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

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

DEFORMATIONS
Deflections and hog are calculated at midspan only  
Axial shortening and hog at transfer  
{DEC 2}  
Girder length (Lg) 
= 
{Lg} 
m {DEC 0}  
Mean Young's Modulus of girder at transfer (Egmt) 
= 
{Egmt} 
MPa  
Mean Young's Modulus of girder at erection (Egmi) 
= 
{Egmi} 
MPa  
Elastic axial shortening:  
Prestressing force at transfer for hog (Ptm) 
= 
{Ptm} 
kN  
Area of girder (Ag) 
= 
{Ag} 
mm^2  
Elastic axial shortening (Xe = Pt*Lg*1E6/(Ag*Egmt)) 
= 
{Xe} 
mm {DEC 1}  
Shortening due to shrinkage:  
Theoretical thickness (th3) 
= 
{th3} 
{DEC 3}  
Shrinkage coefficient k1 as per Fig 6.1.7 (k1s) 
= 
{k1s} 
{DEC 1}  
Shrinkage strain at erection (u3 = k1s*850) 
= 
{u3} 
microstrain  
Shortening due to shrinkage (Xs = u3*Lg/1000) 
= 
{Xs} 
mm {DEC 3}  
Shortening due to creep:  
Shrinkage coefficient k2 as per Fig 6.1.8 (k2sc) 
= 
{k2sc} 

Shrinkage coefficient k3 as per Fig 6.1.8 (k3sc) 
= 
{k3sc} 
{DEC 3}  
Design creep factor Øcc (Øccsc) 
= 
{Occsc} 
{DEC 1}  
Stress at the CG of strand group (fcscgs) 
= 
{fcscgs} 

Creep strain at erection (u4 = fcscgs*Øccsc*1E6/Egmi) 
= 
{u4} 
microstrain  
Shortening due to creep (Xc = u4*Lg/1000) 
= 
{Xc} 
mm  
Total axial shortening (Xa = Xe + Xs + Xc) 
= 
{Xa} 
mm  
Deflection due to selfweight (Dsw):  {EXP4}  
Girder moment of inertia (Ig) 
= 
{Ig} 
mm^4 {DEC 1}  
Moment due to self weight (Mswx) 
= 
{Mswx} 
kN.m  
Dsw = 40*Mswx*Lg*Lg*1E12/(384*Egmt*Ig) 
= 
{Dsw} 
mm  
Hog due to prestress:  
Eccentricity of strand group (e) 
= 
{e} 
mm  
Hps =  Pt*1000*e*(Lg*1000)^2/(8*Egmt*Ig) 
= 
{Hps} 
mm  
Nett hog at transfer: (Htr = Dsw + Hps) 
= 
{Htr} 
mm  
Deflection due to deck & SDL loads  {DEC 0}  
Young's modulus of girder at installation (Egmi) 
= 
{Egmi} 
MPa {EXP4}  
Composite moment of inertia (Ic) 
= 
{Ic} 
mm^4 {DEC 1}  
Moment due to insitu deck (Mslabx) 
= 
{Mslabx} 
kN.m  
Moment due to hotmix/bitumen (Msdlx) 
= 
{Msdlx} 
kN.m  
Deflection due to insitu deck slab:  {DEC 2}  
Ddeck = 40*Mslabx*Lg*Lg*1000^12/(384*Egmi*Ig) 
= 
{Ddeck} 
mm  
Deflection due to hotmix/bitumen: 
= 

Dsdl = 40*Msdlx*Lg*Lg*1000^12/(384*Eg*Ic) 
= 
{Dsdl} 
mm  
Total DL deflection (Ddl = Ddeck + Dsdl) 
= 
{Ddl} 
mm  
Design Live Load deflection  
Deflection due to design Live Load (Dll) 
= 
{Dll} 
mm  
Allowable deflection (Dperm = Lg*1000/Drperm) 
= 
{Dperm} 
mm  
Live Load Deflection Ratio (Dratio = Lg*1000/Dll) 
= 
{Dratio} 

