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Diploma Project – Flat building S+P+4E

1

Bordereau

I. WRITTEN PIECES

1. Technical report

2. Highrothermics design of closing elements

3. Load computation

4. Static analisys of the structure

5. Plate design

6. Longitudinal girder design

7. Column design

8. Foundation beam design

9. Concrete works execution

10. Organisation of the construction process

11.Economics calculus of the construction

12. General measures of work protection

13. Bibliography




2

Bordereau

II.DRAWN PART

1.Architectural part:

A1.Ground floor plan – scale 1:50

A2.Current floor plan – scale 1:50

A3.Transversal section – scale 1:50

2.Resistance part:

R1.Plate reinforcement plan – scale 1:50

R2.Longitudinal girder reinforcement plan – scale 1:50

Longitudinal girder reinforcement details scale 1:20

R3.Column reinforcement plan – scale 1:50

Column reinforcement details scale 1:20

R4.Foundation beam reinforcement plan –

sc. 1:50

Foundation beam details sc. 1:20

R5.Current floor formworks plan – sc. 1:50




3

Chapter 1

TECHNICAL REPORT




4

TECHNICAL REPORT

-Project:

APARTAMENT BUILDING S+P+4E

-Location:

Bucharest, Romania

-Designer:

Bîngã Bogdan

-Release data:

16th

of July 2012

1.Main features of the site

This project refers at the construction of an S+P+4E building above specified in Bucharest. At

the base of the designing were taken in calculus:

- The architecture, facades and sections;

- The correct situation on site regarding the adjacent terrains to the building;

- The geotechnical study done at the site;

- The speciality prescriptions that clear out the activity of designing;

The importance category regarding HGR 766/1997 is C-normal building importance.

The importance class regarding P100-2006 is III-normal importance building.




5

The snow zone is taken for Bucharest.

Emplacement characteristics:

The seismic zone

Taking into account the fact that the building is situated in Bucharest and regarding P100-2006,

it results that:

- g a =0.24g (terrain acceleration)

- C T =1.6s (control period)

- TB=0.16 s

The climatic zone

The building is situated in the climatic zone III

- Wind zone: III

– C T e 18 - conventional exterior temperature

K OS , =2 [kN/ 2m ] (snow load in Bucharest) – CR1-1-1-3/2005

Technical description of the building

Geometrical characteristics

The building has basement, ground floor plus 4 floors with the following characteristics:

- The maximum length at the ground level is 15.9[m];

- The maximum width at the ground level is 11.45[m];

The building is defined in plan with the following openings:

- 3 bays: 4.85[m], 5.50[m], 5.25[m]

- 2 spans: 6[m], 3.5[m];

The height of the levels are:




6

- Ground floor and other levels: 2.9[m];

- Basement: 2.8[m];

- Roof: 14.50[m];

The geophysics characteristics of the site

From the geotechnical point of view, we can state the following:

The surface of the site is almost plan, with no major deformations, the safety being assured

against flooding and ground instability.

The minimum foundation depth condition is 0.9 m. For the ground calculus and final

dimensioning of them we will verify the deformation state limits of construction and the

bearing capacity of the ground under STAS 3300/2-85 and STAS 3300/1-85, using the

following geotechnical data:

Φ=180-20

0 – friction angle

C=15.0 kPa – cohesion

γ=16kN/m3 – volume weight

E=6.000KPa – linear deformation modulus

μ=0.3 – friction factor

ν=0.35 – linear deformation factor

Corresponding to these values the type of the foundation will be chosen as a direct foundation(

when the bearing capacity of the ground and the admissible deformations are not exceeded for

constructions under P7-2000) in natural foundation layer considered of clay dust with soil

yellow – brown aspect belonging to P.S.U.- gr. A;

The dimension of the loess cushion will be determined by C29-77 with modification fromC29-85 and will be extended towards the exterior of foundaton’s perimeter. It is necessary a

compacting degree of PROCTOR 92% and a density γdmin=1.6t/m.

The convensional pressure on the cushion it`s estimated at Pconv=250kPa.




7

In the execution and exploitation it will be respected the conventions of P7-2000 regarding

vertical systematization works, internal and external installation networks mentioned in

chapter 5 from up named normative.

Structural system

The structural system was conceived in order to respect the norms regarding the strength and

stability of the building, based on the Romanian regulations.

The Infrastructure is composed from continuous foundations made of concrete that lye on a

bed of simple concrete of 5[cm].

The superstructure is realized from a spatial system made of monolith reinforced

concrete frames disposed on two principal orthogonal directions. The slabs are made of

monolith concrete reinforced on two directions. The dimensioning of the frames elements,

girders and columns, were made using the ROBOT program.

Columns have section dimensions of 60x60 [cm], girders have 25x50 [cm] on the long

direction and 25X55 on the short direction, and slab has thickness of 15 [cm].

The plate was conceived in order to ensure phonically insulation, the rigid plate effect

and to work together with the girders and columns in carrying out the loads from the structure

and to transmit them to the foundation.

Utilized materials

Concrete used:

- Equalization concrete C4/5;

- concrete for the foundation C12/15;

- concrete for the columns C16/20;

- concrete for the plate(slab + girders) C16/20;

Reinforcement used:

- for longitudinal direction PC52;

- for transversal direction PC52;

- for stirrups OB37;

Other materials:

- BCA blocks of 490X240X200[mm] and 490X240X100[mm];




8

- Mortar M50;

- Mortar M100;

- PEX thermo insulation of 10[cm];

The concrete used for the supra-structure is III T T R BS II C 31/5.3220/16 43

Where:

C16/20 – is the concrete class;

II BS 32.5R – is the cement type;

43 /T T - is the workability;

31 – is the aggregate maximum diameter ma x

;

III – the homogeneity degree;

Structural analysis

For the designing of the structure there were used the following Romanian regulations:

- NP 1122-2004 for foundation design;

- STAS 10101/2A1 for loads evaluation;

- STAS 10107/0-90 for the structural elements calculus;

- NP005-96 for calculus of timber elements;

- P100-2006 for earthquake calculus;

The following loads have been taken into account:

- Dead loads: own weight of the principal elements of the structure (columns, girders, slabs),

the weight of the BCA interior and exterior walls, weight of insulation, plaster and other

floor layers, weight of stairs;

- Live load: snow, wind and exploitation;- Exceptional: earthquake was considered like an horizontal acting force on each level, with

an eccentricity of 0.05 from mass center. The masses were considered in concentrated

points at the level of each plate.

The following load combinations were taken into account in the ULS checking:




9

- Fundamental grouping (ULS): Snow Live Dead 5.15.135.1 ;

- Special grouping (ULS):

),(4.04.0 combined and y xon EarthquakeSnow Live Dead

The structure was designed for the most unfavorable conditions.

In this project the following have been resolved:

- The thermal analysis that dimensions the enclosure elements (exterior wall, inferior and

superior floor) and the verification of the condense release in the exterior structural wall,

including the global coefficient of thermal insulation.

- Evaluating the loads per unit surface for: exterior walls (non carrying), interior walls (non

carrying), the girder, the staircase and current floor.

- The floor calculus is done in the elastic domain, considering the floor like a continuous

beam. The efforts have been calculated with the help of ROBOT program.

- A predimensioning of the columns and girders was done.

- The structural calculus was done with the help of ROBOT program:

-the input of the girders and columns sections;

-fulfilling the structure from girders and columns;

-fulfilling the floors and exterior walls;-structural verification;

-the loads input;

-fulfilling the load combinations;

-the output of results;

- A simplified calculus for the foundation was done.

- By technological point of view: execution technologies, the process of transport

preparation and casting the concrete in the slab.

