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  1. Bridge_Man

    prestressed conc. bridges- consideration of slab effective for composite prop. in -Ve mom. regoin

    Hi, I don't deal much with prestressed concrete bridges and here is my question. I have 2 span bridge, simply supported until the deck comes in. Composite loads including LL will act on the composite section. Am using Leap concrete or open bridge designer (whatever you want to call it) for...
  2. Bridge_Man

    Lpile Moment capacity calculation of an Encased W-shape in a drilled shaft (Unreinforced)

    Hi, I am reviewing a design that was performed using L-Pile for a shaft foundation to support a noise wall embedded post. Basically, the post will support the panels above grade, and the same post will be embedded in a Unreinforced shaft below grade to a certain embedment. The section defined...
  3. Bridge_Man

    Rigid Link Transmittal of Axial load

    Hi, I found what I think a mistake in a model am working on. I have a tank supported by both a latticed tower and a riser that feeds it water. I previously had the tower leg connect into the ring girder and then get connected via a rigid link to the shells of the tank, but afterwards I thought...
  4. Bridge_Man

    Redistribution of force post-yielding in shell plates (FEA modeling)

    Hi, I have an existing elevated tank supported by both a latticed tower and a cylindrical riser (that feeds it water). The tank has a flat bottom and then bowls into a cylindrical shape as you go higher in elevation. The tank distribution of force (as in how much the tower is supporting Vs...
  5. Bridge_Man

    Historic Turnbuckles capacity

    Hi, I have a turnbuckle that am trying to get its capacity, the only thing I know about this turn buckle is it's size (Std 1-7/8) , its weight (12 lb), and the fact that it was made in 1928, no other info about what standard did it follow or anything else. any recommendations on how to...
  6. Bridge_Man

    Modeling of a Tank supported by a ring girder sitting on a tower (Von-Mises Stress)

    Hi, I am struggling with this one. I have this very old tank (100+ yr) that is still functioning, so we know its OK. I need to perform some assessments on it. Am modeling it using SAP2000 The model consists of the tank modeled as shell plates, a riser that goes up to the tank (also shell...
  7. Bridge_Man

    Modeling of a Tank supported by a ring girder sitting on a tower (Von-Mises Stress)

    Hi, I am struggling with this one. I have this very old tank (100+ yr) that is still functioning, so we know its OK. I need to perform some assessments on it. Am modeling it using SAP2000 The model consists of the tank modeled as shell plates, a riser that goes up to the tank (also shell...
  8. Bridge_Man

    BiaxColumn Design (Double channels joined by lacing at one face, and continuous plates at back face)

    Hello Engineers, I am assessing an old tower leg that is composed of double channels joined together by plates lacing at the front face and continuous plates the back face. I am having issues trying to design this column for flexure, the easiest assumption is to consider this acting more or...
  9. Bridge_Man

    ASCE 7 Force Coefficient and wind loads on truss towers

    Hi, I have a truss tower where am interested in calculating wind loads on. ASCE 7-16 directs me to use figure 29.4-3 for truss towers, my question is the following: when I calculate the pressure based on GxCfxqz should I be using that pressure on all elements in the tower ? or only on the...
  10. Bridge_Man

    Joint Mass Effect on Modal Analysis

    Hi Guys, I am working on an elevated water tank, and I wanted to add the Vertical mass of water as a lumped mass using a joint linked to a girder surrounding the water tank. when I add a joint mass I do not notice any effect on the fundamental period of the structure (I did make sure that am...
  11. Bridge_Man

    Plastic moment, why does all new codes allow us to go there (is plastic hinge formation considered)

    Hi, Haven't given it much thought, but say you have a two fixed end beam with a uniform load. Max moment at ends = wl2/12 m max moment at center = wl2/24 Say you designed your beam for plastic moment (compact section) for wl2/12 (am still within the code) , say I reached my plastic limit ...
  12. Bridge_Man

    Bridge Engineer (4-5) yrs of experience no PE yet, where can I find stats for salaries in the US

    Hi, I am looking for stats to help me compare my salary to others in different states and my state, I tried linked but it only gave me results averaged across the states, I would like to have some data from my state/city which I can easily find for an entry-level engineer but not for a similar...
  13. Bridge_Man

    What to learn for a bright future in the industry (Bridges)

    Hi, It seems multiple states are moving forward with the BIM and 3D modeling for construction and plans and I want to be able to save my spot amongst those who can deliver such things in addition to the obvious technical abilities. I want to get your thoughts on what should I be focusing on for...
  14. Bridge_Man

    Why buy Merlin Dash when we have NSBA's Simon

    Hi, I wanted your opinion on why would someone/a company would buy Merlin dash when we have Simon by NSBA, both will perform an analysis for straight steel bridges, heck Simon will even do box girders, so why buy Merlin Dash ? Thanks,
  15. Bridge_Man

    CSA S16 (Canadian Code) Laterally unbraced class 4 flange

    Hi, I am performing an assessment on a girder section (I can't change the design) and in one section both the flanges and web are class 4 sections (Slender). My question is the following: Section 10.10.3.4 (Class 4 sections) starts with saying "For beams and girders with continuous lateral...
  16. Bridge_Man

    CSA s16-14 (Canadian Code) Single Angle under flexural torsional buckling

    Hi, Am an AISC user not used to the CSA codes that much, and I want to calculate the compression resistance of an angle using CSA S16-14 13.3 I have no problem calculating flexural buckling but when it comes to checking the flexural torsional buckling I have two problems: 1- when you look at...
  17. Bridge_Man

    How to interpret section 10.10.3.4 in CSA S6 - Canadian Bridge (Beam bending for class 4 sections)

    Hi All, I have a two part question about section 10.10.3.4 in CSA S6-14 or S6-19 (pretty much the same) Assuming I have a class 4 Transversely stiffened web (NO Long. Stiffeners) , and a class 1, 2, or 3 flange. and knowing that I am not designing the section, am just doing an assessment of it...
  18. Bridge_Man

    Any Canadian CSA s6 bridge code design examples ?

    Hi Does anyone have any design examples for the CSA S6 bridge code (canadian code) Thanks in advance

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