1,003,624 research outputs found
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Implementation and Evaluation of Novel Buildstyles in Fused Deposition Modeling (FDM)
Previous investigations have shown that the optimization of extrusion dynamics in .conjunction with the buildstyle pattern is of paramount importance to increase part quality in
Fused Deposition Modeling (FDM). Recently domain decomposition and space filling
curves have been introduced for slice generation in FDM [1]. The current work focuses
on the implementations of fractal-like buildstyle .patterns using. Simulated Annealing [2,
3], Lin-Kernighan algorithms [4] and Construction Procedures based on Nearest
Neighbor Heuristics [5]. These computational optimization procedures are able to
generate filling patterns that allow the continuous deposition of a single road to fill arbitrary shaped domains. The necessary software modules to produce arbitrary threedimensional artifacts have been developed and are evaluated with respect to part quality
and build time.Mechanical Engineerin
Development of computer aided design of rectangular reinforced concrete column by using Visual Basic 6.0 / Mohd Akmal Salleh
Column is one of the vital parts in construction. It needs to be design precisely with accurate calculation in order to avoid any failure in construction. There are 2 main types of column that are Braced Column and Unbraced Column. Each of these 2 columns has its own types of classification. In order to design these column its types of classification has to be taken in consideration during calculation. However the most common column used is Braced column because buildings usually have shear walls. As the calculations in designing columns are tedious, developing a simple but yet affective software using Visual Basic is appropriate. The software will save time in designing column hence allow us to recheck our calculation easily. However, aside from calculation process of column design, the detailing and its reinforcement arrangement are also important to be determined. Finally, all the design process still refers to the design techniques of BS 8110 Part 1, BS 8110 Part 2 and BS 8110 Part 3
The London Basin superficial and bedrock LithoFrame 50 Model
This report describes the methodology and datasets used in the construction of the 1:50 000
resolution superficial and bedrock geological model of the London Basin.
The London Basin study area was divided into twelve 20 x 20 km tiles, with construction of the
first tiles beginning in 2006 and completion of the combined model in 2014. This time period
coincided with the ongoing development of GSI3D software which was used to construct much
of the model. The GSI3D software was used to calculate a rockhead (base Quaternary and
Anthropocene) surface that was then used as a capping surface for the modelling of the bedrock
geology in the GOCAD® software.
The model complements the corresponding DiGMapGB-50 tiles of the area and consists of about
80 modelled geological units, comprising mass movement (landslip), artificial, superficial, and
bedrock.
This report supersedes an earlier report detailing the construction of the superficial part of this
model (Burke et al. 2013).
A glossary of technical terms used is included at the end of this report
Cloudbus Toolkit for Market-Oriented Cloud Computing
This keynote paper: (1) presents the 21st century vision of computing and
identifies various IT paradigms promising to deliver computing as a utility;
(2) defines the architecture for creating market-oriented Clouds and computing
atmosphere by leveraging technologies such as virtual machines; (3) provides
thoughts on market-based resource management strategies that encompass both
customer-driven service management and computational risk management to sustain
SLA-oriented resource allocation; (4) presents the work carried out as part of
our new Cloud Computing initiative, called Cloudbus: (i) Aneka, a Platform as a
Service software system containing SDK (Software Development Kit) for
construction of Cloud applications and deployment on private or public Clouds,
in addition to supporting market-oriented resource management; (ii)
internetworking of Clouds for dynamic creation of federated computing
environments for scaling of elastic applications; (iii) creation of 3rd party
Cloud brokering services for building content delivery networks and e-Science
applications and their deployment on capabilities of IaaS providers such as
Amazon along with Grid mashups; (iv) CloudSim supporting modelling and
simulation of Clouds for performance studies; (v) Energy Efficient Resource
Allocation Mechanisms and Techniques for creation and management of Green
Clouds; and (vi) pathways for future research.Comment: 21 pages, 6 figures, 2 tables, Conference pape
Team Relationship and Knowledge Management in Construction Projects in Thailand Part 1: Network Relationship Analysis Using UCINET Software
Problematic relationship within fragmented team structures and inefficient multi-stage project development processes are the two major issues that affect project development performance in the construction industry. The problems are particularly apparent In Thailand’s developing economy. This paper focuses on the study of relationship among construction project team members at the pre-design appraisal development stage as the first step to improve the competitiveness of project development in Thailand’s construction industry.