Other specifications regarding the construction works:

- Regulations regarding protection and construction work BC no. 5-8/1993

- General regulation for work protection BC no.1/1996

- Law of work protection no.90/1996




10

Chapter 2

H IGOTERMICS DESIGN OF CLOSING

ELEMENTS




11

Thermal Insulation Computation

The thermal design of the building envelope elements and of the ones which isolate places with

different temperatures are done according to C107/ 1-1997.

necef R R min,

ef R - total resistance at the heat exchange

nec Rmin, - the minimum resistance at the heat exchange

n

j

e

j

j

ief Rd

R R1

;e

e

i

i R R

1;

1

Where:

i R - specific resistance at heat exchange through interior wall surface ]/[2

W k m

e R - specific resistance at heat exchange through exterior wall surface ]/[2

W k m

n – number of layers

jd - thickness of j layer

j - thermal conductivity of j layer

8i - coefficient of interior superficial thermo transfer

24e - coefficient of exterior superficial thermo transfer

]/[125.08

11 2 wk m Ri

i




12

]/[042.024

11 2 wk m Re

e

Exterior walls

According to C107/2005, in case of the external walls we have the following:

R si=0.125[m2K/W];

R se=0.042[m2K/W];

R min=1.80[m2K/W]; (from 10.06.2011)




13

No. Crit. Material d (m) λ (W/mk) d/λ

1 Exterior plaster 0.015 0.93 0.0161

2Thermal insulation with

expanded polystyrene0,1 0.035 2.86

3 B.C.A. Masonry 0.25 0.21 1.19

4 Interior plaster 0.015 0.81 0.0185

]/[25.4042.00185.019.186.20161.0125.02 wk m Ref

Lower slab:

According to C107/2005, for slab over basement we have:

R si=0.125[m2K/W];

R se=0.042[m2K/W];

R min=2.9[m2K/W]; (from 10.06.2011)

Nr.crt Name of the material layer d(m) λ(W/mK) d/λ

1 Ceiling plaster 0.015 0.87 0.017

2 Thermal insulation 0.20 0.044 4.545

3 RC Plate 0.15 1.74 0.086

4 Equalizing cement 0.03 0.93 0.032

5 Sand stone 0.01 1.2 0.083

)/(93.4042.0)083.0032.0086.0545.4017.0(125.02

1

W K m Rd

R Rn

j

e

j

j

ief

Roof floor

According to C107/2005, for slab over basement we have:




14

R si=0.125[m2K/W];

R se=0.042[m2K/W];

R min=5[m2K/W]; (from 10.06.2011)

Nr.crt Name of the

layer

d(mm) λ(W/mK) d/λ

1 Ceiling plaster 0.015 0.87 0.017

2 RC plate 0.15 1.74 0.086

3 Equalizing

cement

0.03 0.93 0.032

4 Vapour barrier - - -

5 Protection layer - - -

6 Support layer 0.03 0.93 0.032

7 Diffusion layer - - -

8 Protection layer - - -

9 Thermal

insulation

0.2 0.048 4.5

10 Protection

screed

0.03 0.91 0.032




15

11 Waterproofing - - -

12 Gravel - - -

n

j

e

j

j

ief W K m Rd

R R1

2)/(326.5167.0)32.05.4032.0032.0086.0017.0(125.0

The calculus for the global coef icient of thermal insulation

k m

wref GG

311

1G - the coeficient for thermal insulation for a buildingor a part of a building, representing the

timetables heat looses by transmision via enclosure elements, for a difference of temperature equal to0

1 C

between the interior and the exterior.

m

j j

R

A

V G

11

V- the wormed volume of the building or of the building part calculated based on the exterior

dimensions of the building ][3

m .

j A -the elemnt’s area of building j, by wich the change of heat is done ][2

m .

j -the corection factor for the diference of temperature between the isolated

enviroments of the construction element.

V- the wormed volume of the building or of the building part calculated based on the exterior

dimensions of the building ][3

m .

j A -the elemnt’s area of building j, by wich the change of heat is done ][2

m .




16

j -the corection factor for the diference of temperature between the isolated

enviroments of the construction element.

Windows + interior doors:

][07.1434]1.22.12.1

25875.2875.125.46.19.2[(1.29.02.1)9.200.59.045.21.44.59.2(

2

4

m

A

Exterior walls:

][7.15356.4729.2927.4758.29 2

1 m A I - for the ground-floor

][31.16688.4993.33215.5329.292

1 m A II - for the st 1 floor

][31.16688.4993.33215.5329.292

1 m A III - for the nd 2 floor

][31.16688.4993.33215.5329.292

1 m A IV - for the rd 3 floor

][31.16688.4993.33215.5329.292

1 m AV - for the th

4 floor

][94.81831.16631.16631.16631.1667.1532

1

m A Aij

ionconsiderat otakennot isit A

Aint%17.0

94.818

07.143

1

4

Area of the superior plate: 173.72 ][2

m

Area of the inferior plate: 173.72 ][2

m

][35.460 3

4321mV V V V V

floor floor floor floor floor ground thrd nd st

][7.23013

mV total




17

Calculation of the heat bridges lengths:

Heat bridges are non homogeneous areas of the building elements with a greater heat transfer.

Usually they are found at the intersection of building elements and in the area of resistance

elements.

a. b. Vertical bridges – corner

c. Vertical bridges – intersection of column with wall

1.02

1.01

[585.1444

10.02,1

mh L




18

d. Vertical bridges – window

e. Horizontal bridges – intersection of wall with plate

][585.1444

06.02,1

mh L

06.02

06.01

][5.165

25.0

06.0

2

1

m L

06.01

25.02




19

f. Horizontal bridges – intersection of wall with plate over ground-floor

][56.158446.394

2.0

09.0

2

1

m P L

09.01

2.02




20

g. Horizontal bridges – intersection of wall with plate with balcony

][46.39

28.0

15.0

2

1

m L

28.02

][63

20.0

21.0

2

1

m L

15.01

21.01

20.01




21

Calculation of construction elements area, volume and perimeter:

- the area, perimeter and volume is calculated on the interior faces of the walls

P = 50.2 [m]

P – the building perimeter

][23.412

m Aw

w A - Window area / floor

][35.10423.419.22.502m Ah P A wop - area of the exterior wall

][72.1732

mS

S – The surface of floor

][34.116473.17373.17334.8182

m Abe - building envelope area

][94.251859.273.1733

mV -heated volume of the building

5.0)199711072(46.094.2518

34.11642

N GC of annex fromk m

w

V

A

N G – allowed global coefficient of building thermal insulation

'

1'

U R

R’ – corrected specific thermal resistance

U’ – coefficient of thermal transfer

]/[)(1

'2 W k m

A

L

RU

Ψ – linear coefficient of thermal transfer

L – length of thermal bridge

A – area of building element

R – thermal resistance




22

For exterior wall: ]/[31.096.570

)546.3915.05812.0582.0(

25.4

1'

2 W k mU

For window: ]/[24.323.41

5.16531.05.0

1' 2 W k mU

For roof plate: ]/[505.072.173

46.395.0

55.2

1'

2 W k mU

For ground-floor plate: ]/[367.072.173

46.3943.0

7.3

1' 2 W k mU

]/[34.0)'

(1 3k mW n R A

V G

G – global coefficient of building thermal insulation

τ – correction factor of exterior temperatures

n=0.6 – natural ventilation speed

]/[37.06.034.0)172.2

72.173

198.1

72.173

8.0308.0

23.41

122.3

96.570

(2518

1 3

1 k mW G

N GG 1




23

SWEAT CALCULUS

Sweat calculus - for external wall – has been carried out using the program Isover.

