project

PROJECT

Civil constructionsD E S I G N S U B J E C T :

I N D I V I D U A L D W E L L I N G

AUTHOR, STUDENT: Boghean Alexandru

Year: II

group: 3215

PROJECT ADVISORS: Prof Dr. Ing. Magda Brosteanu

Prof . Dr. Ing. Radu Pescaru

"Gheorghe Asachi" Technical University of IasiFaculty of Civil Engineering

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I A Ş I , 2009 -2010

CONTENTS:

A: The written part:

-Project Data

-The Technical Data

-Basis of Design and Actions on structures

-Dead Load of each building element

-Snow Load

-Design of Timber Walls

-Load Bearing walls design

-Design of Foundation Blocks

B: The drawn part:

-Ground Floor Layout (1:50)

-First floor Layout(1:50)

-Section through staircase(1:50)

-Pitched Roof

-Facades

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TECHNICAL DATA

Through the project there is required to design a house with 2 levels:

GROUND FLOOR

Bedroom: 9.90 m2

Bathroom: 4.35 m2

Office: 10.80 m2

Living room: 18.36 m2

Kitchen: 8.90 m2

Dining room: 15.30 m2

FIRST FLOOR

Bedroom1: 9.90 m2

Bathroom: 4.35 m2

Bedroom2: 10.80 m2

Dressing: 5.40 m2

Entertaining room: 15.34 m2

Office: 14.10 m2

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The building placed in the Iasi city has the following characteristics:

- Seismic class B - importance class B

The outside temperatures are considered at -150 C in winter and +400 C in the summer.The resistance structure will be made of load-carrying walls made of pressed or perforated bricks, strength pylon and wall capping made of reinforced concrete.

The vertical circulation in the house is provided by a staircase. The bearing walls are made of perforated brick masonry of 40 cm thickness, having at the exterior a thermo isolation layer made of polystyrene. The interior walls are made of compact brick masonry having 25 cm thickness.

Project Data

1. The main emplacement characteristics:

The building is situated in the urban environment, in a built-up area or at a certain distance from it, having the necessary conditions for connecting at the utilities. The heating of the building is provided the district heating network from the area.The emplacement of the building is made on a relative ground plane, with reduced slope (under 5%), being assured measures for removing the water from the fallout. The underground water is suppose to be at high depth.

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-The parcel is situated in Iasi;

-The land satisfies all the conditions to be built in, and stable;

-Land slope - 5 %;

-The foundation will over cross the freezing cote 1.20m;

-Aeolian zone – according STAS 10101/20-90 „C”;

-Seismic zone – according to the Normative P100-92-L „D”;

-The climate region - the zone III;

-The built medium – dwelling with first and second floor;

-The snowing – according STAS 10101/21-92 „D”;

2. Stability structure:

- foundations: continuous under the walls, made of simple concrete.- Stairs(indoor): made of reinforced concrete with steps made of simple

concrete;- floors: made by reinforced concrete, hot boarded or cold boarded;- walls: masonry of bricks;- roof, wood framing, with roof tile on 2 lines;

3. The construction structure:

Due to the earthquake degree of the area(under 6), it is allowed to adopt a non-complex structure. The height regime of the building will be P+1, having ground-floor (P) and a first floor.The distribution of the building`s spaces will be as it follows:At the ground-floor we`ll have areas for daytime activities: Dinner, cooking, spending time with family and friends, badroom for guests etc.

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The first floor will be for evening/night activities: sleeping and entertaining.The strength structure of the building will be made of the following categories of building blocks:Supporting wall made of perforated masonry or efficient made of fired clay or of small blocks with holes made from concrete with different aggregates (foam, diatomite, pearlite, etc).Reinforced-concrete floors made monolith (all-cast) or from precast unit (stripes, big panels, beams);Rigid continuous foundations will be made of simple concrete or of ballast (cyclopean) concrete (with a maximum of 30% boulder stones), under the interior and exterior supporting walls.Building`s roof is projected:

-platform (flat) roof, having heat (thermal) insulation and water shut-off;

-classic roof with garret having wood roof framing and roof covering from normal (brick, plate) or modern (insulating base) materials.

