ACES PSC Design Module V{VERSION}: Run date: {DATE}

Heading: {PROJECT}
Job Name: {JOBNAME}
Designer: {DESIGNER}
Comments: {COMMENT1}
Units: mm, microstrain, kN, kN.m, MPa
Design Code: {CODE} {DEC 0}

SECTION: {Sectnum}
Distance (x) of section from the first node = {x} mm  
Strand segment number: {SectSSeg}  
Passive R/F segment number: {SectPSeg} 
PRESTRESS LOSSES
Initial jacking force (Pj) 
= 
{Pj} 
kN {DEC 3}  
Jacking force factor (Jf) 
= 
{Jf} 

Loss due to Steam Relaxation  
The steam relaxation factor (k5) is the larger of 0.0 or:  
The maximum of: k5a = 1 + (Jf0.7)*0.5/0.1 
= 
{k5a} 
({CODE} (Fig 6.3.4))  
and: k5b = (Jf0.4)/0.3 
= 
{k5b} 

Steam relaxation factor (k5) 
= 
{k5} 

Loss due to relaxation (Lsrl = 0.1*k5/1.5) 
= 
{Lsrl} 
{DEC 1}  
Loss in PS due to relaxation (Prl =  Lsrl*Pj) 
= 
{Prl} 
kN  
Loss as a proportion of Pj (Lsr =  100*Lsrl) 
= 
{Lsr} 
%  
PS force remaining (Pjr = Pj + Prl) 
= 
{Pjr} 
kN  
Elastic Deformation Loss  
Area of a single strand (Aps) 
= 
{Aps} 
mm^2  
Area of bonded PS steel (Ap = Nbbars*Aps) 
= 
{Ap} 
mm^2  
Mean Young's Modulus of girder concrete (Egmt) 
= 
{Egmt} 
MPa  
Young's Modulus of stressing steel (Ep) 
= 
{Ep} 
MPa  
Area of girder (Ag) 
= 
{Ag} 
mm^2 {EXP 4}  
Moment of inertia of girder (Ig) 
= 
{Ig} 
mm^4 {DEC 01}  
Dist between CG girder and CG of strands (e) 
= 
{e} 
mm  
Moment due to girder selfweight (Msw) 
= 
{Msw} 
kN.m  
Stress at CG of strand group:  {DEC 2}  
fcgs =  Pjr*1000*(1/Ag + e^2/Ig) + Msw*10^6*e/Ig 
= 
{fcgs} 
MPa {DEC 1}  
Elastic deformation loss:  
Pelastic = fcgs*Ep*Ap/(Egmt*1000) 
= 
{Pelastic} 
kN.m  
Loss as a proportion of Pj (Ledl =  Pelastic*100/Pj) 
= 
{Ledl} 
%  
PS force at transfer (Pt = Pjr + Pelastic) 
= 
{Pt} 
kN  
PS at transfer as a proportn of Pj (Ltr = Pt*100/Pj) 
= 
{Ltr} 
%  
Shrinkage Loss  {DEC 1}  
Shrinkage strain (us) [Figure 6.1.7] 
= 
{us} 
microstrain {DEC 3}  
Modular ratio (n = Es/Eg) 
= 
{n} 
{DEC 0}  
Area of concrete slab (As) 
= 
{As} 
mm^2  
Total area of longitudinal reinforcement (Arl) 
= 
{Arl} 
mm^2  
Effective area of composite girder (Ac = n*As + Ag) 
= 
{Ac} 
mm^2  
{DEC 1}  
Loss in PS due to shrinkage:  
Pshr =  us*Ep*Ap*10^9/(1 + 15*Arl/Ac) 
= 
{Pshr} 
kN ({CODE} Clause 6.4.3.2)  
Loss as a proportion of Pj: (Lshr =  Pshr*100/Pj) 
= 
{Lshr} 
%  
PS force remaining after shrinkage: (Prs=Pt+Pshr) 
= 
{Prs} 
kN  
Creep Loss due to Prestress & SelfWeight  
Moment due to girder selfweight (Msw) 
= 
{Msw} 
kN.m {DEC 0}  
Actual area of composite girder (At) 
= 
{At} 
mm^2  
Exposed girder perimeter (Gp) 
= 
{Gp} 
mm  
Void perimeter (Vp) 
= 
{Vp} 
mm  
Young's Modulus of girder at 28 days (Eg) 
= 
{Eg} 
MPa {DEC 1}  
Mean girder concrete strength at transfer (f'cmt) 
= 
{f'cmt} 
MPa  
28 day girder concrete strength (f'cg) 
= 
{f'cg} 
MPa {DEC 2}  
Theoretical thickness (th = 2*At/(Gp + 0.5*Vp)) 
= 
{th} 
({CODE} Clause 6.1.7)  
Ratio of concrete strengths (Fratio = f'cmt/f'cg) 
= 
{Fratio} 

