102 research outputs found
Design of the 2nd Floor of a Warehouse
No full textLõputöö eesmärgiks oli projekteerida 1980. aastal kasutusele võetud laohoone keskosale
teine korrus juurde. Hetkeolukorras piirneb projekteeritav osa ühelt poolt juba 11,6 m
kõrguse hoone osaga, mida nii pikendatakse 20,7 m võrra. Projekteeritava osa esimesel
korrusel paiknevad 3,46x2,3 m aknaavad ning 3,72x3,19 m suurused ukseavad. Laol on
olemasolevad müürid silikaattellistest, ruum on kaetud 150 mm paksuste
õõnespaneelidega. Hoone on mõõdetud autori poolt, sest originaal projekti teadaolevalt ei
eksisteeri.
Töös on arvutatud lume-, tuule- ja omakaalukoormuseid kandepiirseisundis. Katuse
profiilplekiks on valitud Ruuki toode T45-60L-905. Katuseferm on dimensioneeritud uuena.
Teise korruse seinte müürikivideks on valitud 240-Columbia õõnesplokk, mis on
täisbetoneeritud. Müürile on ettenähtud 200 mm paksune raudbetoonvöö, mis hajutab
katusesõrestikelt tulevaid koormuseid. Kontrollitud on arvutuslikult pingeid vöö all ning
seina kandevõimet keskmises lõikes (m).
Esimese korruse aknavahepostile laskuvaid koormuseid on kontrollitud lõikes (i) ehk kõige
kõrgemas 3,72 m kõrguses punktis ning lõikes (m). Kontroll aknavahepostile on töös
olulisem kui uksevahepostile kuna aknapost on oma mõõtmetelt väiksem. Uksevaheposti
kontroll teostati turvalisuse kaalutlustel samuti.
Postide kontrollarvutuste tulemustest on järeldatud, et aknavahepost vajab teise korruse
koormuse vastu võtmiseks lisatugevdust, mistõttu on sellele välja arvutatud metallsärk.Design of the 2nd Floor of a Warehouse
The aim of the graduation thesis was to design a second floor in the central part of the
warehouse that was put into use in 1980. In the current situation, the part to be designed
borders on one side by the part of the building that is already 11.6 m high, which will thus
be extended by 20.7 m. On the first floor of the part being designed, there are 3.46x2.3 m
window openings and 3.72x3.19 m door openings. The existing walls of the warehouse are
made of silicate bricks, and the space is covered with 150 mm thick hollow panels. The
building has been measured by the author, as the original design is not known to exist.
The snow, wind, and self-weight loads in the bearing limit state have been calculated in the
work. Ruuki's product T45-60L-905 has been chosen as the profile sheet for the roof. The
roof truss is dimensioned as new. 240-Columbia hollow blocks, which are fully concreted,
have been chosen as the masonry stones for the walls of the second floor. A 200 mm thick
reinforced concrete belt is provided for the wall, which disperses the loads coming from the
roof trusses. The stresses under the belt and the bearing capacity of the wall in the middle
section (m) have been checked.
Loads falling on the first-floor window lintel have been checked in section (i), i.e., the
highest point at a height of 3.72 m, and in section (m). Checking the window jamb is more
important than the door jamb because the window jamb is smaller in size. The door jamb
was checked for security reasons as well.
