Solution
Ishwar answered on
Nov 18 2021
SCDM71-316 - Structures and Materials
Student Name
Student ID :
Summery
The project report is discuss about the structural evaluation and construction of Li
ary by inspiring Dockland li
ary as three story mass timber building in Melbourne and planning for design and construction of similar buildings. In order to prepare design and identifying characteristics, the structural performance of the building and prepare essential design for the construction of building at Robina, Gold Coast, Australia. The project report is discuss and provide analytical calculation of different types of load applied over the building structure i.e. Dead loads, Dynamic loads etc. subsequently, the material selection based on design parameter and structural suitability. Lastly, the project report includes “structural systems, structural performance parameters and selection of soil and footing based on foundation construction.
Table of Contents
Summery 2
Introduction 3
Loading 4
Dead loads 4
Dynamic Loads 7
Materials 7
Material choice 8
Durability 9
Structural material performance 10
Structural systems and Structural Performance 12
Lateral System 14
Introduction
The Li
ary at Dock is advance, aesthetic and sustainable building construction among Australian education system. The building construction is suitable on the waterfront of the Victoria Ha
our in Melbourne’s Docklands, with mainly three story building, 21st century li
ary has been constructed between the Lend Lease, The Victoria Place and Melbourne city. The li
ary building construction includes “sustainable design” feature. By considering sustainable design feature, the li
ary at the dock is manage advance and new su
ounding with building construction of primarily feature from cross laminated Timber and recycled hardwood. The li
ary building feature includes sustainable feature such as passive ventilation, full height glazing on the ground level to collect natural light and views of the su
ounding. The construction includes low volatile organic compounds and formaldehyde materials ensure the high quality indoor environment (Biondini, F. and Frangopol, D.M., 2016). The building and roof construction such a way that it can collect water from the roof and release from approximate 55,000 L tank nea
y Victoria Green Park for re-use within the building. Additionally, solar panel installed which is able to collect approximate 85 kW power and contribute 30% of building’s total operational power. According to green building council of Australia, the building has been achieved six-star green star rating. It was well traditional li
ary collection centre which offers large interactive learning environment, digital collection, multi-purpose community spaces and effective performance venues that contribute for 120 people. The li
ary at the dock is the middle station for the Dockland neighborhood that provides platform for culture, learning and community interaction. The li
ary key feature includes quiet study area, reading lounges, community meeting space, high-digital leaning su
ounding (Holmes, J.D., 2018).
Loading
Dead loads
a. Dead loads = volume of beam x unit weight
Figure : 1 Dockland Li
ary structure
Figure: 2 Internal Structure of Dockland li
ary
Wall elevation C2W1:
Volume = 200 x 300 x 150 =
Weight of reinforced concrete = 24
Volume: 2
Volume :3
Wall elevation C2W2:
Volume: C2W2 (Top floor)
Third floor;
Second floor;
Ground floor:
· WALL ELEVATION C2W3
Roof
Second floor;
1st floor :
Ground floor :
· WALL ELEVATION C2W4
Roof floor:
Second floor:
First floor:
Ground floor:
Dynamic Loads
Materials
Material choice
a. The cross laminated Timber material is sustainable and provides positive environment due to renewability, ca
on sequestration and ca
on impacts as well.
. The material have considerable high strength, the blast testing has considerable high performance, this would be effective blast resistance, cost saving while using CLT.
c. The cross laminated timber having effective fire resistance performance. The li
ary contains numbers of books and quick fire ignition material. While performing fire testing, the steel connections are noticeable point of failure. The conventional procedure of cha
ing while fire actually serves for the protect the structural integrity of the conventional product(Biondini, F. and Frangopol, D.M., 2016).
d. The timber material is safe by considering su
ounding conditions, natural, and climate and weather condition. The edge protection may be developed, the material itself is considerable stronger as compare to other materials i.e. metal decking which provides a safe working su
ounding for stacked.
e. Aesthetic appearance: this is indubitable that the design and architectures are considerable effective and aesthetic using CLT timber.
f. Noise level can reduce by using CLT, there is considerable less noise require in li
ary, in this case the CLT material is effective to overcome noise issues.
