Fiyures j4 ana .35 also present the total lateral load capacity, R L , 

 tne sum ot the base shear and passive wedge components, for anchors of 

 square plan. For the Z/B ratio of 0.1 treated and for the category A soil 

 the passive wedge resistance, R p , comprises about 20 percent of the total 



KStin If oSpY^VoU iPpfeegt 1 ?^.^^!*! 8 ^^^^ 



profiles. 



Increasina the Z/B ratio will increase the proportion of ultimate 

 lateral load capacity carried by the passive wedqe, R p , because the 

 passive wedge capacity increases as a function of depth squared, Z , while 

 the base shear capacity increases nearly linearly with depth. 



2- Non-Cohesive Soil . The resistance to lateral load developed along 

 the base shear plane in a non-cohesive soil is: 



R b = W eff x tan * ( 16 ) 



where W 



eff= the effective weioht or force on the base shear plane 



(N) 

 or W eff = (W + W s ) - P v . (17) 



where W = submerged weight of the anchor (N) 



W = submeraed weight of the soil entrained within the cuttina 

 edges and above the base shear plane (N) 



P = vertical force component anplied to anchor by mooring 

 v line (N). 



The lateral load capacity of a deadweight anchor on non-cohesive soil is 

 then directly proportional to the effective weiaht on the base shear Diane. 

 The "lateral load capacity can be modified by either (1) increasinn the 

 height of the deadweight to increase its mass or by (2) increasing the 

 density of materials comprisinq the deadweight. The first option for 

 increasing the effective weight oer unit area, that of increasinn the 

 heioht of deadweight, is limited by overturning potential and by local 

 bearinq capacity potential. The second option, that of increasinq the 

 mass per unit volume of the deadweight, is limited by material availability. 



Base shear capacity of the deadweiaht anchors for OTEC on a cateqory 

 D soil were calculated assuminq an effective anqle of internal friction of 

 0.52 rad (30 deg) and a soil submerged unit weight of 7.1 kN/nP (45 ncf). 

 Figure 36 presents the lateral load component due to base shear, Ru, as a 

 function of the anchor block width for a souare anchor. The data presented 

 is for an anchor block with cutting edges with a Z/B ratio of 0.1. 



76 



