Academic literature on the topic 'Irregular floor plan'

Plane functional layout and total controlling plan of the general plan in the building always are abnormal. Furthermore the floor size and horizontal stiffness in the same floor are different tremendously, otherwise there are many dislocation floor in the same floor, according to different function in the same floor. Irregular plane in the building may happen according to the situation above. It is harmful to the force,, displacement and deformation in irregular plane. In order to research the essence of the irregular plane and avoid it, firstly the irregular plane is introduced, also we have distinguished stretch joint, settlement joint and, seismic joint according to the force theory of structure, and then we have used PKPM structural calculation program to build model, simulating the force in two improved models on the dead load, live load and horizontal seismic load, we have gotten the maximum displacement, maximum displacement angle, velocity, acceleration, shear force and moment, then we have analysised and compared displacement, movement and force. Finally, we have concluded:“Architectural design should be adopted by regular plane designing rule，it should not be adopted by irregular plane designing rule；for the building structure which body is complex and irregular plane，the designer should install the seismic joint in the appropriate parts according to actual needs，make the irregular building structure into several regular unit structure which could resist the horizontal load.”

This paper aims to identify and analyze the advantages and disadvantages associated with building plan shape considering engineering and architectural needs and to quantify them in terms of the common language of costs and benefits. Parameters that measure the overall seismic response of a given plan shape were defined. Seismic behavior of the irregular shapes can be improved by means of special engineering efforts that provide enough in-plane slab stiffness and a distribution of lateral stiffness and strength so that torsion and distortion can be minimized. The proposed procedure of integral evaluation of buildings was applied to two specific examples, one regular and one irregular building, both with similar characteristics. The irregular building was seismically adequate by means of several dynamic analyses and a careful structural design so that it reached an acceptable level of seismic performance. For this example, the irregular building offers long-term benefits that exceed the initial investment required to improve its seismic behavior.

The ultimate goal of this study is to develop a model representing the in-plane behaviour of plasterboard ceiling diaphragms, as part of the efforts towards performance-based seismic engineering of low-rise light timber-framed (LTF) residential buildings in New Zealand (NZ). LTF residential buildings in NZ are constructed according to a prescriptive standard – NZS 3604 Timber-framed buildings [1]. With regards to seismic resisting systems, LTF buildings constructed to NZS3604 often have irregular bracing arrangements within a floor plan. A damage survey of LTF buildings after the Canterbury earthquake revealed that structural irregularity (irregular bracing arrangement within a plan) significantly exacerbated the earthquake damage to LTF buildings. When a building has irregular bracing arrangements, the building will have not only translational deflections but also a torsional response in earthquakes. How effectively the induced torsion can be resolved depends on the stiffness of the floors/roof diaphragms. Ceiling and floor diaphragms in LTF buildings in NZ have different construction details from the rest of the world and there appears to be no information available on timber diaphragms typical of NZ practice. This paper presents experimental studies undertaken on plasterboard ceiling diaphragms as typical of NZ residential practice. Based on the test results, a mathematical model simulating the in-plane stiffness of plasterboard ceiling diaphragms was developed, and the developed model has a similar format to that of plasterboard bracing wall elements presented in an accompany paper by Liu [2]. With these two models, three-dimensional non-linear push-over studies of LTF buildings can be undertaken to calculate seismic performance of irregular LTF buildings.

Bu33333333ilding with irregular floor plan has the eccentricity of force to the centre of building isappears to be more susceptible to deformation and damage when subjected to earthquake movements than with regular floor plan. This study aims to determine the seismic performance of buildings with the irregular floor plan in displacement and drift by service and ultimate performance limit.The object of research is Padang Pariaman public works office building. The evaluation method used non-linear static analysis(Pushover) which is one method to evaluate the seismic performance of the building.Pushover analysis performed by providing a static load in the lateral direction gradually to achieve a specific displacement target. This research is based on SNI-1726-2012, ATC-40 and FEMA 356. The results of the analysis show that the maximum lateral force of 10909.9 kN occurs in step-6 pushover analysis with a displacement of 0.165 m, maximum drift = 0.0705 m and maximum in-elastic drift = 0.025 m.This means the building is included in the IO (Immediate Occupancy) performance level. Although there is damage from small to medium level, still has a big threshold against the collapse, which means the building is safe against the earthquake.