The secondary most usable material for li
ary construction is as concrete and steel materials. The concrete and steel materials are most desirable and applicable for wall, floor and to construct multiple stories of li
ary. In order to provide long life and durability of structure, the steel and concrete materials are most suitable. The steel material is used due to binds well to the concrete, the material have similar thermal expansion co-efficient, high strength and relative cost-effective (Holmes, J.D., 2018). Additionally, the reinforced concrete material is also used to ensure deep foundations and basements as most desirable material. By using steel and concrete material, the architecture and designer can give aesthetic appearance, high strength and possible to make more advance design freedom. There is possible fast, adaptive and accessible construction through steel and concrete.
Durability
· Durability is defined as the degree at which the material can weather its su
oundings. The reinforcement concrete and steel material can withstand last long without failing in case the fine-tuned.
· The reinforcement concrete have endures freeze thaw cycle, moisture, solar radiation and a
asion. Due to inorganic properties, the concrete didn’t suffer from the vermin attacks. Subsequently, it may not melt immediately.
· The reinforced concrete hides the potential flaw, the co
osion prone steel reinforcement have high strength. The rusting rebar have less strength su
ounding to concrete and creates iron oxide, that expands, resulting in tensile stress and eventual deterioration. Subsequently, the concrete material has conventional alkalinity that reduces the rebar co
osion and ensures further protection which require for reinforced concrete uncovered seawater (Holmes, J.D., 2018).
· Structural steel is as susceptible to co
osion as rebar and need protection as well. In this case, the paint, sacrificial layer, co
osion inhibiting chemicals and powder coating are effective method to overcome co
osion issues with structural steel material.
Fire:
· The reinforced concrete’s composition is an effective, essential inert and that would be non-combustible, whereas the low rate of heat transfer resists the fire from the spreading between two spaces.
· The concrete and steel material has lost their strength as the exposed with the high temperatures for the considerable long time. It will depend on the specific types of aggregate used; the concrete may initiate their compressive strength at 800 to 1200. The experimental study indicates that the lightweight concrete has effective resistance to for the fire insulating properties and poor heat transfer rate Arulrajah, A. et.al.(2013).
· The structural steel is considerable poor resistant of fire as compare to concrete; it will start losing strength at approximate temperature more than 550 and retains approximate 50% of their room temperature which yield strength at. There are various methodology that can demonstrate the rate of temperature increase” in the structural steel elements of the building structure. This may includes fire resistive, concrete encasement and sprinklers these may include fire-resistive coatings, ba
iers, cooling systems, concrete encasement, and active measures, such as sprinklers Kim, S.B.et.al.(2010).
Structural material performance
Sample specification
Testing parameters
Code
Mass (g)
Specimen Length (mm)
Gauge Length (L0) (mm)
Width (mm)
Thickness (mm)
LVL01
71.66
100.9
50
60.54
21.46
LVL02
70.76
101
50
60.47
21.05
LVL03
75.24
100.8
50
59.53
20.94
Figure: Test a
angement
Specimen cross-section area:
Lab-Test : 1
Lab-Test :2
Lab-Test :3
As obtained laboratory results from three different specific with different cross-section area, and obtained stress and compression of sample specimen. From the research and study, it observe that the “yield strength” of laminated veneer lumber is 1530 MPa, whereas the maximum stress observe more than provided yield strength of LVL material. That means, yielding occur while performing compression test Ma, Z. et.al.(2012). The material will get failed at ultimate stress of the sample specimen. From the laboratory experiment, it is recommend to not replace “laminated veneer lumber” from glue laminated timber.
Structural systems and Structural Performance
Load Path:
Figure: Load path
As shown in above diagram, it mentioned the load path for the specific person who stand over the roof, it will transfer loads from top segment of roof toward foundation. The 3-dimension image provides load distribution in terms of direction i.e. horizontal load distribution and vertical load distribution. It observes that the load transfer from the centre of the roof towards horizontal beam and toward vertical foundations Ma, C.K.et.al.(2018).
Additionally, the lateral resistance is provided through the concrete shear walls and exterior masonry walls of the structure. In this case, the wind is primary resource of lateral load for the building. In this case, the wind is primary source of the lateral load of the li
ary structure. The above diagram indicates the lateral load distribution and path through the material structure. The a
ows indicate the wind load i.e. conventionally large near the top area. Whereas, the red a
ow demonstrate the movement of the force by considering building a
angement and movement as well. The shear walls would be assist in ca
ying the load toward the foundation of the structure in the conventional way of the exterior wall can do. The example and above diagram indicate that the wind loads applied over the north side of the east-stretching wing of the building, though the loads applied toward the north side of the east stretching wing of the building, whereas the load paths resulting from the wind loads application to the other frontage of the building, that would be collected in the conventional manner Wan, K.K. et.al.(2011).
