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, kN.m, MPa
Design Code: {CODE} {DEC 0}
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SECTION: {Sectnum}
| Distance (x) of section from the first node = {x} mm | ||||
| Strand segment number: {SectSSeg} | ||||
| Passive R/F segment number: {SectPSeg} |
ULTIMATE MOMENT CHECK {DEC 1}
| Strand data: | |||||
| Ultimate breaking force of PS strand (Pult) |
= |
{Pult} |
kN | ||
| Ult breaking stress of PS strand (fp = 1000*Pult/Aps) |
= |
{fp} |
MPa | ||
| Total area of bonded prestressing strands (Ap) |
= |
{Ap} |
mm^2 | ||
| Distance of CG strand group from bottom of girder (Ycgs) |
= |
{Ycgs} |
mm | ||
| Distance of CG strand group to top of sectn (Dp=D-Ycgs) |
= |
{Dp} |
mm | ||
| Section data: | |||||
| Overall depth of composite section (D) |
= |
{D} |
mm | ||
| Actual width of insitu slab (Ws) |
= |
{Ws} |
mm | ||
| Effective slab width for moment (bef) |
= |
{bef} |
mm | ||
| Concrete strength of deck slab (f'cs) |
= |
{f'cs} |
MPa {DEC 0} | ||
| Passive reinforcement data: | |||||
| Area of longitudinal reinforcement in tensile zone (Ast) |
= |
{Ast} |
mm^2 | ||
| Area of longitudinal compressive reinforcement (Asc) |
= |
{Asc} |
mm^2 {DEC 0} | ||
| Yield strength of longitudinal reinforcement (fsy) |
= |
{fsy} |
MPa {DEC 0} | ||
| Young's Modulus of longitudinal reinforcement (Esr) |
= |
{Esr} |
MPa {DEC 3} | ||
| Factors & coefficients: | |||||
| Equivalent compressive stress coefficient (Srf) |
= |
{Srf} |
({CODE} Section 8.1.2.2) | ||
| Ultimate tendon stress coefficient (k1u) |
= |
{k1u} |
({CODE} Section 8.1.5) | ||
| Ultimate tendon stress coefficient (k2u) is given by: | |||||
| k2u = (Ap*fp+(Ast-Asc)*fsy)/(Ws*Dp*f'cs) |
= |
{k2u} |
({CODE} Section 8.1.5) | ||
| Neutral axis depth parameter (Gamma = v) where |
|
|
|||
| v = Srf - 0.007*(f'cs - 28) |
= |
{v} |
({CODE} Section 8.1.2.2) | ||
| Forces in prestressing strand: | {DEC 3} | ||||
| {CalcDcb$} | {DnNote$} | ||||
| Concrete strain at ultimate (ucu) |
= |
{ucu} |
{DEC 1} | ||
| Depth to Neutral Axis (dn) |
= |
{dn} |
mm | ||
| Depth of compression block (gammaDn = v*dn) |
= |
{gammaDn} |
mm | ||
| Overall depth of composite section (D) |
= |
{D} |
mm | ||
| Ultimate strand design strength (fpu = fp*(1 - k1u*k2u/v)) |
= |
{fpu} |
MPa ({CODE} Section 8.1.5) | ||
| Area of a single strand (Aps) |
= |
{Aps} |
mm^2 {DEC 0} |
|
Row No. |
Yb (mm) |
No. bonded strands |
Dp (mm) |
Ap (mm2) |
Force (kN) |
Stress State |
Moment (kN.m) |
|
{%i} |
{Ybarri} |
{Nbarbi} |
{Dpbari} |
{Apbari} |
{Fbari} |
{Yelds$i} |
{Mbari} |
|
{Apt} |
{Fps} |
|
{Mcss} |
| Where for each row of strands: | |||||
| Dp = D - Yb (Yb is the distance of the strand from the bottom of the girder) | |||||
| Ap = No bonded strands*Aps | |||||
| Force = Ap*fpu/1000 | |||||
| Total tensile force in PS strands (Fps) |
= |
{Fps} |
kN | ||