The uneven distributions of mass and stiffness in the case of multi-storey concrete buildings lead to a torsion sensitivity of those civil structures under dynamical loadings like earthquakes or wind and gusts. In order to minimize the overall torsion, it is imperatively necessary to reduce the distance between the centre of mass (CM) and centre of stiffness (CS) in the design stage. In this context, the main purpose of this paper is to present a theoretical method of reducing torsion by minimizing the distance between CM and CS at the level of each floor of the structure. Principal stiffness axes are also changed in convenient directions so that the movement of the structure leads to a favourable plastic mechanism in the fundamental mode of vibration. To achieve the goal, the main objective is to change the dimensions and orientations of the pillars located on the perimeter of the structures. The described method was used to study: irregular shaped structures in plan; structures with stairs or with central concrete core; structures with elevation retractions. The overall torsion reducing was achieved with Matlab programs, and the verification of the results was carried out by using the software ETABS 2016.

The Renaissance residential architecture in the town of Cres is represented by a small number of preserved houses (palazzetti) of the local nobility which are attributed to the established stone-cutting workshop grouped around master Francesco Marangonich, a Lombard stone-cutter who arrived at Cres from the building sites of Venice and introduced Renaissance stylistic elements on the Quarnero islands. The best-known Renaissance residential building at Cres is the Marcello-Petris house which was built in the 1510s for the Minister Provincial and Bishop, Friar Antun Marcello-Petris. The Renaissance houses of the Cres nobility are characterized by their relatively large size, ashlar masonry, and the strict rhythm of the decorated openings on the representative facades. One of such buildings is the Moise house, situated in the medieval centre of the town, at a prominent site where the two main streets of the time crossed. Documents from the archive of the Franciscan monastery at Cres witness that in 1441, “Ser Andrea Moisenich” exchanged a garden for the house of “Nobilis Ser Stefano de Petris”, who had the Petris palace built before 1405, meaning that the present-day Moise house might be identified with the old Petris palace. It features the coats of arms of these two families from the same period, and, therefore, it could have functioned as a shared residence of both families, which was frequently the case in Venice, for example, when it came to large palaces with two residential floors and two courtyards, which are both elements of the Moise house. The Moise house is the largest residential building of Renaissance Cres and, through its size, it can be compared to prominent examples of large palaces in Dalmatian towns. It has not been the subject of scholarly and expert research because of its many alterations, the relatively poor preservation of its original features, and the loss of its representative appearance, all of which means that its basic characteristics remained unknown. Conservation works revealed the layout of its ground plan and established that it was conceived as an emulation of the Venetian model, with a central hall and four lateral chambers. These features set the Moise house apart from other Renaissance residential buildings at Cres as the only one which adopted and displayed the high Renaissance symmetry of ground plan, which is also reflected on the representative facade. Analysis of the plaster samples taken from the walls has resulted in their stratigraphy, which confirms the hypothesis that all the walls of the central salone were painted a secco in the seventeenth century.The conservation works carried out on the representative facade unveiled the position of the Renaissance windows, which indicates that the articulating rhythm was two single-light windows – a double-light window – two single-light windows, which was corroborated by the discovery of the dressed inner window splays. Such an arrangement was common practice in Venetian Gothic residential architecture but, in the territory of present-day Croatia, it gained prominence only in the Renaissance, and the Moise house is the only example of this at Cres. The second floor of the Moise house repeated the plan of the first, which implies that originally there would have been two sumptuous storeys. The vaulted rooms on the ground floor did not communicate with one another but formed separate units in a direct relationship with the street or courtyards and it is likely that they had a utilitarian function as shops or storage spaces, having no vertical communication inside the house with the residential floors, which were connected by means of a single flight staircase. The building had two representative courtyards; the west one gave way to subsequent additions but it was recorded in the Land Registry as early as 1821. On the ground floor, the courtyard had a porch with two arches above which was a gallery with a balustrade, traces of which were discovered through test-probes in the floor. In the small east courtyard, the remains of the Renaissance porch, supported by the excellently carved pillars have been preserved, while in the floor under the staircase vault, a circular, finely-dressed stone opening belonging to a well was found; its well head is today located on the ground floor of the house. The two representative courtyards are an exception in the densely-knit urban texture of Cres, which places the Moise house in a wider context of Renaissance residential architecture in the Adriatic. Its local variety would be the positioning of the well under the vault of the staircase, which is characteristic of the vernacular architecture in medieval Cres. In comparison to other similar buildings at Cres, the Moise house is unique in that it is the only Renaissance house of the nobility with a regular plan; other Renaissance houses are of a mostly irregular quadrangular plan, including the most representative example of the palazzetto of the Cres nobility, the Marcello-Petris house. The Moise house is also the only building to have a symmetrical interior layout, which resonates with the symmetrical articulation of the representative facade, while in the case of the Marcello-Petris house, the consistent rhythm of the richly decorated windows in the south facade are a screen of sorts placed before the asymmetrically-arranged interior space.The construction of such a large building, at a dominant position in the medieval core can be explained by the role of the original commissioners, the Petris family, as the most prominent noble family at Cres, while the credit for the contemporary Renaissance organization of the interior – with the only extant example of a central representative hall in the Renaissance residential architecture at Cres – belongs to the builders, who had already demonstrated knowledge of contemporary Venetian models on the well-known portal of the collegiate church at Cres.The Moise house was marginalized in previous overviews of the Renaissance residential architecture because of the modest state of preservation of its Renaissance stone sculpture. The results of the conservation works, and the analysis of the spatial organization, ground plan, and location of this building, but also the analysis of historical records, should contribute to a clearer perception of the Moise house in the context of the fifteenth- and sixteenth-century residential architecture on the east Adriatic coast, and to a re-assessment of its diminished representative importance, the value which is hidden in the architectural structure, concept and context, within the frame of the urban texture of medieval Cres.

