The subject of the diploma thesis is to elaborate the design documentation of an apartment house with restaurant. The building is designed in the village of Lipůvka, South-Moravian region, on plot No.: 544/1 and 545/1 – cadastral region Lipůvka. The bulit-up area is 443,3 m2. There are four floors. There is restaurant, one housing unit (for persons with reduced mobility) and utility room in first above-ground floor. Second, third and fourth above-ground floor is for housing. Each of these three floors has three apartments – two apartments 3+k, one apartment 3+1. Entrance to every apartment is from main staircase. The building is based on the foundation walls of concrete C20/25, all vertical walls are from Porotherm System. Celings are composed of ceramic-conrete beams POT, ceramic insertion Miako and concrete. The staircase is monolithic reinforced concrete. The building is without basement, roofed by a warm flat roof.

The diploma thesis is engaged of selected parts of the construction-technology project of a factory building with an administration building in Hustopeče. The construction-technology project contains technical account construction of technological solutions, project of temporary works designed to perform construction, time and financial plan and detailed time plan for rough construction, includes inspection and test plan and technological standard for solution of lower structures of solutions object. In another input is made technological study of the chief technological stage and budget for rough lower structures. As specialization is solution fire safety of buildings.

<p>Composite Plate Shear Walls - Concrete Filled (C-PSW/CF), also known as SpeedCore walls, are increasingly used in commercial buildings. C-PSW/CF offer the advantages of modularization and expedited construction time. The performance of C-PSW/CF under wind and seismic loading has been extensively studied. As such, building codes permit the use of these walls in non-seismic and seismic regions. In addition to these lateral loads, C-PSW/CF may be exposed to fire loading during their service life. Elevated temperatures resulting from the fire loading subject structural components to a set of forces and deformations. These elevated temperatures result in the significant degradation of the material properties. Thus, fire loading may lead to the failure of structural components during fire incidents within the buildings.</p> <p>This dissertation describes (i) experimental, numerical, and analytical studies conducted to evaluate the performance of C-PSW/CF and (ii) the development of design guidelines for C-PSW/CF subjected to fire and gravity loading. The results from prior experimental investigations were compiled, and five additional fire tests were conducted to address gaps in the experimental data. The fire tests were conducted on laboratory-scale specimens subjected to axial compressive loading and simulated standard fire loading (heating). The parameters considered in the tests were axial compressive loading (21% – 30% of section compressive strength, <em>Ag f’c</em>), steel plate slenderness (24 – 48, tie spacing-to-steel plate thickness ratio), and uniformity of heating (all-sided versus three-sided heating).</p> <p>Numerical and analytical studies were conducted using two independent methods namely Finite Element (FE) and Finite Difference (FD) methods. The developed models were benchmarked to test data, and the benchmarked models were used to conduct parametric studies to expand the database. The thermal and structural material properties recommended by Eurocode standards were applied in these models. The parameters considered were the wall thickness (200 mm – 600 mm), wall slenderness (story height-to-concrete thickness ratio, <em>H/tc</em>= 5 – 25), axial load ratio (<em>Pu</em> ≤ 30% section concrete strength, <em>Ac f’c</em>), heating uniformity (uniform versus non-uniform heating), boundary conditions (pinned versus fixed), cross-sectional steel plate reinforcement ratio (<em>As/Ag</em> =1.3% – 5.3%), steel plate slenderness ratio (<em>stie/tp</em> = 20 – 75), tie bar spacing-to-wall concrete thickness ratio (<em>stie/tc</em> = 0.5 – 1.0), and concrete compressive strength (<em>f’c</em> = 40 MPa – 55 MPa).</p> <p>Symmetric nonlinear thermal gradients were developed through wall thickness for the walls exposed to uniform fire loading. Due to the low thermal conductivity of concrete, the temperature decreased nonlinearly through the wall thickness towards the mid-thickness of the walls. For the non-uniform fire exposure, temperatures through the wall thickness decreased nonlinearly towards the unexposed surface of the walls. A consistent trend was observed in the axial displacements of C-PSW/CF under combined fire and gravity loading. The observed trend consisted of several steps including (i) thermal expansion, (ii) gradual axial shortening, (iii) fast axial shortening, and (iv) failure.