Sustainable Construction A Life Cycle Approach in Engineering

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Load, kN The aim of this comparative Life Cycle Impact Assessment analysis is to compare two short columns, one made as conventional reinforced concrete column and another as a composite column. First part of this paper presents results of experimental research (Almadini, M. at all, 2010) of mechanical characteristics of two types of columns made of four different types of concrete, while the second part presents preliminary results of comparative Life Cycle Impact Assessment for reinforced concrete columns and composite columns with normal concrete. 2 EXPERIMENTAL RESEARCH 2.1 Material properties Steel tubes used for composite columns were cold formed welded steel tubes. The external width of the square prism side Bo=150mm, while the wall thickness t = 4mm. Mechanical characteristics of hollow tubes were taken from manufacturer's specification. Yield point of square steel tubes is 240MPa. Modulus of elasticity is 210GPa. Yield point of steel reinforcement is 400MPa and modulus of elasticity is 210GPa. Tubular specimens were filled with concrete made with 350kg of cement, 1857kg of natural aggregate and 180l of water. 2.2 Testing procedure The samples were placed between two flat plates of hydraulic press. These plates are of sufficient thickness to ensure uniform load transfer. In order to ensure that there will be no loss of load due to "fixing", sample was initially loaded with 2kN. The load was increased until failure. Load increment is chosen to be 10% of the load at which failure occurs and was applied up to 70% failure load. Increment of 5% of fracture load has been used until failure. 2.3 Experimental results Analyzing results presented in the next four diagrams can be concluded that, depending on type of columns, specimens made of high strength concrete have 1.3 ÷ 2 times higher load bearing capacity compared to normal and fiber reinforced concrete. Normal and fiber reinforced concrete have approximately same load baring capacity, while compared to specimens made of lightweight concrete have 1.5 ÷ 5 times higher load bearing capacity. 1200 Concrete Columns 1000 800 600 400 200 Normal Concrete Lightweight Concrete Fiber Reinforced Concrete Highstrength Concrete 0 0,00 0,50 1,00 1,50 2,00 Deflection, mm Figure 1. Load-deflection diagram for concrete columns 60
Load, kN Load, kN Load, kN 1400 Reinforced Concrete Columns 1200 1000 800 600 Normal Concrete 400 Lightweight Concrete Fiber Reinforced Concrete 200 Highstrength Concrete 0 0,00 0,50 1,00 1,50 2,00 Deflection, mm Figure 2. Load-deflection diagram for reinforced concrete columns 2000 1800 1600 1400 1200 1000 800 600 400 200 Composite Columns 0 0,00 0,50 1,00 1,50 2,00 2,50 Deflection, mm Figure 3. Load-deflection diagram for composite columns Normal Concrete Lightweight Concrete Fiber Reinforced Concrete Highstrength Concrete Reinforced Composite Columns 2400 2200 2000 1800 1600 1400 1200 1000 Normal Concrete 800 Lightweight Concrete 600 Fiber Reinforced Concrete 400 Highstrength Concrete 200 0 0,00 0,50 1,00 1,50 2,00 2,50 Deflection, mm Figure 4. Load-deflection diagram for reinforced composite columns Analysis of presented diagrams led to conclusion that concrete columns are less ductile then composite columns and difference is about 25÷30%. Also, there is no significant difference in load bearing capacity between composite columns with or without additional reinforcement regardless of type of concrete. 61
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Sustainable Construction A Life Cyc
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COST- the acronym for European COop
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Foreword The COST Action C25 "Susta
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Contents Sustainability of Construc
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Sustainability of Constructions Int
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1.4 Raising the level of Sustainabl
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Sustainability of Construction Stru
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WP9 WP10 ‣ Verification methods f
Page 21 and 22: In the context of the Action a comp
Page 23 and 24: ia. (“Politehnica” University o
Page 25: - Introduction to the aims and obje
Page 29 and 30: The Role of Environmental Assessmen
Page 31 and 32: 2 ENVIRONMENTAL ASSESSMENT OF BUILD
Page 33 and 34: process is used to facilitate the e
Page 35 and 36: With assistance of information tech
Page 37 and 38: Building Sustainability Assessment:
Page 39 and 40: • To improved reliability through
Page 41 and 42: Table 2. Parameters declared in the
Page 43 and 44: From the outputs of this building s
Page 45 and 46: Green Building Design Guideline İ.