AbstractTwo fifteen metre diameter ten metre deep underground tanks were constructed immediately alongside each other by sinking bolted segmental caissons and casting the secondary lining in situ. Preliminary site investigation indicated difficult ground conditions with a high risk of base failure for excavation in the dry. Wet construction of the base slab would avoid base instability but not the problem of hydrostatic uplift of the partially completed structures.Further investigation revealed a complex sequence of interbedded sands, silts and clays of alluvial and glacial origins. The granular horizons comprised a small number of thicker continuous bands, one occurring immediately below the proposed formation levels for the tank floor slabs, and several thinner irregular bands grading laterally into silts and clays.Piezometers in the more critical granular horizons indicated artesian and sub-artesian groundwater levels. Temporarily disconnecting at ground level the piezometer showing artesian conditions and measuring the resulting water flow indicated a granular body of restricted size or limited recharge. The absence of any effect on other piezometers offered confirmation of isolated granular bodies.Despite obvious difficulties in predicting the effectiveness of a groundwater lowering installation the significant advantages of constructing in the dry over wet construction mitigated in favour of dewatering. Sixteen deep pumped wells were installed around the circumference of the tanks to form a figure of eight pattern for the wells. To reduce the risk of a base failure due to artesian groundwater in any lobes of granular material encroaching within the plan excavation but not intersected by the pumped wells, four internal relief wells per tank were installed.Successful construction was achieved, although a minor interruption to the pumping clearly demonstrated the prudence of the internal relief well installation.The paper comments on some aspects of BS 5930 in relation to the construction described.

