Sustainable Construction A Life Cycle Approach in Engineering

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tween this bridge and a reinforced concrete bridge with expansion joints. The comparison is made in terms of the overall life cycle costs by performing the life cycle cost analysis (LCCA) and also the environmental performance by making a life cycle assessment (LCA) study of both solutions. 2 THE CASE STUDY The object of the study is a bridge built over the river Leduån in northern Sweden. This is an integral abutment bridge with a single 40 meters span. The purpose of the study was to make a comparative life cycle analysis of this bridge with a two span reinforced concrete bridge. The length of each span of the concrete bridge is 18 meters with a middle pier in the river and end screens at the supports. Both bridges have a 5 meters wide cross section. The integral bridge was part of an international research project commissioned to study the integral abutment bridges with respect to their efficiency in terms of design and economy. It was therefore equipped with several measurement devices and was monitored for about 18 months to determine the impact of seasonal variations on its behavior. The design service life of both the bridges was 120 years. The main contributors to the project are as follows: Rheinisch Westfälische Technische Hochschule Aachen (RWTH); Luleå University of Technology (LTU); Ramböll Sweden; University of Liege (ULg); Arcelor Profil Luxembourg S.A. 2.1 Integral abutment bridge The design of this bridge was performed by Ramböll office in Luleå, Sweden. The total span length of the bridge is 40 meters. The superstructure consists of two I-beam girders supporting a concrete deck making up a steel-concrete composite cross section. The abutments are supported by 6 circular steel end bearing piles driven into the supporting ground. The end screens of the abutments are cast around the piles, which therefore makes it an integral abutment. Table 1 indicates the bill of material for this bridge. Table 1: Bill of materials of the Leduån IA bridge Material Quantity Unit Concrete Grade C40/50 108.5 m3 Reinforcemnt Grade B500 6.3 ton Steel Grade S355 (web) & S460 (flanges) 41.4 ton Steel piles (φ170x10) Grade S440 13.9 ton Steel pipes (φ600x1.6) Grade S355 0.6 ton Steel studs (φ22) 1000.0 Unit Paint (Epoxy and Polyurethane) 3000.0 m2 Polystyrene 1.5 m2 The constructor provided all the detailed information regarding the transportation of these materials to the construction site. This data was required for making the environmental impact assessment study of the bridge construction. The main steel elements such as girders, bracings and the steel piles were transported from Finland by truck covering 700 km distance to the construction site. Local concrete factory provided the concrete and a local distributor supplied the reinforcements. 152
The construction of the bridge was performed in the following sequence: 1. Excavation of the soil down to a level of 2 meters below the end screens. 2. Driving of 6 tube-shaped steel piles (RR 170x10 mm) per support. The top of each pile is protected by a 2 meter long pipe shaped pile (RR 600x1.6mm). 3. Casting of the wing walls and pile cap. 4. Launching of Steel girders. 5. Casting of bridge deck and end screens 6. Casting of the pavement. Table 2 shows the maintenance plan that was proposed for the bridge during its operational phase. Table 2: Maintenance plan of the Leduån IA bridge Maintenance activity Unit Start year End year Frequency Cost Inspection of the bridge 320 € 6. 96. 6. Painting of the steel structure 37,800 € 30. 90. 30. Exchange of the edge beams 51,320 € 30. 90. 30. 2.2 Concrete bridge A two span reinforced concrete bridge, continuous over the middle support is considered as the alternative solution. Each span of the bridge is 18 meters long with the total length of the bridge equal to 46 meters. The abutment at one end is fixed whereas simply supported at both the middle support and at the abutment at the other end. The thermal expansion is accommodated by an expansion joint provided at the abutment. The foundation at each support consists of rectangular concrete piles driven into the supporting soil. The cross-section of the bridge consists of a concrete slab with a varying depth, from 0.75 m to 1.45 m. Table 3: Bill of materials of the reinforced concrete bridge Material Quantity Unit Concrete Structure, Grade C35/45 429. m 3 Concrete Piles, Grade C50/60 103. m 3 Reinforcement, Grade B500 B 50. ton Bearings: TOBE FR-E 2000 2. Unit TOBE FR-A 2000 2. Unit TOBE FR-F 4000 2. Unit Expansion joints (Maurer D90B) 5. m Steel sheet piling 103. ton It was assumed that all concrete was supplied from local concrete plant and the reinforcement was also obtained locally. The expansion joints and bearings were assumed to be transported from Germany by truck, 1500 km to the construction site. 153
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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
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In the context of the Action a comp
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ia. (“Politehnica” University o
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- Introduction to the aims and obje
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The Role of Environmental Assessmen
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2 ENVIRONMENTAL ASSESSMENT OF BUILD
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process is used to facilitate the e
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With assistance of information tech
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Building Sustainability Assessment:
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• To improved reliability through
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Table 2. Parameters declared in the
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From the outputs of this building s
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Green Building Design Guideline İ.