Page 47 and 48: 2.2.1. Solar shading Solar shading
Page 49 and 50: Use state-of-the-art irrigation con
Page 51: REFERENCES: Ayaz ,E. Mimarist perio
Page 55 and 56: Structural, economic and environmen
Page 57 and 58: Figure 1. Types and sources of data
Page 59 and 60: espiratory inorganic substances and
Page 61 and 62: Table 3. CML results, exact values
Page 63 and 64: nario. That means, flows of the rec
Page 65 and 66: 1900 1910 1920 1930 1940 1950 1960
Page 67 and 68: Alt. A Alt. B Figure 8. Alternative
Page 69: ACKNOWLEDGMENT Authors from Technic
Page 74 and 75: On the basis of previous conclusion
Page 76 and 77: Table 6. Inventory table per FU (1p
Page 78 and 79: As the experiments have shown, comp
Page 80 and 81: 1) covered with patterned stainless
Page 82 and 83: • Energy: the operational energy
Page 84 and 85: 4 LIFE CYCLE INVENTORY 4.1 Methodol
Page 86 and 87: 6 ACKNOWLEDGEMENT B. Rossi is suppo
Page 89 and 90: The potential use of Waste Tyre Fib
Page 91 and 92: Table 2: Geometric properties of th
Page 93 and 94: Table 3: Tensile Strength of shredd
Page 95 and 96: Figure 8: Compressive strength 28 d
Page 97 and 98: IFCC-2.0 IFCC-1.0 IFCC-1.5 Figure 1
Page 99 and 100: Figure 17: Toughness Index - Effect
Page 101: Laws of Malta. 2001. CAP 435 Enviro
Page 104 and 105: the future, the model will most lik
Page 106 and 107: for each of the potential solutions
Page 108 and 109: stavb. Magistrsko delo. Ljubljana,
Page 110 and 111: 1.2 UK Roadmap to Carbon Zero The U
Page 112 and 113: 1.5 Design Team Cabe, the governmen
Page 114 and 115: • Perceptions of End Users: Discu
Page 116 and 117: REFERENCES BAILEY L, TOLMIE-THOMSON
Page 118 and 119: to the production of the specific u
Page 120 and 121: Figure 1. Proposals of different de
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The sustainable development of tran
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3.2 Bed Zed, UK Bed zed is a commun
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GWL these uses are separated while
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Energy consumption for heating, kWh
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Heat losses, MWh Heat losses, MWh t
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REFERENCES: Juodis, E. 2000. Energy
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Facades form the biggest part of th
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placed over the sun-path-diagram wi
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In the table, when the simulation p
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estimate the output of the panels i
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plan. The aim of this kind of chang
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First (front) group (zone) Second (
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predicted, illustrated and listened
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Figure 13 Evaluation of receiver po
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138
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140
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2 POSITIONING STRUCTURAL FLEXIBILIT
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Table 1: Building layers Envelope F
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Figure 5: The results of the survey
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1 INTRODUCTION Bridges are importan
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3 CONCLUSION This paper reviewed st
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tween this bridge and a reinforced
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The construction sequence assumed f
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Agency life cycle costs (present va
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Figure 3a: User’s life cycle cost
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Figure 5: system boundaries for the
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162
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the construction of these bridges.
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Figure 2a „Flat-Pack‟ arch syst
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As far as analysis of the „FlexiA
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Figure 5 Initial/whole life cycle c
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FLIR Systems 13.9 °C FLIR Systems
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Figure 2: NPV of costs in 60 year b
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REFERENCES 1. ATTMA - The Air Tight
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2 MULTI-CRITERIA DECISION MAKING ME
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The results of pairwise comparisons
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with C i* =1 if A i =A * . 3 APPLIC
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Figure 4. Criteria taken into accou
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As far as the problem of the constr
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timber connection with appropriate
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Numerical simulations of ash pegs t
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192
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a building this gives a prime excus
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Lack of past investment in the main
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2.3 Methodology The research will b
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Sustainable Construction A Life Cycle Approach in Engineering

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