This paper analyzes isolation questions of irregular structures, based on principles of structural isolation system. It also discusses present research and existing problems of translational torsion coupling isolated structures. Property parameters of layer unit are used to build up stiffness, mass and damping matrix of sway components, and dynamical calculation method of isolation system is explored when considering floor deformation. In this paper, the authors set up simplified calculation model for dynamic reaction of plane irregular buildings by using substructure method and taking floor as shear bending deep beam, quadratic displacement function and primary angle function are also used to describe floor movements. Time –history method is adopted to analyze dynamic responses of floor deformation for plane irregular buildings (T and U shapes).

Taking the plane irregular frame structure of a floor partial discontinuity of as an example, using SATWE software, analyzed dynamic characteristics of the structure, discussed the influence of the choice of floor stiffness on the structural displacement ratio, which provided reference for the building design of floor partial discontinuity.

along with the diversification of architectural image and the construction of complicated functions, there are more and more irregular buildings. Floor open hole especially floor open hole is the typical representative of irregular buildings. Floor open hole lead to floor in-plane rigidity weakening that open hole level stiffness drop form weak layer, the structure of the center of mass and centroid offset weak layer is larger, so in the earthquake under the action of stress is more complicated. Large-scale finite element software ANSYS is applied in this article simplified single documents across the floor in the middle of the hole structure is simulated and analyzed under the static load of open hole plate, beam and column structure deformation and stress distribution, and will not open holes in the floor and open hole in the floor slab under the action of horizontal static stress were analyzed.

The purpose of the new building is the construction of sports and relaxation center in Jihlava in the Vysocina. The building will serve as a sports and leisure center also contains the 1st floor squash courts, relaxation area with jacuzzi, sauna and massage. In the 2nd floor will be located with aerobic fitness, office manager, a children's playground and a bar with seating. The building consists of two floors and a basement. External walls are lined with masonry elements of Heluz Family tl. 300 mm 3 square inches with excellent thermal insulation properties, the internal load-bearing walls of thick STI Heluz system. 300mm. The building can escape three unprotected pathways into the open towards the northwest and south. The building is situated in a slightly sloping terrain. From the main road to get to the building access road to the 1st floor. The overall height of the first floor is 4.00 m, the second floor is 4m and also underground floor is 3.40 m The building consists of three wings in the longitudinal structural system. The building has three floors: a basement and two floors. The roof is flat, single-layer, above the squash courts is inclined with an inclination of 6 degrees. The ground plan is mass divided into 3 wings on 1st floor with main entrance and staircase connecting all the floors in the middle of disposition. Ground object is longitudinally divided into differently sized parts of the corridor, which on each side of the staircase joining the center of the building. Check the plot is solved its own parking with direct entrance from the road.

The subject of my thesis is the design the main building of the railway station, which is located in the city of Kuřim, at the level of documentation for construction. The new building is located in the cadastre unit Kuřim. This is a two floors with partial basement building irregular rectangular shape with parking for traveler. The structural system is consists of wooden BSH beam and placed on them wooden CLT panel for walls, floor and flat roofs. Design of the main building of the railway station respects established requirements.

This small corner house had acquired an irregular plan in its final phase, thanks, on the one hand, to the offset caused by the fountain at the street corner (Pls. 1, 2), and, on the other, to the small kitchen yard projecting westwards into the neighbouring property 1 10, 2-3. Its entrance, protected by a pent roof, the beam-holes for which (19 cm. in diameter) are visible beneath its modern replacement (Pl 3), was set at the right extremity of the north facade. It opened directly into the central hall (room 1), which can for convenience be called an ‘atrium’, though lacking the architectural pretensions and distinguishing features of traditional atria. Decorated with simple late Third Style paintings in a predominantly red, black, and yellow scheme, this ‘ atrium’ was around 3.50 m. high, and measured 3.75 m. by 5.35 m. on the ground. At its north end the east wall opened in a recess which may in an earlier phase have functioned as a latrine; its side walls preserve the grooves for a wooden shelf which, though rather high and deep (65 cm. above ground and 74 cm. deep), could possibly have been a lavatory seat. By the last period, however, this recess had been blocked by the construction of a stairway, and could only be entered, if it was still used at all, at a height of about 1 m. above floor level. Outside the recess, and also apparently put out of commission by the stairway, was a lararium, the sole relic of which was part of a painting on the north wall showing the Lares and a Genius; the left-hand Lar was missing and had almost certainly been clipped by the stairs. A socket in the wall just beneath the painting could have held a stone shelf for offerings, but is more likely to have been for a wooden beam which bridged the gap between the wall and the first three steps of the stairway, built in masonry against the east wall. The remaining steps, in wood, would have rested on this beam and risen westwards above the street door (Fig. 34 (S3)).

