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Jõesuu eluhoone konstruktiivne projekt

Aardam, Gennadi (2016) Jõesuu eluhoone konstruktiivne projekt. [thesis] [en] Jõesuu Detached House Construction Project.

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Abstract

Jõesuu Eluhoone Konstruktiivne Projekt Tehtud tööd analüüsides võib teha järelduse, et lähteülesandes püstitatud eesmärgid on saavutatud. Hoone konsruktiivne lahendus on tehtud kehtivate standardite ja normide alusel. Arvutused on tehtud nii kande- kui ka kasutuspiirseisundis. Katusekonstruktsiooni sarikateks olen valinud ristlõikeks 45 195 mm monoliitpuidust materjali, tugevusklassiga C24.Katusetalastik paigaldatakse sammuga 600 mm, sammu määrab sarikatevahele paigaldatav soojusisolatsiooni tahvli laius. Sarikad toetuvad katuse harjatalale milleks olen valinud liimpuidust tala ristlõikega 90 270 mm, tugevusklassiga GL24h. Katusepeatala on kahesildeline jätkuvtala mida on arvesatud paigaldada ühes tükis. Peatala toetub kahest otsast hoone välisseintes olevatele liitpostidele ja keskelt läbipainde vähendamiseks tala alla on paigutatud post mõõtudega 95 95 mm, mis on valmistatud monoliitpuidust. Vahelae taladeks olen valinud ristlõike 45 195 mm, sammuga 600 mm. Talad toetuvad ühe otsaga välisseinale ja teise otsaga kandvatele puitsõrestik seintele. Sammumüra vähendamiseks vahelae on mõeldud talade vahele paigaldada isolatsiooni vill. Kuna antud ehituskrudil puuduvad geoloogilised uuringud, olen otsustanud vundamendi talla dimensioonimisel kasutada “lubatud surve” arvutuse metoodikat. Aluspinnaseks olen valinud tabelist kehvema kandevõimega pinnase, selleks osutus kesktihe peenliiv, kandevõimega 200 kN/m2. Vastavalt pinnasele ja koormustele valisin raudbetoonist lintvundamendi mõõduga 600 200 mm. Kõik eelpool mainitud on ka kajastatud lõputöö graafilises osas.

Abstract [en]

Joesuu Detached House Construction Project Analyzing the given paper, we may to come to a conclusion that the aims stated in the initial task have been reached. The constructive solution of the building has been created on the basis of currently valid standards and norms. The calculations have been performed in both ultimate and serviceability limit state. For the roof rafters I have chosen solid wood material 45 x 195 mm in cross-section, strength class C24. The entablature shall be fixed with a 600 mm interval, which shall be dictated by thermal insulation plates placed between the rafters. The rafters shall lean on the center sill of the roof made of glulam 90 270 mm in cross-section, strength class GL24h. The roof girder represents a two-passage truss, which is intended to be fixed in place in one piece. On either side the girder shall lean on composite beams integrated into the outer walls of the building, and there in the center a beam made of solid wood 95 95 mm is placed in order to reduce the deflection. For girder floor I have chosen 45 195 mm rafters placed with 600 mm interval. The rafters shall lean on an outer wall with one end and on load-bearing trellis-girder walls on the other. For noise reduction purposes wool insulation is intended to be placed between the planks of the trellis-girder. Due to the fact that geological research has not been performed at the given construction site I have decided to use the „permissible load“ calculation method upon dimensioning the foundation slab. From the table I have chosen a type of soil with a lower load bearing capacity for groundwork soil, which occurred to be fine middle-density sand with bearing capacity of 200 kN/m2. According to the type of soil and bearing weight I have chosen a 600 200 mm composite foundation made of reinforced concrete. All of the above has also been reflected in the graphic part of the thesis.

Item Type: thesis
Advisor: Andres Kuningas
Co-advisor: Jevgeni Mihhailov
Subjects: Construction > Building Construction > Structural design > Wood structures
Divisions: Institute of Construction > Building Construction
Depositing User: Gennadi Aardam
Date Deposited: 13 Jun 2016 10:42
Last Modified: 13 Jun 2016 10:42
URI: http://eprints.tktk.ee/id/eprint/2191

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