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Recent content by Alekk

  1. Alekk

    cpt & spt correlations to soil parameters

    Hi everybody, I'm looking for some correlations between spt or cpt test results and soil parameters, such as friction angle, shear strenght, density, elastic moduli, etc. Is there some good reference, expecially on the web ? Thanks Ale.
  2. Alekk

    Working in Australia

    Thanks a lot, Greg. Just another questions: what do you mean by " taxes are ridiculously high"? 35-40%? What about health insurance? Thanks Ale
  3. Alekk

    Working in Australia

    Hi everybody, I'm a structural engineer with 2 years experience, most of all in bridge engineering, who would like to work in Australia. Does anybody know how much they pay ? Thanks Ale
  4. Alekk

    Segmental bridges erected by balanced cantilever method:

    Well, I'm not an experienced engineer but I hope this can help: for preliminary design you can see Schlaich-Scheef, Concrete box-girder bridges, IABSE-AIPC-IVBH, ETH Honggerberg - Zurich 1982 , pg. 47-48-49. For final design you should run a non-linear time-depemdemt analisys; anyway using...
  5. Alekk

    Micropile design

    Mccoy & born2drill, thanks for your reply. I forgot to say drill hole is 180mm, the bond lenght is about 9m. About grouting procedure: these are a "radice" micropiles (type A in the US according to FHWA guidelines). About Bustamante & Doix: their method seems not to take care about water table...
  6. Alekk

    Micropile design

    I'm checking a building foundation on micropiles. Soil is a mixture of sand and gravel, weight about 19kN/mc, phi= about 40°; design lenght is about 11m and water table is about 7m under pile cap. The designer computed an allowable load of about 43tons according to Bustamante & Doix, but I...
  7. Alekk

    Box birder sub to torsion

    I'm sorry: it was Bethlehem, not Bethlem. It is a steel fabricator. If you give me your e-mail address I can send you the charts taken from AASHTO guide. Greetings. Ale
  8. Alekk

    Cross bracing in Compression

    I usually consider tension members only (but not under cyclic/seismic loads!). I Just check that member slenderness is between 100 (to buckle in copmpression) and 250 (not to yeld in buckling), but I've never find it in any design code. Ale
  9. Alekk

    Arch - hanger detail

    I'm looking for some detail about arch - hanger connection for a pedestrian footbridge. Arch is CHS 273x16, hanger is a 28mm rope anchored to the arch by a dead end. I'm trying to "hide" the detail because of aesthetics. Das someone have some idea/reference? Thanks a lot. Ale
  10. Alekk

    Box birder sub to torsion

    You can find some charts in: AASHTO - Horizontally curved steel girder highway bridges (2003) - pg.353 - 357 (taken from pages 20-24 of Bethlem guide). Anyway, if there are enough diaphragms you can ignore distorsional stresses.
  11. Alekk

    Design of segmental bridges by cantilever method

    It is not so symple... You have to consider prestress as a load case, with axial load, flexure, deviation of cable axis, etc. In my opinion it is best to consider equivalent loads instead of prestressing. Further, prestress level change with time. I'm sorry, I have no reference about...
  12. Alekk

    Design of segmental bridges by cantilever method

    1 - I don't know wath is the current practice in your country, but I usually assume 0,38fc. I think you can find a better answer reading your country codes. 2 - Moments generated by long lasting actions, as self weight, vary with time in such a way depending on the construction stages. Anyway a...
  13. Alekk

    Bridge bearing Design

    This could be useful: www.fip-group.it. We used "standard" bearings up to 25000kN. Usually, if there is no great difference (about less than 500kN), you can use the same load class at every pier line, not only along every single pier line; often it is cheaper to vary the allowable displacement...
  14. Alekk

    Very old, very stressed steel

    I think JAE is right: probably your beam works as a composite section (if concrete encases the steel beam the bonding stresses should be very low). Another possibility is that high deflections forces your beam to carry part of its load as if it were a rod. In addition, if you can see no cracking...
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