The Brock Commons house has already been considered the tallest wood construction in the North America. The structure is 13-storey that is found in the Pointe-aux-Lièvre’s eco-neighborhood in the city of Quebec. The tall solid timber structure has been constructed on the podium made of concrete/.The structure is 134 feet in its height. The structure is unique by the fact that it is made up of entirely the solid wood(Su 2018). The wooden structure is found in the staircases and also in the shafts of the elevator.
The exterior walls and the cross are also made of the wooden components. The structure is a combination of the glulam beams and columns and also the CLT columns. The chance that has been created by the new, larger and the taller building made of wood has been recognized as an option that is viable in the country especially by the building and the design community(Al-Mukhtar, Khattab and Alcover 2012). The process has been made possible by the evolution of the products of the woods. The approach and the philosophy of the entire project was basically to use the materials in the most recommended way that allowed for the achievement of the hybrid system of concrete cores and timber.
3a)Dead Load:
Assumption: It is assumed that slab to be non-suspended slab
Floor system = 0.75 kPa (assumed) x (6/2 + 4/2) x (5.6/2 + 4.4/2) = 18.75 kN Column = 0.45 x 0.4 x 4.75 x 24 = 20.52 kN Wall unit = 20 x 0.175 x (6/2 + 4/2) x 4.75 = 83.13 kN Overall = 121.4 kN
3b)Second Storey:
Dead Load
Slab = 0.15m (assumed) x 24 x (6/2 + 4/2) x (5.6/2 + 4.4/2) = 90 kN Floor system = 0.75 kPa (assumed) x (6/2 + 4/2) x (5.6/2 + 4.4/2) = 18.75 kN Column = 0.45 x 0.4 x 3.46 x 24 = 15 kN wall system = 20 x 0.175 x (6/2 + 4/2) x (5.6/2 + 4.4/2) = 60.55 Primary Beam = 24 x 0.6m x 0.8m x (6/2 + 4/2) = 57.6 kN
Secondary Beam = 24 x 0.25 x 0.45 x (6/2 + 4/2) = 13.5 kN
Overall = 256.4 kN
LL = 4 KN//m2 (assumed) x (6/2 + 4/2) x (5.6/2 + 4.4/2) = 100 kN
2nd upper or Third storey
(i) Dead Load
system Slab = 0.15m (assumed) x 24 x (6/2 + 4/2) x (5.6/2) = 51.4 kN Beam = 24 x 0.6m x 0.8m x 6 = 68.1 KN Floor system = 0.75 kPa (assumed) x (6/2 + 4/2) x (5.6/2) = 10.5 kN Column = 0.45 x 0.4 x 3.06 x 24 = 12.22 kN wall system = 20 x 0.175 x (6/2 + 4/2) x 3.06 = 54.55 kN Overall = 197.77 kN
(ii) Live Load: (2nd Upper Storey Rooms)
LL = 4 KN/m2 (assumed) x (6/2 + 4/2) x (5.6/2) = 50 kN
(2d) Roof Level:
Wall unit = 20 x 0.175 x 1.81 x (6/2 + 4/2) =32 kN Dead Load service
= 0.75 kPa (assumed) x (5.6/2 + 4.4/2) x (6/2 + 4/2) = 18.75 kN
Overall = 53.75 kN
Dead Loads of roof = 0.75KN/m2 x 5 x 5 = 14.17
Roof Materials kN = 1.5KN//m2 x 5 x 5 = 57.25 KN
Summation of Dead Load = 122.4 + 255.4 + 197.77 + 51.75 + 56.25 = 682.57 kN
Footing strip Size of 2m width (instead of 4m) x 4m (range Length) x .75mm thick
Weight of Ground Footing Foundation = 24.0 x 2 x 4 x .75 =145.0 KN
Soil Pressure force = 989.64 / (2.0 x 4.0) = 124.71 KN//m2
The provided spacing is ta the interval of 20feet
=20ft
=20×0.305
=6.1m
The height of the colum will be taken as 5.9 metres
The pitch of the roof will bwe taken as 27 degrees
H(roof)=5.9+6.63X TAN 27
=9.28M.