Lateral System
There are multiple choice, aesthetic suitability and construction possible for construction of lateral system. In general, there are mainly three types of lateral resisting systems includes rigid frames, shear walls and
aced frames.
From the research and study, the rigid frames are more suitable for dockland li
ary. The frame is used as the architecture design or some other constraints do not permit for the diagonally
aced frames. This is conventionally lateral resisting system fit in with rigid welded or the bolted connections between the columns and beams sections. Subsequently, the rigid frames are considerable expensive and less effective in order to resist lateral load as compare to the
aced frame system Sandanayake, M.et.al.(2016).
Figure: conventional floor plan of rigid frames
The study suggests that, it would be best possible and well proportioned bays with the shorter length of span of beam to occupied building drift. This is more difficult to engaged with the rigid frame structure.
Figure: Li
ary building elevation.
Above two diagrams demonstrate the floor plan and building elevation demonstrates the rigid frame system. As shown in above figure, the solid triangles are conventionally used to demonstrate the rigid connection between the steel elements. further, the figure demonstrate the conventional connection between the beam and column, these connections are conventionally used a shear connection along the web to engaged with the gravitational loads over the member, as well as the field welded beam flange to the column flange connections to manage the lateral loads Schmidt, M.et.al.(2013). It observe that the rigid frame moment relations can be four to six times as costly as the conventional gravitation connection due to that require more engagement time and field welding. Additionally, the column stiffeners plates are required various times. Further, the additional costs are between the flanges of the columns to resist the buckling load of the column webs. This is best and suitable frame structure for dockland li
ary construction.
Tributary areas
There are many flooring system contains reinforced concrete slab sup-ported over the rectangular grid of the beams. The grid of beams reduces the overall span of the slab and that allows the designers to reduce overall slab thickness. The load distribution of the floor loads on the floor beams is depending on the geometric configuration of the beams formatting the grid.
In order to calculate the tributary area by considering columns is key aspects when it requires calculating the axial loads on the columns. In the manual calculations, there are key aspects to calculate the columns load is tributary area. The axial loads over the concrete walls are obtained by using tributary method. The calculation and design parameters obtained are approximate method and it is accurate as well (Zhu, B. and Frangopol, D.M., 2012.). The following figure provides the load distribution and specification of tributary areas. Usually, it found through computer modeling through structural analysis. It is essential to evaluate whether the output of the models are co
ect or not. The tributary area validation is based on computer model which is done through the loads calculation by using tributary area method.
Figure : Tributary method and analysis
Figure: Tributary area
The above figure provides plan and elevation of tributary area by considering Analytical method. The following diagram provides “theoretical tributary beam areas” and load distribution.
Figure: Tributary area and load distribution at each floo
Flooring systems
The following is provides key aspects in case, the flat plate system used in the Brock common Tallwood installed of “cross laminated timber” panels.
The flat plate system is considerable simple as compare to cross laminated timber work and suitable for the direct fix or sprayed ceiling. There are no beams, simplifying the under-floor services. it is require minimum structural depth and reducing floor to floor height. Subsequently, the floor gives the large flexibility to manage the horizontal services includes mechanical duct above the suspended ceiling. It is require simple formwork, there is no beam require to place, therefore the entire ceiling height is available for construction and work as well. The flat plat beam construction reduces “floor to floor height” whereas It was difficult to manage through “cross laminated timber” structure.
Deflection
Soils and Footings
Geotechnical testing
1. Compact Test :
a. Purpose of test :
To determine compaction characteristics of soil reducing the air void through densification.
. How to perform test :
· Collect 3 kg soil from construction location, allows passing the soil through the 4th Sieve.
· Measure weight of soil and mold without the collar.
· Keep the soil in the mixer and pour water in order to reach at desirable moisture content.
· Apply lu
icant to the collar and removing the soil from the mixer and keep in the mold in the 3 to 5 layers depends on specific method. For separate layer, the initiate the compaction procedure with 25 blows per layer. The drops are applicable manually or mechanically at the stable conditions.
· It is requiring removing careful of each collar and trim the soil surface which extends above the mold with the considerable sharpened each edge.
· It is require obtaining weight of the mold and containing soil.
· Use extrude the soil from the mold through metallic extruder, ensure the extruder and mold are in the line position.
