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Hi, For a single angle in tension with bolted connection in horiZontal leg, you have yielding tensile strength controlling. How would you explain to select rz over other radii of gyration while calculating slenderness ratio. Is there a way to remember which radius of gyration to select among...

Hi, Have a 60x40 building with roof trusses bearing on perimeter beams. Beams are provided all around the building for truss bearing and lateral support. Can the infill cold-form studs between HSS columns supporting beams be considered ample for the lateral support of the structure or shall I...

Modulus of sub-grade reaction is low to begin with. I tried using higher modulus for sake of argument, you guys are right. It is long strides from what is required. Can we use some sort of continuous steel plate with floor treatment? If so, what may the connxns look like and type of face...

Hi: I am designing a mat slab which will support mechanical equipment such that the differential settlement between the edges of the 115ft x 15 ft may cannot be more than 0.002 in. Have gone upto 48" concrete mat, still getting differential settlement. Thought someone may have experience in how...

For a slab model using plates, to check the one way shear capacity of the slab near the column. Program gives you Qx and Qy both with signs positive. Since its one-way check you won't sum up the two values to compare with (Phi)Vc for concrete? Thanks

You may want to calculate based on temp variance. Movement will be based upon your wall length. 1/2" movement may be for 100' lengths.

I have provided expansion joints @ 80 O.C. You will have Control Joints every 20 ft of this 80 ft length. Your exapnsion joint near the 90 degree corner of the wall shall not be less than 8 ft from the corner. You may want to provide dummy joints for architectural reasons.

Thanks for the response. So my exterior slab is 34" thick. It s 300 ft x 180 ft approx. I have divided the slab into sections seperated by tongue and groove contraction joints. To allow for the potential expansion, I have greased the bars protuding from first into second pour at construction...

This will be an external slab approximately 280 Ft x 180 ft. Is it right to say that groove and key joint with terminating greased bar as described by Dik will account for expansion joint?

Hi, Can a key and groove joint in a slab be treated as expansion joint such that the bars (both top and bottom) extending into second pour are terminated in second pour and greased viz. they can slide during expansion and contraction. Do we have a code recommendation for such a system. Thanks

Hi, I am looking for reference book which explains the design of circular concrete slab supported on columns. Somehow I am having difficulty finding a reference with good design example using ACI 318. I have max moment (both positive and negative) for applied loads on the slab. My...

Am i correct to assume that max / min moments values for a meshed slab (mesh comprise of different sized plates) in Plate Forces Spreadsheet will be used for reinforcement design. Since these forces are in per-ft and I am assuming my design strip to be 1 ft anyways, I dont see a reason to...

Somehow I cannot find the code provision which requires that rebar in earth retention structure cannot touch the building foundation. There is some type of minimum spacing between tension rods and concrete footing. Help much appreciated.

Josh, Will that be correct to say that for reinforcement calculation within slab model, design for the maximum moment/ft along a selected design strip. Check shears, moment and axial capacities along this longitudinal strip in given x or z direction. For stress riser locations, check punching...

Regarding the uplift question, piers are integral with perimeter foundation walls. For max uplift of 20 kips per column, downward weight of individual pier plus foundation pad will resist the load. Piers being integral with wall, walls will contribute to resist the uplift such that vertical...

I have this 48 ft diameter circular slab 24" thick. Slab will support liquid retained tank and sit concrete columns. I ran my analysis and have plate moments and plate shear values. I have modeled this slab as plates. However, if I want to verify whether concrete beams are required, which ACI...

Design will be based upon IBC 06 and PCI 7th Edition. Stringest of the two will be adapted for element design. For steel railings, AASHTO/DOT specs can be used as vehicular loads will be coming in contact with parapet and vehicular barrier system.

Thanks Jed, These piers will be part of a 100x100 ft building. Uplift on columns is not a lot and can be omitted? In another problem, I have this 48 ft diameter circular slab 24" thick. Slab will support liquid retained tank and sit concrete columns. I ran my analysis and have plate moments...

Are we correct to neglect the uplift on concrete piers due to steel column in frames building. Also, am I correct to design pier as stand alone pedestal for reinforcement purposes?

Thanks Josh for taking time to respond to the question. I have pretty good grasp of underlying program requirements such as explained in 2) and 3). I am having difficulty selecting representative width or for that matter how to select that within the model screen? Thanks