From the results of the post-control calculations, it has been concluded that the window
lintel needs additional reinforcement to receive the load of the second floor, which is why
a metal jacket was calculated for it
Design of Glass Facades, Windows and Doors on the Example of the Courthouse
No full textLõputöös on kogutud vajalik informatsioon avatäidete ja klaasfassaadide projekteerimiseks: sissemurdmiskindlus, isikuturvalisus, helinõue, päikesefaktor ning eraldi akende, uste ja fassaadide kirjeldus. Sarnase projekti lahendamisel võib lõputööd kasutada abistava materjalina. Selleks, et lõputöö maht jääks kehtestatud piiridesse pole käesolevas töös kajastatud profiilide töötluseid, värvimistehnoloogiat, saagimise optimeeringuid ja koostamislehti. Samal põhjusel ei ole eraldi toodud kinnituste ega klaasfassaadide kronsteinide tugevusarvutusi. Lõputöö koostamisel on läbi vaadatud palju standardeid. Rootsi ja Eesti metoodikatega saadud arvutustulemused on võrreldud omavahel. Rootsis, Norrköpingis kasutatakse tuule baaskiirust 24 m/s, kuid Eestis 21 m/s, see erinevus mõjutab oluliselt arvutusliku tippkiirusrõhu väärtust. Rootsis saadakse sarnastel tingimustel 0,6870 kN/m2 ja Eestis 0,5787 kN/m2. Tuulerõhu arvutuses Rootsi standardi rahvuslik lisa lubab kasutada metoodikat mis sõltuvalt konstruktsiooni kõrgusest võimaldab kasutada erinevaid koormuseid. Näidiseks võetud esimese korruse akna A tsooni tuulerõhk on: Rootsis w_neto=0,66 kN/m^2 kuid Eestis oleks 0,82 kN/m^2. Suur vahe tekib sellest, et Rootsi tuulerõhk on valitud esimesel korrusel asuva avatäite ülemise serva järgi ning Eesti tuulerõhk on võetud arvestades kogu hoone kõrgust. Järgmise arvutusplokina oli uuritud temperatuurikoormuse mõju laiadele akendele. Siinkohal Rootsi ja Eesti arvutusmetoodikad olid sarnased ainukese erinevusega, et Rootsis on madalam minimaalne temperatuur ja kõrgem maksimaalne temperatuur aasta jooksul. Suuremad temperatuurivahed põhjustavad suurema profiili lühenemise/pikenemise. Eestis on saadud geomeetriast tingitud maksimaalne lubatud profiili pikkus 5608,9 mm ning Rootsis 5401,2 mm. Silikoonvuugi tolerants mängib antud projektis väikest rolli kuna see asub sisetingimustes. Lõputöö koostamise ajal Kohtumaja avatäidete projekteerimine pole veel lõppenud, kuid enamus sõlmi on läbi töötatud ja mõned neist on näidatud lõputöös. Samuti tehti projektis muudatusi, näiteks mõned klaaspaketid on asendatud sarnastega et fassaadides kasutatud klaasing oleks võimalikult ühesuguse paksusega. Lõputöö võib olla kasulik ehitusega seotud inimestele silmaringi laiendamiseks. Neid andmeid võib nimetada baasiks, mida teab iga välisavatäidete projekteerija.In this thesis the author has collected and explained the necessary information for designing windows, doors and glass facades and that has been used in designing the windows and doors of the Courthouse. The edifice being built is located in Norrköping in Sweden. This enables to compare the differences in Estonian and Swedish regulations both in terms of classification and calculation methods. As source data, architectural and constructive designs prepared by various undertakings have been used. Windows, doors and glass facades are an important part of construction. They must comply with many different requirements, including burglary resistance, personal safety, sound insulation requirement, U-value and glass solar factor. All the abovementioned parametres influence the choice of glazing and profile systems. The author of the thesis has conducted an analysis of European standards including their national supplements, requirements of the manufacturers of glass and aluminium systems and other regulations. Accordingly, special focus has been paid to the remarks that are important for designing the windows, doors and glass facades. In addition, the design includes geometrical solutions of some special requirements. Since there are load-bearing pillars within the window openings, it requires a solution that is glazed from the outside. The shape of the glass facades is an arc consisting of sectors. In the thesis the author describes the activities of the designer at different stages of designwork in the order of their completion: preparation of approval drawings, ordering of materials, preparation of element drawings and montage drawings. During the preparation of the thesis, approval drawings have been made, the material has been ordered by elements, but the element drawings and montage drawings have been made only in part. Calculations form a significant part of the thesis. In order to ensure that calculation results are representative for the whole building, the calculations have been carried out on the structures to which the highest loads of this type apply and the results have been compared with the maximum permissible values. For the beam under the heaviest glass, a deflection has been calculated, resulting from the weight of the glass and the beam. The wind load is calculated for the profiles of the window and the glass facade, which are located between larger glass fields. There is a significant difference between the Estonian and Swedish wind load calculation methods – although Sweden uses the same or higher base wind speed values than Estonia, it is allowed to calculate the top speed pressure by using the actual height of the partition opening and not the entire height of the