</p> <p>Local buckling of steel plates between tie bars was observed in all walls. However, this phenomenon did not cause any significant degradation in structural performance or failure of the walls. The results from parametric studies indicated that wall slenderness ratio (story height-to-wall thickness ratio), wall thickness, applied axial load ratio, and end boundary conditions have a significant influence on the fire resistance of C-PSW/CF. Higher wall slenderness ratios and load ratios had a detrimental effect on the fire resistance of walls. Global buckling was the dominant failure mode for the walls with high slenderness ratios (e.g., <em>H</em>/<em>tc </em>³ 15). In thicker walls, the lower temperatures in the middle regions of the concrete helped to maintain the axial compressive capacity of walls under fire loading. Limiting the steel plate slenderness ratio could slightly improve the fire resistance of unprotected walls by arresting the extent of local buckling between tie bars.</p> <p>The results from the parametric studies have been used to develop an approach for designing C-PSW/CF subjected to combined fire and gravity loading. The total (linear) length of the wall was discretized into unit width columns, where each unit width column corresponded to a length of wall equal to the tie bar spacing (<em>stie</em>). Thus, each unit is like a column with steel plates on two opposite surfaces, concrete infill, and tie bars distributed uniformly along the height. The axial load capacity of C-PSW/CF can be estimated as the axial load capacity of the unit width column, calculated using the developed approach, multiplied by the linear length of the wall divided by the unit width (tie bar spacing). For this approach, the wall slenderness ratio (<em>H/tw</em>), has a limiting value of 20. Walls with wall slenderness ratios greater than 20 should be fire protected. The expansion of the material on the exposed surface of walls generated moments through the wall cross-section in non-uniform fire scenarios. This phenomenon caused the early failure of walls (~40 minutes) with wall slenderness ratios greater than 20. An approach was developed to conservatively estimate the fire-resistance rating (in hours) of unprotected C-PSW/CF exposed to the standard fire time-temperature curve. The fire-resistance rating of C-PSW/CF depends directly on the applied axial load ratio, wall slenderness ratio, and wall thickness.</p> <p>The temperature profile through the wall thickness can be calculated by discretizing the section into fibers (or elements). Since the temperature of the elements is uniform along the height and length of walls, 1D thermal analysis (through wall thickness) can be performed using heat transfer equations or the fiber-based program developed in the study.</p> <p>Vent holes are recommended to relieve the buildup steam pressure as the moisture content of concrete evaporates at temperatures exceeding the boiling point of water. A rational method was developed to design the vent holes as a function of the maximum temperature and thermal gradient through the wall thickness, heating duration, moisture content, and the acceptable level of pressure buildup on the steel plates. However, in typical cases, unprotected C-PSW/CF walls can be provided with 25 mm diameter vent holes spaced at a distance equal to story height or 3.6 m (maximum) in the horizontal and vertical directions to relieve the buildup of steam or water vapor pressure.</p> <p>This research study also led to the development and validation of a computer program that can be used instead of the design equations to more accurately model and calculate the thermal and structural performance of composite C-PSW/CF. This program is based on a fiber-based section and member analysis method that can be used to evaluate the performance and axial (gravity) load capacity of unprotected and protected C-PSW/CF subjected to uniform or non-uniform heating. The analysis can be conducted by implementing standard (ISO 834 or ASTM E119), Eurocode parametric, or user input gas (or surface) time-temperature curves.</p> <p>The proposed equations and the recommendations in this study can be used to develop design guidelines and specifications for fire resistance design of C-PSW/CF under combined fire and gravity loading. A code change proposal will be proposed to AISC <em>Specification</em> - Appendix 4 (Structural Design for Fire Condition).</p>