The average height will be calculated as
h=5.9+9.28-5.9/2=7.6m
The working life obtained becomes 50 years
The region becomes A4
The equivalent VR=45m/s for the ultimate loading. And also 37m/s for serviceability..
Figure 5typical floor plan(Willebrands 2017)
Taking the prime equation
VS=VtxMdxMZxMt
Mt=1.0
The value of the velocity is taken as 45×0.95×1.0x1.0x1.0
V=42.75m/s
This equation will completely define the pressure of the wind
=37×0.97
=35.15m/assuming that the density of the air remain the same as 1.2kg/m3 and also taking the factor of the dynamic loading to be constant that is;
C=1.0
P=0.5×1.2×42.75×42.75×1/1000
=1.097(This is described as Ultimate limit)
The internal pressure will translates into the cross wind
K=0.8 for the cross wind.
Pressure becomes; 1.097x (-0.24) remember -0.24 was obtained from -0.3×0.8
P=-1.61kN/m.
For upward slope
P=-.4×1.097
=-0.44kPa
Steel is normally affected by the process of the corrosion. This can be controlled by the use of the galvanic corrosion protection. The concrete may be affected by improper compaction and other ASR effects. The effects of ASR(Alkali Silica Reaction) can be prevented using pozzolanic admixtures. Timber is affected by exposure to water. This should be minimized as low as possible.
The building has employed the use of the timber with the thick layer. This thick layer normally chars to provide natural protection against protection of fire. The building also enjoys access to the fire extinguishers and standpipes(Willebrands, O., 2017)..
The GLT has excellent strength to weight ratio
It is durable
It poses proper flexibility to size and shape
It has high dimensional stability and strength besides being locally available.
Parallel strand lumber is suited for use in the places where high bending stress is needed.
It is also very attractive with proper surface finish.
Building Stability
In order to ensure proper stability, the building has been supplied with a frame work of properly fixed columns and also systems of beams with joints that ere stiff and cable of taking moments.
The shear walls are basically used in the provision of the lateral resistance and stiffness. When wood is exposed to a lot of moisture, it decays up. This is also true when it comes into the contact with the ground. Also use of the nails weakens the strength of the wood. If shear walls made from the concrete are used instead, the structural strength of the building will improve. When the shear wall are not used, the structure will utilize other alternatives that include the following;
Use of the shear wall will give perfect straightness of the RC walls as another advantage.
Most of the engineers and the designers normally rely on the previously published reports on the earthquake to improve their design work. The reports have indicated that proper design will easily assist in the resistance of the seismic loading. In order to improve the resistance, the follow b in design criteria must be followed(Teshnizi, Pilon, Storey, Lopez and Froese 2018).Thorough foundation survey or research should be conducted in the sand that may be loose, clay locations and other silty places. Much consideration should be given to the seismic waves or flooding
The cantilevers like parapets and towers are known to be undumped elements. These components should be given some high coefficient of the seismic design. The accelerations that are inclined vertically should be given much consideration.
Shown in shaded parts.
Given: Live Load, L=50 psf Dead Load, D= 70 psf 1. Girder BC 1-1 Tributary area, A T = 40 x 15 = 600 sq ft Influence area, AI = 2 A T = 2 x 600 = 1200 sq ft Live load reduction = 0.25 + [15 / √ (AI) ] = 0.25 + [15 / √ (1200)] = 0.25 + 0.433 =0.683 Amplified loads per linear foot: Dead Load = 1.2 (70 psf) (15 ft) = 1260 plf Live Load = 1.6 (0.683)(50 psf) (15 ft) = 819.6 plf Wu = 1.2 D + 1.6 L = 1260 + 819.6 = 2079.6 plf = 2.08 k/ft
The materials component, the angle of inclination, the period of treatment of the concrete. The thickness of the slab especially suspended one will give wider crack at the point of the connection. The light slab though suspenede gives smaller crack during the testing period.
Special requirement on the concrete finish will definitely influence the type of the slab wall connection. There is lots of demand for high quality formwork for the case of the fair-faced concrete.
Finally the involvements of other techniques for the construction will mean inclusion or use of specific type of connection.