building, provided that certain conditions are met. The impact of wind zones is presented by floor. In the preparation of this design, special attention has been paid to the width of the windows. Due to the effect of the temperature load, many windows consist of several parts. Also a small difference in the measures of shortening/lengthening in Estonia and Sweden has been discovered by the author. All maximum values of calculated loads are compared with the values of the profiles used. In order to keep the volume of the thesis within the permitted limits, strength calculations for individual fixtures and brackets of glass facades have not been provided. The thesis highlights the knowledge that is used by the designers of glazed partitions. The author of this thesis prepared Excel spreadsheets when performing calculations, which can be used also in the future for finding loads. The theoretical part can also be used as an auxiliary material for the preparation of similar projects. This thesis can be useful for construction specialists in broadening their horizons
Design of a Canopy Roof
No full textLõputöös on teostatud katuse profiilpleki, kergroovide ja terasest sõrestike kandevõimearvutused ning on kujundatud jäigastussüsteem varikatuse stabiilsuse tagamiseks. Sisejõud varrastes on leitud arvutiprogrammis Autodesk Robot Structural Analysis 2018. Graafilise osa koostamiseks on kasutatud projekteerimistarkvara Tekla Structures 20.1 ja Autodesk AutoCAD 2018. Et töö mahtu piirata, ei ole kõigi sarnaste elementide kandevõimearvutused kirjalikult esitatud, vaid osa elementide kontrollid on teostatud arvutustarkvaras. Katuse profiilplekiks on kavandatud Ruukki 0,9 mm paksune kandev profiilplekk T45-30L-905, mis toetub Ruukki 250 mm kõrgustele 2,5 mm paksuse seinaga Z-kergroovidele. Nii abi- kui peasõrestikud on kujundatud K-võrguga sõrestikena ning kõikide varraste ristlõikeks on valitud toruprofiilid SHS, millede läbimõõdud on vahemikus 50...250 mm ning seinapaksused vahemikus 3...10 mm. Elementide terase tugevusklass on S355J2. Katuse jäigastamiseks on kavandatud sidemete süsteem sõrestike ala- ja ülavööde vahele. Sidemetega vähendatakse sõrestike surutud nii ala- kui ülavööde nõtkepikkusi ning nende abil suunatakse varikatusele horisontaalselt mõjuv tuulekoormus postidele. Koormustest on põhjalikumalt vaadeldud varikatustele tuulekoormuse määramist standardi EVS-EN 1991-1-4 järgi, kuna selle osa kohta on eestikeelseid arvutusnäiteid keeruline leida ning standard võib olla mitmeti mõistetav. Töös on püütud standard lahti mõtestada ning määrata tuulekoormus nii, et on kasutatud kõiki standardi poolt pakutavaid võimalusi võimalikult ökonoomse lahenduse saamiseks.The aim of this graduation thesis Design of a Canopy Roof is to design a bracing system and perform calculations for load-bearing steel roof structures for a canopy roof in the ultimate limit state. The structure is a two-bay canopy with the length of 100 m, width of 50 m and the height of 10 m. The steel roof trusses are supported by reinforced concrete columns with the spacing of 25 m in all directions. The columns however are not designed in this graduation thesis. The elements to be designed are load-bearing roof sheeting, Z-section purlins that support the sheeting and steel trusses with two different types of geometry. A 3D calculation model was constructed in Autodesk Robot Structural Analysis 2018 software in order to determine forces in the elements to be designed. Manual calculations are then performed for most elements but similar elements (such as many bracing members of trusses) are designed in the software. Steel elements are designed to the Eurocode 3 and loads are determined according to Eurocode 1. In order to brace the roof, bracing elements are designed in plane of both top and bottom chords of the trusses. Since light canopy roofs are subjected to wind forces that tend to lift the roof, which can cause significant compressive forces in bottom chords of the trusses, the buckling lengths of the chords need to be reduced – this is achieved with bracings. Bracings are also used to direct horizontal wind forces from all sides to the columns. A secondary goal of the graduation thesis is the determination of wind loads to a canopy roof structure according to EN 1991-1-4, since worked examples for this section of the standard are difficult to find both in Estonian and in English. The aim was to determine the wind loads in the most economic way by using all the possible methods provided by EN 1991-1-4
Designing of the Partition Ceiling of the Hardware Store
No full textKäesolevas töös leiti hoone olemasolevast konstruktsioonist ning lume- ja tuulekoormusest tingitud
koormused vundamentidele kandepiirseisundis. Koormuste kombineerimisel võeti arvesse, et
domineerivaks muutuvkoormuseks on lumekoormus. Arvutused teostati pikisuunas telgedel A ja D ning
põiksuunas telgede vahemikus 2 ‒ 7 postide kohta, kuna seal on koormused suurimad. Teljel A asuvale
vundamendile tulevaks koormuseks saadi arvutuste kohaselt 553,2 kN. Teljel D asuvale vundamendile
tulenevaks koormuseks saadi 417,4 kN.
Kuna projekteeritavalt vahelaelt postidele tulev koormus on ligikaudselt võrdne olemasoleva
konstruktsiooni koormusega, siis otsustati projekteerida vahelagi kandma eraldiseisvate postide peale,
mis seotakse stabiilsuse tagamiseks olemasolevate postidega.
