Charles de Gaulle Building Bucharest

Charles de Gaulle Plaza Office Building

General Data Owner: CI CDG - Centrul International Charles de Gaulle Architectural Design: Westfourth Architecture, NY- Arh. Vladimir Arsene Strucural design : Aedificia Carpati M.P. Ltd., Bucharest - Dr. Ing. Traian Pppp, Ing. Dragos Marcu, Ing. Madalin Coman General contractor: SC Bog'Art Ltd. Structural Steel Contractor (, Shop detailing, manufacturing and erection): Canam Steel Romania Top down construction, highest steel building in Romania. Height of the building is 67.5m (18 levels above ground, 5 levels underground) Area : 38000 square meters

Abstract: In Charles de Gaulle Square, Bucharest, the construction of an office building, having 5 basements, a groundfloor and 17 floors was started. The built area este 38000 sq. Meters and the total height is 67.5m ( above the ground).The resistance structure of the building was designed and will be constructed using “top-down” technology, which has been used in other countries, but not in Romania for civil buildings. This techology consists of simultaneous construction of the superstructure and infrastructure levels, starting as a reference point from the ground floor and continuing up and down, so that when the infrastructure is finished, an important part of the superstructure will be finished as well. This abstract proposes a brief presentation of this technology, presenting also the designing and construction implications from the technical and economical point of view.

1. Introduction

An office building having 5 basements, a ground floor and 17 floors is beeing built in Bucharest, in Charles de Gaulle square. The depth is of 16.20m (including the raft foundation) and the height above the ground is almost 70 m. The structure is created by the SC AEDIFICIA MP SRL design team; the chief of the project is Mr.Traian Popp PhD, Engineer. For the infrastructure, our consultant is Mr.Anatolie Marcu PhD, Engineer. The checking of the project was performed by Mr.Panaite Mazilu, University Professor, PhD, Honorific Member of the Romanin Academy. Basically, top-down technology means that a building can be constructed in both directions, starting from the first basement level (or ground floor) downwards, the other basement floors being constructed at the same time with the above ground levels, so that, when the infrastructure is over, an important part of the above ground structure will be already completed.

The solution is a very advantageous one, especially regarding the speed of work. A very important issue is connected with the construction of the infrastructure, compared to other widespread solutions, lowering at maximum the risks regarding the strength and stability of the neighborhood buildings, especially for buildings with deep basements. From another point of view, some complications related with the construction require a very good preparation and coordination from the main contractor, this complications being given by the pioneering character in our country. This kind of technology was used in the constructions of some metro stations in Bucharest, but it was not so complex as this one. 2. Short description of the strength system of the building

The vertical strength system of the building has three main components, the central core and the façade bracings being designed for the horizontal actions: seism and wind, the metalic columns being designed for the gravity loads.

The foundations consist of a 1.75m raft foundation, sustained by drilled piles of 1.50m diameter. The piles have been designed to sustain the 10 levels during the preliminary construction, until the raft has been completed. An unconventional solution of placing the piles not at an equal step has been used, but they have been placed under the metallic columns that represent the rigid reinforcement of the central core, this placement being a request of the construction technology. Also, three different lengths of piles (12,16 and 20 m) have been used, each one taking over the loads that appear in the execution phase, the rigidity being designed according to these lengths.

The floor has been made of main metallic beams, secondary beams – trusses, and a 12 cm thick reinforced concrete surface around the central core, and a 15 cm thick inside. In the basement the floors are of slab type, with a thickness of 35 cm.

The metallic support system is made of European and American structural shapes. The main rigidity is provided by the concrete core with stiff reinforcement having

diagonals assembled in triangular shapes. This kind of system has smaller deformations from sliding, which leads to ample hysteretic curves, with high energy consumption. The composite material system is widely used not only because of the capacity, but especially for energy dissipation for the non-linear behaviour. Also, from energy dissipation reasons both metallic bracings with K diagonals are fixed with pretension screws that ensure the energy absorption through “dry” friction. The connections have been usually made with screws. This system allows work during winter time and is recommended because it increases the system’s damping and reduces the dynamic effects of the horizontal actions.

This kind of connection beam-column or beam-beam is a connection used for taking over the bending moments. The connection is not dimensioned for the maximum capacity but for stresses obtained from the structural analysis. There are three reasons for considering the fixed connection, rather than the pinned one:

• to avoid high deformations of the floor beams; thus the floor is stiffened accordingly. • to ensure a certain over-stability, avoiding the progressive collapse in the

exceptional case of a beam’s failure. • to ensure the stiffness of the building according with the technical specifications - a

0.35% relative displacement from the height of the level of the building, even if for such a building it can go up to 0.7%. This request was imposed by the cost of the curtain wall, which means quite much as a percent of the total cost.