Data input:

We input each layer, their thickness, and thermal conductivity:

a.Computing the possibility of condensation:

We input:




24

Internal temperature: 200

C

External termperature: -180

C

Relative humidity of indoor air: 65%

Relative humidity of outdoor air: 85%

Length of heating season: 210 days;

Data sheet of thermal trasmittance:

Data sheet of vapour diffusion is shown in the following chart:




25

So, no interstitial condensation is expected.




26

Chapter 3

LOAD COMPUTATION




27

III. LOAD EVALUATION

Load classification:

a) Permanent loads

- own weight of the structure (slabs, girders, columns, roof, walls);

b) Vari able loads - live loads;

- snow ;

- wind ;

c) Exceptional loads - earthquake .

a) Permanent loads

The permanent loads are the result of the own weight of the structural elements, own

weight of the non-structural elements of the building and of other loads having a permanent

action.

The own weight of the elements are computed by multiplying the volume of the element

with the specific weight of the material they are made of.

Roof plate:

Crt.

No. Layer name

Thickness

d(m)

Technical

heavy

(kN/m3)

Normed Load

( kN/m2)

d g n

Load

coefficient

n

Design load

(kN/m2)

n g g nc

1. Interior mortar plaster M50 0,015 19 0.285 1,35 0.384

2. RC plate 0,15 25 3.75 1,35 5.0625

3. Equalizing cement 0,03 22 0.66 1,35 0.89

4. Protection 0,1 8 0.008 1,35 0.0108

5. Vapour layer 0,1 0 0 1,35 0

6. Protection screed 0.03 21 0.63 1.35 0.85

7. Styrodyur 3035 0.2 0.33 0.066 1.35 0.089




28

8. Total 5.47 7.38

Plate with warm f loor:

Crt.

No. Layer name

Thickness

d(m)

Technical

heavy

(kN/m3)

Normed Load

( kN/m2)

d g n

Load

coefficient

n

Design load

(kN/m2)

n g g nc


2. RC plate 0,15 25 3.75 1,35 5.0625

3. Layer of sand 0,03 16 0.48 1,35 0.648

4. P.F.L. hard 0.02 9 0.18 1.35 0.243

5. Foliated parquet 0,022 8 0.176 1,35 0.238

6. Total 4.966 6.704

Plate with cold f loor:

Crt.

No. Layer name

Thickness

d(m)

Technical

heavy

(kN/m3)

Normed Load

( kN/m2)

d g n

Load

coefficient

n

Design load

(kN/m2)

n g g nc 1. Interior mortar plaster M50 0,02 19 0.38 1.35 0.513

2. RC plate 0,15 25 3.75 1,35 5.0625

3. Equalisation plaster M100 0,03 18 0.54 1,35 0.729

4. Sand stone 0,01 21 0.42 1,35 0.567

5. Total 5.09 6.872

Exterior BCA wall:




29

Crt.

No. Layer name

Thickness

d(m)

Technical

heavy

(kN/m3)

Normed Load

( kN/m2)

d g n

Load

coefficient

n

Design load

(kN/m2)

n g g nc

1. Interior mortar plaster M50 0,015 19 0.285 1.35 0.385

2. BCA 0,25 6 1.5 1,35 2.025

3. Insulation 0,01 0.2 0.02 1,35 0.027

4. Exterior mortar plaster M100 0,015 18 0.27 1,35 0.3645

5. Total 2.075 2.801

I nteri or BCA wall type 1:

Crt.

No. Layer name

Thickness

d(m)

Technical

heavy

(kN/m3)

Normed Load

( kN/m2)

d g n

Load

coefficient

n

Design load

(kN/m2)

n g g nc

1. Mortar plaster M50 0,015 19 0.285 1.35 0.385

2. BCA 0,10 6 0.60 1,35 0.891

3. Mortar plaster M50 0,015 19 0.285 1,35 0.385

4. Total 1.17 1.58

I nteri or BCA wall type 2:

Crt.

No. Layer name

Thickness

d(m)

Technical

heavy

(kN/m3)

Normed Load

( kN/m2)

d g n

Load

coefficient

n

Design load

(kN/m2)

n g g nc

1. Mortar plaster M50 0,015 19 0.285 1.35 0.385

2. BCA 0,25 6 1.5 1,35 2.025

3. Mortar plaster M50 0,015 19 0.285 1,35 0.385

5. Total 2.07 2.795

Stairs:




30

Crt.

No. Layer name

Thickness

d(m)

Technical

heavy

(kN/m3)

Normed Load

( kN/m2)

d g n

Load

coefficient

n

Design load

(kN/m2)

n g g nc

1. Tiles 0,01 19 0.19 1.35 0.257

2. RC step 0,15 24 3.6 1,35 4.86

3. RC ramp 0,15 25 3.75 1,35 5.063


5. Total 7.825 10.564

Balcony:

Crt.

No. Layer name

Thickness

d(m)

Technical

heavy

(kN/m3)

Normed Load

( kN/m2)

d g n

Load

coefficient

n

Design load

(kN/m2)

n g g nc

1. Exterior mortar plaster M100 0,015 18 0.27 1.35 0.3645

2. RC Plate 0,15 25 3.75 1,35 5.0625

3. Equalisation plaster M100 0,03 0.18 0.54 1,35 0.729

4. Mosaic 0,01 21 0.42 1,35 0.567

5. Total 4.98 6.723

b)Var iable loads

L ive loads:

Crt.

No. Layer name

Normed Load

( kN/m2)

Load

coefficient

n

Design load

(kN/m2)

n g g nc

1. Superior slab 0.75 1.5 1.125

2. Current floor 3 1.5 4.5

3. Stairs 4 1.5 6




31

Standard loads on plate:

without human circulation: ]/[75.02

1 mkN pn

with human circulation and furniture: ]/[00.32

1 mkN pn

]/[ 2mkN n p p nc

Where n = 1.5 – load coefficient

]/[125.15.175.0 2

1 mkN pc

]/[50.45.100.32

2 mkN pc

Standard loads on balcony

n p = 2 ]/[

2mkN

n = 1.42

/8.224.1 mkN pn pnc

2/8.224.1 mkN pn p

nc

Snow’s action:

k i e t 0 ,ks c c s = 6.12118.0 ]/[2

mkN ; n=1.5;

4.26.15.1 k d

S nS ]/[2

mkN

i - shape coefficient; i = 0.8;

ce - exposure coefficient due to the site of the construction; ce=1;

ct - thermal coefficient; ct=1;

s0,k – characteristic value of snow load on the soil;

s0,k =2 ]/[ 2mkN ;

sk - characteristic value of snow load;

sd - design value of snow load.

The Bucharest, climatic area C




32

Wind’s load:

peref c z C q z w )()(

w(z) – wind pressure at z height over terrain on rigid surfaces

pressurereferencemkN qref ]/[5.02

)( z C e exposure factor at z height over terrain

z =14.5 [m]

94.010

5.1465.0

1065.0)(

z z C e

7.0 pc aerodynamic pressure coefficient

]/[33.07.094.05.0)( 2mkN z w

b) C) Exceptional loads i) Seismic action evaluation according to P100 – 2006:

In the modal computation, the seismic action si evaluated using the response spectra

corresponding to horizontal unidirectional ground movements, described by accelerograms. The

seismic action is described using two horizontal components evaluated starting from the samedesign response spectrum.

When a spatial model is used, the seismic action is applied on all relevant horizontal

directions, and on the central principal directions. For the buildings with structural elements on

two normal directions, these directions are considered relevant.

In the computation, only the vibration modes with a significant contribution to the total

seismic response will be considered. This condition is fulfilled if:

the sum of the effective modal masses for the considered modes of vibration is at least 90%

from the total mass of the structure;

all modes of vibration with an effective modal mass greater than 5% of the total mass have

been considered.




