Partially constructed Makhul dam may collapse after the operation due to the geological and geotechnical background of the foundations zone, and the presence of gypsum layers in this zone, Then the construction of Al-Fat'ha protection dam is one of the proposed solutions. The present study used the geometric analysis method to investigate the ability of Al-Fat'ha planned protecting dam to reduce the disasters of Makhul dam break. The new methodology used to derive the geometric elements of the two dams, and analyze the relations between these elements, and then exam the behavior of Al-Fat'ha proposed dam with and without the studied collapse scenarios. Fourteen collapse scenarios suggested for Makhul dam, from the level 140 m above sea level (a.s.l), to the maximum possible flood level 152 m (a.s.l). A mathematical model was derived to predict the level achieved as a response of cumulative storage in the protecting dam reservoir when the collapse of the Makhul dam occurred. The maximum level in the protecting dam reservoir to face the worst collapse scenario is 147 m (a.s.l), when the corresponding accumulated storage in the reservoir is 3414305769 m3. The results of the geometric analysis indicate that the optimum operating level for Al-Fat'ha dam in the operating conditions without Makhul dam collapse is 118.5 m (a.s.l), which corresponds to the capacity (39243587) m3. The total flooded area between the two dams was calculated for each collapse scenario of Makhul dam; it is about 44 km2 for the worst scenario when nine villages on reservoir banks will submerge. Subsequently, the study confirmed the ability of Al-Fat'ha dam reservoir to contain the direct flood wave caused by the collapse of Makhul dam.

Many civil engineering problems resulting from the presence of gypsum soil near the surface and the water table in shallow depth led to the solubility of the soil and creates a subsurface weak area in Ramadi city. 2D and 3D electrical resistivity imaging were applied using a Dipole-dipole array with an n-factor of 6 and a-spacing values of 2 m. Imaging data sets have been acquired along five traverses with a line distance of 4 meters. The inversion model is generated by the robust inversion model constraint method, which clearly shows that the boundary of the weak area is sharper and straighter. The results show the presence of two main zones, the first represents the topsoil layer which extends to a depth of 2.5 m with a resistivity ranging from 28 to 312 Ωm. The second zone is located at 2.5 m depth and extends to 10 m with a resistivity value ranging from 0.267 to 28 Ωm. The variation of the water table, inhomogeneity of the sediment, weak areas, and sedimentation lenses are the main reasons for the failure of civil engineering. These failures may cause many problems such as wall cracks, foundation damage, and building collapses.

Many seismic field tests were carried for the designed and modified seismic apparatuses using to generate seismic shear waves. These apparatus includes: "wooden plank" horizontal traction shear wave source, and a modified geophone for picking the SH-Wave generated by the above source. A twetha site (SE Baghdad) was choosed to carry out the field tests and the results of seismic horizontal & vertical shear waves (SH & SV-waves) besides the p-wave were encouraged, which can be used for deriving the designed and elastic parameters of any site selection projects.

The current study aims to calculate the geoelectrical parameters of the confined aquifer saturated with water, which is located within the sediments of the Quaternary period in the southwestern part of Salah al-Din. It is in the Balad district in which coefficients are represented by the values of longitudinal conduction (T), whose values are 0.18-0.55. The transverse specific resistance (RT) and its values are 3207- 7603, the longitudinal (volume) resistance (ρb) and its values 87-157, and specific cross-sectional resistance with its values 86-155, while the asymmetry coefficient (FF) whose values are 26-51. Also, some statistical relationships of hydrogeophysical coefficients were calculated and contour maps were drawn with the values of these operators in the study area.