Research Article Extended Mononobe-Okabe Method for.

One of famous analysis is Mononobe - Okabe analysis. This analysis is a extension of the Coulomb sliding-wedge theory taking in to account horizontal and vertical inertial forces acting on the soil. This analysis is described in detail by Seed and Whitman (1970) and Whitman and Liao (1985). Mononobe - Okabe analysis is based on few assumptions.

Fig. 1 Seismic actions on caisson quay walls for pseudo-static analysis Active earth pressure In the pseudo-static approach, the earth pressure due to a sandy backfill is estimated using the Mononobe-Okabe equation (Mononobe, 1924; Okabe, 1924). This equation is derived by modifying.

The distribution of seismic earth pressures on rigid retaining walls is an important task in design. On the basis of the limit equilibrium approach and limit state analysis, this pa-per presents a solution to compute the seismic earth pressure on the back of a retaining wall.

The seismic behavior of retaining wall depends on the total lateral earth pressure that develops during the earth shaking. This total pressure includes both the static gravitational pressure that exist before earthquake occurs and the transient dynamic pressure induced by the earthquake.

Geo Struct Sparks LLC - Home - We are selling a low cost program to evaluate seismic active pressure without the limitations of the Mononobe-Okabe method.

Use of Mononobe-Okabe equations in seismic design of retaining walls in shallow soils: Author(s) C Y Chin, Claudia Kayser: Published: 16 November 2013: Collection: NZGS Symposium: Compilation: 19th NZGS Symposium, NZGS Symposium.

Seismic Earth Pressures on Conventional Retaining Walls Research on seismically induced lateral earth pressures on retaining structures has received significant attention from many researchers over the years since the pioneering work by Okabe (1926) and Mononobe and Matsuo (1929), which is popularly known as Mononobe-Okabe (M-O) method.

The geometric and mechanical similarity principle is first proposed by dimensionless analysis. The results show that the total seismic passive earth pressure increases with the algebraic value of the horizontal seismic coefficient, and that it decreases as the algebraic value of the vertical seismic coefficient increases.

Sabatini et. al. (1999) recommends the use of the pseudo-static Mononobe -Okabe equations (Okabe, 1926; Mononobe and Matsuo, 1929) to calculate earthquake induced active earth pressures acting against the back face of a tied-back wall. A seismic coefficient from between one -half to two-thirds of the peak horizontal ground acceleration (0.5 PGA to.

Seismic Active and Passive Earth Pressures on Rigid Retaining Structures by a Kinematical Approach. STRUCTURES BY A KINEMATICAL APPROACH. Abdul-Hamid Soubra. IUP GEnie Civil et Infrastructures, L.G.C.N.S.N.. The well-known Mononobe-Okabe analysis of seismic lateral earth pressures (see Mononobe and Matsuo 1929 and Okabe 1924) is a.

DYNAMIC EARTH PRESSURE AGAINST RETAINING WALLS Vijay K. Puri, Professor, Civil and Environmental Engineering,SIU Carbondale, IL,. Mononobe-Okabe method (3,4). A solution for determination. Horizontal and vertical seismic coefficients,. h and. v respectively.

Mononobe-Okabe (M-O) theory was employed for different values of seismic coefficient to estimate earth pressure, force resultants in the stem wall, and stability characteristics of the abutments. Since vertical shaking was neglected in the dynamic analysis, only horizontal seismic coefficient ( k h ) was used in this analysis and the vertical seismic coefficient ( k v ) was assumed to be zero.