ACES PSC Design Module V{VERSION}:   Run date:  {DATE}
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Heading:   {PROJECT}
Job Name: {JOBNAME}
Designer:  {DESIGNER}

Comments: {COMMENT1}

Units:    mm, kN, kN.m, MPa

Design Code:   {CODE} {DEC 0}
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{DEC 0} SECTION:   {Sectnum}

  Distance (x) of section from the first node = {x}  mm        
         
  Strand segment number:  {SectSSeg}      
  Passive R/F segment number:  {SectPSeg}      

SERVICEABILITY CHECK {DEC 0}

  Area of girder (Ag)  

=

{Ag}

    mm^2
  Eccentricity of CG strands from CG girder (e)

=

{e}

  mm {EXP 4}
           
  Section modulus of girder - top       (Zt)

=

{Zt}

  mm^3
  Section modulus of girder - bottom (Zb)

=

{Zb}

  mm^3
           
  Section modulus of composite girder - slab top    (Zst)

=

 {Zst}

  mm^3
  Section modulus of composite girder - slab bot    (Zsb)

=

{Zsb}

  mm^3
  Section modulus of composite girder - girder top (Zgt)

=

{Zgt}

  mm^3
  Section modulus of composite girder - girder bot (Zgb)  

=

{Zgb}

  mm^3 {DEC 0}
           
  Prestress force at transfer (Pt)

=

{Pt}

  kN
  Moment due to PS force at transfer (Mpte = - Pt*e/1000)

=

{Mpte}

  kN.m
  Moment due to self-weight of girder (Msw)  

=

{Msw}

  kN.m
           
  Girder stresses at transfer: (Tension = +ve)       {DEC 2}
           
  Stress at top of girder due to PS force (= -Pt*1000/Ag)

=

{fgt1}

  MPa (= stress at bottom of girder)
  Stress at top of girder due to PS eccentricity (-Mpte*E6/Zt)

=

{fgt2}

  MPa
  Stress at bot of girder due to PS eccentricity (Mpte*E6/Zb)

=

{fgb2}

  MPa
  Stress at top of girder due to girder selfwt (-Msw*E6/Zt)

=

{fgt3}

  MPa
  Stress at bot of girder due to girder selfwt (Msw*E6/Zb)

=

{fgb3}

  MPa
           
  Stress at top of girder at transfer (= fgt1+fgt2+fgt3)

=

{fgt4}

  MPa
  Stress at bot of girder at transfer (= fgb1+fgb2+fgb3)

=

{fgb4}

  MPa
           
  Allowable girder tension stress at transfer (f'cmt)

=

{f'cmt}

  MPa ({CODE} Section 8.6.2)
  Allowable slab concrete tension stress at transfer (f'csat)

=

{f'csat}

  MPa ({CODE} Section 8.6.2)
      (f'csat = 0.5*f'cmt^0.5)        
  Allowable concrete compression stress at transfer (f'csac)

=

  -{f'csac}

  MPa ({CODE} Section 8.6.2)
      (f'csac = 0.6*f'cmt)         
           
          {DEC 0} 
  Final design stresses: (Tension = +ve)        
           
  Final design prestress force (P)

=

{P}

  kN {DEC 2}
  Superimposed dead load factor (SDLf)

=

{SDLf}

  (AS5100.2 Section 5.3)
           
  Axial stress at top girder due to PS force (- P*1000/Ag)

=

{fgtss1}

  MPa
  Axial stress at bot girder due to PS force (= top stress)

=

{fgbss1}

  MPa {DEC 0}
           
  Moment due to eccentricity of PS force (Mpe = -P*e/1000)  

=

{Mpe}

  kN.m {DEC 2}
           
  Basis of stress calculations:        
           
  Stresses due to prestress, self-weight and superimposed dead loads are calculated using girder moduli Zt and Zb viz:
  fgt = -M*10^6/Zt and fgb = M*10^6/Zb where M represents the relevant moment
           
  Stresses due to hotmix, live load and special vehicle loads are calculated using girder moduli of the composite section viz:
  fst = -M*10^6/Zst; fsb = -M*10^6/Zsb; fgt = -M*10^6/Zgt; fgb = M*10^6/Zgb
           
  For the case of superimposed dead loads (bitumen/hotmix) the stresses are multiplied by the factor SDLf.
  Shrinkage stresses are obtained from the 'Loadings' tab (ftempst, ftempsb, ftempgt, ftempgb)
           
  Summary of final stresses        

Loading

Value (kN,kN.m)

Slab Top (MPa)

Slab Bottom (MPa)

Girder Top (MPa)

Girder Bottom (MPa)

1

Final prestress force  (P)

{P} 

   

{fgtss1} 

{fgbss1} 

2 

Prestress eccentricity (Mpe)

{Mpe} 

   

{fgtss2} 

{fgbss2} 

3 

Girder self-weight (Msw)

{Msw} 

   

{fgtss3} 

{fgbss3} 

4 

Insitu deck slab (Mslab)

{Mslab} 

   

{fgtss4} 

{fgbss4} 

5 

Superimposed dead load (Msdl)

{Msdl} 

{fstss5} 

{fsbss5} 

{fgtss5} 

{fgbss5} 

6

Differential shrinkage (Mshr) 

{Mshr} 

{fstss6} 

{fsbss6} 

{fgtss6} 

{fgbss6} 

7

Temp. stresses (ftemp..) 