Basic creep factor (Øccb) 
= 
{Occb} 
({CODE} Table 6.1.8a)  
Creep coefficient (k2) 
= 
{k2} 
({CODE} Figure 6.1.8a)  
Creep coefficient (k3) 
= 
{k3} 
({CODE} Figure 6.1.8b)  
Design creep factor (Øcc = Øccb*k2*k3) 
= 
{Occ} 
({CODE} Clause 6.1.8.2) {DEC 2}  
Creep stress at CG of strand group:  
fcscgs = Pt*1000(1/Ag + e^2/Ig) + Msw*10^6*e/Ig 
= 
{fcscgs} 
MPa {DEC 1}  
Creep strain at CG of strand group:  
ucc1 = (10^6*fcscgs* Øcc)/Eg 
= 
{ucc1} 
microstrain  
Creep Loss due to Deck & Superimposed Loads  {DEC 1}  
Deal load moment of concrete slab (Mslab) 
= 
{Mslab} 
kN.m  
Moment due to superimposed loads (Msdl) 
= 
{Msdl} 
kN.m {EXP 4}  
Moment of inertia of girder (Ig) 
= 
{Ig} 
mm^4  
Moment of inertia of composite sectn (Ic) 
= 
{Ic} 
mm^4 {DEC 1}  
Height to centroid of girder (Yb) 
= 
{Yb} 
mm  
Height to centroid of composite sectn (Yc) 
= 
{Yc} 
mm  
Height to CG of strand group (Ycgs) 
= 
{Ycgs} 
mm {DEC 2}  
Stress at CG due to concrete deck:  
Fdeck = Mslab*10^6*(Yb  Ycgs)/Ig 
= 
{Fdeck} 
MPa  
Stress at CG due to superimposed DL:  
Fsdl = Msdl*10^6*(Yc  Ycgs)/Ic 
= 
{Fsdl} 
MPa {DEC 2}  
Basic creep factor (Øccb) 
= 
{Occb} 
({CODE} Table 6.1.8A)  
Creep coefficient (k2s) 
= 
{k2s} 
({CODE} Figure 6.1.8A)  
Creep coefficient (k3s) 
= 
{k3s} 
({CODE} Figure 6.1.8B)  
Design creep factor (Øcc2 = Øccb*k2s*k3s) 
= 
{Occ2} 
({CODE} Clause 6.1.8.2) {DEC 1}  
Creep strain at CG of strand group:  
ucc2 = Øcc2*10^6*(Fdeck+Fsdl)/Eg 
= 
{ucc2} 
microstrain  
Total creep strain:  
ucc = ucc1 + ucc2 
= 
{ucc} 
microstrain  
Summary of Creep Losses  {DEC 1}  
Loss in PS due to creep (Pcreep = ucc*Ep*Ap/10^9) = 
{Pcreep} 
kN  
Loss as a proportion of Pj (Lcr =  Pcreep*100/Pj) = 
{Lcr} 
%  
Summary of Prestress Losses  
Total remaining prestress force (P = Pt + Pshr + Pcreep) = 
{P} 
kN  
Total loss of PS as a proportion of Pj (Ltt = P*100/Pj) = 
{Ltt} 
%  
Force (kN) 
%Pj 

JACKING FORCE (Pj) 
{Pj} 
100 
Loss in PS due to relaxation 
{Prl} 
{Lsr} 
Loss in PS due to elastic deformation 
{Pelastic} 
{Ledl} 
TRANSFER FORCE (Pt) 
{Pt} 
{Ltr} 
Loss in PS due to shrinkage 
{Pshr} 
{Lshr} 
Loss in PS due to creep 
{Pcreep} 
{Lcr} 
FINAL PS FORCE (P) 
{P} 
{Ltt} {DEC 0} 