Direct Shear Test
This is a laboratory test that is used basically by the geotechnical engineers in the measurements of the shear strength of the soil. The specimen is placed in a shear box with the two stack rings that hold the sample. The contact that exists between the two rings is taken as the mid-height of the sample. The other soil characteristics that are determined include the soil cohesion and the angle of the internal friction.
Proctor Compaction Test
This is a laboratory technique for measuring the maximum moisture content of the soil type. These lab tests for the most part comprise of compacting soil at realized dampness content into a tube shaped form of standard measurements utilizing a compactive exertion of controlled size. The soil is generally compacted into the form to a specific measure of equivalent layers, each accepting various blows from a standard weighted mallet at a predetermined tallness. This procedure is then rehashed for different dampness substance and the dry densities are resolved for each. The graphical relationship of the dry thickness to dampness content is then plotted to set up the compaction bend. The most extreme dry thickness is at last acquired from the pinnacle purpose of the compaction bend and its relating dampness content, otherwise called the ideal dampness content(Taylor 2014).
Triaxial shear test.
This method is used to measure the mechanical properties of the soil. In this test, the soil sample is subjected to stress. This is regularly accomplished by setting the example between two parallel platens which apply worry in one (generally vertical) heading, and applying liquid weight to the example to apply worry in the opposite ways. (Testing mechanical assembly which permits use of various dimensions of worry in every one of three symmetrical headings are talked about underneath, under “Genuine Triaxial test”.)
The R-Value test[1] measures the reaction of a compacted test of soil or total to a vertically connected weight under particular conditions. This test is utilized by Caltrans for asphalt configuration, supplanting the California bearing proportion test. Numerous different organizations have received the California asphalt plan technique, and indicate R-Value testing for subgrade soils and street totals.
Sieve Analysis
A sifter investigation (or degree test) is a training or strategy utilized (ordinarily utilized in structural designing) to evaluate the molecule measure conveyance (additionally called degree) of a granular material by enabling the material to go through a progression of strainers of continuously littler work size and gauging the measure of material that is ceased by each strainer as a small amount of the entire mass.
The size circulation is regularly of basic significance to the manner in which the material performs being used. A sifter investigation can be performed on non-natural or natural granular materials including sands, smashed shake, soil, stone, feldspars, coal, soil, an extensive variety of produced powders, grain and seeds, down to a base size contingent upon the correct strategy. Being such a straightforward method of molecule estimating, it is likely the most well-known.
The footing system refers to the component that assists in the transfer of the load from the building to the laid foundation. The building that is under the study has employed the use of the shallow rooting system that is fastened using the screw and bolts on the ground.
Deflection
C1 AS1170.0) stipulates the limiting deflections under two heads as given below:
(a) The maximum deflection should not go beyond span/250 due to all loads including the effects of temperatures, shrinkage and creep and measured from the as-cast level of the supports of roof ,floor and all other horizontal members.
(b) The highest deflection should not normally exceed the lesser of span/350 or20 mm including the effects of temperature, creep and shrinkage occurring after erection of partitions and the application of finishes.It is a must that both the requirements are to be fulfilled for each structure.
The checking of the two requirements is done after designing the members. Despite the fact that, the revision of the structural design has to be confirmed on details to ensure that it does not fails to meet any one of the two or both the requirements.By avoiding this, C1 AS1170.0) the member initial dimensions are assumed as recommended by guideline thus general satisfaction of the deflection limits. Illustration in the Clause20 indicates various spans to effective depth ratios and cl. 24.5 suggests limiting cross section of
beams, a relation of b and d of the members, hence achieving lateral stability. They are indicated below:
(A) For the deflection requirements
Different basic span figures to effective ratios of depth for three various support conditions are prescribed for spans up to 10 m, in which the modification should be done under any or all of the four different situations:
(i) In case of simply supported and continuous beams, the clear distance between the lateral restraints shall be beyond the lesser of 60b or 250b2/d, in which d is the effective depth and b refers to compression breath face lateral restraints between the midway.
(ii) In the case of dealing with cantilever beams, the clear distance from the free end of the cantilever to the lateral restraint shall not go beyond the lesser of 25b or 100b2/d.