33

The shear force applied at the base of the building on the direction of the seismic action:

b i dF S (T) m

where:

γi = 1.00 – the building is classified as an importance class III;

Sd(T) – the ordinate of the design response spectrum corresponding to the fundamental

period T;

T – the fundamental period of vibration in the plane of the horizontal direction

considered;

m – the total mass of the building;

λ = 0.85 – the correction factor which takes into account the contribution of the

fundamental mode of vibration through the effective modal mass associated (chose for T1<Tc and

for buildings having more than two levels);

d g

T S (T) a

q

ag = 0.24g – the ground acceleration;

Tc = 1.60 s – the corner period;

u

1

5q

– the behaviour factor of the structure (H ductility class);

For multispan and multistorey buildings: u

1

1.35;

β(T) – elastic normalized response spectrum for Tc=1.60 s




34

The mass on each level is computed using the software Robot.

ii) Combination of the modal responses

The modal responses for two consecutive vibration modes, k and k+1 are considered

independent if their periods of vibration Tk and Tk+1 (where Tk+1≤Tk ) satisfy the condition:

Tk+1≤0.9Tk .

For the maximum independent modal responses, the total maximum effect is obtained

using the modal composition relation:

2

E E,kE E

where:

EE – the effect of seismic action (internal force, displacement);

EE,k – the effect of the seismic action in mode k.

If the modal responses are not independent, other means of combining the effects of

seismic action for each mode of vibration will be considered (complete quadratic composition

etc.).

iii) The spatial modal computation




35

In the case of buildings with a non-uniform distribution structural elements masses and

stiffness, the design will be made using a spatial model of the structure. The seismic movement

described in the design response spectrum must be considered along at least two directions. The

main action directions are defined by the direction of the resultant of the base seismic force from

the first mode of vibration and the normal to this direction. The response of the structure may be

obtained by composing the responses along these two directions.

iv) Hypothesis for design of structures with floors infinitely rigid in their own plane:

The influence of the vertical component of the seismic movement is neglected;

The seismic action is represented by the ground movement along one of the

principal directions x or y or along any other direction in the horizontal plane;

For each level, the centers of mass and the centre of stiffness are different, and

they may or may not be on the same vertical line;

In the centre of mass of each floor, three DDOFs are considered: two translations,

ux and uy and a rotation about the vertical axis, uθ.




36

Chapter 4

STATI C ANALYSIS




37

Generalities

The static and seismic analysis for the structure has been executed using the program Autodesk

Robot Structural Analysis 2010 on a tridimensional model presented in the figure below. There

have been evaluated the loads for the following groupings:

Fundamental grouping

Special grouping – earthquake on x direction

Special grouping – earthquake on y direction

The modal analysis has been performed using 10 modes of vibration.




38

Important stress diagrams

Axial force stress diagram on Fundamental grouping




39

Shear force diagram on Special Combination X+0.3Y




40

Bending moment My on special combination X+0.3Y




41

Bending moment My on special combination X+0.3Y




42

Modal analysis

For the modal analysis the following values have been obtained:

Deformation on X- axis (mode 1 of vibration)




43

Deformation on Y- axis(mode 2 of vibration)




44

Rotation on Z-axis (mode 3 of vibration)




45

Chapter 5

PLATE DESIGN




46

Design of plate

The plates are surface elements subjected to bending being subjected to exterior loads applied

perpendicular on their surface. Sometimes, they can be subjected to compression, tension or

torsion.

Characteristics of building plates:

- Length: 18.35[m];

- Width: 11.70[m];

- Total height: 14.30[m];

- Bays: 2 (6[m] and 3.5[m])

- Openings: 3 (5.25[m], 5.5[m], 4.85[m])

1.Preliminary design

( )

2.Establishing the structural model

For uniformly distributed loads on the surface of the plate, they behave as follows:

- on the perimeter of the building the slab is simply supported;

- on the interior of the building the slab is fixed.

For uniformly distributed loads placed alternatively in adjacent fields they behave as

follows: the effect of continuity is manifested as rotations of the supports, so that everyintermediate section can be considered as independent and simply supported.

The calculus is done in the elastic domain using the chess distribution for the

determination of the maximum bending moments in the field and distribution on all the area for

the determination of the maximum bending moments in the bearing. The static model for the

computation of the maximum bending moments in the field is the following:




47

q = g + p

The statically model for the computation of the maximum bending moments in

the bearing is the following:

3.Computation of the necessary reinforcement area:

We consider: - ][1.132/8.05.115][15 0 cmahhcmh p p ;

Computation relationships:

cd

Ed

f d b

M

2 ; 211 ;

yd

cd s

f f d b A

p p

+

q’ = g + p/2

q” = p/2

g




48

Type of plate P1:

2

2l P M

]/[19,115.469.6 2mkN pq P

For linear distribution:

]/[19.11][1]/[19.11 2 mkN mmkN

][58.122

5.119.11 2

mkN M

Type of plate P4:

Axes 1-2, B-C

01775.0

06437.0

01229.0

0448.0

38.15.3

85.4

11

11

41

41

y

x

l

l

][5.35.325.201775.085.494.801229.0

][68.65.325.206437.05.394.80448.0

222

11

2

41

222

11

2

41

mkN l ql q M

mkN l ql q M

y

II

y

I

y

x

II

x

I

x

Axes 2-3, B-C

01231.0

07673.0

00815.0

0507.0

57.15.3

5.5

11

11

41

41

y

x

l

l

][03.3

][67.7

2

11

2

41

2

11

2

41

mkN l ql q M

mkN l ql q M

y

II

y

I

y

x

II

x

I

x




49

Axes 3-4, A-B

05177.0

02457.0

03462.0

01983.0

875.06

5.5

11

11

41

41

y

x

l

l

][73.11

][62.7

2

11

2

41

2

11

2

41

mkN l ql q M

mkN l ql q M

y

II

y

I

y

x

II

x

I

x

Type of plate P5:

Axes 1-2, A-B

02388.0

05299.0

01187.0

02882.0

23.185.4

6

1

1

5

5

y

x

l

l

][75.5

][86.8

2

1

2

5

2

1

2

5

mkN l ql q M

mkN l ql q M

y

II

y

I

y

x

II

x

I

x

Type of plate P6:

Axes 2-3, A-B

04380.0

03003.0

02134.0

01426.0

916.0

1

1

6

6

y

x

l

l

][76.8

][02.7

2

1

2

6

2

1

2

6

mkN l ql q M

mkN l ql q M

y

II

y

I

y

x

II

x

I

x




50

Supports:

Shear force:

4.Slab reinforcement

The slab is reinforced on both directions; firstly is determined the effective depth, on both

directions:




51

From the fire resistance conditions, the minimum distance to the centroid of resistant steel is

amin=10mm. For a diameter of 10 mm the effective distance to the centroid is:

;

Necessary steel areas:

For plates type 4:

- In span – on X direction:

;

√ ;

5ϕ8/m => Aeff =251.2cm2;

- In span – on Y direction:

;

√ ;

5ϕ8/m => Aeff =251.2cm

2

;

- On bearing – on X direction:




52

;

√ ;

9ϕ12/m => Aeff =10.18cm2;

- On bearing – on Y direction:

;

√ ;

9ϕ12/m => Aeff =10.18cm2;

For plates type 5:

-

In span – on X direction:

;

√ ;

6ϕ8/m => Aeff =3.02cm2

;


;




53

√ ;

5

ϕ8/m => Aeff =251.2cm

2;


;

√ ;

9ϕ12/m => Aeff =10.18cm2;


;

√ ;

9ϕ12/m => Aeff =10.18cm2;

For plates type 6:

- In span – on X direction:

;

√ ;




54

5ϕ8/m => Aeff =2.51cm2;


;

√ ;

6ϕ8/m => Aeff =3.02cm2;


;

√ ;

9ϕ12/m => Aeff =10.18cm2;


;

√ ;

9ϕ12/m => Aeff =10.18cm2

;




55

Chapter 6

LONGITUDINAL GIRDER DESIGN




56

LONGITUDINAL GIRDER DESIGN

1. Preliminary design

Choosing the cross-sectional dimensions of the girder :

The height of the section for girders is l h g

12

1...