 

{ftempst} 

{ftempsb} 

{ftempgt} 

{ftempgb} 

8

Design live load (Mll)

{Mll} 

{fstss7} 

{fsbss7} 

{fgtss7} 

{fgbss7} 

9

Special vehicle (Mhvl)

{Mhvl} 

{fstss8} 

{fsbss8} 

{fgtss8} 

{fgbss8} 

 Total stress: DL+Design Live Load

 {fstll}  

 {fsbll}  

{fgtll}  

{fgbll} 

 Total stress: DL+Special Vehicle Load

 {fstsv}  

 {fsbsv}  

{fgtsv}  

{fgbsv} 

  Tension = (+)ve     Compression = (-)ve

  Allowable concrete tension stress (f'at = 0.5f'cg^0.5)  

=

{f'at}

   MPa   ({CODE} Clause 8.6.2)
  Allowable concrete compression stress (f'ac = 0.6*f'cg)  

=

  -{f'ac}

  MPa   ({CODE} Clause 8.1.4.2)
           
  Check for Cracking:       {DEC 1}
           
  Allowable cracking stress increment (fcrack)

=

  {fcrack}

  MPa  ({CODE} Section ......)
           
  Strand stress in bottom fibre (scpf)

  

  {DEC 2}
      (scpf = -1000*P/Ag - 1000*P*e*Yb/Ig)

=

  {scpf}

  MPa
           
  Decompression moment (Mo = -scpf*Zgb/10^6)

=

  {Mo}

  kN.m
  SLS design moment (Msv = Msw + Mslab + Msdl + Mll)

=

  {Msv}

  kN.m
           
  Increment of SLS design moment over Mo (Msvinc)  

  

    
      (Msvinc = Msv - Mo)

=

  {Msvinc}

  kN.m {DEC 2}   
           
  Increment in stress in lowest strand due to Msvinc (fssinc)  

=

  {fssinc}

  MPa   
  Increment in stress in lowest R/F bar due to Msvinc (frfsinc)  

=

  {frfsinc}

  MPa   
  Calculated stress increment (fslscrck)

 

 

   
      (fslscrck = MAX of 0, fssinc, frfsinc)

=

  {fslscrck}

  MPa   
           
      {CrkNote$}

 

  

  {DEC 1} 
           
  Strand moment at allowable stress increment (Mssinc)  

=

  {Mssinc}

  kN.m
  Passive R/F moment at allowable stress increment (Mrfsinc)  

=

  {Mrfsinc}

  kN.m
           
  Serviceability moment capacity (Msls)

 

  

   
      (Msls = Mo + MIN of Mssinc and Mrfsinc)

=

  {Mrfsinc}

  kN.m
           
      {MslNote$}

 

  

  {DEC 1} 
           
  Section cracking moment & inertias:       {DEC 1}
           
    Final prestress force (P)

=

  {P}

  kN
    Eccentricity CG girder to CG strand group (e)

=

  {e}

  mm
    Ultimate shrinkage strain (us)

=

  {us}

  microstrain ({CODE} Figure 6.1.7)
          {DEC 3} 
    Ratio of total strand area to girder area (r = (Ast+Ap)/Ag)  

=

  {r}

   
          {DEC 2} 
    Shrinkage tensile stress @ extreme fibre-uncracked sectn (fcs) 

  

  {DEC 2} 
      (fcs = 1.5*r*Ep*us*10^-6/(1 + 50*r))

=

  {fcs}

  MPa {DEC 0}
          {DEC 0} 
    Section cracking moment (Mcr)

 

  

   
      (Mcr = Zgb*10^-6*(f'cf - fcs + 1000*P/Ag) + P*e/1000)

=

  {Mcr}

  kN.m {DEC 1}
           
    Actual width of slab (Ws)

=

  {Ws}

  mm
    Depth of concrete compression block to NA (dn)

=

  {dn}

  mm
    Distance of CG strand group from bottom of girder (Ycgs) 

=

  {Ycgs}

  mm {DEC 0}
    Modulus of elasticity of girder concrete (Eg)

=

  {Eg}

  MPa {EXP 4}
           
    Cracked composite moment of inertia (Iccr)

 

  

   
      (Iccr = 0.3333*Ws*Dcb^3+(Ep/Eg)*Ap*(D - Ycgs)^2)

=

  {Iccr}

  mm^4
           
    Effective composite moment of inertia (Ief)

 

  

   
      (Ief = Iccr + (Ic - Iccr) * (Mcr/Msv)^3)

=

  {Ief}

  mm^4 {DEC 0}