After a quick first look and ignoring the details of the wall:
One safe bet is to assume the coping is just sitting on the wall, totally cracked free from the mortar and the normal stresses are just not significant compared to what the wall can bear.
The lateral forces and shear are resisted by the friction between the coping and the mortar with a friction index of $\mu =70-80% \ $ The latest edition of PCA's Concrete Masonry Handbook, Appendix A, gives a precast concrete-to-concrete masonry friction coefficient of 0.4 based on a safety factor of two
The overturning moment $M_X$ is resisted by the moment of the unit length of the coping about the opposite edge of the wall.
Say the resisting moment of on meter length of the coping counterclockwise on your sketch is:
$M = 2500kg/m^3( 0.35*0.14*0.175-0.10*0.13*0.05)=2500*(0.00857-0.00065)=2500*0.00792=19.8kg/m$
If we use a safety factor of 2 we have a 9.9kg/m length of coping to resit the railing moment which is not nearly adequate. Code requires 75kg/m distributed and a concentrated load of 100kg if I remember correctly.
So we need to assess the strength of the wall and use anchors that penetrate the wall! For that, we need the rebar layout and details of the wall.