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Specifications: Building has a 2500 CFM mechanical ventilation. Work hours:7:00 am - 12:00 a.m. (two shifts) Number of employees per shift: 35 Lighting: 4 W/ft? Inside temperature : 75°F Inside the shop area there are 10 machines with 20 HP and 15 machines with 30 HP. All equipment consists of a motor out, driven equipment in. Concrete slab is insulated and no edge loss/gain Walls: Heavy weight - 8 in. concrete, 2 in insulation (Group B wall- See Table 6.3) Windows : Double clear glass, % in thickness, light color venetian blinds, aluminum frame, 10 ft W x 8ft H Doors: 1 % in. thick steel with mineral fiber core 10 ft Hx8 ft W Roof: Flat roof 2 in. heavy weight concrete with 2 in insulation (Roof # 4- See Table 6.1) Using the floor plan above, building dimensions and construction materials as specified above, determine: (a) Peak load time of the day and the month (b) Total cooling load of the building based on peak load time and month determined in part a. Submit your project as an Excel file.
Earthquake Actions Parti Determine the design earthquake forces for a five-story light timber frame building with plywood sheathed shear walls using FBD and DBD. Also estimate the Ultimate displacement of the structure and compare it with the allowable displacement of the global structure. Key design specifications are: The system has a plastic hinge on the bottom floor. The elastic deformation of story 2 to story 5 is negligible in this case (this is not always a correct assumption). The schematic displacement profile is presented in Figure 1. The Structure is an importance Level 4 structure. The seismic weight for all floors is 260 kN. The height of all floors is 3.1 m. The structure is located in Wellington with Soil C type. The maximum inter-story drift is 50 mm. Ductility factor for light timber framings with plywood sheathed shear walls is u=4. The hysteretic behaviour of the system is assumed as 25%. Assume the elastic damping of the structure is 3%. m m. m, Δεκ AK Δ,k Д. AK Ask Δ m. BBB13 m m. H Figure 1 - Deformed shaped of the light timber frame and the substitute SDOF structure Part ii Compare the base shear calculated above using FBD and DBD and explain why the base shears are not the same? Rubric Question No 01 Marks Attained Marks Item No. Description Seismic Design Spectra Plot of spectral acceleration for an IL4 structure located in Auckland 3 2 Plot of spectral acceleration for an IL4 structure located in Christchurch 3 3 Plot of the Displacement Spectra for an IL4 structure located in Auckland 4 Plot for the Displacement Spectra for an 114 structure located in Christchurch S Plot of spectral acceleration for an IL2 structure located in Auckland 3 6 Plot of spectral acceleration for an IL2 structure located in Christchurch 3 7 Plot of the Displacement Spectra for an IL2 structure located in Auckland 3 8 Plot for the Displacement Spectra for an IL2 structure located in Christchurch 6 9 Combined Spectral Acceleration Plot ( Soil Class D, IL4 & IL2) and Discussion Parti Partii 3 3 10 11 12 Show how spectral acceleration changes with return period. Show how spectral displacement changes with return period, Show how spectral acceleration changes with site class 4 40 Q2 Parti Earthquake Actions Force Based Design 10 13 Calculation of Seismic Base Shear 10 14 Distribution of Base Shear up the height of the structure 5 15 Calculation of Yield and Ultimate Displacement and verifying with Allowable Displacement Partii Displacement Based Design 16 Calculation of Design Displacement $ 17 Calculation of Effective Mass S 18 Calculation of Effective Height S 19 Development of Displacement Spectra and estimatinon of effective time period 5 20 Calculation of Seismic Base Shear 5 21 Distribution of Base Shear up the height of the structure 5 22 Discussion 60 Total: 100 Marks