KUFA JOURNAL OF ENGINEERING

The basic concept of soil nailing is to reinforce and strengthen the existing round by installing closely spaced steel bars, called “Nails”, into a slope as construction proceeds from “top-down”. This process creates a reinforced section that is in itself stable and able to retain the ground behind it. Soil nailing technique is used to support new very steep cuts with advantage of strengthening the slope with excessive earth works to provide construction access and working associated with commonly used retaining systems. In the present research work a parametric study has been made using commercial computer program “Slide 6“, which utilize different methods for solving slope stability problem, Bishop method has been used herein to analyze un nailed and nailed slopes with granular soil, different slope heights and angles have been considered. Some of nails parameters have been studied herein, positions of nail, length of nail, angle of nail inclination, and nail spacing. The optimum length of nail depends on height and angle of slope. The optimum angle of nail is found to be ranged between (10-25) degree down from the horizon, but it’s also relates with the angle of slope. The spacing of nail was found to be (1 m) to give the best improvement of F.S.

This research deals with the design of geosynthetic reinforced walls and slopes subjected to series of static compressive loading tests by the present TERRAM program. The objectives of this study are suggesting an optimum geometry of reinforcement placement to lessen the width of the side slope ofslopes.The effects of the following variables were taken into account: the angles of slope,wall or slope height, surcharge, strength parameters (cohesion and friction angle) and unit weight for all soils involved in the problem (fill, natural soil and foundation soil), friction angle for reinforcement-soil and fill-foundation interfaces, as well as internal and external factors of safety are calculatedfordifferent distributions of tensile force in the reinforcement layers according to the different arrangements of reinforcement layers in terms of number, length, and spacing.

The research has prepared programmed mathematical techniquesby Visual basic language for analysis, design and calculating the optimization of precast prestress hollow core slab panels. The research deals with the optimization byadoptingthe modified Hooke-Jeevs methodwhich is considered as a very suitable method especially for problems have many constraints.The formalizing of objective function was discussed according to required purpose.The aim of the study is to discuss three parameters (optimum weight, optimum cost and optimum live load). It isfound that the average void percentage ratioregarding the optimum weightis about (50%) whereby the section tendsto be in a shape where the voids become less than thickness and widthtake into consideration that the section is subjected to all the constraints (voids percentagetends to be much more than the regularcase), aswell as, it is foundthat the average of void percentage ratioconcerning withthe optimum cost is about (41%). The research also adopted preparing designable tables whichare informative and easy in use practically for different kind of hollow core slab sections, it isfound from the prepared maximum live load tables that the deflection restrictsthe span length not less than (60%), furthermore that adding toppingslab (5cm) thickness increase the span length about (16-20) %for thicknesses(15-22) cm.

A two-dimensional mathematical model is constructed to simulate the flow regime of the upper part of Quaternary Depositsin Teeb area,south of Iraq. The upperaquiferis mainly consist of gravel, sand, silt, and clay beds with good porosity. Their constituent grade from relatively coarse material near the apices, to the fine grained, nearly impermeable silts and clays in the Delta plain. The suggested conceptual model which is advocated to simulate the flow regime of aquifer is fixed for one layer, i.e. the activity of the deeper aquifer is negligible. The model is calibrated using trial and error procedure in two stages, steady state followed by transient state.According to the calibration process, the hydraulic characteristics of the upper aquifer has been identified, the hydraulic conductivity in the study area ranged (1,10) m/day, while the specific yield between (0.1, 0.4)

This paper focuses on the antenna synthesis of uniformly spaced linear phase array using artificial neural network (ANN) based on Particle Swarm Optimization (PSO). The weights of the Artificial Neural Networks (ANN) are trained by Particle Swarm Optimization (PSO). Subsequently the Particle Swarm Optimization (PSO) algorithm is applied in order to select the "global best" ANNs for the future investment decisions and to adapt the weights of other networks towards the weights of the best network. Chebyshev method is used to compare with this approach. Although, Chebyshev method is able to generate perfectly leveled side lobes, PSONN does not have the phenomena of up-swing in edges amplitude of the excitation and grating lobes does not appear in PSONN when the distances between elements are increased. The basic rule is to alter the weights (current distributions of elements) such that the error between the output values and the target values (desired values) is minimized. In this paper, single layer feed forward neural network with PSO training is used.