C1 AS1170.0) prescribes computation steps of the short-term deflection. The usual methods for elastic deflections using the short-term modulus of elasticity of concrete Ec and effective moment of inertia Ieff given by the following equation as recommended by the code In the continuous beams, therefore ,modification of Ir, Igr and Mr values are done as in the equation below;
? X 1 + X 2 ?X e =
q1 ?
+ (1 – q1 ) X o
2 ?
where Xe = modified value of X,
X1, X2 = values of X at the supports,Xo = refers to value of X at mid span,
q1 = coefficient shown in the table below and
X = value of Ir, Igr or Mr as appropriate. coefficient table
|
k1 |
0.5 or less |
0.6 |
0.7 |
0.8 |
0.9 |
1.0 |
1.1 |
1.2 |
1.3 |
1.4 |
|
k2 |
0 |
0.03 |
0.08 |
0.16 |
0.30 |
0.50 |
0.73 |
0.91 |
0.97 |
1.0 |
Remember: k2 is given by (M1 + M2)/(MF1 + MF2), i.e. M1 and M2 = support moments, and MF1 and MF2 = fixed end moments.
Deflection due to Shrinkage
C1 AS1170.0) indicates the method of calculating the I.e. k3 is a constant which is 0.5 for cantilevers, 0.125 for simply supported members, 0.086 for members continuous at one end, and 0.063 for fully
using compressive concrete moment and tensile steel about the neutral axis (distance is assumed to be x from the bottom of the flange as illustrated below:
2234(100)(50 + x ) = (23.255)(1383)(450 – x ) or x = 12.92 mm which gives x = 112.92 mm. Accordingly, z = lever arm = d – x/3 =
512.36 mm.
Ir = 2234(100)3/12 + 2234(100)(62.92)2 + 23.255(1383)(550 – 112.92)2
+ 300(12.92)3/3 = 7.214(109) mm4
Mr = 82.96 kNm (see Step 2)
M = wperm l2/8 = 9.3(8)(8)/8 = 74.4 kNm.0.918 I
≤ Ief≤ Igr, Ieff should be equivalent to Igr. So, Ieff = Igr =
11.384(109mm The two requirements in regard to the deflection control are given in parts. Therefore they are confirmed as follows
Confirmation of the first requirement Highest allowable deflection = 8000/250 = 32 mm
The actual final deflection due to all loads
The highest allowable deflection is the lower of span/350 or 20 mm. Here, span/350 = 22.86 mm. Hence, the highest allowable deflection = 20 mm. The actual final deflection = 1.948 + 2.64 4 + 3.118 = 7.706 mm < 20 mm. thus, o.k.
Thus, both the requirements of C1 AS1170.0) as well as as given in section are met
The design of the building has incorporated several management strategies to control the floor vibrations.
Reduction of effects
There have been alterations that lower the annoyance that are linked to the vibrations. The noise level has been eliminated by the removal of the articles that are known to vibrate noticeably.
Relocation of the activities
The building has employed the techniques of relocation of the vibration sources. This has included the relocation of the area of the aerobic exercise from the top floor to the ground floor. The walking vibrations have been controlled by having the specific areas near the columns.
Stiffening
The vibration due to the walking and rhythmic activities in the building has been reduced through increase of the stiffness of the floor. The structure has incorporated new columns between the already existing columns from the affected floor to the foundation down. The stiffening in the structure has also been achieved using transverse methods of blocking or decking.
Isolation
The floor vibration that results from the machinery components within the building has been reduced by placing them on the soft springs.
The creep refers to the deformation on the structure as a result of the imposed stress. This may results from the self-weight of the elememt.The building has sorted out the creep effects through load reduction(Connolly, Loss, Iqbal and Tannert 2012)
The structural members of the used timber have had increases surface area hence reduced effects vof the creep. The water cement ratio of the building especially in the foundation was made as little as possible to reduce the creeping effect.
The heat flow within the building takes place in three, two or one dimension. In most of the real situations the heat flow takes place through three dimensions. The transfer of the heat takes place through each of the following means
Conduction is the flow of heat via a material through direct molecular contact. This particular contact will take place within two objects that are in contact(Wood 2014).
