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About dik

  • Rank
    Senior Member
  • Birthday 06/13/47

Profile Information

  • Gender
  • Location
    Winnipeg, Canada
  • Occupation
    Structural Engineer
  • Expert in
    Actions on Structures
  • CV
    Dik has in excess of 45 years of practical engineering experience, functioning as a structural analyst/designer, project engineer, project manager, and consultant. Dik has gained an extensive knowledge in the field of parking structures encompassing planning, design and restoration, has become familiar with a wide variety of materials of construction and the related building sciences involved, including seismic analysis, and has become well versed in the preparation, interpretation and application of specifications including a working knowledge of construction contracts.

    Experience encompasses the design of concrete, steel and wood structures, electrical sub-station structures, pre-stressed concrete structures, storage tanks, tunnels, lifting devices, crane runways, retaining walls, and fall protection systems. Design experience includes both the use and programming of Finite Element Analysis (FEA) methods.

    Dik has a good working knowledge of other engineering discipline design requirements and design documents including: general arrangement drawings, heating ventilation and air conditioning (HVAC) schematics and project specifications.

    Dik has also provided numerous forensic reports to engineers, lawyers and insurance companies and has testified as an expert witness on numerous occasions.

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  1. I'm not sure what your anti-seismic device is, but, it does not appear to be part of the structure. The 'massive' and rigid roof structure and the relatively fixed base pretty much establish the failure observed. The rigid 'L-shaped' corner columns and the relatively flexible second floor do little to prevent any torsional displacement/failure. The failures shown on the floor plates are pretty much that would be expected. If you have a viable anti-seismic device then you should approach the seismic engineering experts in the US likely. Careful, they can be tough/unscrupulous business partners. They may, however, be able to provide the impetus to successfully launch your product. I've seen some tuned mass dampers that work well as long as they are maintained. One of the two most difficult projects I did was a 6 storey parkade in a reasonably high seismic area... the architect didn't want the columns exposed on the outside and the entire perimeter cantilevers 15' (4.5m). Flexural spandrel beams were used around the perimeter to force a mode(s) of vibration. Just some thoughts...
  2. Are you looking at end plate connections for flexure and shear? or are you looking at web plates and flange plates? Dik
  3. Don't know, but, because the area is mountainous and some areas are humid, I suspect there is a large variation. You might want to check with the local jurisdiction. Dik
  4. Unless you have some extraordinary loads, slip resistant fasterners should be ample for the stairs. A bit of a caution, careful in the size of fastener. Often stairs are assembled with 3/8" dia fasteners (A307 type bolts in NA). I have a personal preference not to use fasteners less than 1/2" (12mm). I've seen too many smaller fasteners twist off. Dik
  5. Unless the reinforcing is 'wildly' off the centroid of the wall... the added reinforcing likely increases the capacity, beyond being plain concrete. Dik
  6. What type of piles are you using? What is your soil? Can you use longer piles or larger piles and use 2 per column load with the foundation beam acting as a 'pile cap'? Are the piles friction type or end bearing? Can you use expanded base piles? How thick is your pilecap? Do you have to worry about 'mass concrete' and thermocouples? Lots of questions... Dik
  7. User... " Dik, thank you for the answer! Unfortunately, first of all I have interest in Eurocode." <Mild Chastise Mode On>The information presented is applicable to all concrete design... Eurocodes, ACI, CSA, BS, etc. I'm not aware of Eurocode requirements and it appears that Eurocodes has a different manner of presenting it. I'm an 'old codger' and am still interested in the application of engineering methods. I provide information and learn from my postings, even though I may never use it. <Mild Chastise Mode Off> Reinis: Thanks for the additional clarification.
  8. I'm not sure what the Eurocodes requirements are, but for reinforcing steel, in North America, the: amount of reinforcing steel provided is restricted to 0.75 * Pbal. This balanced reinforcing steel condition occurs when steel yield and concrete crushing occurs at the same time. By using .75, the steel yields first and a 'catastrophic' concrete compression failure of the concrete is avoided. This can be avoided by using compression reinforcing steel in the concrete compression zone. Using high strength bars (Dywidag comes to mind) the amount of reinforcing is diminished. High strength bars come at a premium price but still be less costly. The issues that occur are the added deflection, including creep deflection (long term), with the higher strength bars and the width of cracks that occur. Both these issues have to be addressed. In addition, corrosion can be an issue. Stress corrosion as well as smaller bars due to the higher strength has less sacrificial material. Dik
  9. King Nero: In North America, it's common practice to use deflection tracks that provide lateral support for wall systems but prevent vertical loading of them. In this manner glazing is not affected. Dik
  10. I'm not sure what the European practice is, but, in North America, deflection limits are established for the various types of finishes. If brittle, then LL defl should be in the order of L/360 else often L/240 for non-brittle surfaces. Deflection does not normally include the deflection of the supporting member. An L/360 deflection provides a stiffness that with the relative deflection (rotation) between two points on a beam, the supported surface, if brittle, is less likely to crack. Dik
  11. Check the attached link: https://wiryanto.files.wordpress.com/2006/11/ci2505wight.pdf I've exceeded my limit for posting files, so I cannot attach the *.pdf. It's a good example. Different jurisdictions have different requirements for depth to span ratios. Diik
  12. Anyone familiar with a German-Czech company Dlubal Software Dik
  13. In North America, Hilti has removed the Hy-150... As long as the limestone is sound, it should have similar resistance as high strength concrete, unless the stone has other characteristics. Dik
  14. Welcome to the group... there are many people here with varied interests and expertise. Hope you have fun Dik
  15. Sorry, missed this... Thanks very much for the added info. Dik