This study is based on laboratory experiments for computing depth of local scour around bridge pier when a downstream bed sill using as a countermeasure.A circular section pier model has been used with clear water flow condition. However, sand was used as a bed sill.

Three different size of pier diameter are investigated with four different water depths and four different flow velocities. It is found that the diameter of the pier is an important parameter influencing the scouring process around pier.Bed sills at different distance from pier downstream and with different width and thickness, were used as a countermeasure to reduce the local scour depth. The level of sill crest was the same elevation of bed material. As a results of a study, the analysis of experimental data shows that the usage of sill as a countermeasure structure has a beneficial reduction of scour around pier around 25% for flow intensity 0.95.

The rainfall Intensity-Duration-Frequency (IDF) relationship is one of the most commonly used tools in water resources engineering, either for planning, designingand operating of water resource projects, or for various engineering projects against floods. The purpose of this paper is to develop an empirical formula to estimate design rainfall intensity based on intensity–duration–frequency (IDF) curvesfor Basrah City. These curves have been generated from a 31-year recordedrainfall data. The study showedmaximum intensities occur at shout duration large variations with return period, Furthermore ,it also notice ; at long duration there is no much difference in intensities with return period.

Series of laboratory tests have been carried out on one (single) circular and diaphragm cells of different width to height ratio (0.75, 1.00), to study the stability of cellular retaining structures in saturation soils. The tests include the following factors, such as the effect of berm ratios (back fill of cell) (0.2H, 0.4H) , embedment depth ratios (0.2H, 0.4H ), other factors such as cell width and soil type were studied too.

Three types of soils are used subbase, sand passing sieve No.4 and river sand. Where used models statistically to find out relationship between the berm, embedment depth, and horizontal displacement after applying failure load .

The intention of modeling concrete walls subjected to shrinkage deformation. To achieve this goal, an analytical study is carried out using the finite element method (FEM) of analysis using program ANSYS. Element (solid 65 ) is used to model concrete and element (link 8) to model steel reinforcement, and shrinkage phenomenon is represented by converting the measured total shrinkage strain to an equivalent temperature to calculate cracks width depending on strain generated at nodes. The overall crack pattern and the estimated crack widths are shown to have good agreement with the experimental results.

Iraq hasthe two biggestrivers,Tigris and Euphrates. In the past few years, a considerable level drop in these rivers has been observed due to the reduction in upstream water flowrate.There are many problems concurrent with this droplike the movement of sediment and it'strapped. In recent years,the science of computational fluid dynamics (CFD) has increasingly been used to investigate sediment transport problems in rivers and reservoirs. The current presentation will give examples of our research in this topic. First,the main numerical algorithms for water and sediment flow are briefly introduced. Then, thedata from the numerical model are compared with measurements (Verification). The second goal is more oriented towards fundamental research and involves idealized flow downstream barrage. Al Abbasyia barrage wasselected as a case study. It is located near Najaf governorateand controlled the discharges toward downstream land. This study present the new technique to predicate the sediment movement and its amount called Inverse Monitoring Method (IMM).The new method was depended on by monitoringthe downstream barrage(sediment movement and amount)to find the optimum operation runningin upstream. This study divided to two parts, first one was verification the model in this region and second one was predicate the amount of sediment for one year in study reach. The CFDmodel (Simulate Sediment Intake in Multi-block option) was used to do this study. This Model is new software produced by The Norwegian University of Science and Technology (Olsen, 2006). Al Abbasyia barrage consist of six radial steel gate.In each time the CFDmodel was simulatedone gate opening or in operation runningfor one year. That mean it has six casestosimulate the best gate. In this study found the best running gate to reduce the amount of the sediment in upstream was when used gate number four with 7.51×104 Ton thatmean 28127 m3as a volume if taken the field density 2670 kg/m3 in consideration.