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ACI349-13 STATES THE FOLLOWING D.6.1.4 Friction between the baseplate and concrete shall be permitted to be considered to contribute to the nominal steel shear strength of the anchor in shear. The nominal shear strength resulting from friction between the baseplate and concrete—that is, without...

As received from AISC SOLUTIONS Could i say that shear force from friction described in section 3.5.1 which is caused by column compression load can be added to shear strength provided by shear lug I believe this is possible. I missed this in my previous response, but AISC Design Guide 1...

Reference to AISC design guide 1 second edition, There are three principal ways of transferring shear from column base plates into concrete: 1. Friction between the base plate and the grout or concrete surface. 2. Bearing of the column and base plate, and/or shear lug, against a concrete...

yes applying lower modulus of subgrade reaction can be considered conservative approach

Kindly see the attachment using a lower value of modulus of subgrade reaction will lead to conservative design https://files.engineering.com/getfile.aspx?folder=a00de9e6-b2c6-41c1-b646-693a4fa6263a&file=Binder2.pdf

Kindly see attached. https://files.engineering.com/getfile.aspx?folder=7d66a7b1-240d-4e21-a560-2aaaade4a618&file=Binder1.pdf

I thick i would use the modulus of subgrade reaction of the raft and compare the actual stress under the isolated footing by the bearing strength of the concrete 0.85fc' Again i did not model the raft, aim modeling the isolated footing only (standalone) Does anyone has a better approach ???

please not that i am using CSI-SAFE not Midas, moreover I am just modeling the isolated footing

I need to design an isolated footing which shall be constructed above an existing raft foundation What is the modulus of sub grade reaction used for the isolated footing in this case. Mainly the modulus of subgrade reaction = 40*3*Bearing capacity as per Joseph Bowles KINDLY REFER TO ATTACHED...

Thanks for all your kind reply

i have a steel structure and i need to check wind drift. When checking the wind drift using the following load combination (D+0.5L+Wa) ASCE/SEI 7-21-clause CC.2.2 do i need to include the national load required by the direct analysis method

Thanks I have respected all the points that you mentioned, however I need to use the suitable equation (understanding the code well) I have posted my question in AISC and i am waiting for their reply. Thanks for your support.

I have used a plain rod not a threaded rod to escape from using equation J3-1

Reference to the following case which represents a chain-block as per the next screenshots failure will be due to direct shear not tear-out and it seems that the plain rod in this case may be considered as a connected part. shall i consider the total load = 43kN when calculated the required...

I am still searching for the right equation for round bars. If I am going to use equation G2-1 (recommended by SAP2000) OR G4-1 recommended by Lomarandil both Cv1 & Cv2 are equal to 1.0 and the two equation give the same results. Take note that Lomarandil has a good point of view round bars are...

Based on your latest reply, I believe that equation G4-1 is not the correct equation when designing shear for round bars.

@Lomarandil it seems that the factor CV2 has no relation to round sections (solid bar) see the following definition For other singly or doubly symmetric shapes Aw = area of web or webs, taken as the sum of the overall depth times the web thickness, dtw, in.2 (mm2) Cv2 = web shear buckling...

HELLO The design of rectangular bars and rounds under bending can be found in the manual as per section F11. However, AISC-360-16 chapter G did not provide any equation when designing (rectangular bars and rounds) under shear !! I have searched the manual of steel design by SAP2000 V24.1 and I...