10

1min,

Where: min, g h -the section’s height

l-the girder’s length

][55.0][55.0...45.05.512

1...

10

1][5.5 min,max, cmcmhml g long

2. Computation of the internal forces

The computation is made in the elastic range, the design efforts on the girder, for both

fundamental and special loads grouping, beeing extracted from the output resulted from the

Finite Element Model analysis using the program Robot. We will choose the higher values for

the shear force and bending moment from the ROBOT program. In this case they are from the

fundamental grouping.

Reinforcement calculation:

For the design of the girder the following materials have been used:

- steel PC52 with f yd=3000[daN/cm2] and OB 37 with f yd=2100[daN/cm

2]

- concrete class 16/20 with f cd=125[daN/cm2]




57

The values of the internal forces have been taken from the static analysis of the structure with the

software Autodesk Robot Structural Analysis 2010.

Overview of the longitudinal girder to be computed




58

Bending moment diagram for the longitudinal girder

Shear force diagram for the longitudinal girder

3.Computation of longitudinal r einforcement

Reinforcement conditions:




59

- The percentage of reinforcements on the bearings is ρ=0.45%

- The percentage of reinforcements in the field is ρ=0.15%

A.In bearings

In these areas, the maximum bending moment is negative so the plate from T cross section is

acted in tension; as a result, the cross section is considered rectangular.

Bearing A:

;

√ ;

4ϕ20/m => Aeff =12.56cm2;

Bearing B:

;

√ ;

4ϕ20/m => Aeff =12.56cm2;

Bearing C:

;

√ ;




60

4ϕ20/m => Aeff =12.56cm2;

Bearing D:

;

√ ;

4ϕ20/m => Aeff =12.56cm2;

B.In spans

In these areas, the maximum bending moment is positive so the plate from the T-cross

section is acted in compression.

Calculation of the effective area beff :

{

{




61

Span 1:

;

√ ;

But:

Span 2:

;

√ ;

But:

Span 3:

;

√ ;




62

But:

4.Dimensionig of the transversal reinforcement

The value for the maximum design shear force will be considered the maximum value between

the value obtained from the static analysis from the program Robot and the shear force

determined by the plastification mechanism computed with the relation:

|| | |

Where:

∑ ∑ ;

γRd=1.2;

∑ ∑ =1

g- total load of the girder;

q-total live load of the girder;

lcr - effective length of the girder

So, the maximum shear force that will be used for the calculation of the transversal

reinforcement will be The maximum shear force taken by the concrete is computed with the relation:

[ ] ( )




63

Where:

CRd,c=0.15/γc

γc=1.5

d – active height of the column

Asl – longitudinal reinforcement area

bw - girder width

f ck – characteristic resistance to compression of concrete

k=0.15

– medium tension under the effect of the axial force NEd; on girders, the axial

force is null.

Evaluation of the angle θ for the shear force calculation is made usin an imposed angle θ=220.

The evaluation formula of the bearing capactity of the compressed diagonal of concrete is made

using the following formula:

VEd<VRd,max -> the angle is good for the calculus




64

It is imposed ϕ8 stirrup reinforcement with two sides so the effective area will be:

The maximum distance between the stirrups is computed with the relation:

The effective distance will be the minimum between:

=min(137.5, 150, 140);

Smax=137.5 cm => the stirrups will be disposed at 120 mm;

The minimum distance between stirrups is 80 mm;

The minimum area of transversal reinforcement is computed using the relation:

The distance on which the agglomerated stirrups will be placed is computed:

= 1.452 m ≈ 1.5 m;




65

Chapter 8

COLUMN DESIGN




66

Column design

Columns are the vertical elements of the building structural frame taking over the loads from the

girders and transmitting them to the building`s foundation. The columns are subjected to

eccentric compression.

For this building, the columns are built from monolith reinforced concrete C16/20 reinforced

with PC52 and OB37.

For the calculus, there have been used moments from the two horizontal directions and the axial

force acting on the column, values processed with Autodesk Robot Structural Analysis 2010.

Overview of the column to be computed

The column has a rectangular section 60x60, constant on the entire height of the structure.

The slenderness of the column is evaluated with the formula




67

⁄

The chosen column for dimensioning has to be one with the maximum value for the bending

moment. The values of the design bending moments are obtained by using the values fromROBOT in the following formula:

∑ ∑

Where:

MEd,x - design moment on the direction x;

γRd – overresistance factor for steel consolidation with the value 1,3; Mx,max – maximum moment from statical analysis

∑ ∑

Axial force diagram for the column

Bending moment diagram for the column




68

The reinforcement dimensioning is made on the hypothesis of symmetric reinforcement

(As1=As2) on each direction using the formulas:

The maximum value for νi accepted is 0.4;

Using the value for d1/h the following graphic has been identified for the coefficient ω;




69

After identifying the value of the coefficient ω the reinforcement is computed using the formula:

The minimum reinforcement ratio for longitudinal reinforcement is 1% and the maximum ratio is

4%.

Node 1

From graphical evaluation =>

=>4ϕ24 Aeff =18.2cm2

=> 12 bars on section

Node 2





70

=>4ϕ24 Aeff =18.2cm2


Node 3


=>4ϕ22 Aeff =15.20cm2


Node 4





71

=>4ϕ20 Aeff =12.56cm2


Node 5


=>4ϕ20 Aeff =12.56cm2


Node 6

From graphical evaluation

=>

=>4ϕ16 Aeff =12.56cm2





72

4.Dimensionig of the transversal reinforcement

The value for the maximum design shear force will be considered the maximum value between

the value obtained from the static analysis from the program Robot and the shear force

determined by the plastification mechanism computed with the relation:

|| | |

Where:

∑ ∑ ;

γRd=1.2;

∑ ∑ =1

g- total load of the column;

q-total live load of the column;

lcr - effective length of the column;

So, the maximum shear force that will be used for the calculation of the transversal

reinforcement will be The maximum shear force taken by the concrete is computed with the relation:

[ ] ( )

Where:

CRd,c=0.15/γc

γc=1.5




73

d – active height of the column

Asl – longitudinal reinforcement area

bw - girder width

f ck – characteristic resistance to compression of concrete

k=0.15

– medium tension under the effect of the axial force NEd;

Evaluation of the angle θ for the shear force calculation is made usin an imposed angle θ=220.

The evaluation formula of the bearing capactity of the compressed diagonal of concrete is made


VEd<VRd,max -> the angle is good for the calculus

It is imposed ϕ8 stirrup reinforcement with six sides so the effective area will be:

The maximum distance between the stirrups is computed with the relation:





74

=min(12.5, 150, 1154);







75

Chapter 8

FOUNDATION DESIGN




76

Where: L0 – the maximum clear span of the beam

L0=6.00-0.6=5.4m

L=3.5+6+1.2*2=11.9m




77

Cross-section of the foundation beam

1.Computing the transversal reinforcement

The design of the foundation using the method of continuous beam having fixed supports that

replace the columns:

The hypothesis of linear distribution of pressureson the foundation foot is that the effective

pressure on the ground to be smaller than the conventional calculus pressure:

Where:




78

Where:

Ni – the axial force in the “i” column

Mi - the bending moment in the “i” column

Di – the distance from the centroid of the foundation foot at the “i” column

N=1047.05+988.24+826.60+0.1*G=2860.3kN

M=250.7kNm

pmin=149.11kN

pmax=151.31kN

Bending moment diagram of the transversal foundation beam




79

Shear force diagram of the transversal foundation beam

3.Design of the longitudinal reinforcement

Span:

We choose 3ϕ20;

Support:




80

We choose 5ϕ20;

4.Design of the transversal reinforcement

Maximum shear force from static analysis: V=553.28kN

Maximum shear stress level

=>it requires transversal reinforcement

Evaluation of the angle θ for the shear force calculation is made using an imposed angle θ=220.