Recently completed large commercial residential projects in Bangkok’s central business district were used as case studies. For the field research, semi-structured interviews were conducted with a selection of client organisations and key project members using a standardised questionnaire to collect relevant quantitative and qualitative data. UCINET, the social network analysis software, was implemented to analyse quantitative data to reveal the relationship characteristics.
The transformed aggregate scores of strength and satisfaction of relationship, as well as some of the project network characteristics like low network density (0.2045 out of 1.000) in selected case study projects, did not appear to be very accommodating to the creation of good relationship. Other network characteristics, including high reciprocity (68.75%), above average reachability (8 out of 11), relatively short (1.405) average geodesic distance and small degree centralisation (27% out degree and 37% in degree) suggested a close relationship among key project members. Moreover, supportive personal and subgroup characteristics such as low to average (1 to 6 out of 11) out and in degree centrality and a high clustering coefficients (0.725 out of
1.000) were considered as the key factors to achieving effective knowledge creation and transfer. This will be
explored further in part 2 of this research
Prestressed bridge in Velké Pavlovice
Předmětem této práce je návrh mostní konstrukce přes řeku Trkmanku v obci Velké Pavlovice. Nosná konstrukce je řešena jako deska z předpjatého betonu o jednom poli, délky 16,85m. Součástí je také statický výpočet dle normy ČSN EN 1992-1-1. Zatížení bylo vypočteno pomocí software Scia Engineer a porovnáno s ručním výpočtem zjednodušenou metodou spolupůsobící šířky, posouzení pak ručním výpočtem s občasnou kontrolou softwarem. Konstrukce byla následně posouzena na mezní stavy únosnosti i použitelnosti. V konečné fázi byl navržen a posouzen způsob kotvení předpínací výztuže.The subject of this thesis is to design a bridge construction over the river Trkmanka in the municipality Velké Pavlovice. The superstructure is designed as a prestressed one field slab bridge with the length of 16,85m. As a part of this thesis there is enclosed structural analysis calculated accordingly to ČSN EN 1992-1-1. The load effects were calculated by Scia Engineer and compared with manual calculation. The rest of the calculations are done manually and ocassionally compared to engineering software. The construction has been analysed for the ultimate limit state, serviceability limit state and the stress anchors have been designed.
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Understanding construction delay analysis and the role of pre-construction programming
Copyright © 2013, American Society of Civil Engineers. This is the author's accepted manuscript. The final published article is available from the link below.Modern construction projects commonly suffer from delay in their completions. The resolution of time and cost claims consequently flowing from such delays continues to remain a difficult undertaking for all project parties. A common approach often relied on by contractors and their employers (or their representatives) to resolve this matter involves applying various delay analysis techniques, which are all based on construction programs originally developed for managing the project. However, evidence from literature suggests that the reliability of these techniques in ensuring successful claims resolution are often undermined by the nature and quality of the underlying program used. As part of a wider research carried out on delay and disruption analysis in practice, this paper reports on an aspect of the study aimed at exploring preconstruction stage programming issues that affect delay claims resolutions. This aspect is based on an in-depth interview with experienced construction planning engineers in the United Kingdom, conducted after an initial large-scale survey on delay and disruption techniques usage. Summary of key findings and conclusions include: (1) most contractors prefer to use linked bar chart format for their baseline programs over conventional critical path method (CPM) networks; (2) baseline programs are developed using planning software packages. Some of these pose difficulties when employed for most delay analysis techniques, except for simpler ones; (3) manpower loading graphs are not commonly developed as part of the main deliverables during preconstruction stage planning. As a result, most programs are not subjected to resource loading and leveling for them to accurately reflect planned resource usage on site. This practice has detrimental effects on the reliability of baseline programs in their use for resolving delay claims; and (4) baseline program development involves many different experts within construction organizations as expected, but with very little involvement of the employer or its representative. Active client involvement is however quite important as it would facilitate quick program approval/acceptance before construction, a necessary requirement for early delay claims settlement, which otherwise are often left unresolved long after the delaying events with the potential of generating into expensive disputes. The study results provide a better understanding of the key issues that need attention if improvements are to be made in delay claim resolutions. Additional research focusing on the testing of these results using a much larger sample and rigorous statistical analysis for generalization purposes would be helpful in advancing the limited knowledge of this subject matter
