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200 Kip load on column 1035 is a downward acting compressive load. JoshPlumSE - Thank you for your response. So the overturning moment would be 200*2.25 = 450 kN m Resisting Moment from the would be (200)*0.5*6.5 = 650 kN m if footing weight is ignored?

Refer to the attached image. Column 107 has no load and 1035 has a 200 kN load. There are no external applied shears or moments on either of the columns. The footing is 0.7 m thick and its top is at grade. What is the correct way to calculate overturning and resisting moments in this footing?

Thank you for the replies. Assuming that CRSI guideline may be used to check the shear at the face of the pedestal, in this particular scenario, the w/d ratio is greater than 1. So it seems that a higher allowable shear strength of upto a max of 10*sqrt(fc') may not be applicable at the face of...

Attached is a sketch showing a pile cap with two closely spaced pedestals, supported on two piles 1 & 2. If normal beam shear critical section in accordance with ACI 318 code is considered on either side of the two pedestals, for the given geometry configuration, it so happens that the beam...

Thank you SlideRuleEra. Sorry I missed that you have included the pdf.

Hi SlideRuleEra - Thank you for the information. Assuming that this study was done with a max horizontal dimension of 8 m, if let's say the length was 8 m, width was 3 m and the depth was 1 m, then does the Width:depth ratio refer to 3 or 8? In either case if the pile cap was 8X3X1, it seems the...

Hi BridgeSmith, When you say axial movement, are you saying that the axial movement in the pile is compared to the vertical deformation of the pile cap or am I misunderstanding you? Thank you

Thank you SlideRuleEra for your input. Is there a good guideline or a reference that states when can a pile cap be considered rigid vs not? Thank you

Attached is a picture of a pile cap showing 3 columns (indicated by 3 square red boxes) supported by a pile cap resting on 16 piles (indicated by green circles). The pile cap is 1 meter thick. Based on the arrangement of piles and supports, what would be the best method to determine shears and...

Need help with determining the correct factor to use to calculate the resisting moment when a foundation is subjected to buoyancy. Here are some quick sample calcs to illustrate the point: Footing dimensions:16'X20'X2' Bottom of footing below grade = 4' Soil cover = 2' Water table at grade...

Does anyone have a good reference to designing a hollow octagonal pedestal to support vertical vessels?

Does anyone have a good reference or an example of a pile supported strap footing? I am specifically looking for answers such as: 1. When should a pile supported strap footing be considered as compared to a combined footing specifically when the footing supports two columns? 2. What is the...

So let's say we have two unfactored load combinations 1. DL + WL and 2. 0.6DL + WL. In either case is overturning considered satisfied as long as resisting moments >= overturning moments without regard to the actual ratio of the resisting moment to overturning moment?

Thank you all for your responses. The attached pdf shows 2 different methods of calculating overturning moments and resisting moments for the same foundation loads and geometry. It seems that both of these methods are being used. Which method is the correct way to calculate overturning moments...

Section 4.3 - Overturning calculations in ACI 336.2R (Analysis and Design of Combined Footings and Mats) still states that the stability ratio should generally not be less than 1.5. Is this because this publication has not been updated in lieu of the above discussion regarding using appropriate...

Does that mean that if appropriate load combinations with 0.6DL etc. are considered for soil stability calculations then in checking overturning, all that needs to be checked is that the resisting moment >= overturning?

Thank you for your response. Is that true? ACI 336.2R states that overturning must be considered for combined footings and mats.

If a soil supported mat supports 4 piers with 2 of the piers subjected to compressive loads and the other 2 piers subjected to uplift loads for a certain load combination, what is the correct way to calculate stability ratio about an edge of the mat? 1. Would the uplift loads contribute to the...

If a soil supported mat supports 4 piers with 2 of the piers subjected to compressive loads and the other 2 piers subjected to uplift loads for a certain load combination, what is the correct way to calculate stability ratio about an edge of the mat? 1. Would the uplift loads contribute to the...