| Moment capacity of PS strands (Mcss) |
= |
{Mcss} |
kN.m {DEC 3} | ||
| Forces in passive reinforcement: | |||||
| Concrete strain at ultimate (ucu) |
= |
{ucu} |
{DEC 1} | ||
| Depth to Neutral Axis (dn) |
= |
{dn} |
mm | ||
| Depth of compression block (gammaDn) |
= |
{gammaDn} |
mm | ||
| Flexural strength of longitudinal reinforcement (fsy) |
= |
{fsy} |
MPa {DEC 0} | ||
|
Row No. |
Yb (mm) |
No. of bars |
Dp (mm) |
Arf (mm2) |
Force (kN) |
Stress State |
Moment (kN.m) |
|
{%i} |
{Yrfi} |
{Nrfbrsi} |
{Dprfi} |
{Arfi} |
{Fbrfi} |
{Yeldr$i} |
{Mbrfi} |
|
{Arft} |
{Frf} |
|
{Mcsr} |
| Total area of passive reinforcement (Arft) |
= |
{Arft} |
mm^2 | ||
| Area of passive reinforcement in tension zone (Arft) |
= |
{Ast} |
mm^2 | ||
| Area of passive reinforcement in compresn zone (Asc) |
= |
{Asc} |
mm^2 | ||
| Total tensile force in passive reinforcement (Frf) |
= |
{Frf} |
kN | ||
| Moment capacity of reinforcement (Mcsr) |
= |
{Mcsr} |
kN.m {DEC 2} | ||
| Check for over-reinforcement (Ku) |
|
|
|||
| Ku = dn/(1000*Msteel/Fsteel) |
= |
{Ku} |
{KuNote$} | ||
| Compression force in concrete: | |||||
| {CalcDcb$} | {DnNote$} | ||||
| Equivalent compressive stress coefficient (Srf) |
= |
{Srf} |
{DEC 1} | ||
| Ultimate concrete compression strength (fuc = Srf*f'cs) |
= |
{fuc} |
MPa | ||
| Moment capacity of concrete (Mc) |
= |
{Mc} |
kN.m ({McNote$}) | ||
| For the simplified method: | |||||
| Mc = - fuc*Ws*dn*dn/(2.*1000) | |||||
| For the strain compatibility method: | |||||
| Force in slab concrete (Fultcs) |
= |
{Fultcs} |
kN | ||
| Force in flange concrete (Fultcf) |
= |
{Fultcf} |
kN | ||
| Force in web concrete (Fultcw) |
= |
{Fultcw} |
kN | ||
| Moment capacity of slab conc (Multcs) |
= |
{Multcs} |
kN | ||
| Moment capacity of flange conc (Multcf) |
= |
{Multcf} |
kN | ||
| Moment capacity of web conc (Multcw) |
= |
{Multcw} |
kN | ||
| Design Ultimate Capacity: | {DEC 0} | ||||
| Moment cap. of strand + passive RF (Mcs = Mcss+Mcsr) |
= |
{Mcs} |
kN.m | ||
| Moment capacity of concrete (Mc) |
= |
{Mc} |
kN.m | ||
| Ultimate moment capacity of section (Mu = Mcs + Mc) |
= |
{Mu} |
kN.m {DEC 3} | ||
| Ultimate moment capacity reduction factor (Ø) |
= |
{Om} |
({CODE} Table 2.2) {DEC 0} | ||
| Design ultimate capacity (ØMu = Ø*Mu) |
= |
{OMu} |
kN.m | ||
| Ultimate Loads: | {DEC 1} | ||||
|
Loading |
Moment (kN.m) |
Load Factor |
Ult. Moment (kN.m) |
| Girder self-weight |
{Msw} |
{LFsw} |
{Musw} |
| Insitu concrete slab |
{Mslab} |
{LFslab} |
{Muslab} |
| Superimposed DL |
{Msdl} |
{LFsdl} |
{Musdl} |
| Design Live Load |
{Mll} |
{LFll} |
{Mull} |
| Special (heavy) vehicle |
{Mhvl} |
{LFhvl} |
{Muhvl} |
| DL + SDL + LL |
|
M*ll = |
{Mu1} |
| DL + SDL + HLV |
|
M*svl = |
{Mu2} |
| {DEC 0} | |||||
| Ultimate design moment = Max of M*ll and M*svl |
= |
{Mmax} |
kN.m | ||
| Ultimate design capacity or strength (ØMu) |
= |
{OMu} |
kN.m {DEC 0} | ||