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
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DESIGN CODE: {CODE} {DEC 0}

ULTIMATE MOMENT CHECK {DEC 1}

  Strand data:          
    Ult breaking stress of PS strand (fp = 1000*Pult/Aps)  

=

{fp}

    MPa
    Total area of prestressing strands    (Ap)

=

{Ap}

  mm^2
    Distance of CG strand group from bottom of girder (Ycgs)  

=

{Ycgs}

  mm
    Distance of CG strand group to top of sectn (Dp=D-Ycgs)  

=

 {Dp}

  mm
           
  Section data:          
    Overall depth of composite section    (D)

=

{D}

  mm
    Width of insitu slab (Ws)

=

{Ws}

  mm
    Concrete strength of deck slab (f'cs)

=

{f'cs}

  MPa {DEC 0}
           
  Passive reinforcement data:          
    Area of longitudinal reinforcement in tensile zone  (Ast)

=

  {Ast}

  mm^2
    Area of longitudinal compressive reinforcement (Asc)  

=

  {Asc}

  mm^2 {DEC 0}
    Flexural strength of longitudinal reinforcement (fsy)

=

  {fsy}

  MPa {DEC 3}
           
  Factors & coefficients:         
    Equivalent compressive stress coefficient (Srf)

=

{Srf}

  ({CODE} Clause 8.1.2.2)
    Ultimate strand stress factor (k1u)

=

{k1u}

  ({CODE} Clause 8.1.5)
    Neutral axis depth parameter (v = Srf - 0.007*(f'cs-28))

=

{v}

  ({CODE} Clause 8.1.2.2)
           
    Ultimate strand stress factor (k2u) is given by:         
        k2u = (Ap*fp+(Ast-Asc)*fsy)/(Ws*Dp*f'cs)

=

{k2u}

  ({CODE} Clause 8.1.5)
           
  Tension forces in prestressing strand:       {DEC 1}
           
  {CalcDcb$}
           
  Depth of compression block (Dcb) 

=

{Dcb}

  mm
  Ultimate strand design strength (fpu = fp*(1 - k1*k2u/v))

=

 {fpu}

  MPa ({CODE} Clause 8.1.5)
  Area of a single strand (Aps)

=

{Aps}

  mm^2 {DEC 0}

Row No.

Yb (mm)

 No. bonded strands 

Dp (mm)

Ap (mm2)

Force (kN)

Yielded?

Moment (kN.m)

1

{Ybarr1} 

{Nbarb1}

  {Dpbar1}  

  {Apbar1}  

  {Fbar1}  

  {Yelds$1}  

  {Mbar1}  

2

{Ybarr2} 

{Nbarb2}

  {Dpbar2}  

  {Apbar2}  

  {Fbar2}  

  {Yelds$2}  

  {Mbar2}  

3

{Ybarr3} 

{Nbarb3}

  {Dpbar3}  

  {Apbar3}  

  {Fbar3}  

  {Yelds$3}  

  {Mbar3}  

4

{Ybarr4} 

{Nbarb4}

  {Dpbar4}  

  {Apbar4}  

  {Fbar4}  

  {Yelds$4}  

  {Mbar4}  

5

{Ybarr5} 

{Nbarb5}

  {Dpbar5}  

  {Apbar5}  

  {Fbar5}  

  {Yelds$5}  

  {Mbar5}  

6

{Ybarr6} 

{Nbarb6}

  {Dpbar6}  

  {Apbar6}  

  {Fbar6}  

  {Yelds$6}  

  {Mbar6}  

7

{Ybarr7} 

{Nbarb7}

  {Dpbar7}  

  {Apbar7}  

  {Fbar7}  

  {Yelds$7}  

  {Mbar7}  

8

{Ybarr8} 

{Nbarb8}

  {Dpbar8}  

  {Apbar8}  

  {Fbar8}  

  {Yelds$8}  

  {Mbar8}  

       

  {Apt}  

  {Fps}  

 

  {Mcss}  

  Where for each row of strands:        
      Dp = D - Yb (Yb is the distance of the strand from the bottom of the girder)
      Ap = No bonded strands*Aps        
      Force = Ap*fpu/1000        
           
  Total tensile force in PS strands (Fps)

=

  {Fps}

  kN
  Moment capacity of PS strands (Mcss) 

=

  {Mcss}

    kN.m {DEC 1}
           
  Tension forces in passive reinforcement:        
           
  {CalcDcb$}
           
  Depth of compression block (Dcb) 

=

{Dcb}

  mm
  Flexural strength of longitudinal reinforcement (fsy) 

=

 {fsy}

  MPa {DEC 0}

Row No.

Yb (mm)

 No. of bars 

Dp (mm)

Ap (mm2)

Force (kN)

Yielded?