Vahelae konstruktsiooni kandvale profiilplekile projekteeriti konstruktiivselt 21 mm vineer. Kandev
profiilplekk valiti programmi Ruukki Poimu abil. Plekiks valiti T130M-75L-930. Profiilplekki
kandvateks põiktaladeks projekteeriti talad profiiliga HE 450A. Põiktalad toetuvad pikisuunas
projekteeritud taladele profiiliga HE 300A. Vahelae raami kandvate postide profiiliks projekteeriti
HE 140A. Posti alusplaat projekteeriti paksusega 15 mm.
Kuna info olemasolevate vundamentide kohta puudub, siis vahelae raamile vundamente ei
projekteeritud. Vundamentide projekteerimiseks on vajalik teostada mõne vundamendi lahti kaevamine
ja teha selgeks, millised vundamendid on ehituse ajal paigaldatud. Selle põhjal saab teha edasise otsuse,
kas on võimalik olemasolevat vundamenti ära kasutada ja mis moodi on mõistlik raami vundament
projekteeridaIn this thesis titled Designing of the Partition Ceiling of the Hardware Store, a possible solution is
proposed for the construction of the partition ceiling of the construction store located in Valga street 72
in Tõrva. According to the terms of reference provided by the customer, it was foreseen that the
maximum working pressure is 7,5 kN/m2
, in the span of 11.54 m there should be no post in the middle
of the span and the height of the room should be at least 2.85 m. In the course of the work, it was
established that the project which was made during the construction of the building has not been
preserved, an inventory of the building has been made.
In the present thesis, the weight of the existing structural elements is assessed, the wind and snow loads
impacting the roof are found, and on the basis of this the load of the existing structures on the foundations
in the load-bearing state is found. In addition, the load-bearing profiled sheet, steel beams and posts are
dimensioned and the load on the foundations of the new construction is also calculated. The beams are
inspected in the load-bearing state and limit- of-use state, and the posts in the load-bearing state.
The partition ceiling is designed in the existing building between the posts. The dimensions of the ceiling
are 11.54 × 42.3 m and the height of the floor is 3.46 m. The use of load-bearing elements from glued
laminated timber and steel were considered in the approximations, which are not part of the thesis. The
steel elements were chosen, as the cross-section height of the glued laminated timber elements would be
too big.
No foundations are designed in the thesis, because the specification of the existing foundations is
unknown. If possible, it would be advisable to use the existing foundations when constructing the
partition ceiling. To do this, one should first open the foundation and determine the parameters of the
foundation.
The partition ceiling is designed on a steel profile structure. The posts are designed longitudinal, with a
step of 6 m and in transversal direction with a step of 11.24 m. The posts support the HE300A beams in
the longitude direction of frame, and these support the transverse direction HE450A beams with a step
of 3 m. The panelling is formed by a load-bearing sheet to which 21 mm plywood is attached
Designing the Foundations of the Jõgeva Brigade Facility
No full textLõputöö „Jõgeva Komandohoone vundamentide projekteerimine", sealhulgas konstruktsioonide koormuste arvutus ja vundamendi sidumine ülejäänud kandekonstruktsiooniga, sisaldab pealkirjas nimetatud hoone vundamentide projekteerimiseks vajalikke kandevõime arvutusi.
Lähteandmeteks on olemasolev Jõgeva Komandohoone eelprojekt ja geoloogiline uuring. Arhitektuurne ehitusprojekt on koostatud Kuu Arhitektide poolt. Hoone on kahekorruseline, va päästetehnika garaaž, mis ulatub läbi kahe korruse, ristkülikukujulise põhiplaaniga hoone, mille gabariitmõõdud on 22x44 m ja kõrgus ca 8 m. Hoone vahe- ja katuslae õõnespaneelid toetuvad välisseinapaneelidele ja kandvatele õõnesbetoonplokkidest siseseintele.
Lõputöö sisaldab kandekonstruktsioonidele mõjuvate koormuste arvutamist, post- ja lintvundamendi mõõtmete määramist ning vajaliku armeeringu arvutust. Lisaks on arvutatud kandva raudbetoonposti armeerimine ja kontrollitud terasposti alusplaadi kandevõime. Kuna hoonele mõjuvad koormused on suhtelised väiksed ja pinnas hoone all hea kandevõimega, siis arvutustega leitud vajalikud taldmiku laiused olid väikesed. Hoone taldmike suuruste valikul on arvestatud vundamentide vajumisega, millega tagatakse vajumite lubatud piirdeformatsioonid. Vundamentide kandevõime ja vajumite arvutamisel kasutati geotehnilises aruandes välja toodud pinnase andmeid.