The evaluation formula of the bearing capacity of the compressed diagonal of concrete is made


There are imposed

ϕ14 stirrups ;

The maximum distance between stirrups is computed with the relation:


=min(12.5, 150, 154);







81




82

Chapter 9

CONCRETE WORKS EXECUTION




83

Concrete works execution

Designing the mix of concrete and placing it in different resisting

elements

The concrete used for the supra-structure is III T T R BS II C 31/5.3220/16 43where

C16/20 – is the concrete class;

II BS 32.5R – is the cement type;

43 /T T - is the workability;

31 – is the aggregate maximum diameter ma x

;

III – the homogeneity degree;

The concrete mix

1) Preliminary mix:

Is obtained by taking into consideration theoretical information given by standards (NE

012-99) and the material characteristics. We assume that the aggregates are dry.

- Establishing the water quantity, by taking into account the concrete strength, the

required workability and the nature of the aggregates;

]/[20020011 3ml W

]/[200 3ml W for 43 /T T , C16/20,

ma x =31[mm]

- Evaluating the water cement ratio and calculating the cement quantity;

For II BS 32,5Rthe water cement ratio is W/C=0.55 and ]/[200 3* ml W

]/[64.36355.0

200 3*

concretemkg

C

W

W




85

]/[5.1821825100

901001825

100

100 316

3116 mkg P

G

]/[18253

31161677330 mkg GGGS

2) Laboratory mix:

This means checking of concrete for workability, cohesion and surface finish and testing

cubes for determine the compressive strength. It also means to provide 12 cubes for

testing concrete in strength at 7 days and 28 days.

In order to realize the concrete workability it was necessary another quantity of water.

We assume that the real quantity of water is 10 [l] less.

- The cement quantity:

]/[46.34555.0

190

55.0

]/[190]/[10]/[2003

*333*

concretemkg

C

W

W

C

W

ml ml ml W

- calculation of the aggregates:

]/[187027190

3

46.34510008.2

1000][1000

3

3

concretemkg

aW c

GawC G

dmc

ag ag

cag

ag

- the proportion of each size fraction:

- ]/[9351870100

0501870

100

0 33

30 mkg P

S

- ]/[3741870100

50701870

100

337

73 mkg P P

G

- ]/[3741870100

70901825

100

3716

167 mkg P P

G

- ]/[1871870100

90100

1825100

100 316

3116 mkg

P

G

- ]/[18703

31161677330 mkg GGGS

3) Working mix:




86

The working mix comes from the laboratory mix, by correcting it with the real aggregates

humidity. The humidifies are known for each size fraction ijU . This humidity represents a

quantity of water that has to be subtracted from the total quantity of water.

][70.18935%2%2 30 l S U U isis

][350.9)187374374(%1)(%1 311616773 l GGGU U isig

]/[35.161)35.97.18(18703* concreteml W W f

]/[45.29455.0

95.161 3concretemkg

C

W

W f

]/[12.19962795.1613

45.29410008.2

1000][1000

3

3

concretemkg

aW c

GaW C G

dm f

c

ag ag f

cag

ag

]/[06.99812.1996100

05012.1996

100

0 33

30 mkg P

S

]/[224.3991825100

507012.1996

100

337

73 mkg P P

G

]/[224.3991825100

709012.1996

100

3716

167 mkg P P

G

]/[612.19912.1996100

9010012.1996

100

100 316

3116 mkg P

G

]/[612.1993

31161677330 mkg GGGS

Concrete placing into floors with girders

1) Concrete compaction

The compaction of the girders and straight plates will be made using internal vibrators with

the following parameters:




87

Vibrating spear

Diameter of ac: 38 mm, 50 mm, 60 mm

Length of ac + pipe: 4 m ,4 m, 4 m

Length of the alimentation cable: 10 m, 10 m, 10 m

Capacity of compactation: 6-8 m3/h, 9-12 m3/h, 18-23 m3/h

Diameter of action: 65 cm, 70 cm, 90 cm

Centrifugal force: 98 kg, 275 kg, 460 kg

The dimensions of the floor are:

- the girders: hb g - 30X55 on the longitudinal side and 30[cm]X45[cm] on the

transversal side

- the plate: g=15[cm]

Condition for the vibrator placement:

][1262

30652

22

2

2

2

2

0

2

cmd b

Rd

v

g v

2) Concrete pouring

In order to have monolith behavior of the concrete the continuity condition of pouring has

to be satisfied. So:

b

strip

b ct t

V Q

12

max

min

The concrete mass cannot be entirely poured, so it must be followed some conditions:

- the concrete has to be poured in strips;

- the strip edge has to be placed at the lowest resistance area of the plate(at the position

of the inclined reinforcement);

- the pouring sense has to remain unmodified for the whole procedure

The used pomp for the pouring is a fix pomp:

Motor: Perkins 82 cp

Power of the pomp 31 3m / h




88

Maximum power 81 BAR

The granular composition of the aggregate from the concrete is maximum 38 mm

The pumping height : 122 m

The distance of horizontal pumping : 297 m

The pouring line of the concrete pomp - pipe 125 mm, hose 100mm - 80mm

Knowing that the total amount of needed concrete, for the plates and girders, on a floor is

][40 3m , it results that the concrete will be poured on two strips.

][77.2115.0)25.1415.075.975.3

275.475.45.13.1()4.344.43(55.03.0)4.324.46(45.03.0

3

1

1

concretemV

V

strip

strip

][41.1515.0)5.13.175.445.275.345.2

75.445.275.46.5()4.524.23(55.03.0)4.375.42(45.03.0

3

2

2

concretemV

V

strip

strip

][1

][220

1

20

ht

ht C air

][75.0

][5.130

1

20

ht

ht C air

As it results, the biggest concrete volume is at 1 stripV , so this strip will be

computed for the minimum flow rate:

For ]/[47.2112

47.2120

3

min

0 hmQC bair

For ]/[63.2875.05.1

47.2130

3

min

0 hmQC bair

From this two conditions it results that the concrete pouring is well

satisfied.

Concrete pouring in columns

1) Concrete compaction




89

The compaction of the columns will be made using internal vibrators with the following

parameters:

Vibrating spear

Diameter of ac: 38 mm, 50 mm, 60 mm

Length of ac + pipe: 4 m ,4 m, 4 m

Length of the alimentation cable: 10 m, 10 m, 10 m

Capacity of compactation: 6-8 m3/h, 9-12 m3/h, 18-23 m3/h

Diameter of action: 65 cm, 70 cm, 90 cm

Centrifugal force: 98 kg, 275 kg, 460 kg

The column dimensions are: 3.00[m]X0.60[m]X0.60[m]

The condition to be satisfied is2

0

D R where D-is the cross-sectional diagonal;

][85.846022 cm D

OK cmcm R ][65][425.422

85.840

2) Concrete pouring

For the pouring of the columns will be used the same pomp. There will be poured simultaneous

sixteen columns. The continuity condition becomes:

b

layer

b ct t

V Q

12

min

Where: ][456.3166.06.06.03mnhbhV layer s slayer

][60 cmh s




90

][60 cmb s

][60 cmhlayer

n=16[pieces]

Computation for the minimum flow rate:

For ]/[456.312

456.320

3

min

0 hmQC bair

For ]/[608.475.05.1

456.330

3

min

0 hmQC bair

From this two conditions it results that the concrete pouring is well satisfied.