Structural design for ponding of rainwater on roof structures
Ponding of rainwater is a special load case that can lead to roof collapse. In Dutch building practice the most frequently occurring damage cases are failures of flat roof structures caused by ponding of rainwater. In the Dutch code for loadings and deformations NEN6702 [1] and the Dutch guidelines for practice regarding ponding NPR 6703 [2], principles and guidelines for the determination of rainwater loads are given. The Dutch code [1] prescribes a complex iterative procedure for ponding of rainwater. Today, there are a number of computer software programs available to support the structural designer in this iteration method. However, to keep insight in the process of rainwater ponding, a simple design method for ponding of slightly sloping flat (steel) roof structures was developed. The method is described in the first part of this article. In the second part a sensitivity analysis for design and construction inaccuracies is presented. It is shown that roofs, that are seemingly stiff enough to withstand ponding, need partial safety factors substantially greater than normally used to account for construction inaccuracies. A proposal for the partial safety factor related to roof stiffness and construction inaccuracies is given
Reproducible geoscientific modelling with hypergraphs
Reproducing the construction of a geoscientific model is a hard task. It requires the availability of all required data and an exact description how the construction was performed. In practice data availability and the exactness of the description is often lacking. As part of this thesis I introduce a conceptual framework how geoscientific model constructions can be described as directed acyclic hypergraphs, how such recorded construction graphs can be used to reconstruct the model, and how repetitive constructions can be used to verify the reproducibility of a geoscientific model construction process. In addition I present a software prototype, implementing these concepts. The prototype is tested with three different case studies, including a geophysical measurement analysis, a subsurface model construction and the calculation of a hydrological balance model.:1. Introduction
1.1. Survey on Reproducibility and Automation for Geoscientific Model Construction
1.2. Motivating Example
1.3. Previous Work
1.4. Problem Description
1.5. Structure of this Thesis
1.6. Results Accomplished by this Thesis
2. Terms, Definitions and Requirements
2.1. Terms and Definitions
2.1.1. Geoscientific model
2.1.2. Reproducibility
2.1.3. Realisation
2.2. Requirements
3. Related Work
3.1. Overview
3.2. Geoscientific Data Storage Systems
3.2.1. PostGIS and Similar Systems
3.2.2. Geoscience in Space and Time (GST)
3.3. Geoscientific Modelling Software
3.3.1. gOcad
3.3.2. GemPy
3.4. Experimentation Management Software
3.4.1. DataLad
3.4.2. Data Version Control (DVC)
3.5. Reproducible Software Builds
3.6. Summarised Releated Work
4. Concept
4.1. Construction Hypergraphs
4.1.1. Reproducibility Based on Construction Hypergraphs
4.1.2. Equality definitions
4.1.3. Design Constraints
4.2. Data Handling
5. Design
5.1. Application Structure
5.1.1. Choice of Application Architecture for GeoHub
5.2. Extension Mechanisms
5.2.1. Overview
5.2.2. A Shared Library Based Extension System
5.2.3. Inter-Process Communication Based Extension System
5.2.4. An Extension System Based on a Scripting Language
5.2.5. An Extension System Based on a WebAssembly Interface
5.2.6. Comparison
5.3. Data Storage
5.3.1. Overview
5.3.2. Stored Data
5.3.3. Potential Solutions
5.3.4. Model Versioning
5.3.5. Transactional security
6. Implementation
6.1. General Application Structure
6.2. Data Storage
6.2.1. Database
6.2.2. User-provided Data-processing Extensions
6.3. Operation Executor
6.3.1. Construction Step Descriptions
6.3.2. Construction Step Scheduling
6.3.3. Construction Step Execution
7. Case Studies
7.1. Overview
7.2. Geophysical Model of the BHMZ block
7.2.1. Provided Data and Initial Situation
7.2.2. Construction Process Description
7.2.3. Reproducibility
7.2.4. Identified Problems and Construction Process Improvements
7.2.5. Recommendations
7.3. Three-Dimensional Subsurface Model of the Kolhberg Region
7.3.1. Provided Data and Initial Situation
7.3.2. Construction Process Description
7.3.3. Reproducibility
7.3.4. Identified Problems and Construction Process Improvements
7.3.5. Recommendations
7.4. Hydrologic Balance Model of a Saxonian Stream
7.4.1. Provided Data and Initial Situation
7.4.2. Construction Process Description
7.4.3. Reproducibility
7.4.4. Identified Problems and Construction Process Improvements
7.4.5. Recommendations
7.5. Lessons Learned
8. Conclusions
8.1. Summary
8.2. Outlook
8.2.1. Parametric Model Construction Process
8.2.2. Pull and Push Nodes
8.2.3. Parallelize Single Construction Steps
8.2.4. Provable Model Construction Process Attestation
References
Appendi
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