Lõputöös ei käsitleta hoone konsooles osa koormusi ja selle alla jääva vundamendi kandevõime arvutusi.
Graafilise osa joonistel on näidatud koormuste skeemid, raudbetoonposti ja vundamentide armeerimine ning konstruktsioonide omavahel ühendamise sõlmed.The final thesis in the stage of main project, including calculations of structural loads and connecting the foundation with the rest of the load-bearing structure contains the calculations for load-bearing capacity necessary to design the foundations of this building.
The input data are the existing preliminary project and geological survey for the Jõgeva brigade facility. The architectural construction project is made by Kuu Arhitektid. The building has two storeys, except for the garage for rescue equipment, which reaches across two storeys; the building is rectangular overall, with the overall dimensions of 22 x 44 m and the height of approx. 8 m. The hollow panels of the interim and roof ceilings of the building are supported by panels of the exterior wall and load-bearing interior walls made of hollow concrete blocks.
The thesis contains the calculations of loads impacting load-bearing structures, establishing the measurements of beam and strip foundations and calculations of the necessary armouring. In addition, the armouring of the load-bearing ferro-concrete pole is calculated and the load-bearing capacity of the base plate of the steel pole verified. As the loads impacting the building are relatively small and the soil underneath the building has good load-bearing capacity, the widths of footings established with calculations were small. In selecting the sizes of footings for the building, sinking of foundations is taken into account, ensuring the permitted deformation limits of settling. The load-bearing capacity and settling rates of foundations were calculated using the soil data specified in the geotechnical report.
The thesis does not cover the loads of consoles in the building and calculations for the load-bearing capacity of the foundation underneath.
Figures in the image section show schematics of loads, armouring of the ferro-concrete poles and foundations, and the connecting joints between structures
Residential Building Construction Project
No full textLõputöö raames lahendati püstitatud eesmärk: kavandati nõuetekohane ja tellijale sobiv arhitektuurne lahendus, määrati hoonele energiatõhususarv ning teostati peamiste kandekonstruktsioonide tugevusarvutused. Hoone arhitektuurseks lahenduseks on ümbruskonda sobiv madal minimalistliku stiiliga ühekordne, keldrita elamu ehitisealuse pinnaga 160 m2 ja kõrgusega 4,2 m. Hoone koosneb ristküliku kujulisest põhimahust, mille kõikidel külgedel on efekti loomiseks tagasiasted, mis viimistletakse puitvooderdusega. Elamu esi- ja tagaküljel on hoone massi sulanduvad varikatused. Lõuna- ja lääneküljes asuvad suured päikeseküllased aknad. Hoone energiatõhususarv ETA 135(kWh/(m2∙a) vastab madalenergiahoone nõuetele. Energiatõhususe tõstmiseks ja liginullenergia taseme saavutamiseks on võimalik juurde lisada päikesepaneelid. Kandevõime kontrollarvutused teostati katusekonstruktsioonile, kandvatele sise-ja välisseintele, kohapeal valmistatavatele raudbetoonsillustele, katusefermi kandvale IPE 300 talale ja vundamenditaldmikule. Peamised kandekonstruktsioonid on stabiilsed ja kandevõimed tagatud.Within the framework of my final thesis the goal was achieved: The required architectural solution was planned which suited the subscriber, the structure's energy efficiency was determined and the structure's main support strength calculations were applied. The structure's architectural solution is an environmentally suitable, low height, minimalistic style, single level construction without a basement, with an area of 160m2 and a height of 4,2m. The structure mainly consists of a rectangular volume, of which all sides withdraw for a wooden lining effect. The home's front and back ends have roofing that blends into the structure. The south and west end sides have windows facing the sun. The structure's energy efficiency ETA 135(kWh/(m2∙a) meets the low energy requirements of the structure. To raise the energy efficiency and achieve near zero energy level, solar panels can possibly be added. Weight support capacity control calculations were applied to the roof's structure, to the supporting inner and outer walls, to the locally prepared metal-concrete bridges, to the roof truss supporting IPE 300 girder and to the foundation's footing. The main support structures are stable and support capacity is guaranteed
Calculation Software for Foundation Bearing Capacity and Settlement
No full textKäesolev lõputöö teemal "Vundamendi kandevõime ja vajumi arvutusprogramm" keskendub arvutusprogrammi loomisele, millega saab lahendada keskmise keerukusega vundamentide kandevõimet ja vajumit.