91

Chapter 10

Organistion of the execution process




92

The following processes of work have to be done for the foundation. Knowing the

quantities of work, the number of workers and the time norm, there will be calculated the

effective time in days for each process.

m g d N Q

M d N QT

s

T

s

T

FU s

T

k U d N QT

Where T – the total time of am activity;

Q -the quantity of work per work item;

T N -labour performance rate;

m – the optimum gang size;

M – the gang size;

g – the number of gangs;

sd - the shift duration;

U – the plant;

FU k - factor of usage of the plant;

1) Mechanized excavation with the excavator with the pot of 0.41-0.71 ][ 3m (TSC03A1)

Q=580 ][3

m ]100/[75.13

mhoursmen N T ][1menm

][1128.19.0110

75.18.5day

k U d

N QT

FU s

T

2) Manual excavation in limited spaces with vertical embankment (TSA02C1)

Q=12 ][ 3m ]/[11.2 3mhour men N T ][1menm m g M

][25.02532.0

1010

11.212day

g d

N QT

s

T

3) Transport with the wheelbarrow (TRB01C14)

Q=20[t] ]/[77.0 3mhour men N T ][1menm m g M

][2.0154.01010

77.020days

g d

N QT

s

T




93

4) Loading the material (TRI1AA01F1)

Q=600[t] ]/[45.0 3mhour men N T ][1menm m g M

][1.009.01010

45.020day

g d

N QT

s

T

5) Road transportation of the material (TRA01A10P)

Q=600[t] 1.0T N ][1 menm

][19524.09.0710

1.0600day

k U d

N QT

FU s

T

6) Supporting the walls of the foundation hole (TSF07B1)

Q=137 ][ 2m ]/[71.0 2mhoursmen N T ][2 menm m g M

][19727.01010

71.0137

days g d

N Q

T s

T

7) Dispersal of the loosened soil (TSD02A1)

Q=2.5 ][ 3m ]100/[09.1 3mhoursmen N T ][1menm

][1.0052.09.0110

09.125.0days

k U d

N QT

FU s

T

8) Soil compaction (TSD04D1)

Q=15 ][3

m ]/[67.03

mhoursmen N T ][2 menm m g M

][1005.1110

67.015day

g d

N QT

s

T

9) Trimming reinforcement for OB37 10-16[mm] (CZ0301B1)

Q=1878.7[kg] ]/[02.0 kg hoursmen N T ][2 menm m g M

][19394.0410

02.07.1878day

g d

N QT

s

T

10) Trimming reinforcement for PC52 10-16[mm] (CZ0301E1)

Q=3711.51[kg] ]/[02.0 kg hoursmen N T ][2 menm m g M

][18558.1410

02.051.3711day

g d

N QT

s

T




94

11) Trimming reinforcement for PC52 >16[mm] (CZ0301F1)

Q=4404[kg] ]/[02.0 kg hoursmen N T ][2 menm m g M

][202.2410

02.04404days

g d

N QT

s

T

12) Transporting the reinforcement to the site (TRA01A10)

Q=10[t] ]/[1.0 t hoursmen N T ][1 menm

][1.011.09.0110

1.010days

k U d

N QT

FU s

T

13) Pouring the simple concrete in the foundation ditches (CA01D1)

Q=11.5 ][ 3m ]/[6.3 3mhoursmen N T ][3 menm m g M

][1035.1410

6.35.11

day g d

N Q

T s

T

14) Mounting the reinforcement (CC01C1)

Q=10000[kg] ]/[02.0 kg hoursmen N T ][3 menm m g M

][21010

02.010000days

g d

N QT

s

T

15) Formworks construction (RPCC03B2)

Q=108 ][

2

m ]/[23.1

2

mhmen N T ][6 menm m g M

][36568.2510

23.1108days

g d

N QT

s

T

16) Pouring the reinforced concrete(CA02D1)


][44536.3510

02.318.57days

g d

N QT

s

T

17) Formwork removal (RPCC03B2)

Q= 108 ][ 2m ]/[82.0 2mhmen N T ][6 menm m g M

][27712.1510

82.0108days

g d

N QT

s

T





95

Q=130.1 ][ 2m ]/[23.1 2mhmen N T ][6 menm m g M

][36671.2610

23.11.130days

g d

N QT

s

T



][47261.3510

02.322.58days

g d

N QT

s

T


Q= 130.1 ][ 2m ]/[82.0 2mhmen N T ][6 menm m g M

][2778.1610

82.01.130days

g d

N QT

s

T

21) Road transportation of the filling material (TRA01A10P)

Q=175.5[t] 1.0T N ][1 menm

][1975.09.0210

1.05.175day

k U d

N QT

FU s

T


Q=166.75 ][ 3m ]100/[09.1 3mhoursmen N T ][1 menm

][2.02.0

9.0110

09.167.1days

k U d

N QT

FU s

T

23) Soil compaction in sheets of 30[cm] (TSD05B1)


][18171.09.0210

82.86675.1day

k U d

N QT

FU s

T


Q=333.6 ][ 2m ]/[23.1 2mhmen N T ][6 menm m g M

][78388.6610

23.11.6.333days

g d

N QT

s

T


Q=134 ][ 3m ]/[6.3 3mhoursmen N T ][7 menm m g M




96

][80936.8510

02.3134days

g d

N QT

s

T


Q= 333.6 ][2

m ]/[82.02

mhmen N T ][6 menm mn M

][65592.4610

82.06.333days

g d

N QT

s

T

27) Road transportation of the filling material (TRA01A10P)

Q=424.5[t] 1.0T N ][1 menm

][19433.09.0510

1.05.424day

k U d

N QT

FU s

T



][5.04884.09.0110

09.10325.4days

k U d

N QT

FU s

T

29) Soil compaction in sheets of 30[cm] (TSD05B1)


][19879.09.0410

82.80325.4day

k U d

N QT

FU s

T

The activities for the critical path are:

A. Setting up site and clearance. Tracing the axes 4[men]/1[day]

B. Excavating and transporting the soil 19[men]/1[day]/54254[lei]

C. Supporting the foundation walls 20[men]/1[day]/3704[lei]

D. Soil dispersal and compaction 3[men]/1[day]/324[lei]

E. Pouring the simple concrete 12[men]/1[day]/1202[lei]

F. Trimming the reinforcement 24[men]/4[days]/109973[lei]

G. Mounting the reinforcement 30[men]/2[days]/8432[lei]

H. Formwork construction 30[men]/3[days]/5969[lei]

I. RC pouring 35[men]/4[days]/5068[lei]

J. Formwork removal 30[men]/2[days]/5969[lei]

K. Formwork construction 36[men]/3[days]/7200[lei]

L. RC pouring 35[men]/4[days]/5160[lei]

M. Formwork removal 36[men]/2[days]/7200[lei]




97

N. Transportation, dispersal and compaction of the filling material 7[men]/1[day]/10002[lei]

O. Formwork construction 36[men]/7[days]/18463[lei]

P. RC pouring 35[men]/8[days]/11873[lei]

Q. Formwork removal 36[men]/6[days]/18463[lei]

R. Transportation, dispersal and compaction of the filling material 13[men]/1[day]/29380[lei]




98

Chapter 11

The economics calculus of the construction works




99

Chapter 12

General measures of work protection




100

At the execution of works there will be respected all the protection measures provided by the

effectual law:

- The norms of work protection elaborated based on the Law no.90 from 25.06.1996 and

promulgated by the Ordinance no.290 from 11.06.1996.

