When designing storm shelter footings to resist ICC-500 sliding loads, do you only rely on friction sliding to resist the load (1.5 SF) in the parallel direction of the wind load? Or do you also use the perpendicular footing with passive pressure as well.
I have seen footings consisting of...
The latest ICC-500 adds some clarification to Peer Review requirements, however, it still just says to use an independent registered design professional. Has anyone seen an issue with using another licensed engineer within the same firm to complete the Peer Review? Would that be the Peer...
The Wind and Seismic Provisions gives anchorage requirements for shear walls to concrete foundations for commercial buildings. Are there any requirements in the commercial code anywhere for bearing walls that are not shear walls or for non-bearing walls? Can bearing walls be shot to concrete...
Does anyone have a reference for an ICC 500 Storm Shelter PDH? I though I saw one previously on the National Storm Shelter Association page but I am not seeing it now.
Also, if anyone has a good general PDH they know of for pre-cast/pre-stress construction that would be great as well.
I have continuous beams running over columns (with shear only splices) which creates an inflection point within the beam over the column. My understanding is to not use the inflection points as the unbraced length with Cb = 1 but rather to use the entire beam span as the unbraced length and...
NDS Table 4.3B gives allowable load of 5/8 gyp board with 6d cooler nails at 7" o.c. of 290/2=145 for blocked. Using screws at 8" o.c gives 140/2=70 plf. Is there a reason the screw option has such a lower value than the nail? Is there any way to get a higher value out of the screw with a...
IBC 2006 Table 2306.2.1 Allows an increase for bending of up to 1.5 in lieu of the 1.15 that the NDS shows. The 2012 IBC finally references the 2008 Special Design Provisions for Wind and Seismic which shows this same table for the Cr increase in Table 3.1.1.1.
The problem I have is with the...
For lumber diaphragms, allowable shear values have been shown in the IBC tables with 12" mail spacing for supporting members and just the outside spacing would change to get more shear. Now that the IBC refrences the NDS Wind & Seismic Tables it seems that the supporting members are required to...
I received pictures from one of our projects showing continuous trench footings being placed in water. The water is half way up the trench, rebar has already been places, and concrete is being placed in the trench as is. Can any one come up with a reference where this would not be allowed or is...
Is there a specific requirement for bracing of storage racks based on seismic design categories, similar to anchorage of mechanical equipment? I'm thinking in specific SDC, bracing is not required and in higher SDC it is. I've skimmed through the RMI but it looks like that is more for the...
I have read several threads on minimum reinforcing of drilled piers but am going in circles on a solution. I am trying to determine the minimum reinforcing for drilled piers required for expansive soils. I understand that ACI 318-1.1.6 states 318 does not address drilled piers and so I should...
We have a store with a PreEngineered Metal building structure on the inside connected to masonry load bearing shearwalls on the outside. We are using full grout on the masonry walls with vertical bars at 24" o.c. and horizontal bond beams at 24" o.c. The PEMB connects to the masonry structure...
Attached is an image of a "column" taking primarily a lateral point load. The top has to be offset due to existing joists running above the column and we need the column to transfer the load to the diaphragm. I am assuming that an applied load as shown will cause some sort of lateral kick out...
I have designed a safe room within a building to FEMA 361 wind speeds. It is not the entire building, but just one room within the building about 9'-0" X 12'-0", solid grout masonry walls with concrete cap. The architect/mechanical engineer is wanting to place an opening in the concrete cap...
Previous codes have had Wood Structural Panel Diaphragm allowables for nails based on spacing and blocking. In the new 2012 IBC I am only seeing values for staples in Table2306.2(1). Does anyone know what's going on? Did they pull the nailing allowables out and is there a different reference...
I have read through some other threads on this subject but want to verify a couple things. We have some cracks in a truck bay/garage forming from the corners of the floor drains. Our concern is not with the actual cracks or how they formed (We have a couple ideas why but that isn't the point...
When calculating the tension and shear capacity of anchors using App. D, effective areas are used (Ase,N and Ase,V). Where do you find these effective areas? I know AISC bases their allowabe tension and shear values from the same calculations, but for spreadsheet purposes I would like to be...
We are EOR for a large shopping center and received a mix design for the slab containing up to 50% GGBF slag. (C595 Ty IS w/ max 50% C989 G120 GGBF slag). We specified Type II cement with max 20% flyash, that's just what is more commonly available as far as I can tell, but due to the location of...
I have a metal stud wall with brick facing that is attached to a PEMB structure at the top. The city is requiring stud and connection calcs and I'm need to verify the seismic loads. I am using C&C loads for wind but am not sure what equations I should use for the seismic load.
Using section...
I have looked on a couple of the other posts regarding Tables 4.3.1 and Table 4.2.1 but am still not coming to the conclusion I need.
I am ultimately trying to decide if spread footings can be classified as Class F0 or if it has to be classified as Class F1. Typically our bottom of footing is...
