For a 1" diameter bolt in a column base plate, which minimum edge distance from table J3.4 is most appropriate, the sheared edge or the rolled edge distance. Thank you in advance!
Thank you in advance for the wisdom. If you have a 6/12 wood truss spanning the N-S direction, would you use the flat horizontal dimension from end to end or the 6/12 top chord horizontal lengths to calculate the required nailing for the diaphragm shear force for the length available to resist...
There are several methods available to calculate the shear & pullout tension strength of the anchor bolts. In lieu of ACI 318-02 requirements, is it ok to still use the 1992 PCI guide which is not mentioned in IBC2003 or IBC2000? Thank you.
I have a roof system with a total dead load including asphalt shingles, batten insulation, 5/8" sheathing & felt, ceiling, mech. of 20 psf. Is 13 psf minimum dead load a good number to use for component & cladding uplift or .6 times 16 psf(total-mechanical number of 4 psf = 10 psf? Is the .6...
Does anyone know where I can find details showing shear connection details for tube to tube connections or what you use so you do not have partially fixed moment connections? Many thanks!
Does anyone have a source they use that has values on maximum shear values for anchor bolts with uplift & shear in concrete piers? What maximum shear value do you use for this condition? Should all 4 bolts get shear equally? Thank you.
I have a base plate on a concrete pier with #8 bars & 1" bolts in the base plate. Does anyone have literature as far as the best way to calculate required development length of the anchor bolts? Would you develop the vertical bars? Would you use the 160 psi bond strength to figure development...
I have an eccentric base plate located at the corner of a pier with uplift that has 5 anchor bolts. These bolts do not follow any PCI 4 bolt pattern. Does anyone know where to look for formulas or what they do in this situation? As always, many thanks for your ideas!
I have an eccentric base plate with uplift sitting on a pier that requires 5 anchor bolts in a pattern unlike anything in PCI. Does anyone have any suggestions of where to go? Many thanks as always!
Please comment on proper assumptions of chevron brace beam columns. I have 12" beams with roof trusses at 2' o/c. Should the LY=2' for the bottom flange or the entire beam length? Where I have a chevron brace beam column with a sheathed truss runnung in the same direction, would LY be the entire...
I have a beam supporting a sheathed gable end multi-truss in a chevron brace. What should the unbraced length about the y direction be the entire length or length/2? Thank you
IF YOU HAVE A BRACE FRAME BEAM WITH AXIAL LOAD BRACED AT 2'-0" O/C AT THE TOP FLANGE, WOULD YOU CONSIDER IT BRACED ABOUT THE Y AXIS FOR AN LY=24" OR USE THE ENTIRE LENGTH CONSERVATIVELY IN THE Y AXIS?
Does anyone know what safety factor to use for brick arch thrust overturning moment as it relates to resisting dead load moment? Should this possibly be 1.5 or 1.0?
ie Moverturning/Mresisting = 1.5, 1.0?
Thank you.