<p dir="ltr">Composite Plate Shear Wall/ Concrete Filled (C-PSW/CF), also referred to as SpeedCore walls, are being used as innovative shear wall commercial high-rise buildings. These walls offer advantages such as modularity and construction schedule contraction. The cross-section of C- PSWs/CF consists of concrete infill sandwiched between the steel faceplates, where the steel plates are tied together by steel tie bars. Elevated temperatures will result in a deterioration in the mechanical properties of steel and concrete during a fire event in buildings. Such degradation can lead to stability-related failure of structural components. Composite floors are connected to these walls through simple shear connections. The floor-to-wall connections will be exposed to elevated temperatures, which may result in connection failure and progressive collapse of structures.</p><p dir="ltr">Designing SpeedCore walls without fire protection raises concerns regarding the performance of other structural components connected to SpeedCore walls under fire loading including composite floor systems and wall-to-floor connections. Numerical studies conducted on the connections and the floor systems indicated that these structural components undergo thermal compression forces during heating and tensile forces during the cooling phases of a fire event. The goal of this research was to develop an approach for performance-based fire resistance design of complete floor systems consisting of SpeedCore walls, composite floor slabs, and wall-to-floor connections.</p><p dir="ltr">This research includes experimental and numerical analyses to gain insight into the behavior of the floor-to-SpeedCore wall connections under fire and gravity loading. The specimens included steel beams connected to SpeedCore walls through simple shear connections. Three types of floor-to-wall connections were tested including connections with through-plate, reinforcing plate, and unreinforced plate. The parameters considered in the test matrix included: connection type, temperature, loading angle, and loading direction. These parameters in the test matrix were based on results obtained from previous numerical and experimental studies in the literature. The experimental results can fill the existing knowledge gap on floor-to-wall connections for steel-concrete composite members, develop design recommendations, and benchmark numerical models.</p><p dir="ltr">Numerical models were developed to simulate the behavior of the connections (member level) and whole structures (structure level) at ambient and elevated temperatures. Finite Element (FE) analysis and Component-based Models (CB) were utilized to develop the numerical models. The developed models were benchmarked by comparing the obtained numerical results with experimental data reported in the literature. FE models have been validated at two different levels, namely member level, and system level. The performance of the designed connection for the archetype structures was studied using benchmarked FE and CB models. The behavior of various wall-to-floor connections with different steel plate (C-PSW/CF) detailing was investigated.</p><p dir="ltr">Benchmarked numerical models were used to perform a parametric study to evaluate the performance of these connections. UP connection detail was used to perform the study due to its promising experimental performance, which does not need any special detail or plate reinforcement. The study was performed by evaluating the effects of critical parameters on the connection behavior namely, bolt size, target temperature, loading angles, and loading direction</p>

This bachelor thesis, developed at the Department of Mechanical Engineering, Linaeus Univesity, targets the enhancement of fire extinguisher accessibility and durability on forest machinery for Rottne Industries AB. The study responds to the basic limitations in traditional fire extinguisher storage methods within the forest machinery sector, where current designs fail to provide sufficient robustness and accessibility in forest environments. These challenges are mixed with the physical demands and potential hazards of forest operations.  Through a systematic review of safety measures, this research introduces an innovative concept for a universal fire extinguisher holder adaptable across various models of forest machinery at Rottne Industries AB. The project has a structured product development process, advancing through stages from theoretical design and optimization to 3D CAD modeling and simulation. The resulting design enhances both the structural integrity and functional accessibility of fire extinguishers, significantly improving response capabilities during fire emergencies. This thesis combines advanced engineering principles with appropriate design strategies to deliver a solution that not only increases the accessibility of fire extinguishers but also enhances their durability under operational stresses typical in forestry environments. The findings promise to elevate fire safety standards in forest operations, potentially standardizing fire safety protocols across the forestry sector and specifically advancing the safety agenda of Rottne Industries AB.

