Hi all. I'm working on a project where I have to design masonry site walls. The geotechnical report for this development states that "a total settlement of 2.4 inches and differential settlement of 1.2 inches over a 30-foot horizontal distance should be considered for foundation design." What...
I am currently working on a project where the tenant is stacking heavy tires and the owner is concerned about the weight of the tires bearing on the slab on grade. The tires vary significantly in weight and size but can be as heavy as 4,150 lbs. each and have a diameter of over 6 ft. The...
Hi all,
I am working on a project where I have to justify a system of frames that were installed without permits. The frames support a conveyor system and a catwalk that is only used for maintenance. The problem that I'm facing is with the columns because some of them are not straight and have...
Hi. I'm working on a project where I have to design the footings and anchorage for a pre-fabricated metal building. The slab rests on top of the footing and they are cast in separate pours leaving a joint between them (see attached photo). The building column anchors go through the slab and into...
Please see the attached file for reference. When designing for the concrete breakout capacity, is the edge of concrete considered "a" or "b"? This condition has always thrown me off. Thank you in...
I have to analyze a tapered steel roof beam but have no drawings of existing conditions. Is it usual for these tapered beams to be made of A36 steel or are they normally made out of stronger steel?
I am working on a project where a CMU building will have a second floor on only one half. I have a rigid diaphragm at both the roof and floor levels. I am not quite sure how to distribute the forces to the walls where only half of it is resisting second floor loads. I am particularly having a...
Hi, I am designing a pole footing where the dead load is not sufficient to resist the uplift created by wind. Is there a provision in the code that gives soil friction values to resist the uplift? There is no geotech involved in this project.
We are doing an addition to an existing 18 feet high concrete tilt-up building with a flexible roof diaphragm (See attached for layout). There is an existing re-entrant corner with its respective drag lines. Our addition consists of squaring off the building by adding to new walls.
My question...
Hi, I'm designing the footings for a metal building (designed by others) that will house a 50 ton crane. The metal building designer has provided me with the reactions at each frame. One of those reactions is the crane load which accounts for the crane moving. I am having a difficult time...
I am trying to reference Equation 22-2 from ACI 318-11 but I have not updated to ACI 318-14, so I don't know the equation number for the new code. Can anyone help me out? I believe it should be under Section 14.5 in ACI 318-14.
ACI 318-11, Equation 22-2 is Mn=5λ*sqrt(f'c)*Sm.
I am designing a retaining wall but I cannot seem to find a straight answer on how to calculate the Kh factor. I have read about it on different sources and they all seem to say something different. This is what I have seen:
Kh = Sds/2.5
Kh = 0.5*PGA
Kh = PGA
Kh usually ranges from 0.5 to 0.3...
I need to look at coring two holes for mechanical ducts in an existing concrete tilt-up panel. The holes will be 24" and 26" in diameter and will be located towards the top of the panel. The panel is 32' high from finished floor and is 24'-10" wide. I wanted to know if I have to do a full...
I am designing a new opening (40 in. x 86 in. rough opening) in an existing concrete tilt-up panel. The panel is 35 ft. wide, 32 ft. high from finished floor, and roof line is at about 28 ft. from finished floor. I usually reinforce the panel with vertical HSS members going all the way to the...
I am looking to buy my stamp after passing the California Civil PE exam. I got a notification from the board saying that my license number is Cxxxxx. Do I need to include the "C" that is right before my license number or could I just have "No. xxxxx"? I don't think I've seen any civil seals with...
I am designing a steel canopy with 4 steel columns. I am having trouble determining the correct seismic coefficient for this application. Any suggestions?