Vundamentide projekteerimine on üks kõige tähtsamaid etappe hoone projekti loomisel. Hoone vundament peab olema piisavalt tugev, et võtta vastu koormusi, samas võimalikult optimaalne, et oleks majanduslikult mõistlik. Vundamentide kandevõime käsitsi arvutamine on töömahukas ja aeganõudev, kus suur rõhk on täpsete väärtuste valimisel ja arvutamisel, seega on käsitsi arvutamisel lihtne teha arvutusvigu, mis viivad kas üle- või aladimensioneeritud vundamentideni. Aladimensioneeritud vundamendid ei suuda vastu võtta koormusi, mis võib kokkuvõttes viia hoone varisemiseni, üledimensioneeritud vundament on tellija jaoks majanduslikult kahjulikum. Arvutusprogramm välistaks arvutustel tekkivaid inimlike arvutusvigu, põhirõhk jääks ainult täpsete lähteandmete sisestamisele.
Käesoleva lõputöö eesmärgiks on luua pinnasemehhaanika arvutusprogramm, mis suudaks arvutada vundamentide kandevõimet ning vajumit. Arvutusprogramm võtab vastu kasutaja poolt sisestatud lähteandmeid, kontrollib neid ning arvutab tulemused. Arvutusprogramm soovitab vastavalt lähteandmetele kasutajale vundamenditaldmike mõõtmeid, kus lõpliku valiku saab teha kasutaja, arvutusprogramm hoiatab kui vundamendi kandevõime ei ole tagatud. Arvutustulemustest saab teha ühe nupuvajutusega väljatrüki pdf formaati. Arvestades lõputöö mahtu, suudab arvutusprogramm lahendada lihtsama ja keskmise keerukusega vundamentide kandevõimeid.
Lõputöö viimases peatükis lahendatakse näidisülesanne nii kirjalikult kui ka arvutusprogrammiga. Näidisülesande kirjalikul lahendamisel kulus autoril aega 35 minutit, kus kahel korral arvutusvea tõttu tuli arvutused uuesti arvutada, samas arvutusprogrammiga lahendades kulus aega 3 minutit. Arvutusprogrammiga lahendades saadi täpsemad arvutustulemused.
Eelnimetatud arvutusprogrammi loomiseks kasutati Microsoft Excel arvutiprogrammi ning Visual Basic for Application (VBA) programmeerimiskeelt, nende keskkondade valik võimaldas kiirelt alustada programmi loomisega kuid ei võimaldanud luua kõiki soovitud funktsioone. Lõputöö kokkuvõttes jõuab autor järeldusele, et järgmine pinnasemehhaanika arvutusprogramm tuleks luua Python programmeerimiskeelega.The topic of the final paper - Calculation Software for Foundation Bearing Capacity and Settlement focuses on the development of a calculation program, which enables to solve the foundation bearing capacity and settlement at the level of average complexity. Designing foundations is one of the most important stages in the design development. The foundation of a building must be adequately strong in order to bear load, and adequately optimal to be economically sound. Manual calculation of the foundation capacity is labour intensive and time consuming, in which the focus is on choosing precise values and performing errorless calculation, therefore it is very easy to make mistakes upon manual calculation, which may lead to over or under-dimensioned foundations. Under-dimensioned foundations cannot bear the loads and can lead to the collapse of the building, an over-dimensioned foundation may cause economic damage to the contracting entity. A calculation program enables to avoid human errors upon calculations, where the main focus is on entering precise initial data. The aim of this final paper is to develop a calculation program for soil mechanics, which could calculate the foundation bearing capacity and settlement. The calculation program receives initial data entered by the user, checks it and calculates the results. The calculation program recommends the user the measurements of the foundation on the basis of the initial data, however, the last decision is made by the user but the calculation program issues a warning when the foundation bearing capacity is not guaranteed. The calculated results can be printed out in PDF-format by pressing the button. Taking into account the amount of the final paper, the calculation program is able to calculate the foundation bearing capacities on simple and medium–complexity level. In the last chapter of the final paper the sample task is solved in writing and by the calculation program. The author solved the sample task in writing within 35 minutes, during which two calculation mistakes occurred and the calculations had to be started from the beginning, concurrently the computing program solved the task in 3 minutes. The results provided by the calculation program were more precise. The above-described calculation program was created by applying Microsoft Excel computer program and the programming language Visual Basic for Application (VBA), as the choice of these environments enabled to start creating the program really fast, but did not enable to develop all desired functions. In the conclusion of the final paper the author states that the next surface mechanics calculation program should be developed by applying the Python programming language
Population dynamics and distribution of northern Norwegian killer whales in relation to wintering herring