Moment (kN.m)

1

{Yrf1} 

{Nrfbrs1}

  {Dprf1}  

  {Arf1}  

  {Fbrf1}  

  {Yeldr$1}  

  {Mbrf1}  

2

{Yrf2} 

{Nrfbrs2}

  {Dprf2}  

  {Arf2}  

  {Fbrf2}  

  {Yeldr$2}  

  {Mbrf2}  

3

{Yrf3} 

{Nrfbrs3}

  {Dprf3}  

  {Arf3}  

  {Fbrf3}  

  {Yeldr$3}  

  {Mbrf3}  

4

{Yrf4} 

{Nrfbrs4}

  {Dprf4}  

  {Arf4}  

  {Fbrf4}  

  {Yeldr$4}  

  {Mbrf4}  

5

{Yrf5} 

{Nrfbrs5}

  {Dprf5}  

  {Arf5}  

  {Fbrf5}  

  {Yeldr$5}  

  {Mbrf5}  

6

{Yrf6} 

{Nrfbrs6}

  {Dprf6}  

  {Arf6}  

  {Fbrf6}  

  {Yeldr$6}  

  {Mbrf6}  

7

{Yrf7} 

{Nrfbrs7}

  {Dprf7}  

  {Arf7}  

  {Fbrf7}  

  {Yeldr$7}  

  {Mbrf7}  

8

{Yrf8} 

{Nrfbrs8}

  {Dprf8}  

  {Arf8}  

  {Fbrf8}  

  {Yeldr$8}  

  {Mbrf8}  

9

{Yrf9} 

{Nrfbrs9}

  {Dprf9}  

  {Arf9}  

  {Fbrf9}  

  {Yeldr$9}  

  {Mbrf9}  

10

{Yrf10} 

{Nrfbrs10}

  {Dprf10}  

  {Arf10}  

  {Fbrf10}  

  {Yeldr$10}  

  {Mbrf10}  

11

{Yrf11} 

{Nrfbrs11}

  {Dprf11}  

  {Arf11}  

  {Fbrf11}  

  {Yeldr$11}  

  {Mbrf11}  

12

{Yrf12} 

{Nrfbrs12}

  {Dprf12}  

  {Arf12}  

  {Fbrf12}  

  {Yeldr$12}  

  {Mbrf12}  

13

{Yrf13} 

{Nrfbrs13}

  {Dprf13}  

  {Arf13}  

  {Fbrf13}  

  {Yeldr$13}  

  {Mbrf13}  

14

{Yrf14} 

{Nrfbrs14}

  {Dprf14}  

  {Arf14}  

  {Fbrf14}  

  {Yeldr$14}  

  {Mbrf14}  

15

{Yrf15} 

{Nrfbrs15}

  {Dprf15}  

  {Arf15}  

  {Fbrf15}  

  {Yeldr$15}  

  {Mbrf15}  

16

{Yrf16} 

{Nrfbrs16}

  {Dprf16}  

  {Arf16}  

  {Fbrf16}  

  {Yeldr$16}  

  {Mbrf16}  

17

{Yrf17} 

{Nrfbrs17}

  {Dprf17}  

  {Arf17}  

  {Fbrf17}  

  {Yeldr$17}  

  {Mbrf17}  

18

{Yrf18} 

{Nrfbrs18}

  {Dprf18}  

  {Arf18}  

  {Fbrf18}  

  {Yeldr$18}  

  {Mbrf18}  

19

{Yrf19} 

{Nrfbrs19}

  {Dprf19}  

  {Arf19}  

  {Fbrf19}  

  {Yeldr$19}  

  {Mbrf19}  

20

{Yrf20} 

{Nrfbrs20}

  {Dprf20}  

  {Arf20}  

  {Fbrf20}  

  {Yeldr$20}  

  {Mbrf20}  

       

  {Arft}  

  {Frf}  

 

  {Mcsr}  

  Total tensile force in passive reinforcement (Frf)  

=

  {Frf}

  kN
  Moment capacity of reinforcement (Mcsr)

=

  {Mcsr}

    kN.m
           
  Compression force:  ({CalcDcb$})
          {DEC 2}
  Equivalent compressive stress coefficient (Srf)

=

{Srf}

  {DEC 1}
  Ultimate concrete compression strength (fuc = Srf*f'cs)

=

{fuc}

  MPa
           
  Moment capacity of concrete (Mc) 

=

  {Mc}

  kN.m ({McNote$})
    For the simplified method:          
        Mc = - fuc*Ws*Dcb*Dcb/(2.*1000)         
    For the strain compatibility method:        
        Mc = - fuc*Ws*Dcb*0.5*Dcb/(3.*1000)        
           
  Design Strength:       {DEC 0} 
           
  Moment cap. of strand + passive RF (Mcs = Mcss+Mcsr)  

=

  {Mcs}

  kN.m
  Moment capacity of concrete (Mc)

=

  {Mc}

  kN.m
  Ultimate moment capacity of section (Mu = Mcs + Mc)

=

  {Mu}

  kN.m {DEC 3}
           
  Ultimate moment capacity reduction factor (Ø)

=

{Om}

  ({CODE} Table 2.2) {DEC 0}
  Design ultimate capacity (ØMu = Ø*Mu)

=

  {OMu}

  kN.m
           
  Ultimate Loads:       {DEC 1}
           

Loading

Moment (kN.m)

Load Factor

Ult. Moment (kN.m)

Girder self-weight

  {Msw}  

  {LFsw}  

  {Musw}  

Insitu concrete slab

  {Mslab}  

  {LFslab}  

  {Muslab}  

Hotmix/bitumen (SDL)  

  {Msdl}  

  {LFsdl}  

  {Musdl}  

Design Live Load

  {Mll}  

  {LFll}  

  {Mull}  

Special (heavy) vehicle  

  {Mhvl}  

  {LFhvl}  

  {Muhvl}  

DL + SDL + LL

 

  M*ll =  

  {Mu1}  

DL + SDL + HLV

 

  M*svl =  

  {Mu2}  

            {DEC 0}
  Ultimate design moment = Max of M*ll and M*svl  

=

  {Mmax}

    kN.m
           
  Ultimate design capacity or strength (ØMu)

=

{OMu}

  kN.m