Wouldn't each grout each lift interface represent a construction joint in the wall? Wouldn't you want to make sure you are developing the vertical reinforcing at the top and bottom of each grout lift/construction joint to maintain continuity in the wall?
I have a project where I am using #6 and #7 rebar for an 8" CMU wall. The design code is 2006 IBC and the required masonry rebar lap splice length is 72db due to the stress in the bars. So for a #6 and #7 bar, the required lap splice length is 54" and 63", respectively.
The masonry contractor...
Are there any code provision that require ductile failure modes for cast-in anchors in CMU in high seismic areas? For example with concrete, ACI appendix D clearly outlines the requirement that ductile failure modes must govern anchorage design in SDC C or higher structures or that you can...
12.10.2.1 Collector Elements Requiring Load Combinations with Overstrength Factor for Seismic Design Categories C through F. In structures assigned to Seismic Design Category C, D, E, or F, collector elements (see Fig. 12.10-l), splices, and their connections to resisting elements shall resist...
I am designing an occupancy category IV structure that is in a seismic design category of D. The structure is steel bar joists on CMU bearing-shear walls. Where the joists bear on top of the CMU walls, to transfer the diaphragm load to the top of the wall, I am debating whether to use tube...
I still don't follow the whole concept of "no suction"; there is documented evidence of tornado's (albeit extremely rare, violent ones) that have caused ground scouring and peeling off of road pavements.
Kootk, what's your thoughts on threading the topping reinforcement through embedded...
dik: That is an option but we usually prefer the topping slab to give the precaster the option to design as composite and I like to use the topping as a diaphragm. What is the methodology of using the inserts? Are you assuming the inserts are the support points for the slab by anchoring the...
I'm designing a storm shelter where the gross wind uplift is on the order of 225 psf. We will be utilizing either precast hollowcore planks or double tees as the roof system with a 4" topping to resist in-plane diaphragm forces.
How is the topping slab anchored to the roof members for net...
The geotech report states that the long-term groundwater level is anticipated to be at or below the explored depth (14' below existing grade).
The geotech engineer for the project stated that in his opinion he would not design the foundations for buoyancy loads and tornado loads at the same...
For the dead load only load case, the buoyancy uplift is not giving me any stability issues.
It is the .6D +.6W + H (where H is the uplift due to buoyancy) load case that is giving me issues where the footing is subjected to overturning from in-plane shearwall loads. The buoyancy uplift...
Section 303.3 of the ICC500 states: "Underground portions of storm shelters shall be designed for buoyancy forces and hydrostatic loads assuming that the ground water level is at the surface of the ground at the entrance to the storm shelter, unless adequate drainage is available to justify...
That is what I am thinking about doing (using the provisions for concrete) however I am unsure if I should do this as my calcs will have a 3rd party reviewer and I would hate for this to be an issue during that stage of the project.