Roof – wood truss with tiles;

Floors – reinforced concrete;

Walls – interior/exterior – brick masonry;

Elevations – reinforced concrete;

Foundations – simple continue concrete;

4.Foundation design:

the system of continuous under the walls foundations is adopted It has been calculated separately the for exterior and interior walls, for 1 m

length placed under the most loaded piece of wall; The values from the calculus of loads from the fundamental grouping was

used

4. The endowds and utilities:

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- The electric energy is provided by a specialized company, from the main network.

The water supply is provided by the Iasi main drinking water network. The heating is realized using complex boiler connected to the Iasi methane

gas network.

This documentation can be used in order to obtain the license for building.

TIMBER SUPPORT CALCULATION

Element NoDimensions[cm]

VolumeTotal

volumeb h L/B/HPurlin 5 15 15 1250 281250 1406250Post 3 15 15 333 74925 224775Post 2 6 15 15 141 31725 190350Rafter 20 15 10 669 100350 2007000Rafter 2 20 15 10 743 111450 2229000Boarding 9 32 32 5 5120 46080Crows 6 15 15 609 137025 822150Crows 2 6 15 15 135 30375 182250Counterbraces 6 7,5 12 80 7200 43200Pile 9 32 32 5 5120 46080Plank 2,5 1915350 4788375 4788375Total 11985510

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Snow Load

Sd= γFSk=1.50 Sk (N.m-2)

Sk=μ Ce Ct S0,k - snow on the horizontal projection of the roof;

SkL =Sk *cos α

μ – shape coefficient;

S0,k – characteristic value for snow load on ground;

Ce – exposition location coefficient;

Ct – terminal coefficient;

S0,k = 2 kN/m2 (for Iasi); Ce = 1; Ct =1 (for usual insulation)

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μ = 0.8(60-33)/30=0.74m2

Sk= 0,72*1 * 1 * 2 = 1.44 kN/m2

SkL = 1.44*cos33o =1.20 kN/m2

α =33o

Sd = 1.5*1.44 =2.16 kN/m2

DEAD LOAD ACTING ON A BUILDING ELEMENT

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Inner Garret:

Roof with Thermal Insulation

No.

Layer Thickness[m]

Unit weight[N/m3]

Charact. Value[N/m2]

Ultimate Value[N/m2]

1 Pressed tiles 0.0006 500 0.3 0.42 Boarding 0.0024 6000 14.4 193 Rafter 0.1 6000 600 8104 Isover glass

wool0.2 145 29 39.15

5 Rigips 0.0125 90 1.125 26 Plaster 0.002 17000 34 45.9

Total: 917

Last Floor:

No. Layer Thickness[m]

Unit weight [N/m3]



1 Parquet 0.025 6200 155 2092 Level cement 0.02 18000 360 4863 Phonic insulation 0.03 50 1.5 2

4 Concrete 0.1 24000 2400 32405 Plaster 0.002 13000 26 35

Total: 3972

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First Floor above Basement:


Unit weight[N/m3]

Charact Value[N/m2]


1 Floor tiles fixed to plaster

0.01 18000 180 243

2 Greased water proof 0.0001 8000 0.8 13 Screed 0.04 20000 800 10804 Isover vapour

barrier0.0001 0 0 0

5 Glass wool 0.035 1150 40.25 546 Solid Bedding 0.002 22000 44 597 Reinforced

Concrete0.1 24000 2400 3240

8 Glass wool 0.1 400 40 549 Plaster 0.002 13000 26 35

Total:4766

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The floor above Basement

No. Type of layer Thickness Technical weight[N/m3]

Charact.Value[N/m2]

Ultimate Value

1. Ceiling plaster 0.01 17000 170 229.5

2. Layer of polystyrene

0.10 300 30 41

3. masonry 0.25 13000 3250 4388

4. Plaster 0.01 19000 190 256.5

5. Clamp proof course

0.01 5500 55 74.25

TOTAL 4989.25

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Outer Walls:


Unit weight[N/m3]



1 Wall tiles fixed to plaster

0.01 18000 180 243

2 Plaster 0.015 17000 255 3443 Masonry 0.40 18500 7400 99904 Vapour barrier 0.0001 0 0 05 E.P.S 0.1 300 30 416 Façade plaster 0.005 17000 85 115

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int

Ext.

