ANALYSIS AND DESIGN CONSEPT OF GRE PF RETAINING WALL YULVI

THE ANALYSIS CONSIST 3 PARTS 1. Internal Stability - Assume Rankine failure surface - Failure mode: geosyntetic rupture(a), pullout(b), connection failure(c) - check involve determine tension and pullout resistance in the reinforced element and integrity of facing element External Stability overall stability of geosynthetic reinforced soil mass is checked including sliding, overturning, load bearing capacity failure and deep seated slope failure

INTERNAL STABILITY

EXTERNAL STABILITY

RETAINING WALL WITH METALLIC STRIP REINFORCEMENT

ACTIVE HORIZONTAL PRESSURE Based on Rankine active pressure For granular siol with no surcharge ot the top

ACTIVE HORIZONTAL PRESSURE WITH SURCHARGE

ACTIVE HORIZONTAL PRESSURE WITH SURCHARGE

FACTOR OF SAFETY AGAINST TIE FORCE Tie force per unit length of wall = active pressure at the depth z x area of wall to be supported by the tie 𝑇= 𝜎′ 𝑎 𝑆 𝑉 𝑆 𝐻 Factor of Safety against of tie failure Where: w=width of each tie fy= yied or breaking strength of the tie material t = thicknes of each tie FS= 2,5 -3

FACTOR OF SAFETY AGAINST PULLOUT Reinforced ties at any depth z will fail by pullout if the frictional resistance developed along the surface of the ties is less than the force to which the tie of being subjected. The effective length of the tie along frictional resistance is developed may be conservatively taken as length that extends beyond the limit of rankine active failure zone ABC. The maximum friction force is Where: lc : effective length ’0: effective vertical pressure at the depth z  : soil tie friction angle

TOTAL LEGTH TIE

EXTERNAL STABILITY

SF OF SLIDING

SF OF BEARING CAPACITY

Vesic (1973)

EXAMPLE