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  • Users: BAGW
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  1. BAGW

    Lightweight CMU vs Medium weight CMU

    Hi, I have a question regarding the lightweight vs medium weight CMU. I am looking at the TMS code and I don't see any parameters that differentiate the two types from structural capacities. The compressive strength and the shear strength seems to be the same whether its lightweight vs medium...
  2. BAGW

    Rack slab design - ACI 318 vs ACI 360

    Hi, I have racks inside the building. They are pretty tall. Close to 60'-0". Similar to ones in HomeDepot. The racks will be supported off slab on grade. The rack posts are spaced 4'-0" x 4'-0" and the maximum post reaction is 20kips. What code am I supposed to use for the slab design? can I...
  3. BAGW

    Hurricane-Prone Zones

    Hi all, what are the requirements for buildings in Hurricane-prone zones? Glazed openings needs to be protected per ASCE 7-10 section 26.10. Are there any other structural requirements? Thanks
  4. BAGW

    Moment requirements for the concrete beams

    Hi, I have provided reinforcement for the moment required at the face of the support for concrete beam design. Done this when they are built integral. If the beam and columns are poured separately and if the bars are developed as required per ACI, can I still size the reinforcement in the beam...
  5. BAGW

    Drilled peir shear check and ties requirements

    Hi, 1) Have a drilled pier subjected to shear, should the minimum shear reinforcement be provided per ACI chapter when Vu > 0.5 phi Vc? Or should this be just treated like a foundation and just make sure that Vc > Vu and move on without checking the minimum shear reinforcement requirement. I...
  6. BAGW

    Drilled Pier Cap Design

    Hi, I have a situation where the steel column directly rests on the drilled pier with a cap. As the column is directly supported off the drilled pier there is no punching shear or one way shear check nor any flexure in the pier cap. Cap for the drilled pier is provided to accommodate the base...
  7. BAGW

    Drilled pier design

    Hi, I have a drilled pier which needs to extend all the way to rock per geotech report for the bearing. The diameter for the drilled pier that I am coming up with is a 4'-0" based on loads. The rock profile is 70'-0" down, which means the drilled pier length will be +/- 70'. IBC 2012, 1810.2.2...
  8. BAGW

    Restrained vs Unrestrained

    Hi, I have a steel framing roof with 3" roof deck. Lateral system is braced frame. I am trying to figure out, whether the roof system is considered to be restrained or unrestrained for fire rating assembly. Looking into some papers, ASTM E119, pretty much classifies all streel framing as...
  9. BAGW

    Horizontal bracing to web connection

    Hi, I have a question regarding horizontal brace attached to beam web with a welded gusset plate connection. See image below. In such connections, do the plate and weld need to be checked for the eccentricity from the bolts to the weld? If yes, can I assume the eccentric moment will be resisted...
  10. BAGW

    Rusted steel connection

    Hi, What are the methods for cleaning rust off a structural steel? Is sand blasting way to go? Is there a testing method out there to verify the strength of the steel subjected to rust? Thanks
  11. BAGW

    HSS column design with shear plate connection

    Hi, When the beam/girders are attached to HSS tube with shear plate connection, should the column be designed for eccentricity from the bolt to center line of column? Can we get away from designing the column from eccentric moment if we design the connection for the eccentricity? Similar to...
  12. BAGW

    Shear lug weld design

    Hi, I am looking at a design example on shear lug weld design in AISC DG 1. For the shear lug weld check, the DG does not use directionality factor for designing the welds. Is there a reason for that? The forces are pretty much perpendicular to the weld. why cant directionality factor of 1.5 be...
  13. BAGW

    CMU wall axial capacity

    Hi, I have a 80'-0" tall unbraced non-load bearing CMU wall. Not able to get this to work from axial capacity perspective under just the self-weight. Its 12" CMU wall, fm' = 2500psi, with #6@32" vertical rebars. I have 8" deep bond beams at every 4'-0" spacing. With the bond beams at 4'-0"...
  14. BAGW

    2-way slab design

    Hi, A 2-way supported slab/flat slab can be designed per ACI code specified methods. Instead of using code specified methods, can FEM analysis be used as an alternate option for the design if all the minimum code requirements are followed. Thanks
  15. BAGW

    US vs EUROPE steel grades

    Hi, Looking at some Europe equivalent grades for A992 and A36. Is it S355JR and S275JR? I assume the US standard V-notch testing is 27J at room temperature which grades JR satisfy. When are the grades J0 and J2 used? Is it more of bridge application? Thanks
  16. BAGW

    Punching shear and one way shear in footings when columns are next to each other

    Hi, In case of foundation design for one-way shear and punching shear when the columns are spaced close such that the one-way shear and two-way shear zone of influence overlaps each other (like in case of expansion joint where columns are spaced 2'-0" to 3'-0" apart), is the critical section...
  17. BAGW

    Anchor rod in bearing

    Hi, When we have series of anchors placed 4 x d distance from each other, does ACI code provides any guidelines in reduction in bearing strength based on group effect?
  18. BAGW

    Foundation one way shear capacity per ACI 318-19

    Hi, If we have top reinforcement and bottom reinforcement in the foundation, can the "As" in the "ρw" be sum of top and bottom bars in one way shear capacity calculations? ACI 22.5.5.1
  19. BAGW

    Anchor reinforcement for shear

    Hi, I am using anchor reinforcement for shear resistance around anchors per chapter 17 of ACI. I am developing the reinforcement on either side of the breakout cone per ACI. Is there any minimum anchor depth requirement I need to maintain (I typically provide 12" to 18" when no tension and...
  20. BAGW

    Checking foundation for shear force

    Hi, When checking the foundation for sliding under shear force, can I rely on both skin friction and passive resistance from the soil? Thanks

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