Resisting Foundation Sliding in SDC C

[KYSYzNYSY]

Greetings All,

Trying to find code language that would either allow or prohibit using friction between soil and concrete slab to resist sliding in seismic design category C. This particular case is for the process equipment being supported on shallow foundation. Any feedback would be greatly appreciated. There is plenty of downward force left to resist sliding through friction, but the slab is not thick enough to penetrate below frost depth to account for passive pressure.

 

[HTURKAK]

- When you look ASCE 7-16 Clause 12.13 FOUNDATION DESIGN;

(.... Total resistance to lateral loads is permitted to be determined by taking the sum of the values derived from lateral bearing pressure plus horizontal sliding resistance (from some combination of friction and cohesion).)..

In your case there is no lateral bearing pressure but horizontal sliding resistance is available ..

- Table 12.13-1 Resistance Factors for Strength Design of Soil– Foundation Interface, Sliding (by either friction or cohesion) Resistance Factors ϕ is 0.85


- I have experience with storage tanks ..

Clause 15.7.6.1.5 Sliding Resistance. The transfer of the total lateral shear force between the tank or vessel and the subgrade shall be considered:..
....Storage tanks shall be designed such that sliding does not occur where the tank is full of stored product. The maximum
calculated seismic base shear, V, shall not exceed V < W tan 30° ...W shall be determined using the effective seismic weight of the tank, roof, and contents after reduction for coincident vertical earthquake...

- I will suggest you also to look (GUIDELINES FOR SEISMIC EVALUATION AND DESIGN OF PETROCHEMICAL FACILITIES ) ..













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[haynewp]

You can use friction resistance for SDC C. See ASCE 7 Chapter 12 and IBC Chapter 18 for friction or cohesion resistance for soil types. Note there are limits on the resistance by IBC 1806.3.2 if using the IBC presumptive values table.

 

[KYSYzNYSY]

Thank you HTURKAK and haynewp!!!