Total: 10490

Inner Walls:


Unit weight [N/m3]



1 Wall fixed to plaster 0.01 18000 180 2432 Plaster 0.015 17000 255 3443 Masonry 0.30 13000 3900 5265

4 Wall tiles fixed to plaster

0.01 18000 180 243

5 Plaster 0.015 17000 255 344

Total: 6439

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Design of a Masonry Wall by LSDM-ULS of Strength

Loaded area:

Sa = 1.825 * 1 + 0.375

= 2.25 m2

Sa1 = Sa

1’+ Sa1” =3.6m2

qroof= 0.51 kN/m2

Sd =2.16 kN/m2

Live full load on the floors

qd = γFψ0 qk=(1.50)(0.7)qk

qd =1.5*0.7*1.5 = 1.575 kN/m2 (qk 1500 N/m2 for slab over ground floor and slab over basement);

qd =1.5*0.7*0.75 = 0.7875 kN/m2 (for slab over last floor)

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Outer wall

N3i = (qroofsystem + Sd + qd

lf) * Sa + 0.917 * 2.25

= (0.51 + 2.16 + 0.7875+0.917) * 2.25 = 10.40 kN

N2S = N3

i + 10.490* 2.25= 34.00 kN

N2i = N2

S + 3.972* SaE + 10.490 * Sa

E=

= 34.00 + 3.972* 2.25 + 10.490 * 2.25

= 66.53 kN

N1S = N2

S + 10.490 * 2.25

= 90,13 kN

N1i = N1

S + 4.766* 2.25 + 1.575 * 2.25

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= 104.39 kN

N0 = N1i + 4.989* 2.25

= 115,61 kN

Inner wall

N3i = (qroof system + Sd + qd

rf) * Sa1 + 0.917 * 4.35

= (0.51 + 2.16 + 0.7875+0.917) * 3.60 + 0.917 * 4.35

= 19.73 kN

N2S = N3

i + 6.439* 4.35

= 47.73 kN

N2i = N2

S + 3.972* SaE + 1.575 * Sa

E

= 47.73 + 3.972* 3.60 + 1.575 * 3.60

= 67.69 kN

N1S = N2

S + 6.439 * 3.60

= 90.87 kN

N1i = N1

S + 4.766* 3.60 + 1.575 * 3.60

= 113.69 kN

N0 = N1i + 4.989* 3.60

= 131.65 kN

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Bending Moment (M):

M = R * e

M3 = q lf * Sa * e = 3.60* 2.25 * 0.0417 = 0,337*m

M2 = M1 = qpl * Sa * e = 3.972* 2.25 * 0.0417 = 0.372 kN*m

Checking of the sections:

Strength:

- in 0-0 where N=Nmax; M=o

- in 3-3 where N3 is small; M3=Mmax

- in 1-1 where N and M have large values

e=M 1

N1i= 0 . 372

113.69=0 .0032<0.0417

Foundation design

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The necessary width is obtained as follows:

N0n(exterior wall)=115.61kN

N0n(interior wall)= 131.65 kN

h f=0.6m

bf(ext) = 1,08 m ¿ 1.1 m

bf(int) = 1,23 m ¿ 1.2 m

tan α = 1.1 .... 1.3 condition

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a = 43 cm

1 ->tan α = 0.94 – for outer wall

a = 48 cm

2 ->tan α = 1.11 – for inner wall

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