No full textThe northern Norwegian killer whale (Orcinus orca) is an important predator but little is known about its population dynamics, particular in response to changes in its main prey, the highly dynamic Norwegian spring spawning (NSS) herring (Clupea harengus). The main aims of this thesis were to estimate killer whale population parameters, to explore the future viability of the population, and to explore the response of this predator to changes in distribution and abundance of its main prey over the last 25 years. Population size was estimated as ~ 700 individuals, taking heterogeneity of capture probabilities into account and correcting for unmarked animals. Apparent survival rates of 0.974 (SE = 0.006) for adult males and 0.984 (SE = 0.006) for adult females were estimated accounting for temporary emigration, transience and trap-dependency. Temporary emigration was greater for males than females. Calving intervals ranged from 3 to 14 years (mean = 5.06); equivalent to 0.197 calves per mature female per year. Future viability of the killer whale population was evaluated under various plausible scenarios. The baseline scenario using the best available information predicted a viable population and indicated that the population may be increasing size. Analysis of data on naval sonar activity, killer whale sightings and herring abundance showed that naval sonar activity appeared to have a negative effect on killer whale presence during a period of low prey availability. A time lag of four years was found between the first sign of NSS herring changing its distribution and reduced killer whale presence inside the fjord system. Analysis of energy budgets showed that killer whales spent more time travelling/foraging in 2005/06 than the 1990s. The fjord system was inferred to be a preferred habitat for killer whales when there was a higher density of NSS herring in this area compared to offshore area
A Structural Project of an Ancillary Building at Ööbiku 5, Põltsamaa
No full textLõputöös projekteeriti väikeehitisele kandekonstruktsioonid. Antud projektis määrati konstruktsioonidele mõjuvad koormused, sealhulgas omakaalukoormused, mille põhjal teostati tugevusarvutused peamistele kandekonstruktsioonidele. Arvutuste abil määrati katusesarikatele ja I korruse vahelae taladele ristlõiked ning leiti eelnevate elementide ühenduse arvutuskandevõime ja vajalik poltide arv. Keldri monoliitraudbetoonist vahelaele leiti vajalik kõrgus ja armatuurterase maht. Projektis kontrolliti I korruse aknavaheposti ja keldriseina kandevõimet ning määrati lintvundamendi laius. Arvutuste alusel valiti katusesarikateks 45x195 mm ja vahelaetaladeks 95x195 mm ristlõikega prussid, sammuga 600 mm. Keldri vahelaeks projekteeriti kahes suunas töötav monoliitraudbetoon plaat kõrgusega 150 mm. Välisseinad ja keldriseinad ehitatakse 200 mm laiustest Fibo 5 plokkidest, seinte kandevõime on tagatud. Vundamendi taldmik valatakse monoliitraudbetoonist ristlõikega 500x200 mm.A Structural Project of an Ancillary Building at Ööbiku 5, Põltsamaa The aim of this thesis was to design an ancillary building at Ööbiku 5, Põltsamaa as a small construction work that does not need a building permit. According to the current Building Code (in force from 01.07.2017) such a construction work occupies an area of up to 60m2 and is designed to have a height of up to 5m above ground level. With this thesis the construction project of the ancillary building is solved in the stage of the main project. The author of this thesis has worked out construction solutions and determined these with limit state calculations (in both: ultimate and serviceability limit state). The thesis contains a letter of explanation and the graphical materials. The explanatory part consists of the description of the architectural and structural design of the ancillary building and of calculation based dimensioning of the construction elements. The graphical part presents the required drawings of structural plans and potential joint solutions. The project design is based on the current Estonian legislation and standards. In this thesis the load bearing elements of a small construction work (an ancillary building) were designed. With this project the loads bearing on the structures were determined and strength calculations for the main load-bearing structures were made. Calculations were used to determine the cross-sections of the roof rafters and the supporting beams of the first floor ceiling. The calculations for ensuring the load-bearing capacity were made and the number of the connecting bolts was calculated. The height of the monolithic concrete ceiling and the quantity of the armature steel needed was determined. The load-bearing capacities of the first floor window and the basement walls were verified and the width of the strip foundation was determined. Based on previous calculations the roof rafters with the cross-section of 45x195 mm and the supporting beams of the first floor ceiling with the cross-section of 95x195 mm were chosen (with the gap of 600 mm). The basement ceiling was designed as a two-way flat plate monolithic concrete (height 150 mm). The outer walls and the basement of the building are built from 200 mm Fibo 5 light weight blocks, the load bearing capacity of the walls is ensured. The footing of the foundation is from monolithic concrete with the cross section of 500x200 mm
Innate immune response and regulation of human life-histories under adverse conditions