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2.2.1. Solar shading Solar shading
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Use state-of-the-art irrigation con
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REFERENCES: Ayaz ,E. Mimarist perio
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Structural, economic and environmen
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Figure 1. Types and sources of data
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espiratory inorganic substances and
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Table 3. CML results, exact values
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nario. That means, flows of the rec
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1900 1910 1920 1930 1940 1950 1960
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Alt. A Alt. B Figure 8. Alternative
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ACKNOWLEDGMENT Authors from Technic
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Load, kN The aim of this comparativ
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On the basis of previous conclusion
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Table 6. Inventory table per FU (1p
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As the experiments have shown, comp
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1) covered with patterned stainless
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• Energy: the operational energy
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4 LIFE CYCLE INVENTORY 4.1 Methodol
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6 ACKNOWLEDGEMENT B. Rossi is suppo
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The potential use of Waste Tyre Fib
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Table 2: Geometric properties of th
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Table 3: Tensile Strength of shredd
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Figure 8: Compressive strength 28 d
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IFCC-2.0 IFCC-1.0 IFCC-1.5 Figure 1
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Figure 17: Toughness Index - Effect
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Laws of Malta. 2001. CAP 435 Enviro
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the future, the model will most lik
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for each of the potential solutions
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stavb. Magistrsko delo. Ljubljana,
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1.2 UK Roadmap to Carbon Zero The U
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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
Page 122 and 123: The sustainable development of tran
Page 124 and 125: 3.2 Bed Zed, UK Bed zed is a commun
Page 126 and 127: GWL these uses are separated while
Page 128 and 129: Energy consumption for heating, kWh
Page 130 and 131: Heat losses, MWh Heat losses, MWh t
Page 132 and 133: REFERENCES: Juodis, E. 2000. Energy
Page 134 and 135: Facades form the biggest part of th
Page 136 and 137: placed over the sun-path-diagram wi
Page 138 and 139: In the table, when the simulation p
Page 140 and 141: estimate the output of the panels i
Page 142 and 143: plan. The aim of this kind of chang
Page 144 and 145: First (front) group (zone) Second (
Page 146 and 147: predicted, illustrated and listened
Page 148 and 149: Figure 13 Evaluation of receiver po
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Page 154 and 155: 2 POSITIONING STRUCTURAL FLEXIBILIT
Page 156 and 157: Table 1: Building layers Envelope F
Page 158 and 159: Figure 5: The results of the survey
Page 160 and 161: 1 INTRODUCTION Bridges are importan
Page 162 and 163: 3 CONCLUSION This paper reviewed st
Page 166 and 167: The construction sequence assumed f
Page 168 and 169: Agency life cycle costs (present va
Page 170 and 171: Figure 3a: User’s life cycle cost
Page 172 and 173: Figure 5: system boundaries for the
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Page 176 and 177: the construction of these bridges.
Page 178 and 179: Figure 2a „Flat-Pack‟ arch syst
Page 180 and 181: As far as analysis of the „FlexiA
Page 182 and 183: Figure 5 Initial/whole life cycle c
Page 184 and 185: FLIR Systems 13.9 °C FLIR Systems
Page 186 and 187: Figure 2: NPV of costs in 60 year b
Page 188 and 189: REFERENCES 1. ATTMA - The Air Tight
Page 190 and 191: 2 MULTI-CRITERIA DECISION MAKING ME
Page 192 and 193: The results of pairwise comparisons
Page 194 and 195: with C i* =1 if A i =A * . 3 APPLIC
Page 196 and 197: Figure 4. Criteria taken into accou
Page 198 and 199: As far as the problem of the constr
Page 200 and 201: timber connection with appropriate
Page 202 and 203: Numerical simulations of ash pegs t
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Page 206 and 207: a building this gives a prime excus
Page 208 and 209: Lack of past investment in the main
Page 210 and 211: 2.3 Methodology The research will b
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