Sustainable Construction A Life Cycle Approach in Engineering

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Numerical simulations of ash pegs tested under shear loads were carried out to validate previous results and to calibrate the shear properties of ash. Different shear length were considered in order to evaluate the reliability of the implemented model to predict both flexural and shear failure modes observed after tests. The finite element models of the pegs were implemented with reference to the part under shear deformations. On the basis of the calibrated material properties, the finite element model of the double shear joint was implemented. Due to the symmetry, only a quarter of the joint was modeled in the finite element analysis. Three dimensional elements with a plane stress formulation were used to model timber pegs and plates. In particular, continuum shell elements SC8R were used. The interaction between the different parts were modeled using surface-to-surface contacts. These contacts were applied at the interface of the pin with the hole. Contact was modeled using the pin as master surface and the hole as slavery surface. Frictionless behaviour of contacts was assumed and small sliding formulation was selected. As far as ash, the calibrated mechanical properties were assumed. The properties of fir material were defined on the basis of values reported in the literature. In particular, the fir characteristics in terms of longitudinal tensile and compressive strength were taken from the experimental results given by Ceraldi et al. 2008. Other parameters were set according to the literature. As far as boundary conditions, full restraints were considered at one end of the connection. The model was loaded under displacement control at the other end of the joint. The response of the finite element model was compared with the experimental results given by Ceraldi et al. 2008. In general, a good agreement of experimental and numerical results was found for the selected timber joint. In particular, the predicted strength of connection fits well experimental results. However, some differences in terms of stiffness were observed. The calculated distribution of stresses is shown in Figure 4. The model of connection attains the ultimate load for the shear failure of the peg, according to experimental tests. In particular, the distribution of damage predicted by the finite element model shows that the collapse is due to the achievement of tensile strength in the matrix. a) b) Figure 4. a) Deformed shape of a quarter of the double shear joint and distribution of stresses at collapse load; b) Detail of the distribution of tensile and compressive matrix damage in the peg. On the basis of obtained results, it can be concluded that the implemented finite element model is a reliable numerical tool that can be further developed. The generated numerical model could be used to support experimental investigation on selected connections and to extend test results by parametric analysis. 5 CONCLUSIONS This paper focus on the problem of deconstruction as a sustainable method to reduce construction waste and to encourage the recycle and the reuse of structural materials. To perform a cor- 190
ect deconstruction, the structure has to be designed in a proper manner, avoiding the use of glue and chemical treatments. The use of tenon and mortise joints with timber pegs represent a important choice for guarantee the dismantling of buildings and the reuse of construction materials. This choice is strictly dependant by the possibility to guarantee the reliability of pegged joints, and by the necessity to understand their mechanical behaviour. To this end, the results of a finite element analysis on a three dimensional model of double shear joint are presented. Hashin criterion was used to control the plastic yielding and the failure mode of timber elements. The comparison of experimental and numerical results shows a good agreement in terms of strength and failure modes, both for wood elements and timber joint. On the basis of obtained results, it can be concluded that the implemented finite element model is a reliable numerical tool that can be further developed. The generated numerical model could be used to support experimental investigation on selected connections and to extend test results by parametric analysis. 6 REFERENCES Landolfo R., Ungureanu V., 2008. “Life-time structural engineering”. In Proc. Of COST C25 Seminary on “Sustainability of construction – Integrated approach to life-time Structural Engineering, Dresden 6,7 October 2008. Miller, J. F. 2004. Capacity of pegged mortise and tenon joints. PhD Thesis. Department of Civil and Architectural Engineering of the University of Wyoming. Ceraldi C., Mormone V., Russo Ermolli E. 2008. Restoring of timber structures: connections with timber pegs. In Proc. of Structural Analysis of Historic Constructions Guy, B., Shell, S. 2002. “Design for Deconstruction” in Proc. of CIB Task Group - 39 Deconstruction. Karlsruhe, Germany. Falk B., 2002. “Wood-Framed Building Deconstruction A Source of Lumber for Construction”. In Forest Products Journal, Vol. 52, No. 3 Shanks J., 2005. “Experimental performance of mortice and tenon connections in green oak”. In The Structural Engineer Journal, 6 September 2005. Geller L., 1998. “High value markets for deconstruction wood”. In Research Recycling Journal, Agoust 1998. Portioli F., Ungureanu V., 2008. “Demolition and deconstruction of building structures”. In Proc. Of COST C25 Seminary on “Sustainability of construction – Integrated approach to life-time Structural Engineering, Dresden 6,7 October 2008. Heiduschke A., Cabrero J.M., Manthey Ch., Haller P., Günther E., 2008. “Mechanical behaviour and life cycle assessment of fibre-reinforced timber profiles”. In Proc. Of COST C25 Seminary on “Sustainability of construction – Integrated approach to life-time Structural Engineering, Dresden 6,7 October 2008. Putzger R., Haller P., 2008. “Bond strength and durability of textile reinforced wood”. In Proc. Of COST C25 Seminary on “Sustainability of construction – Integrated approach to life-time Structural Engineering, Dresden 6,7 October 2008. Portioli F., Marmo R., Ceraldi C., Landolfo R., 2010. “Numerical modeling of connections with timber pegs”. In Proc. of World Conference on Timber Engineering WCTE 2010, Riva del Garda 20-24 June, paper n. 493. 191
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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
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• Perceptions of End Users: Discu
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REFERENCES BAILEY L, TOLMIE-THOMSON
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to the production of the specific u
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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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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 164 and 165: tween this bridge and a reinforced
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
Page 174 and 175: 162
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
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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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