ACES PSC Design Module V{VERSION}:   Run date:  {DATE}
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Job Name: {JOBNAME}
Designer:  {DESIGNER}

Units:   mm, MPa

Design Code:   {CODE}  {DEC 0}
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SECTION:   {Sectnum}   ({SecName\$}) {DEC 2}

 Girder span between supports : {Span} m {DEC 0} Distance (x) of section from the first node : {x} mm

GIRDER SECTION PROPERTIES

 Width of top flange (Wtf) = {Wtf} mm Thickness of top flange (Ttf) = {Ttf} mm Girder depth (Dg) = {Dg} mm Web thickness (bw) = {bw} mm Thickness of bottom flange (Tbf) = {Tbf} mm Distance to web/flange joint (Dwf) = {Dwf} mm Area of bottom flange (Abf) = {Abf} mm^2 Distance to centroid of bottom flange (Ybf) = {Ybf} mm Bottom flange width (Wbf) = {Wbf} mm Location of girder centroid (Yb) = {Yb} mm {EXP 4} Area of girder (Ag) = {Ag} mm^2 Moment of inertia of girder (Ig) = {Ig} mm^4 Section modulus - top (Zt) = {Zt} mm^3 Section modulus - bottom (Zb) = {Zb} mm^3 {DEC 1} Exposed girder perimeter (Gp) = {Gp} mm Elastic modulus (Eg) = {Eg} MPa {DEC 1} Girder concrete strength (f'cg) = {f'cg} MPa (28 day concrete compressive strength) {DEC 0} COMPOSITE SECTION PROPERTIES  (Uncracked) {CalcPrp\$} Width of in-situ slab (Ws) = {Ws} mm Thickness of in-situ slab (Ts) = {Ts} mm Depth of kerb (Dkerb) = {Dkerb} mm Effective width of kerb (BeffKerb) = {BeffKerb} mm Overall depth of comp. section (D) = {D} mm Height to composite centroid (Yc) = {Yc} mm {EXP 4} Area of composite section (Ac) = {Ac} mm^2 Composite moment of inertia (Ic) = {Ic} mm^4 Section modulus - slab top (Zst) = {Zst} mm^3 Section modulus - slab bottm (Zsb) = {Zsb} mm^3 Section modulus - girder top (Zgt) = {Zgt} mm^3 Section modulus - gird bottm (Zgb) = {Zgb} mm^3 Q - at composite centroid (Qna) = {Qna} mm {DEC 1} Elastic modulus of insitu slab (Es) = {Es} MPa Concrete strength of insitu slab (f'cs) = {f'cs} MPa (28 day concrete compressive strength) {DEC 3} Modular ratio (n = Es/Eg) = {n} {DEC 0} Parameters for shear & torsion check Cover to transverse shear R/F  (Cover) = {Cover} mm Diameter of shear reinforcement bars (Dsr) = {Dsr} mm {DEC 2} Slope of web  (Sw) = {Sw} {DEC 0} Total area of section resisting torsion  (Acp) = {Acp} mm^2 Area enclosed by outer closed stirrups (Aoh) = {Aoh} mm^2 Perimeter of section resisting torsion  (uc) = {uc} mm Perim. of centreline of closed torsn RF (uh) = {uh} mm NON-PRESTRESSED (PASSIVE) REINFORCEMENT Description of passive reinforcement = {TypeRF\$} Yield strength of reinforcing bars (fsy) = {fsy} MPa Elastic modulus of reinforcing bars (Esr) = {Esr} MPa {DEC 0} Reinforcing bar layout:   Segment {SectPSeg}

 Row Ybar (mm) Bar diam (mm) Total no. of bars Area of bars (mm2) {%i} {Yrfi} {BarDtri} {Nrfbrsi} {Arfi} Total: {Nrfbarst} {Arft}

PRESTRESSING STRAND DATA:   Segment {SectSSeg}

 Row Ybar (mm) Total no. of strands No. of debonded strands No. of strands in analysis {%i} {Ybarri} {Nbarti} {Nbardi} {Nbarbi} Total: {Nbars} {Ndbars} {Nbbars}

{DEC 1}

 Strand diameter (Ds) = {Ds} mm {DEC 0} Area of a single prestressing strand (Aps) = {Aps} mm^2 Elastic modulus of prestressing strand (Ep) = {Ep} MPa Allowable % of unbonded strands (Naubbars) = {Naubbars} % Actual % of unbonded strands (Ntubbars) = {Ntubbars} % {DEC 0} Distance from bottom of girder to girder centroid (Yb) = {Yb} mm Distance from bottom of girder to CG strands (Ycgs) = {Ycgs} mm Eccentricity of CG strands from CG girder section (e) = {e} mm (Yb - Ycgs)