Thesis Theme is a primary school, namely the outbuilding primary school Havlíčkův Brod, Konečná 1884. I suggest first grade pavilion and pavilion with school canteen with kitchens. Pavilions are based on the footings. Pavilions are designed as a two-way system from the wall HELUZ. Construction of ceiling are from ferroconcrete slabs are cross reinforced, single-layer roof is flat with a classic sequence of layers. In addition to construction and process layout I solved also the statics of building in specialize of concrete structures. The following are also evaluated heat and acoustic requirements and requirements for fire safety of buildings. New pavilions are solved as wheelchair accessible. Pavilion of the first grade has two floors with 5 classes of stem, 1 vocational and 2 classes are earmarked for after-school clubs. This pavilion is connected to the connecting neck between the former pavilon A and pavilion B. Dining pavilion has one floor, which is divided in the school canteen and kitchen is connected to the connecting neck leading to the gym. The land is mildly sloping to the south side. All consstructions comply with the applicable standards and recommendations ČSN.

The aim of thediploma thesis is to make the detailed building-technological project of microbrewery Vysočina. It is concentrated on the principles of building organization what makes construction facility, the calculation of electric power and water supply, calculation of the costs of operating the construction site and its graphic representation for chosen construction phases. I also make the project of the optimal machine composition. After that I compile the budget and costing of the microbrewery, the time and financial plan and the evaluation of main sources. I technologically solve the phase of upper shell construction made of reinforced pre-cast construction for building object of the microbrewery Vysočina. I apply the other ways of assembly of upper shell construction and show their evaluation in terms of price and time construction. I make the inspection and test plan, environmental aspects, the source register of working risk, heat-engineering review of building case and fire safety solutions.

Diploma thesis "Reconstruction of Restaurant with Housing Facilities Extension" is processed in the form of project documentation for building construction according to the applicable regulations (Act No. 183/2006 Coll., On Zoning and Building Regulations, including subsequent amendments). The project deals with the reconstruction of the existing restaurant building in the village Lísek, No. 89. The building is located on plot No. 49 in the cadastral Lhota u Lisku. Floor plan of the existing building is in rectangular shape with almost the unused basement and a deck above. The 1st underground floor is currently used only technical room and garage. In the 1st floor there is the sales area of restaurant, large kitchen and rooms for staff. Existing structures do not show signs of major damage. Reconstruction is not due to the technical condition of the building, but due to operationally unsatisfactory disposition and investor requiring to create an accommodation capacity. The requirement was to build new rooms to accommodate 24 persons. The supporting structural system of the 2nd floor is designed of ceramic bricks and 3rd floor due to the resistance of existing constructions is newly designed as wooden sandwich. The window openings are fitted with a six-chamber windows with triple insulation. Horizontally extension of the existing building corresponds to the current object. The roof of the building is gabled with dormers lighting the rooms in the 3rd floor. The building is designed so that even after the reconstruction match an existing installation. Part of building construction works is also landscaping. Due to the partial change in purpose of the building was necessary to design a suitable parking space with adequate capacity.

The subject of this thesis is the design and project documentation of a new multifunctional house in Strakonice. The building has four floors, without basement, and is located on a slightly sloping land in the suburban part of the town of Strakonice. It is based on shallow foundations and covered with a flat roof. It is a transverse wall structural system, build with clay block masonry, with the semi-assembled ceiling structures of ceramic and concrete beams and inserts. It is conceived as a double-aisle layout. The ground floor of each wing consists of the establishment of shops and house facilities. The overground floors are designed as six residential units of varying size category. Both tracts have separate entrances to both the residential portion and to individual businesses. The building is designed from traditional building materials. In addition to the architectural construction and civil-engineering design, a part of this project is also a fire safety design and an assessment from the perspective of building physics.

The project solves a multifunctional Duma building in a vacant lot, contemplated the construction site is located in Carlsbad, in the street Vyhlíce. This is a protected site spa. Part of the project's layout and structural design of the house. It is a six-storey house with an attic and a basement floor. It is designed as a free-standing in the gap as the final house. The layout is divided into two complete units with their own input. There are spaces for business and residential units for permanent housing. Part of the living area are also room house equipment. Inputs to both parts are wheelchair accessible. The house is not wheelchair The house is designed as a brick building of brick masonry Porotherm the module dimensions of 250 (125) mm with reinforced concrete ceilings. Roofed by a hipped roof. The house is located on a private plot of 519 m2 built-up area of 221 m2. The land is gently sloping. The main orientation of the building to the cardinal's east and west. The south wall is adjacent to the neighboring house.