000019581 001__ 19581
000019581 005__ 20170118182327.0
000019581 04107 $$aeng
000019581 046__ $$k2017-01-09
000019581 100__ $$aLi, Li-Yun
000019581 24500 $$aTest Study on  Ultimate Soil Bearing Capacity of Buried Pipeline-Sand Lateral Interaction

000019581 24630 $$n16.$$pProceedings of the 16th World Conference on Earthquake Engineering
000019581 260__ $$b
000019581 506__ $$arestricted
000019581 520__ $$2eng$$aIn order to predict the response and safety of the buried pipeline, equivalent soil spring was employed by many scholars. The key to obtain equivalent soil spring coefficient is to calculate ultimate soil bearing capacity of soil-pipe interaction. Many standards adopt bearing capacity coefficient to characterize the ultimate bearing capacity of the soil, which is depended on the internal friction angle of soil (φ) and the embedment depth/diameter ratios (H/D), but the embedment depth/diameter ratios in these standards are relatively small (about 10.0 or less), thus, the results from these standards will not be reasonable when the embedment depth/diameter ratios is larger than 10.0. So, there are some deficiency in these standards because the embedded depth of buried pipeline has been great larger than ever. In the view of the deficiency of acquiring bearing capacity coefficient, following the works of Trautmann and O’Rourke(1985), some studies have been done with ABAQUS software package to simulate the pipe-sand interaction by the authors, and a formula for calculating the soil bearing capacity coefficient was proposed, considering the effect of internal friction angle(φ), the embedment depth/diameter ratios (H/D) and diameter (D). In order to verify the reasonability of our previous simulation works, a series of model tests had been carried out. In this paper, these test works are presented and the influence factors are studied. Finally, some discipline are discovered, such as (1) The failure mode in deep embedded is different to that in shallow embedded; (2) The values in different test are different because of the difference in test conditions; (3) N h will increase and then decrease with the increasing in H/D, the proposed formula in our previous work cannot simulate the test result very well when H/D is larger than 15.0, thus, a further research to study the ultimate soil bearing capacity of buried pipeline-sand interaction is needed.

000019581 540__ $$aText je chráněný podle autorského zákona č. 121/2000 Sb.
000019581 653__ $$aEquivalent soil spring; Bearing capacity coefficient; Model test; Pipeline-sand interaction

000019581 7112_ $$a16th World Conference on Earthquake Engineering$$cSantiago (CL)$$d2017-01-09 / 2017-01-13$$gWCEE16
000019581 720__ $$aLi, Li-Yun$$iLi, Jin-Long$$iZuo, Xiao$$iSha, Xin-Lei
000019581 8560_ $$ffischerc@itam.cas.cz
000019581 8564_ $$s510901$$uhttps://invenio.itam.cas.cz/record/19581/files/3934.pdf$$yOriginal version of the author's contribution as presented on USB, paper 3934.
000019581 962__ $$r16048
000019581 980__ $$aPAPER