3. The erection of the infrastructure The building’s foundation is erected on a mixed system of drilled piles of quite large

diameter (placed under the structure’s metallic columns) and a foundation raft placed at

level 16.35 (which closes the basement’s shaft), which ensures a good transmittion of gravitational loads to the ground, and also an improved behaviour of the structure at seismic actions.

The structure’s waterproofing is ensured by continuous diaphragm walls, embedded in the impermeable layer of clay, and also by horizontal and vertical izolating layers, applied to the basement’s shaft exterior (containing the raft and the perimetral concrete walls). The construction phases of infrastructure are illustrated on sheet R1.03, comprising the following works:

a) execution of borings at approx. 1 m distance on the southern sides of the site (facing the existing structures) in order to grout the non-cohesive layer (between D = 6.00 – 19.50 depths);

b) The diaphragm wall precinct (80 cm thick, 5700 m2 total area), erected below –1.00 m under protection of bentonite slurry;

c) Barrettes of 27.31 and 35 m length, executed below –1.00 m. Together with the barrettes concreting (up tp level –16.10m) the steel pillars are fixed; they support the load of the basement floors, whereas the excavated volume up to –3.00 m is filled with ballast;

d) Bored wells (45…50 cm diameter) equipped for extracting the pore water from aquafers inside the precinct;

e) Slab floors (35 cm thick) poured on the ground, at successive depths of 3.60 m, -6.40 m, -9.20 m and –12.00 m, as well as excavation advances for each basment level; the floors are supported by structural steel pillars and, on the perimeter, suspended on the diaphragm wall (a vertical hydraulic insulation is previously applied in the contact zone of the floor and the diaphragm wall);

f) The general raft foundation, executed at –16.20 m depth on a equalizing layer and horizontal waterproofing (protected by a reinforced slab).

During the mounting phase the floors will be supported on the contour and inside on

the steel pillars of the building, which are protected against fire by a reinforced concrete casing. This way, basement floors will be 35 cm thick and will act as slab floors. Also the floor will be supported around the central core through metallic cantilevers fixed on the core’s metallic structure; this skeleton is to be included in the floor as it is finally poured.

The basement’s floors will be successively built from top to bottom, begining with the one located at –3.25 m depth. After the excavation is finished, an equalizer layer of 5cm of concrete will be spread (which in fact is provided at level –3.65 m). The equalizer layer of concrete is laid over a sheet of plastic.

On the contour the floor will be provided with “teeth’’, the temporary remaining empty spaces will be filled later, at the same time with precinct walls.

4. Advantages of the top-down system

The chosen solution was to erect simultaneously the basement levels and also the above-ground levels (known as top-down) in an area delimited by diaphragm walls, without having to pump out the ground-water; the foundation characteristics for that site, the particularities of the designed structure, and the supplemental conditions imposed by the buildings in the neighborhood (especially the underground) were taken into account.

This method has some major advantages: • the speed of execution is increased by erecting a part of the above-ground levels

(the first floor and another maximum 4 levels) at the same time with the 5 basement levels.

• the diaphragm walls are supported by the slab floors of the basement levels, which are concreted as the excavation advances. It is obvious that it is the most secure

solution regarding the stability of the talus and of the buildings in the neighborhood, the risk of unwanted events is very little.

• it is not necessary to lower the level of the ground water in the neighborhood, with absorbing wells placed around the site, which would increase the costs, and could damage the buildings in the neighborhood.

• the basement’s floors are easily executed, on the ground, without framing or other frame work for sustaining the floor.

• the works can be performed from different places with different specialized teams. For example, at the same time in the 4th basement one team can perform the excavation, in the 2nd and 3rd framing can be done, while metallic structure can be fixed in the first floor.

• as a matter of costs, it is obvious that this is a very convenient solution. 5. Conclusions

The chosen solution - for the office building in Charlles de Gaulle square – has been to erect simultaneously the basement levels and also the above-ground levels (known as top-down) in an area delimited by diaphragm walls, without having to pump out the ground-water; the foundation characteristics for that site, the particularities of the designed structure, and the supplemental conditions imposed by the buildings in the neighborhood (especially the underground) have been taken into account.

This article makes an approach to some aspects regarding the conceiving and designing of this system. When the building is finished we will prepare a much ample material in order to present, besides the above mentioned, some calculations regarding the superstructure design but especially some aspects regarding the equation itself and the correspondence between the design and the real execution of the building.