Convection is transfer of heat by the movement of the molecular particles of the liquid or gas. Radiation is the heat transfer by the electromagnetic radiations.Since conduction is regarded as the primary heat transfer means,the material has incorporated the use of low density insulation materials including glass of 2500kg/m3.
Air Leakage
The warm air that is genetrated from within the building rises and is quickly replaced with the cold air from outside.During the warm weather,the leaking air is replaced with hot air that must be dehumified and cooled.The structural component of the building has incorporated mechanism that allows for the proper exchange of air or ventilation(Calderon 2018).
Concrete admixtures
Concrete admixtures are normally added to the batch of the concrete before mixing the concrete. The admixtures of the concretes tend to improve the quality of the concrete, retardation and manageability(Poirier, Moudgil, Fallahi, Staub and Tannert 2016).
These are normally added to delay the chemical reactions that occur when settling process of the concrete starts. It is commonly used in the reduction of the high temperature effects that can possibly lead to the faster setting of the concrete.
Advantages
It reduces additional costs in the placement of the new concrete batch
They help in the reduction of the cracking that results from the form deflection.
Disadvantages
Some retarders normally play a major role in the water reduction and may keep some air as well in the concrete.
An entrained concrete normally increase the durability of the concrete in relation to the freeze-thaw properties. This type of the admixture produces a concrete that is more workable.
Advantages
The degree of workability is high
The durability is high as well
The cycles of wetting and drying are very high.
Disadvantages
The ratio of the entrained air and compressed strength normally vary and is difficult to maintain.
These are chemical products that when added to the concrete may create a desired slump at a lower ratio of the water cement. They are normally used to obtain a specific strength.
Advantages
Helps in the improvement of the properties of the concrete especially in the decks of the bridge.
Disadvantages
Low cement content tend to compromise the strength of the structure made from such compounds.
These are chemical substances that are added during the initial mixing of the concrete.
Advantages
It reduces the long term and early shrinkage
It is suitable in the cases where shrinkage cracking leads to the problems of durability
Disadvantages
It may sometimes lead to the reduction of the strength of the compound
The core reason for the use of super plasticizers is to ensure that there is production of a flowing concrete that has proper slump
Advantages
It improves the workability of the concrete.
Disadvantages
It is associated with the lump loss.
References
Al-Mukhtar, M., Khattab, S. and Alcover, J.F., 2012. Microstructure and geotechnical properties of lime-treated expansive clayey soil. Engineering Geology, 139, pp.17-27.
Calderon, F., 2018. Quality control and quality assurance in hybrid mass timber high-rise construction: a case study of the Brock Commons (Doctoral dissertation, University of British Columbia).
Connolly, T., Loss, C., Iqbal, A. and Tannert, T, 2012. Feasibility study of mass-timber cores for the UBC Brock Commons Tallwood Building.
Fast, P. and Jackson, R., 2017, September. Case Study: University of British Columbia’s 18-storey TallWood House at Brock Commons. In IABSE Symposium Report (Vol. 109, No. 28, pp. 2314-2321). International Association for Bridge and Structural Engineering.
Mohammad, M., Jones, R., Whelan, M. and Coxford, R.2016, CANADA’S TALL WOOD BUILDINGS DEMONSTRATION PROJECTS.
Poirier, E., Moudgil, M., Fallahi, A., Staub-French, S. and Tannert, T., 2016. Design and construction of a 53-meter-tall timber building at the university of British Columbia. In Proceedings of the World Conference on Timber Engineering, Vienna, Austria.
Su, J.Z., 2018. FIRE SAFETY OF CLT BUILDINGS IN CANADA. Wood and Fiber Science, pp.102-109.
Taylor, R.E., 2014. Geotechnical centrifuge technology. CRC Press.
Teshnizi, Z., Pilon, A., Storey, S., Lopez, D. and Froese, T.M., 2018. Lessons Learned from Life Cycle Assessment and Life Cycle Costing of Two Residential Towers at the University of British Columbia.
Willebrands, O., 2017. Differential Vertical Shortening in Timber-Concrete High-rise Structures.
Wood, D.M., 2014. Geotechnical modelling. CRC Press.
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