From: Subject: ACES PSC Module - Serviceability Check Date: Sun, 12 Jul 2009 22:03:43 +0930 MIME-Version: 1.0 Content-Type: text/html; charset="iso-8859-1" Content-Transfer-Encoding: quoted-printable Content-Location: file://C:\ACES6\Tempdata\PSC Module-Page-Data.htm X-MimeOLE: Produced By Microsoft MimeOLE V6.00.2900.3028 ACES PSC Module - Serviceability Check

ACES PSC Design Module V1.000:   Run=20 date:  23-JUN-09
-------------------------------------------= ------------------------------------------------------
Heading: &= nbsp; Test=20 module
Job Name: AS5100 SUPER-T CLOSED TOP : = SUPERT-CLSD3
Designer:=20  GS

Comments: No comments

Units: =    mm, kN,=20 kN.m,=20 MPa
------------------------------------------------------------------= -------------------------------

DESIGN=20 CODE: AS5100.5-2004


SERVICEABILITY CHECK

  Area of girder (Ag)  

=3D

585200

    mm^2
  Eccentricity of CG strands from CG girder = (e)

=3D

112

  mm
           
  Section modulus of girder - top=20       (Zt)

=3D

1.9680E+08

  mm^3
  Section modulus of girder - bottom = (Zb)

=3D

1.9360E+08

  mm^3
           
  Section modulus of composite girder - slab = top=20    (Zst)

=3D

  4.8770E+08

  mm^3
  Section modulus of composite girder - slab = bot=20    (Zsb)

=3D

8.6470E+08

  mm^3
  Section modulus of composite girder - = girder top=20 (Zgt)

=3D

9.8830E+08

  mm^3
  Section modulus of composite girder - = girder bot=20 (Zgb)  

=3D

2.7160E+08

  mm^3
           
  Prestress force at transfer (Pt)

=3D

5676

  kN
  Moment due to PS force at transfer (Mpte = =3D -=20 Pt*e/1000)

=3D

-634

  kN.m
  Moment due to self-weight of girder (Msw) =  

=3D

600

  kN.m
           
  Girder stresses at transfer: = (Tension =3D=20 +ve)      
           
  Stress at top of girder due to PS force = (=3D=20 -Pt*1000/Ag)

=3D

-9.70

  MPa (=3D stress at bottom of = girder)
  Stress at top of girder due to PS = eccentricity=20 (-Mpte*E6/Zt)

=3D

3.22

  MPa
  Stress at bot of girder due to PS = eccentricity=20 (Mpte*E6/Zb)

=3D

-3.27

  MPa
  Stress at top of girder due to girder = selfwt=20 (-Msw*E6/Zt)

=3D

-3.05

  MPa
  Stress at bot of girder due to girder = selfwt=20 (Msw*E6/Zb)

=3D

3.10

  MPa
           
  Stress at top of girder at transfer (=3D=20 fgt1+fgt2+fgt3)

=3D

-9.53

  MPa
  Stress at bot of girder at transfer (=3D=20 fgb1+fgb2+fgb3)

=3D

-9.87

  MPa
           
           
  Final design stresses: (Tension =3D = +ve)        
           
  Final design prestress force (P)

=3D

4896

  kN
  Superimposed dead load factor (SDLf)

=3D

1.30

  (AS5100.2 Clause 5.3)
           
  Axial stress at top girder due to PS force = (-=20 P*1000/Ag)

=3D

-8.37

  MPa
  Axial stress at bot girder due to PS force = (=3D top=20 stress)

=3D

-8.37

  MPa
           
  Moment due to eccentricity of PS force (Mpe = =3D=20 -P*e/1000)  

=3D

-547

  kN.m
           
  Basis of stress calculations:        
           
  Stresses due to prestress, self-weight and = superimposed dead=20 loads are calculated using girder moduli Zt and Zb viz:
  fgt =3D -M*10^6/Zt and fgb =3D = M*10^6/Zb=20 where M represents the relevant moment
           
  Stresses due to hotmix, live load and special = vehicle loads=20 are calculated using girder moduli of the composite section = viz:
  fst =3D -M*10^6/Zst; fsb =3D -M*10^6/Zsb; = fgt =3D=20 -M*10^6/Zgt; fgb =3D M*10^6/Zgb
           
  For the case of superimposed dead loads = (bitumen/hotmix) the=20 stresses are multiplied by the factor SDLf.
  Shrinkage stresses are obtained from the=20 'Loadings' tab (fts, fbs, ftg, fbg)
           
  Summary of final = stresses        

Loading

Value (kN,kN.m)

Slab Top (MPa)

Slab Bottom (MPa)

Girder Top (MPa)

Girder Bottom (MPa)

1

Final prestress force

4896.09 

   

-8.37 

-8.37 

2 

Prestress eccentricity (Mpe)

-546.73 

   

2.78 

-2.82 

3 

Girder self-weight (Msw)

600.00 

   

-3.05 

3.10 

4 

Insitu deck slab (Mslab)

500.00 

   

-2.54 

2.58 

5 

Hotmix/bitumen (Msdl)

50.00 

-0.08 

-0.07 

0.24 

6

Differential shrinkage (Mshr) 

936.38 

0.89 

1.72 

-3.25 

1.14 

7

Design live load (Mll)

2000.00 

-4.10 

-2.31 

-2.02 

7.36 

8 

Special vehicle (Mhvl)

0.00 

0.00 

0.00 

0.00 

0.00 

 Total stress: = DL+Design Live=20 Load

  -3.35  

  -0.66  

-16.52  

3.24 

 Total stress: = DL+Special=20 Vehicle Load

  0.75  

  1.65  

-14.49  

-4.12  =

  Tension =3D = (+)ve     Compression =3D=20 (-)ve

  Allowable concrete tension stress = (f'at)

=3D

3.54

  MPa   (AS5100.5-2004 Clause=20 8.6.2)
  Allowable concrete compression stress=20 (f'ac)  

=3D

  - 30.00

  MPa   (AS5100.5-2004 Clause=20 8.1.4.2)