· Evaluate the water content from the top, middle and bottom segment of the sample. keep the soil again in the mixer and added water to considerable higher water content i.e. w.
c. How the test will influence the foundation preparation and footing system :
The compact test can enhance overall strength of soil, reduce compressibility of soils and reduce permeability of soil.
2. Unconfined compression strength
Figure: Unconfined compression Testing machine
a. Test purpose :
· To obtain unconfined compressive strength of cohesive soil of the axial load.
. How to perform test :
· Keep the sampling soil specimen at the suitable water content and density in the large mould.
· In order to fix the sampling tube into the considerable large mould, it is require to applied force and manage the sampling tube filled with the soil. For the undistu
ed sample, the push the sampling tube into the clay sample.
· In this case, the saturated soil sample in the sampling tube by using specific method.
· Coated and weighted mould in order to provide thin layer of grease.
· Remove sample of the sampling tube into the split mould using the sampling extractor or other equipments.
· Removing two ends of the specimen in the split mould. Keep weighting the mould with the specimen.
· Removing the specimen from the split mould through splitting the mould into two halves.
· Measuring the length and diameter of the specimen using veriner calipers.
· Keep the specimen on the bottom plate of the compression machine. Manage the upper plate to make the contact with the sample specimen.
· Manage the dial gauge and ensure the ring gauge is zero.
· Manage the compression load to create the axial strain at the specific time period i.e. approximate 30 second to 2 minutes.
· Record dial gauge measurement and testing until the failure surface have certainly developed or until the axial strain of the 20% is achieved.
· Evaluate the angle between the failure surface and horizontal surface.
· Take the sample from the failure segment of the specimen for the water content determination.
c. How the test will influence the foundation preparation and footing system :
The motive of the procedure is to protect the in-situ properties of the sample until the test is perform. In this case, the moisture content recorded to obtain desirable strength of foundation.
References
Arulrajah, A., Piratheepan, J., Disfani, M.M. and Bo, M.W., 2013. Geotechnical and geoenvironmental properties of recycled construction and demolition materials in pavement su
ase applications. Journal of Materials in Civil Engineering, 25(8), pp.1077-1088.
Biondini, F. and Frangopol, D.M., 2016. Life-cycle performance of deteriorating structural systems under uncertainty. Journal of Structural Engineering, 142(9), p.F4016001.
Bribián, I.Z., Capilla, A.V. and Usón, A.A., 2011. Life cycle assessment of building materials: Comparative analysis of energy and environmental impacts and evaluation of the eco-efficiency improvement potential. Building and environment, 46(5), pp.1133-1140.
Holmes, J.D., 2018. Wind loading of structures. CRC press.
Karavasilis, T.L. and Seo, C.Y., 2011. Seismic structural and non-structural performance evaluation of highly damped self-centering and conventional systems. Engineering Structures, 33(8), pp.2248-2258.
Kibert, C.J., 2016. Sustainable construction: green building design and delivery. John Wiley & Sons.
Kim, S.B., Yi, N.H., Kim, H.Y., Kim, J.H.J. and Song, Y.C., 2010. Material and structural performance evaluation of recycled PET fiber reinforced concrete. Cement and concrete composites, 32(3), pp.232-240.
Ma, Z., Cooper, P., Daly, D. and Ledo, L., 2012. Existing building retrofits: Methodology and state-of-the-art. Energy and buildings, 55, pp.889-902.
Ma, C.K., Awang, A.Z. and Omar, W., 2018. Structural and material performance of geopolymer concrete: A review. Construction and Building Materials, 186, pp.90-102.
Wan, K.K., Li, D.H., Liu, D. and Lam, J.C., 2011. Future trends of building heating and cooling loads and energy consumption in different climates. Building and Environment, 46(1), pp.223-234.
Sandanayake, M., Zhang, G., Setunge, S., Li, C.Q. and Fang, J., 2016. Models and method for estimation and comparison of direct emissions in building construction in Australia and a case study. Energy and Buildings, 126, pp.128-138.
Schmidt, M., Amrhein, K., Braun, T., Glotzbach, C., Kamaruddin, S. and Tänzer, R., 2013. Nanotechnological improvement of structural materials–impact on material performance and structural design. Cement and Concrete Composites, 36, pp.3-7.
Zhu, B. and Frangopol, D.M., 2012. Reliability, redundancy and risk as performance indicators of structural systems during their life-cycle. Engineering Structures, 41, pp.34-49.
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