Contemporary knowledge of SCC concretes, that brought about of worthy endeavors of numerous researcher and engineers have come in handy now.Taking advantage of such material makes compound construction more efficient, easier and less expensive. Upper Gotvand , a 180 meters height rock fill dam located southwestern Iran have several affiliated projects using SCC concrete for their high reinforced or hard to access segments such as bottom outlet structure, pressure tunnel blocks, concrete coating for penstock steel lining, upper and lower bends, powerhouse structures and etc. Particular structural peculiarities for each individual projects have been detected as well and SCC-related conclusions were made. To satisfy essential needs in order to make this concrete more ideal we are about to study mix design components to select the most consistent ingredients. Different available cements, third generation admixtures, and aggregate sources interaction were explored to elicit the most optimized mix design, native to region. In this article, accomplished quality control tests have been introduced. Test results have led to satisfactory mix manipulation and to ensure optimized attributes for required practical applications. It was revealed among Gotvand SCC ingredients, Binders and fines are the most ruling components, capable of governing practical traits. River aggregates are highly beneficial and Gelenium51P acts consistently with Ilam cement. Assigned Q.C. tests have led us to favorite mix named, NA45. Because of higher lateral pressure of fresh SCC than ordinary concrete, it was allocated to heading and upper lifts of walls. More water proof forms and more support requirement as well as longer setting time were concluded as relative constraints of SCC at practice.
Abstract-Exposed hydroelectric power plant of Upper Gotvand Dam had required stabilization at eastern encompassing trenches. Necessity of establishment of power transmitting station upon these trenches and remarkable load exerted has made structure much more important. Basic surveys were accomplished, and then shotcrete and rock bolt sketch was replaced by reinforced embankment retaining wall because of some apparent advantages. Technical characteristics of structure were evoked based on bed peculiarities, structural behavior analysis, and required final attributes. Thus, embankment, galvanized belts, and facade wall precast concrete segments were characterized afterwards. Construction sequences were explained and major profits have been articulated. For instance, flexibility, considerable burden and settlement tolerances, and relatively easy and fast construction could be named.Index Terms-Galvanized steel belts, precast segments, reinforced embankment, and retaining walls.
Abstract-Right abutment of Gotvand Dam, the highest rock fill dam of Iran is featured by dislocated materials and anticline. Thus initial sketch of grouting curtain has been replaced by cut off wall to make it sufficiently water tight. Trial panels can illuminate probable practical obstacles for major phases. The purpose of study was to evaluate execution of support reinforced walls, brushing operation, slurry quality, and excavation efficiencies. Assessment of joint and contacts regarding accomplishment method for basement concrete has been another objective. Thus two trial phases were practiced. Then using survey panels, core sampling, and qualitative monitoring of slurry, several beneficial data were elicited. Longitudinal brushing couldn't be performed effectively. Lack of excavating completion surface provides tighter joints in between basement concrete and cut off panels. In order to prevent clay entrance in between panels and support lateral wall, guide wall has to be fabricated in same width as cutter length, otherwise differential has to be implemented as tolerance into inner panels. Observations and other data sources available were resulted in 320m long central plastic concrete wall, designed in 12 phases and 128 panels in which primary and secondary panels have 40cm overlap with each other.
Abstract-Upper Gotvand Dam the largest rock fill dam ofIran is involved with several massive affiliated projects. 72m wide Spillway structure is 570m long from ogee to flip bucket with 4 radial gates, installed on ogee structure. 800000 m3 concrete is demanded to fulfill project most of which is required for hydraulic surfaces. Numbers of methods to accomplish various hydraulic surfaces are including screed pipe and manual trowelling, moving bar, and slip-form application. Facing technical as well as executive obstacles have brought out of several worthwhile conclusions. For instance, face has to be controlled in near edge for adjacent concrete before screed or mold installation. Conformity to proper executive sequences such as preparation, tool box installation, locating installation place for CJ molds, and then reinforcement has to be considered. Fulfilled surfaces have to be protected of either impact or any pollutants. Errors have to identify through comparison of surveys for performed surfaces with that of templates before placement, and then should be corrected in conjunction with adjacent blocks or next lifts. And to impede bolt displacement or shear occurrence, first hydraulic lift has to be casted using molds with no consoles.Index Terms-Ogee and chute slabs, screed pipe and bar, slip-form, trowel operation.
Right abutment of Gotvand Dam, the highest rock fill dam of Iran is featured by dislocated materials and anticline. Thus initial sketch of grouting curtain has been replaced by cut off wall to make it sufficiently water tight. Trial panels can illuminate probable practical obstacles for major phases. The purpose of study was to evaluate execution of support reinforced walls, brushing operation, slurry quality, and excavation efficiencies. Assessment of joint and contacts regarding accomplishment method for basement concrete has been another objective. Thus two trial phases were practiced. Then using survey panels, core sampling, and qualitative monitoring of slurry, several beneficial data were elicited. Longitudinal brushing couldn't be performed effectively. Lack of excavating completion surface provides tighter joints in between basement concrete and cut off panels. In order to prevent clay entrance in between panels and support lateral wall, guide wall has to be fabricated in same width as cutter length, otherwise differential has to be implemented as tolerance into inner panels. Observations and other data sources available were resulted in 320m long central plastic concrete wall, designed in 12 phases and 128 panels in which primary and secondary panels have 40cm overlap with each other.
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