Allowable Live Load Deflection Ratio (Drperm) 
= 
{Drperm} 
Must be < {Dratio}  
Girder hog between transfer & installation  {DEC 0}  
Girder hog due to creep of girder between transfer and installation  
Number of days to installation of girder (Ti) 
= 
{Ti} 
days {DEC 2}  
Basic creep factor (Øccb1) 
= 
{Occb1} 
{DEC 0}  
Exposed perimeter (Per) 
= 
{Per} 
mm  
Girder concrete strength at installation (f'cmi) 
= 
{f'cmi} 
MPa  
Area of girder (Ag) 
= 
{Ag} 
mm^2  
Young's Modulus of girder at installation (Egmi) 
= 
{Egmi} 
MPa {EXP4}  
Young's Modulus of PS strands (Ep) 
= 
{Ep} 
MPa {DEC 0}  
Area of strand steel (Ap) 
= 
{Ap} 
mm2 {DEC 2}  
Stress at the CG of strand group (fcgs) 
= 
{fcgs} 
MPa {DEC 1}  
Theoretical thickness (th1 = 2*Ag/Per) 
= 
{th1} 
mm {DEC 2}  
Strength Ratio (Fratio3 = f'cmi/f'cg) 
= 
{Fratio3} 

Creep factor k2c (Fig 6.1.8a) 
= 
{k2c} 

Creep factor k3c (Fig 6.1.8b) 
= 
{k3c} 

Design creep factor (Øcc1 = Øccb1*k2*k3) 
= 
{Occ1} 
{DEC 1}  
Design creep strain (Ecc1 = fcgs*Øcc1*1E6/Egmi) 
= 
{Ecc1} 
microstrain  
Loss in prestress due to creep (Pc1=Ecc1*Ep*Ap/1E9) 
= 
{Pc1} 
kN  
Hog due to creep (Hgic = Øcc1*Htr) 
= 
{Hgic} 
mm  
Hog due to PS after losses:  
Hgips = (Pt+Pc1)*e*Lg*Lg*1E9/(8*Egmi*Ig) 
= 
{Hgips} 
mm  
Deflection due to selfweight (Dsw) 
= 
{Dsw} 
mm  




Total hog at installation: 
{Hgi} 
mm (Hgic+Hgips+Dsw)  
Girder hog after installation  {DEC 0}  
Girder hog due to creep of girder after installation  
Estimated life of girder after installation (Ty) 
= 
{Ty} 
years {DEC 2}  
Basic creep factor (Øccb3) 
= 
{Occb3} 
{DEC 0}  
Exposed perimeter (Gp) 
= 
{Gp} 
mm  
Void perimeter (Vp) 
= 
{Vp} 
mm  
28 day girder concrete strength (f'cg) 
= 
{f'cg} 
MPa  
Final Prestress Force (P) 
= 
{P} 
kN  
Area of composite section (Ac) 
= 
{Ac} 
mm^2  
Young's Modulus of girder at 28 days (Eg) 
= 
{Eg} 
MPa {DEC 1}  
Theoretical thickness (th2 = 2*Ac/(Gp+0.5*Vp) 
= 
{th2} 
mm {DEC 2}  
Strength Ratio (Fratio4 = f'cg/f'cg) 
= 
{Fratio4} 

Creep factor k2d at installation 
= 
{k2d} 
{CODE} (Fig 6.1.8a)  
Creep factor k2f after Ty years 
= 
{k2f} 
{CODE} (Fig 6.1.8a)  
Creep factor k3f 
= 
{k3f} 
{CODE} (Fig 6.1.8b)  
Design creep factor (Øcc3 = Øccb3*(k2fk2d)*k3f) 
= 
{Occ3} 
{DEC 1}  
Hog due to elastic creep (Hel = Hgips+Dsw+Ddl) 
= 
{Hel} 
mm  
Hog due to final PS after losses:  
Hgfps=  P*e*Lg*Lg*10^9/(8*Egmt*Ig) 
= 
{Hgfps} 
mm  
Hog due to final creep after time Ty (Hgfc = Øcc3*Hel) 
= 
{Hgfc} 
mm  
Deflection due to selfweight (Dsw) 
= 
{Dsw} 
mm  
Deflection due to deck slab & bitumen (Ddl) 
= 
{Ddl} 
mm  




Total final hog : 
{Hgf} 
mm (Hgfps+Hgfc+Dsw+Ddl) 