ACES PSC Design Module V{VERSION}: Run date: {DATE}
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Heading: {PROJECT}
Job Name: {JOBNAME}
Designer: {DESIGNER}
Comments: {COMMENT1}
Units: mm, MPa
Design Code: {CODE} {DEC 0}
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SECTION: {Sectnum} ({SecName$}) {DEC 2}
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Girder span between supports |
: |
{Span} |
m {DEC 0} |
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Distance (x) of section from the first node |
: |
{x} |
mm |
GIRDER SECTION PROPERTIES
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Width of top flange (Wtf) |
= |
{Wtf} |
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mm |
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Thickness of top flange (Ttf) |
= |
{Ttf} |
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mm |
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Girder depth (Dg) |
= |
{Dg} |
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mm |
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Web thickness (bw) |
= |
{bw} |
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mm |
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Thickness of bottom flange (Tbf) |
= |
{Tbf} |
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mm |
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Distance to web/flange joint (Dwf) |
= |
{Dwf} |
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mm |
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Area of bottom flange (Abf) |
= |
{Abf} |
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mm^2 |
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Distance to centroid of bottom flange (Ybf) |
= |
{Ybf} |
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mm |
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Bottom flange width (Wbf) |
= |
{Wbf} |
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mm |
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Location of girder centroid (Yb) |
= |
{Yb} |
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mm {EXP 4} |
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Area of girder (Ag) |
= |
{Ag} |
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mm^2 |
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Moment of inertia of girder (Ig) |
= |
{Ig} |
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mm^4 |
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Section modulus - top (Zt) |
= |
{Zt} |
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mm^3 |
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Section modulus - bottom (Zb) |
= |
{Zb} |
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mm^3 {DEC 1} |
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Exposed girder perimeter (Gp) |
= |
{Gp} |
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mm |
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Elastic modulus (Eg) |
= |
{Eg} |
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MPa {DEC 1} |
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Girder concrete strength (f'cg) |
= |
{f'cg} |
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MPa (28 day concrete compressive strength) {DEC 0} |
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COMPOSITE SECTION PROPERTIES (Uncracked) |
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{CalcPrp$} |
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Width of in-situ slab (Ws) |
= |
{Ws} |
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mm |
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Thickness of in-situ slab (Ts) |
= |
{Ts} |
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mm |
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Depth of kerb (Dkerb) |
= |
{Dkerb} |
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mm |
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Effective width of kerb (BeffKerb) |
= |
{BeffKerb} |
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mm |
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Overall depth of comp. section (D) |
= |
{D} |
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mm |
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Height to composite centroid (Yc) |
= |
{Yc} |
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mm {EXP 4} |
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Area of composite section (Ac) |
= |
{Ac} |
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mm^2 |
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Composite moment of inertia (Ic) |
= |
{Ic} |
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mm^4 |
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Section modulus - slab top (Zst) |
= |
{Zst} |
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mm^3 |
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Section modulus - slab bottm (Zsb) |
= |
{Zsb} |
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mm^3 |
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Section modulus - girder top (Zgt) |
= |
{Zgt} |
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mm^3 |
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Section modulus - gird bottm (Zgb) |
= |
{Zgb} |
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mm^3 |
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Q - at composite centroid (Qna) |
= |
{Qna} |
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mm {DEC 1} |
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Elastic modulus of insitu slab (Es) |
= |
{Es} |
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MPa |
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Concrete strength of insitu slab (f'cs) |
= |
{f'cs} |
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MPa (28 day concrete compressive strength) {DEC 3} |
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Modular ratio (n = Es/Eg) |
= |
{n} |
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{DEC 0} |
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Parameters for shear & torsion check |
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Cover to transverse shear R/F (Cover) |
= |
{Cover} |
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mm |
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Diameter of shear reinforcement bars (Dsr) |
= |
{Dsr} |
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mm {DEC 2} |
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Slope of web (Sw) |
= |
{Sw} |
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{DEC 0} |
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Total area of section resisting torsion (Acp) |
= |
{Acp} |
mm^2 |
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Area enclosed by outer closed stirrups (Aoh) |
= |
{Aoh} |
mm^2 |
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Perimeter of section resisting torsion (uc) |
= |
{uc} |
mm |
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Perim. of centreline of closed torsn RF (uh) |
= |
{uh} |
mm |
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NON-PRESTRESSED (PASSIVE) REINFORCEMENT |
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Description of passive reinforcement |
= |
{TypeRF$} |
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Yield strength of reinforcing bars (fsy) |
= |
{fsy} |
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MPa |
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Elastic modulus of reinforcing bars (Esr) |
= |
{Esr} |
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MPa {DEC 0} |
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Reinforcing bar layout: Segment {SectPSeg} |
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Row |
Ybar (mm) |
Bar diam (mm) |
Total no. of bars |
Area of bars (mm2) |
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{%i} |
{Yrfi} |
{BarDtri} |
{Nrfbrsi} |
{Arfi} |
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Total: |
{Nrfbarst} |
{Arft} |
PRESTRESSING STRAND DATA: Segment {SectSSeg}
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Row |
Ybar (mm) |
Total no. of strands |
No. of debonded strands |
No. of strands in analysis |
|
{%i} |
{Ybarri} |
{Nbarti} |
{Nbardi} |
{Nbarbi} |
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Total: |
{Nbars} |
{Ndbars} |
{Nbbars} |
{DEC 1}
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Strand diameter (Ds) |
= |
{Ds} |
|
mm {DEC 0} |
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Area of a single prestressing strand (Aps) |
= |
{Aps} |
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mm^2 |
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Elastic modulus of prestressing strand (Ep) |
= |
{Ep} |
|
MPa |
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Allowable % of unbonded strands (Naubbars) |
= |
{Naubbars} |
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% |
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Actual % of unbonded strands (Ntubbars) |
= |
{Ntubbars} |
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% {DEC 0} |
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Distance from bottom of girder to girder centroid (Yb) |
= |
{Yb} |
|
mm |
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Distance from bottom of girder to CG strands (Ycgs) |
= |
{Ycgs} |
|
mm |
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Eccentricity of CG strands from CG girder section (e) |
= |
{e} |
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mm (Yb - Ycgs) |
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