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  • Users: KBVT
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  1. KBVT

    More economical - timber or glulam

    What part of the country are you in? Glulam is much more available on the west coast than in the east.
  2. KBVT

    Vapor Retarder and Grade Beams

    The grade beams are designed to act composite with the concrete slab. Running the vapor retarder through the construction joint at this location would impact the horizontal shear transfer at this location.
  3. KBVT

    Vapor Retarder and Grade Beams

    I have a structural slab-on-grade system with grade beams and girders. I am trying to determine how to run the vapor retarder below the slab. Is it typical to run the vapor retarder continuous below the grade beams or can the vapor barrier be turned down at the face of the grade beam? I have...
  4. KBVT

    Vapor Barrier?

    For government projects, 10 mil minimum is required. 2 sheets of 6 mil is also common to protect against small tears.
  5. KBVT

    Retaining Wall Backfill

    Allow the contractor to backfill, but make sure the wall is braced until it reaches the desired compressive strength.
  6. KBVT

    Live Load Reduction for Bearing Walls

    I have always factored loads on an interior wall in the same manner as an interior beam. Exterior wall = edge beam. Use K LL factors in accordance with Table 4-2 of ASCE 7.
  7. KBVT

    Do you apply Kd to W when dealing with uplift effect?

    Yes, the Kd factor should be used in all calculations utilizing the load combinations in Section 2.3 and 2.4 of ASCE 7-05. This came about when they revised the load combinations (LRFD) to have a 1.6 multiplier in lieu of the 1.3 which was present back in ASCE 7-95. Reference section C6.5.4.4...
  8. KBVT

    Shear Key

    I never recommend the use of shear keys in my concrete details. ACI provides coefficient of friction values for concrete placed against hardened concrete not intentionally roughened in the shear-friction part of the code. Obviously, you need sufficient clamping reinforcement through the joint...
  9. KBVT

    Welded-Welded Shear Tab

    I've typically gone to a seated connection in this scenario with a small angle close to the beam top flange for erection stability.
  10. KBVT

    Welded-Welded Shear Tab

    It seems that your concern about end rotation is valid, see AISC's response to the same question. http://www.modernsteel.com/steelinterchange_details.php?id=211
  11. KBVT

    Flow Cone Testing: ASTM C 939

    The 3/4" orifice does not appear directly in the standard but it is noted within the base UFGS 31 63 16 specification. Researching on the web also reveals that this is a common configuration. I can't tell when one configuration is more appropriate than the other.
  12. KBVT

    Flow Cone Testing: ASTM C 939

    I am editing a specification section for Auger Cast Piles. I am unsure what flow cone test parameters I should be issuing to the contractor. The subsurface soils on the site are very poor, basically extremely soft silt & clays to a depth of 65-70 feet. We are using 16" diameter ACIP piles...
  13. KBVT

    ASTM C939 - Flow Cone Test

    Due to the lack of traffic in the forum, I have gone ahead and posted the question in the Structural Engineering Other Topics Forum. Please disregard this thread and I apologize for the cross-posting.
  14. KBVT

    ASTM C939 - Flow Cone Test

    I am editing a specification section for Auger Cast Piles. I am unsure what flow cone test parameters I should be issuing to the contractor. The subsurface soils on the site are very poor, basically extremely soft silt & clays to a depth of 65-70 feet. We are using 16" diameter ACIP piles...
  15. KBVT

    Shear design of coped web

    When determining the shear capacity of a significantly coped web, does the reduced h of the web need to be accounted for in the web compactness calculations in Chapter G of AISC? I have a W16x31 that has more than 50% of the web coped due to a sloping roof and I am trying to determine the shear...
  16. KBVT

    ASCE 7-10

    I know that they have changed the 3-second gust wind speeds from service length to strength level. Not sure exactly how this works out with the return intervals, but the LRFD load combinations have been changed with the 1.6W term being replaced by 1.0W.
  17. KBVT

    Combined Welded and Bolted Steel Connection

    J1.8 does not require the bolts to be slip-critical in a typical welded-flange moment connection. I believe this provision statse that bolts can be combined with a welded connection between the beam web and the column/girder with a 50% reduction in bolt capacity (bearing).
  18. KBVT

    Basic Two Way PT Slab Design

    I'm not sure what you mean by "pin" support, but the analysis method is almost identical to mild reinforced slabs without the middle strip/ column differentiation. The "column strip" is providing support for your perpindicular frames. The slab is still functioning as a two-way slab, you are...
  19. KBVT

    Single Angle Support

    You do not combine shear and bending stresses into a composite stress. The two are analyzed separately and capacity equations are provided in your respective code.
  20. KBVT

    Sun Room Addition Lateral Analysis/Design

    Can't you tie your sunroom roof diaphragm back into the floor diaphragm of the main house? With the description you have provided, this can not be designed as a free-standing structure as you do not have adequate room for frames on you sunroom walls.

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