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  • Users: gotlboys
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  1. gotlboys

    Footing: pinned or fixed?

    Hi everyone, In my building design class, my professor said it is a structurally acceptable practice to assume low to mid rise buildings' column-footing connection to be pinned, although fixed condition may be assumed in some situations. I would like to hear from your experiences and the...
  2. gotlboys

    Reponse Spectrum Method Applicability

    Hi everyone, I am tackling response spectrum method for seismic analysis. I found that it is a linear elastic dynamic method which has limited use in actual design. How applicable it is if our building plan is symmetric in plan and height but is in the range of 5 - 10 storey? I wonder if...
  3. gotlboys

    Push-over Analysis

    Dear friends, I am just starting my study in structural engineering and feel interested to learn about push-over analysis. I will be very helpful if there could be a sample analysis calculations just for proper guidance. Regards, Gotl
  4. gotlboys

    Reinforced Concrete Joint Condition

    I have encountered some books emphasizing that there is no fully-fixed or hinged joint conditions in reinforced concrete. On the other hand, steel structures may give us better understanding through joint connections (bolting and/or welding). I am aware that RC joint condition has something to...
  5. gotlboys

    Strap Footing

    I am designing a corner footing supporting a three-storey steel building. Steel columns are supported by concrete pedestals. Three pedestals sit on the property line which calls for 'strap footing' as a solution. I have some references that deal with such footing but they don't have one which...
  6. gotlboys

    STRAP FOOTING

    I am designing a corner footing supporting a three-storey steel building. Steel columns are supported by concrete pedestals. Three pedestals sit on the property line which calls for 'strap footing' as a solution. I have some references that deal with such footing but they don't have one which...
  7. gotlboys

    BASE PLATE & PEDESTAL

    I have designed a steel column carrying axial and moment loads. These loads were used to design the base plate and anchor bolts. Steel Column: W14x68; base plate: 700mm x 700mm, 45mm thick; R.C. pedestal 700mm x 700mm, h = 2.0m from N.G.L.. Will the moment load be transferred to pedestal and...
  8. gotlboys

    ELEVATOR CONNECTION DETAIL

    It's my first time to design building with an elevator - a three-storey steel frame for an apartment. I am getting stuck on how to properly detail the connection. Please share any samples or relevant ideas to help.
  9. gotlboys

    Structural Steel Frame

    Hi fellow Engineers, I know for sure that concrete beams are considered as continuous over their supports. However, I am doubtful whether steel frames can be considered as continuous given the fact that steel beams are connected either by bolts or welding to their supporting members, the steel...
  10. gotlboys

    Stability Index of r.c. frames

    In calculating the stability index, we need to find the deflection of frames to be used in the equation for stability index (Q). Is it total deflection (df + dv) or only dv? Thanks so much.
  11. gotlboys

    USE OF TIE BEAMS (GROUND BEAMS)

    I am designing a three-storey residential building where its rear side (at both corners) sit nearly on the property lines. A friend suggests using 'tie(ground) beams' connecting all the moment resisting frames. According to him, that way the moments both from seismic and gravity loads will be...
  12. gotlboys

    CALCULATION OF DESIGN FORCES IN FRAMES

    NOTE: CONSIDERING MANUAL CALCULATION ONLY (Spreadsheet) My daily practice to determine design moments, shear and axial forces is by simplifying frames into continuous beams fixed at farthest ends. Moments are not shared to upper and lower of interior columns, except for two fixed-end columns but...
  13. gotlboys

    DETERMINING DESIGN FORCES FROM BUILDING FRAME

    NOTE: CONSIDERING MANUAL CALCULATION ONLY (Spreadsheet) My daily practice to determine design moments, shear and axial forces is by simplifying frames into continuous beams fixed at farthest ends. Moments are not shared to upper and lower of interior columns, except for two fixed-end columns but...
  14. gotlboys

    MULTI-SPAN (CONTINUOUS) CONCRETE BEAM DESIGN

    I usually compute moment of continuous concrete beams using MDM (moment distribution method). This gives larger moments at supports (neg. moments)and smaller moments at mid-spans(pos. moments). While this may be a common practice to many, a senior designer advised me to consider it as simple...
  15. gotlboys

    Low, moderate and high rise buildings

    thread507-378829 How do we define low, moderate and high rise buildings in terms of height or storey numbers? Are there provisions in some codes as to these definition(ACI/ASCE/IBC)?
  16. gotlboys

    SQUARE FOOTING DESIGN

    I am trying to find out how to design a square footing where the column is slightly off the footing center to any direction. Say it is located near property line (at corner). Can the analysis be the same as it is for square footing given that soil pressure is maximum at smaller sides...
  17. gotlboys

    TEMPORARY ROOF DECK WATERPROOFING

    A friend is going to build the ground floor of this two-storey residential bldg and the second storey will be left for several months before continuation. The second storey concrete slab will temporarily serve as roof deck for certain period. How do we prevent rain water from seeping into the...
  18. gotlboys

    SHEARWALL and FRAME INTERACTION

    Dear Engineers, I have read several references on this particular analysis but what I found to be a bit clear was in ASCE codes which states that frame shares 25% of the total base shear while the shearwall shares the remaining; 75% of the total. Some references tend to focus on stiffness...
  19. gotlboys

    DISTRIBUTION OF BASE SHEAR ON SMRF

    I am accustomed to applying 1)Equivalent Static Analysis (ESA) in distributing seismic base shear and design the structural elements, say beams, 2) firstly by using conventional moment distribution (equilibrium method). All these are done, 3) we can now start the design for rebars. But ACI...
  20. gotlboys

    Soil Bearing Capacity by SPT

    Metric Units Meyerholf's formula when B<=1.22m ----> qa = 12NFd where Fd=1+0.33D/B <=1.33 and B>=1.22m ---> qa=8N[(B+0.305)/B]^2(Fd). Assume N=5 blows,D=2m and B>1.22m. The only variable we can play with is B. It could be larger or smaller but not less than 1.22m for second eq applicability...

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