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, MPa, kN.m, microstrain
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DESIGN CODE: {CODE} {DEC 1}
DESIGN MOMENTS (M) & SHEARS (V)
| Self weight |
Msw |
= |
{Msw} |
kN.m |
Vsw |
= |
{Vsw} |
kN |
{LcaseDescription1} | ||
| Insitu concrete slab |
Mslab |
= |
{Mslab} |
kN.m |
Vslab |
= |
{Vslab} |
kN |
{LcaseDescription2} | ||
| Superimposed DL |
Msdl |
= |
{Msdl} |
kN.m |
Vsdl |
= |
{Vsdl} |
kN |
{LcaseDescription3} | ||
| Design live load |
Mll |
= |
{Mll} |
kN.m |
Vll |
= |
{Vll} |
kN |
{LcaseDescription4} | ||
| Special Vehicle |
Mhvl |
= |
{Mhvl} |
kN.m |
Vhvl |
= |
{Vhvl} |
kN |
{LcaseDescription5} | ||
DIFFERENTIAL SHRINKAGE ({CODE} Section 6.1.7){DEC 1}
| Shrinkage strain in girder after being made composite (u1) |
= |
{u1} |
microstrain | ||
| Ultimate shrinkage strain in insitu slab (u2) |
= |
{u2} |
microstrain | ||
| Differential shrinkage strain (u = u2 - u1) |
= |
{u} |
microstrain {DEC 0} | ||
| Youngs Modulus of girder (Eg) |
= |
{Eg} |
MPa | ||
| Youngs Modulus of insitu slab (Es) |
= |
{Es} |
MPa {DEC 3} | ||
| Modular ratio (n = Es/Eg) |
= |
{n} |
|||
| Residual creep factor for girder (Rcf) |
= |
{Rcf} |
({CODE} Clause E3.2.2) {DEC 0} | ||
| Area of insitu slab concrete (As = Ws*Ts) |
= |
{As} |
mm^2 | ||
| Height to centroid of slab from bottom of girder (Ys) |
= |
{Ys} |
mm | ||
| Height to centroid of composite girder (Yc) |
= |
{Yc} |
mm | ||
| Differential eccentricity (ec= Ys-Yc) |
= |
{ec} |
mm {DEC 0} | ||
| Shrinkage forces & moments are calculated as per {CODE} Appendix E, Cl E3.2.3(a) viz: | |||||
| Shrinkage force Fshr = u*Es*(As/10^9)*(1 - EXP(-Rcf))/Rcf |
= |
{Fshr} |
kN | ||
| Shrinkage moment Mshr = Fshr * ec / 1000 |
= |
{Mshr} |
kN.m | ||
| Shrinkage stresses: | {EXP 4} | ||||
| SumNA = n*As + 1.0*Ag |
= |
{SumNA} |
mm2 {DEC 2} | ||
| Fsus = Fshr*1000*(1/As - n/SumNA) |
= |
{Fsus} |
MPa | ||
| Fsug = - Fshr*1000 / SumNA |
= |
{Fsug} |
MPa | ||
| Stress at top of insitu slab (fts = Fsus - Mshr*10^6/Zst) |
= |
{fts} |
MPa | ||
| Stress at bottom of insitu slab (fbs = Fsus - Mshr*10^6/Zsb) |
= |
{fbs} |
MPa | ||
| Stress at top of precast girder (ftg = Fsug - Mshr*10^6/Zgt) |
= |
{ftg} |
MPa | ||
| Stress at bot of precast girder (fbg = Fsug + Mshr*10^6/Zgb) |
= |
{fbg} |
MPa {DEC 1} | ||
PRESTRESS FORCES - PRELIMINARY ESTIMATE
{IncDBar$}
Strand diameter (Ds) = {Ds} mm {DEC 0}
|
Row |
Ybar (mm) |
Total no. of bars |
No. of debonded bars |
No. of bars included |
Ybar*No. bars included |
|
1 |
{Ybarr1} |
{Nbart1} |
{Nbard1} |
{Nbarb1} |
{YbxNb1} |
|
2 |
{Ybarr2} |
{Nbart2} |
{Nbard2} |
{Nbarb2} |
{YbxNb2} |
|
3 |
{Ybarr3} |
{Nbart3} |
{Nbard3} |
{Nbarb3} |
{YbxNb3} |
|
4 |
{Ybarr4} |
{Nbart4} |
{Nbard4} |
{Nbarb4} |
{YbxNb4} |
|
5 |
{Ybarr5} |
{Nbart5} |
{Nbard5} |
{Nbarb5} |
{YbxNb5} |
|
6 |
{Ybarr6} |
{Nbart6} |
{Nbard6} |
{Nbarb6} |
{YbxNb6} |
|
7 |
{Ybarr7} |
{Nbart7} |
{Nbard7} |
{Nbarb7} |
{YbxNb7} |
|
8 |
{Ybarr8} |
{Nbart8} |
{Nbard8} |
{Nbarb8} |
{YbxNb8} |
|
{Nbars} |
{Ndbars} |
{Nbbars} |
{Ynbars} |
| Total number of bars in the section |
= |
{Nbars} |
|||
| Total number of debonded bars in the section |
= |
{Ndbars} |
|||
| Total number of bars included in the analysis |
= |
{Nbbars} |
(Nbbars) | ||
| Sum of Ybar x number of bars included in analysis |
= |
{Ynbars} |
(Ynbars) | ||
| Distance from bottom of girder to girder centroid (Yb) |
= |
{Yb} |
mm | ||
| Distance from bottom of girder to CG strands (Ycgs) |
= |
{Ycgs} |
mm (Ynbars/Nbbars) | ||
| Eccentricity of CG strands from CG girder section (e) |
= |
{e} |
mm (Yb - Ycgs) | ||
| Preliminary estimate of jacking force: | {DEC 2} | ||||
| Jacking force factor (Jf) |
= |
{Jf} |
{DEC 0} | ||
| Ultimate strand breaking force (Pult) |
= |
{Pult} |
kN | ||
| Initial jacking force (Pj = Nbbars*Pult*Jf) |
= |
{Pj} |
kN |