No full textHuman fitness is critically reliant on the immune system to provide protection against pathogens. We argue that a pro-inflammatory response is crucial for defense against pathogens and that it is very likely that infectious pressure has resulted in selective survival for genetic variants encoding for higher pro-inflammatory responsiveness. In industrialized populations many chronic diseases have been associated with an imbalance in pro- and anti-inflammatory responsiveness. We argue that from an evolutionary perspective, these chronic diseases in later life could be explained by genetic adaptations to survive a harsh environment. In order to study the role of the innate immune response in life-history regulation in a pathogen-rich environment, we set out a study in Northern Ghana. In a population living under adverse conditions we studied the role of the inflammatory response in survival and fertility. In Chapter 1 a general introduction was given on the research hypotheses and an overview of aims and description of the study population and methods. The general frame-work of the study was explained in depth in Chapter 2. Here we hypothesized that human life-history regulation in our evolutionary past, or under adverse conditions can largely be explained by selections that operated in the innate immune response. We proposed that fertility is associated with an anti-inflammatory response, whereas survival in a pathogen-rich environment is dependent on a strong pro-inflammatory response. We hypothesize that populations living under adverse conditions have been selected for a pro-inflammatory innate immune response. Also we argue that fitness in itself is a conflict between pro- and anti-inflammatory responsiveness where concessions have to be made to allow reproduction as well as defense. Furthermore we argue that evolutionary programming of the inflammatory response might underlie age-related diseases as observed in populations living under affluent conditions. It is arbitrary how to measure an innate immune response ex vivo, that reflects a general response mode irrespective the type of pathogen involved. In Chapter 3 a method is described to test innate tendency of immune activation. The assay is also validated. Given the fact that bacteria and other pathogens normally use several TLRs together to induce an immune response, we argue that mixed stimulation of both TLR2 and TLR4 receptors gives a broader view of an immune response than with the usual assay on a single TLR-agonist. Compared to variability of cytokine production in the Netherlands, we show that ex vivo IL10 production is comparable. Therefore we suggest that in Ghana IL10 is highly genetically regulated. TNF_, on the other hand, is more prone to variation in general, but especially in Ghana and might be more dependent on environmental modulation. In Chapter 4 we compared age-related cytokine production in adverse and affluent conditions. When measured cross-sectionally, IL10 production decreases with age in the Netherlands and in Ghana. TNF_ production decreases with age in the Netherlands, but remained equal over all age-categories in Ghana or, dependent on the stimulation, increased with age. We conclude that the decline in innate cytokine responses is an intrinsic ageing phenomenon, while pathogen exposure and/or selective survival may drive pro-inflammatory responses under adverse living conditions. As TLR2 and TLR4 are important recognition receptors for a large set of pathogens, it might be that variation in these receptors results in different induction of innate immune responses and selective survival. In Chapter 5 we report that at the end of the TLR4 gene there was variation that associated with higher ex vivo LPS-induced IL10 production. None of the variants in TLR2 or TLR4 however were associated with P. falciparum infection or survival. As the prevalence of malaria was high in this area, we conclude that it is likely that in contrast to other studies, these genetic variants do not play a role in disease state and outcome of infection. Another pathogen receptor is PTX3. It is not only involved in recognition of pathogens, but also in the formation of the extracellular matrix of the oocyte. Therefore it might be crucial for female fertility. In Chapter 6 we assess whether genetic variation in PTX3 production is associated with life-time reproductive success. We found genetic variants in PTX3 that associated with higher PTX3 production capacity ex vivo and increased fertility and vice versa. We found no evidence for selective survival of genetic variants. We conclude that PTX3 is important for human fertility, whereas no concessions were made with regard to survival. In Chapter 7 we asses the role of IL10 in survival. We report on genetic variation in the IL10 gene that associated with lower IL10 and higher TNF_ production. Carriers of these genetic variants had a higher survival chance when living under adverse conditions. However, survival chances of these variants decreased when people had access to clean drinking water. We conclude to have found evidence that adverse environmental conditions favor selection for a pro-inflammatory response pattern.Netherlands Foundation for the Advancements of Tropical Research (grant number WOTRO 93-467), the Netherlands Organization for Scientifi c Research (NWO 051-14-050), the EU funded Network of Excellence LifeSpan (FP6 036894), the Netherlands Genomics Initiative/Netherlands Organisation for Scientifi c Research (NWO 050-60810) and the Stichting Dioraphte.UBL - phd migration 201
- …
