Slab Shear CapacityThis program calculates Shear Capacityof a beam without shear reo.b11b21b31b1000d400Ast1000mm2This program calculates Shear Capacityf'c20MPain accordance with Equation 19.9Vuc147.4kNVuc304.1kN0.7Vuc103.2kN0.7Vuc212.9kN

Short ColumnsThis program calculates the axial load capacity of a short columnb350D720Ag252000mm2Ast8000mm2okfsy400MPaf'c32MPa

Nuo10054.4kNPhi0.6Phi Nuo6032.6kNBearing Stress24MPa

SymbolsSymbolSymbolaaAAbbBBccCCddDDeeEEffFFggGGhhHHIIIIjjJJkkKKllLLmmMMnnNNooOOppPPqqQQrrRRssSSttTTuuUUvvVVwwWWxxXXyyYYzzZZ

Deflections

JOB No:3312656Level 8, 68 Grenfell Street ADELAIDE SA 5000DATE:8/5/10TELEPHONE (08) 8235 6600FACSIMILE (08) 8235 6694DESIGN:GABEMAIL adlmail@ghd.com.auSHEET:Beam Deflections of reinforced concrete beamsShort term loadG45.0kN/mys0.7Q15.0kN/mG+ysQ55.5kN/mSpan Lef15.0mMo1560.9kNmML234.0kNmMR1171.0kNmMM858.4kNm

Phi MuoThis spreadsheet calculates the moment capacity of a singly reinforced concrete beam to AS3600-2001 amendments 1 & 2The cracking moment Mcr and Ieff, based on the Branson Formula, are calculated in accordance with AS3600

Enter the following data

Ast =2198mm2M*=290.0kNmMs =200.0kNm

fsy =500MPafb =5.41MPaERROR:#NAME?Section Cracked

f'c =40MPaf'cf =
GHD: Characteristic flexural tensile strengthClause 6.1.1.2(a)3.79MPaERROR:#NAME?

f'cm =46.00MPaERROR:#NAME?

D =430mmfcs =
GHD: max shrinkage induced tensile stress Clause 8.5.3.10.70MPaERROR:#NAME?

b =1200mmEc =34290MPaecs =0.0006Es =200000MPaCover =30mmn =5.83ERROR:#NAME?

Lig dia =12mmIg =7.95E+09mm4ERROR:#NAME?

bd =20mmMcr =114.4kNmERROR:#NAME?

d =378mmERROR:#NAME?

g =0.766Z =3.70E+07mm3ERROR:#NAME?

ku =0.0930ERROR:#NAME?ku < 0.4 ie section under-reinforced OK

dn =35.2mmERROR:#NAME?

pmax =0.0208ERROR:#NAME?pmax when ku=0.4

p actual =0.0048pmin slabs supported by columns 9.1.1(a) 0.0025pmin slabs supported by beams/walls 9.1.1(b) 0.002pmin beams 8.1.4.10.0022ERROR:#NAME?

f Muo =320.5kNmERROR:#NAME?> M* OK

Muo =400.6kNmMuo,min =
GHD: Clause 8.1.4.1 AS3600168.4kNmERROR:#NAME?OKa=0.5dn600Calculates dn by equating first moments of the compressive b=nAst12820.1601299671and tensile areas about the neutral axisc=-nAstd-4846020.529127550.5bdn2=nAst(d-dn) or 0.5bdn^2+nAstd-nAstd=0dn =79.8mmsolve quadratic for dnIcr =1.34E+09mm4ERROR:#NAME?Ief =2.58E+09mm4ERROR:#NAME?Ie,max =4.77E+09mm4ERROR:#NAME?Note Ief>Ie,max Use Ie,maxIef, design2.58E+09mm4

Sheet1

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