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  • Users: Settingsun
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  1. Settingsun

    As 1170.1 C3 floor loading - trolleys

    Can someone help me with the reasoning for the occupancy C3 loads for trolleys vs no trolleys? According to the commentary, this refers to trolleys up to 3 kN weight. But the difference is 5 kPa vs 4 kPa, with 4.5 kN concentrated for both cases. Why does a trolley that totals 0.75 m2 of 4 kPa...
  2. Settingsun

    Joints for flared slab

    Hi all, I've got an area of slab on ground with the shape shown below and would like suggestions for joint layout. The area is used for miscellaneous storage and will see some light vehicle traffic (eg 4WD/SUV with trailer). The client (local council) would like to use their standard 150mm...
  3. Settingsun

    AS3600 Amendment 2 Torsion Rules

    What was the reason for removing the equivalent shear method for torsion design in Amendment 2? Was it unconservative? I know there are 1 or 2 people on this site who might know the view from behind the scenes.
  4. Settingsun

    Limit on second-order moments

    ACI 318-19 clause 6.2.5.3 limits the bending moment from second-order analysis to a maximum of 1.4 * the moment from first-order analysis. Is this referring to the respective maximum moments which may be at different locations along the column, or to moments at the same location along the column...
  5. Settingsun

    Just when you thought Staad couldn't be any worse

    What's wrong with this picture? This software is a steaming pile. Prospective purchasers: Avoid like the plague.
  6. Settingsun

    Results scales with mouse wheel

    Does anyone else have the problem that there's a point with enlarging the bending moment diagram using the mouse wheel which, if you go beyond (make the diagram larger), then you can't make it smaller again? For me, it's 0.7 kNm/m. No matter how much I scroll the wheel, it won't make the...
  7. Settingsun

    Reinforced concrete poured under salt water

    Has anyone got data or literature on corrosion of steel reinforcement in concrete poured underwater? The reinforcement is submerged and then concrete poured by tremie. The concrete displaces the water yo give a solid block but presumably some chloride contamination remains on the steel. If...
  8. Settingsun

    Direct analysis: Notional load instead of Tau_b factor

    Does anyone know the derivation of the additional notional load that can be used instead of the Tau_b stiffness reduction factor? I want to know whether the notional load should be increased if the out-of-plumb is more than the assumed L/500.
  9. Settingsun

    Countersunk slotted holes

    Can slotted holes be countersunk? The plate will be 316 stainless steel if it matters.
  10. Settingsun

    LTB elastic critical moment - depends on major axis stiffness?

    I found this equation in a book called "Structural Design from First Principles" by Byfield. I've never come across the (1-Iz/Iy) term in the denominator. Does anyone know another source for this? It would predict that beams don't suffer LTB when bent about minor axis as per usual...
  11. Settingsun

    Correct way to copy and move in Staad

    I have lots of problems copying elements and moving elements/nodes in Staad. In my current model, I have two (meshed) plates offset by a distance with master-slave nodes connecting one edge of each plate. The slave nodes are connected to their plate via short beams so I can see the forces...
  12. Settingsun

    Rock lateral capacity: rock compressive strength vs RQD

    The image below shows the relationship between ultimate rock lateral capacity (p_ur) and rock compressive strength proposed by Reese in his textbook (title shown in the image). The value of rock compressive strength (q_ur) is found from tests on intact specimens, with an adjustment (alpha_r)...
  13. Settingsun

    AISC Advanced Elastic Analysis

    Is Staad capable of the type of elastic analysis required for design according to AISC 360-16 Appendix 1, where compression member buckling is detected in the analysis? I tried the benchmark problem shown in Figure C-A-1.1 and Table C-A-1.1 of the commentary and didn't get a good match. I used...
  14. Settingsun

    Temporary works code of practice

    Does anyone know of an Australian code of practice for temporary works that prohibits connections without bolting, welding, clamps etc? This relates to the topic I started in the structural forum today about beams just sitting on supports, or beams just sitting on another transverse beam.
  15. Settingsun

    LTB of beams that just sit on supports

    I was at a construction site on other business and noticed ‘stacked’ beams used for temporary works. Working from floor level upwards, there were: a pair of I-beams at 5~6m centres (depth:width is about 2.5 for this size of beam); then a square hollow section on top of the I-beams (ie spanning...
  16. Settingsun

    Efflorescence on car park wall

    A residential single-level car park has ongoing appearance of efflorescence at most of the wall segments that are retaining ground (up to 3-4m retained height). The wall is 25-30 year old concrete masonry which I assume is reinforced, and also gets some water penetration during rain. The water...
  17. Settingsun

    Driving timber piles into pre-bored rock

    Does anyone have experience and guidance for driving timber piles into pre-bored. rock sockets? The rock is sandstone, medium strength not too far below top of rock. The piles extend above ground as cantilevers subject to lateral loads. There isn't enough sand over the rock to achieve stability...
  18. Settingsun

    Notches in sawn timber beams

    Using my local code, a sharp notch on the tension side of a sawn timber beam reduces the bending capacity to about 10% of the un-notched capacity, varying depending on the details of the notch and type of timber. The notch is where a post was previously located but has been move to one side...
  19. Settingsun

    AS4100 vs NZS3404: alpha_m & L restraints

    AS4100 uses 'sub-segment' to refer to lengths of beams that have and L restraint at one or both ends, while 'segment' means both ends are F or P. NZS3404 uses 'segment' for all cases and does not use 'sub-segment' (except it's mentioned in the Notation section - probably forgot to delete from...
  20. Settingsun

    AS/NZS 1664 - Strength of Welded Aluminium Members

    I’m trying to decode the strength of welded aluminium members to AS/NZS 1664-1997. The section that deals with this is only two pages so I’ve posted it. I don’t find it clear but it seems to me that the standard is based on the specification (code) in the (US) Aluminum Association’s Design...

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