- The regulation for the protection and hygiene of work in construction – published in the

Bulletin of Constructions no.5.6.7.8 from 1993 approved by the MLPAT with the Decree

9/N/15.03.1993.

- The norms of work protection in the activity of construction montage approved with the Decree

MC Ind. No. 1233/29.12.1980.

- Im006/1996 – Specific norms of work protection for works of masonry, montage, prefabricated

and finishing in construction.

- Law 90/1996 – For the protection and hygiene of work in construction.

- General norms of protection works edited by the Ministry of Work and Social Protection in

collaboration with The Ministry of Health.

- STAS 261/87 – For the protection against electrocution.

- STAS 12216-84 – For the protection against electrocution at the portable electric equipment.

- STAS 12217-88 - For the protection against electrocution at the installation and portable

electric equipment.

- Specific norms for work safety at high ground – Degree 235/26.07.1995.

- Specific norms for work safety for the preparation, transport, and casting of concrete and

execution of works of reinforced and precast concrete – Degree 136/17.04.19.

It is pull the attention on the detailed appropriation of the technologies provided for each

work in part, with the entire work formation, with the organization and endowment of the

working place with corresponding tools and machines.

By means of working at high ground it is understand the activity displayed at minimum 2

meters measured between the foots of the worker and the artificial reference base where the

danger of falling in void doesn’t exist.

For the execution of works at high ground we must take care of:

- The technological organization of the works at high ground by the realization of every

condition for the collective safety for all the duration of the works.




101

- The endowment with individual safety equipment in conformity with the working conditions so

that the safety of the worker is assured.

- The obligation to learn and to train the worker in using the equipment corresponding to the

risks of the respective working place.

The work at high ground it is allowed only if the working place was properly arranged

and endowed from technical and structural point of view. The access at the places at high ground

must be assured against the falling in void of the workers.

The workers must use the safety belt for the builders and fitters, according to the effectual

decrees. The anchorage point must be chosen thus the zone of catch of the worker, must be the

cote of the anchorage place over the entire period of work. The belt must be verified before the

utilization. For the work at high ground, the safety helmet is indispensable.

Before starting the work, the laborer, must verify the integrity of the protection helmet, of

the amortization system and of the possibility of adjustment of the catch belts.

The works must display only under surveillance, the designated person must verify

before starting the work if all safety measures are taken.

The girders and slant planes, and also the flooring utilized at the handling of materials must be

resistant and provided with catch and fixing devices, their displacement in the working time

being forbidden. They will have a maximum slope of 20% and a minimum width of 1,00 m.

They will be provided with banisters with the height of 1,00 m, with intermediary links and

lateral flanges of 10-15 cm.

The climbing ramps will have a slope of maximum 1,3 m and at every 30-40 cm the ramp

must have fixed slats. The blockage of the ramps with construction materials or other objects it is

forbidden. The ramps must be cleaned and upkeep permanently. For the use of scaffoldings,

staging and formworks, there will be applied the forecasts from the specified norms of safety of

formwork and scaffolding works.

The quality of the wooden material must correspond to the project. The metal boards

must be ribbed cooper boards. The backlashes between the panels or cupboards of the board

must be of maximum 10 cm. On the surface of the boards in slope or in curve there must be fixed

slats against slipping, at distances of 30-40 cm.

The placement of the board on the supports must be made so that the possibility of

displacement or slipping is impossible. The boards can’t be placed in console. The utilization of




102

the installations, devices and tools for work at high ground is allowed only if the instructions of

security of work are suited to the condition or the respective working place. At the working place

at high ground there can be risen only: strict necessary materials, tools for certain operations and

which must be keep special pockets or pods caught of the safety belt. The tools and materials

must be climbed with a rope only when needed, their casting aside down or up being forbidden.

When setting up the project of organization of the site there must be foreseen a series of

measures that will assure the safety of works:

- The workers must have medical checking before working at big heights.

- The workers must have the preparatory training.

- The workers must not destroy or remove the safety equipments.

- The workers have to behave properly and not to leave the working station.

- Every operation of loading, unloading, transportation, handling will be observed by a

working leader.

- It is forbidden the consuming of alcohol.

- In case of injuries the workers must be checked by a doctor.

- It is forbidden to touch the electric wires fallen on ground

- It is forbidden human transportation with inappropriate vehicles.

- It is forbidden the carrying of weights bigger then 50 [kg].

- The workers will wear the protective helmet all the time.

- The worker will check the protective helmet for damages.

- When are executed digging works the construction of bracing for banks is mandatory

- It is forbidden entering cement silos.

- At concrete placing must be avoided very big quantities of concrete on the formwork

- Operations of loading/unloading of materials and equipments used in concrete works will

be made only in appointed places by construction site organization.

- Workers access under concrete mixer is forbidden when is raised.

- Cleaning, maintenance and repairs of the concrete mixer are made only when the

machine is stopped and unplugged from the electric source.

- When transportation of concrete is made vertical it is forbidden for workers to stay under

the lifting machine action area.




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- Transportation of concrete on scaffold is made on 1.2 [m] width floorings with hand rail,

the holes in the floorings are covered after the concrete is poured.

- Concrete pomp will be placed in the pouring spot only if the driver has visibility of the

spot.

- When concrete pouring is made from a height bigger then 1.5 [m] the floorings must have

hand rails.

- When concrete pouring is made on surfaces with an inclination angle bigger then 30

degrees, workers must have safety belts

- In case of concrete pouring with hose skips workers will respect the instructions of the

equipment, before beginning its use will be checked the its technical state and the clench

device.

- It is forbidden for workers to stay under the skip.

- In case of clogging the skip will be cleaned only when it is positioned on supports against

overturn.

- Electric equipments for concrete compaction will be turned on only when are respected

the instructions for using electric equipments.

- Vibrator hull will be linked to ground and the workers must wear electric insulation boots

and gloves, the cables for the vibrator must be flexible and insulated with rubber.

- It is forbidden people access to the concrete pouring area.

- In cold period the passing areas must be cleaned of snow, ice and spread sand or slag

- Unfolding and straitening of reinforcements must be made in a separated area,

surrounded and with warning plates.

- Removing of metallic dust and rust resulted from making of reinforcements will be made

with brushes, brooms or electrical cleaners and not with hand

- Welding and mounting the reinforcement cages will be made respecting the codes for

welding on site.

- It is forbidden the circulation and reinforcement mounting in ceiling formworks until it is

assured their strength and are checked.

- The fencing of the site with definitive or inventory elements.

- The leveling of the ground before starting the works.

- The enclosure of the dangerous zones on the site.




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- The dikes or the channels greater than 1 m, will be foreseen for the passing of the

pedestrians with bridges with the minimum width of 0.70 m and with parapets on both

sides of 1,00 m and boards of 15-18 cm.

- The fencing of the holes, wells and deep dikes.




Bibliography

1.Legea nr.10/1995 – privind calitatea in constructii

2.P100/2006 – Cod de proiectare seismic

3.NP 112/05 – Normativ fundatii

4.Zoltan Kiss, Traian Onet – Proiectarea structurilor din beton

5.Irina Lungu, Anghel Stanciu – Fundatii – Fizica si mecanica pamanturilor, Editura

Tehnica,Bucuresti,2006

6.C107/5. Normativ privind calculul coeficientilor globali de izolare termica la cladiri de locuit

7.Eurocod 2 : Proiectarea structurilor din beton

8. Fideliu-Păuleţ Crăiniceanu-Earthquake engineering

Licenta CCIA-partea scrisa completa dupa eurocod-strcutura pe cadre

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