From the junction of H and 8th Sts, which gave access to the twin main axes of the military base zone on the plateau, H St led S to the bulk of the civil town and ultimately to the Palmyrene Gate, the steppe plateau W of the city, and the roads W to Palmyra and NW up the Euphrates to Syria. The fourth side of the crossroads followed a curving course SE, down into the inner wadi, then snaking through the irregularly laid-out old lower town to the now-lost River Gate, portal to the Euphrates and its plain. Of most immediate significance is that the Wadi Ascent Road also linked the plateau military zone with what can now be seen as another major area of military control, in the old Citadel, and on the adjacent wadi floor. The N part of the wadi floor is now known to have accommodated two military-built temples, the larger of which, the A1 ‘Temple of the Roman Archers’, was axial to the long wadi floor, which in the Roman period appears to have comprised one of the largest areas of open ground inside the city walls. This is interpreted as the campus, or military assembly and training ground, extension of which was commemorated in an inscription found in the temple. In 2011, what is virtually certainly a second military temple was found in the wadi close by the first, built against the foundation of the Citadel. This is here referred to as the Military Zeus Temple. Behind the Temple of the Roman Archers was a lane leading from the Wadi Ascent Road to the N gate of the Citadel. It helped define a further de facto enclosure, effectively surrounded by other military-controlled areas and so also presumed to have been in military hands. The Citadel itself, while in Roman times already ruinous on the river side due to cliff falls, still formed part of the defences. Moreover the massive shell of its Hellenistic walls now also appears to have been adapted to yet more military accommodation, some of it two storeys or higher.

The mining of scarce minerals from the sea-floor at the depths of several kilometers and bringing them to a processing plant at the ocean surface requires new techniques. Seafloor Massive Sulphide (SMS) deposits are known to have an extremely rich mineral content, and are considered technically-economically-environmentally feasible to explore. Vertical hydraulic transport is the link between the sea-floor mining and the maritime vessel where the first processing stage will take place. Clogging of any part of the vertical transport system is an absolute disaster. Fine particles are conveyed faster than coarse particles. High concentrations of fines cannot bypass high concentrations of coarse particles, hence these particle fractions accumulate, potentially blocking the pipe. Fundamental research into yet unexplored physics is necessary. Besides numerical flow simulations, it is necessary to conducted experiments on the transport over large vertical distances. Such tests aim to investigate the dynamic development of density waves consisting of different particle diameters and clogging phenomenon thereof. Different particle size fractions have to be followed in real time as they overtake each other, and change their shape, merge and segregate. It is however impossible to back-scale the prototype riser to a one-pass laboratory test set-up, but the process can be simulated by repeated flow through an asymmetric vertical pipe loop, where slurry flow in the upward leg represent vertical hoist conditions and the slurry is returned quickly via the downward leg. The particle accumulation process is allowed to take place in the upward leg whereas in the downward leg the restoring process is nearly neutralized. The development of accumulations in time (= distance traveled to the ocean surface) can be followed upon multiple passes of the solids batches through the upward leg. The novelty of the described testing method is that the essentials of fundamental processes occurring in long vertical stretches are quantified in a specially designed laboratory setup. Via subsequent implementation of the results in a numerical flow simulation, reliable transport scenarios can be delineated.