computation of Development Length using AASHTO 2002TRANSCRIPT
DEVELOPMENTAL LENGTHDEVELOPMENTAL [email protected]
I. DESIGN CRITERIA:
Bar Diameter, db:20
DSI: MAR: 36mm bars and smaller onlymm314.159265359
Yeild Strength of Steel (main bar), fy:414MPa
Compressive Stress of Concrete, f'c:28MPa
Development of Deformed Bars in Tension
Basic Developmental Length, ld:496.8mm491.5879104536496.8
Factors:see AASTHO
Article 8.25.2.1:1
Article 8.25.2.2:1.2
Article 8.25.2.3:1
Article 8.25.3.1:1
Article 8.25.3.2:1
Article 8.25.3.3:1
Development Length, Ld:596.16mm596.16300
Development of Deformed Bars in Compression
Basic Developmental Length, ld:391.1932295646mm391.1932295646331.2
Factors:see AASTHO
Article 8.26.2.1:1
Article 8.26.2.2:1
Development Length, Ld:391.1932295646mm
Development of Standard Hooks in Tension
Basic Developmental Length, ld:377.9644730092mm
Factors:see AASTHO
Article 8.29.3.1:0.9975903614
Article 8.29.3.2:1.2
Article 8.29.3.3:1
Article 8.29.3.4:1
Article 8.29.3.5:1
For 90 BendFor 180 Bend
Development Length, Ld:452.4644582915mmDevelopment Length, Ld:377.0537152429mm
Extension:240mmExtension:80mm
452377
24080
Splices of Deformed bars in Tension
Development Length in Tesion, Ld:596.16mm
DSI: Mar: Do first the development length in Tension, located
above
As Provided:75mm^2
As Required:25mm^2
As Provided / As Required:3
HOOKSBEAM DESIGNI. DESIGN CRITERIA:Material Specifications:Yeild Strength of Steel (main bar), fy:275MPaCompressive Stress of Concrete, f'c:20.7MPaConcrete Unit Weight:23.54kN/m3Factors:Dead Load:1.1Live Load:1.2Strength Reduction, :0.9*SEE NSCP 20104500II. DIMENSION5000Base Width, b:200mm200Height, h:400mm400Main Bar Diameter, db:16mm4500Concrete Cover:40mmEffective Depth, d:352mmTotal Width of Slab:5000mmLength of Beam:4500mmAssumed Slab Thickness:100mm
III. LOADINGS:
Total Live Load:1.9kPaBeam Weight:1.88kN/mSlab Weight:11.77kN/mOther:0.5kPa
Factored Uniformly Distributed Load, wu:29.17kN/m
III. REQUIRED STEEL REINFORCEMENTMu max:1 =0.850.00509090910.0279691948
0.3716
133.9353437847kN-m272kN-mAt Suppots:
Computed Mu:59.066253kN-mSEE NSCP 2001Ru=2.6483878648
=0.01049Required Steel Area, Ast:738.5325376371mm2No. of bar:3.6731595pcssay4pcsAt Midspan:
Computed Mu:42.1901807143kN-mSEE NSCP 2001Ru=1.8917056177 =0.00729Required Steel Area, Ast:513.5525588886mm2No. of bar:2.5542008839pcssay3pcsAs1 =1969.03mm2Mu1 =133.9353437847kN-mMu2 =138.0646562153kN-mAs2 =1787.9390859271mm2a=153.8742857143mmc=181.03mmf's =467.4242424242MPa
As =3756.97mm2A's =1787.9390859271mm2# of Top Bars18.6856378201pcs14# of Bottom Bars8.8924794835pcs4
Sheet1BEAM
I. DESIGN CRITERIA:
Material Specifications:
Yeild Strength of Steel (main bar), fy:275MPa
Compressive Stress of Concrete, f'c:20.7MPa
Strength Reduction, :0.9*SEE NSCP 2010
II. DIMENSION
Base Width, b:200mm
Height, h:400mm
Concrete Cover:40mm
At Suppots:
Bar Diameter, db:16mm
Effective Depth, d:352.0mm
Number of Top Bars:2pcs
Number of Bottom Bars:2pcs
Area of Top Bars, As:402.12mm2
Area of Bottom Bars, A's:402.12mm2
At Midspan:
Bar Diameter, db:16mm
Effective Depth, d:352.0mm
Number of Top Bars:2pcs
Number of Bottom Bars:2pcs
Area of Top Bars, A's:402.12mm2
Area of Bottom Bars, As:402.12mm2
II. COMPUTED FACTORED MOMENT
1 =0.85
FOR DOUBLY REINFORCED BEAM
At Suppots:At Suppots:
A's =402.12mm21 =0.85
As2 =402.12mm2b =0.0543845455
As1 =0.00mm2min =0.0050909091
a=0mm =0.00571
c=0.00mmw0.0758838805
f's =ERROR:#DIV/0!MPa Computed Mu:33.4645496892kN-m
Computed Mu:31.0520044429kN-m
At Midspan:At Suppots:
A's =402.12mm21 =0.85
As2 =402.12mm2b =0.0543845455
As1 =0.00mm2min =0.0050909091
a=0mm =0.00571
c=0.00mmw0.0758838805
f's =ERROR:#DIV/0!MPa Computed Mu:33.4645496892kN-m
Computed Mu:31.0520044429kN-m
Sheet2Development of Deformed Bars in Tension