The system is secure, regarding the security of the building itself but also of the neighborhood buildings, it allows a fast execution, at convenient costs.

This top-down solution is not necessarily the best and it does not exclude the classic solutions. The decision of using one solution or the other has to be taken based on serious analysis regarding all execution aspects, from the beginning till the end, taking into account economical and technical aspects as well.

Our team suggested mixed solutions for other buildings or studies, combining whenever needed the horizontal bearings, the system of excavation in inclined talus, the system of prestressed anchors, top-down system, the anchoring of the bottom of the excavated area.

Nowadays, deep basements are used more and more often, as the building spaces in

cities become more expensive, and as many parking places are needed. We believe that we can go downwards with courage, deeper and deeper, til the limit of technical and technological possibilities and rentability. The experience of other countries show that it is possible in maximum secure conditions.

Figure 1. DIAPHRAGM WALLS, WELLS, AND FOUNDATIONS ON PILES

Figure 2. FRAMING PLAN FOR –6,05 AND –8 FLOORS,

S 60x60 Ci=83,65(-1,75)

S 60x60 Ci=82,65(-2,75)

E 30x30 Ci=-1,00

E 30x30 Ci=-1,00

C320C320

C 20

0

C247.3

C280d C280

C310

C310d

C310s

C235s

C310

C310s

C320

C320sC280

s

C310

s

C320

sC3

20

C320

sC3

20

2282

.5

P 05

P 07

P 09

P 11

P 13

P 15

P 17

P 19

PM 1

PM 7 PM 6

PM 5

PM 4

PM 3

PM 2

C310

dC3

10C3

10d

C280

P 04

A

300

PILOT TIP II d=1,50m.

PILOT TIP I d=1,50m.



730

7052652

7000.5

P 32705

4198.5

P 28


705

705

705

P 30

PILOT TIP IV d=1,50m. PILOT TIP II

d=1,50m.

705

705300

P 24373.5

P 22

P 20


P 18

I 3


P 26


P 3

PILOT TIP III d=1,50m.

P5

PILOT TIP IV d=1,50m.




328

2366

300

1959

300

300

P 36

705

P 34


655

P 38

P 39

730

705

P 33

730

P 1




I 1

P 37

P 35

300

P 31



522.

5

300

P 29

Zona injectata

Zona injectata

1. Delimitarea panourilor la executia peretelui mulat s-a facut in acord cu tehnologia propusa de executantul lucrarilor.

2. Plansa nu contine pozitia reazemelor de adincime (piloti forati) ale macaralelor -turn care vor fi utilizate de executant si nici pozitia pilotilor de incercare.

3. Conditiile de injectare a terenului (intre adincimile aprox 6 si 20 m) pe laturile exterioare axei A vor fi definitivate dupa realizarea unor injectii de proba in zona precizata pe plansa.

4. In afara incintei de pereti mulati se vor executa trei foraje (cu diametrul d > 10 cm si adincimea L = 15 m) echipate pentru urmarirea nivelului apei subterane.Amplasarea lor se va face, cu avizul proiectantului, in functie de organizarea de santier.

5. Pilotii se betoneaza cu 80 cm. mai sus de cota superioara finala (respectiv -15.30), portiune de beton posibil contaminata care se indeparteaza prin spargere inainte de turnarea radierului.

6. Pilotii se vor fora sub protectia noroiului bentonitic.

7. Pilotii sunt calculati pentru ipoteza de incarcare cu 5 subsoluri, parter si etaj 1 complete, etaj 2 + etaj 3 numai structura metalica, in acord cu tehnologia de executie propusa de antrepenorul general.

8. Sunt prevazute doua incercari de proba a pilotilor pana la 1000 t f : - un pilot cu L=20m. - un pilot cu L=16m. Capacitatile portante ale pilotilor sunt estimative. Ele pot fi confirmate sau nu de catre incercarile de proba.

9. In urma incercarilor de proba se va face o reevaluare a capacitatii portante cu posibile implicatii asupra lungimii tipului IV de pilot si /sau prin prevederea unei tehnologii cu mai multe nivele de constructie executate pana la realizarea radierului.

10 La cerinta executantului a fost schimbata numerotarea panourilor: Planul - R1.08a - Armare pereti mulati. Panou de colt interior P 25.Detalii I.- se citeste - Armare pereti mulati. Panou de colt interior P 31.Detalii I. Planul - R1.09a - Armare pereti mulati. Panou de colt interior P 25.Detalii II.- se citeste - Armare pereti mulati. Panou de colt interior P 31.Detalii II.

Planul - R1.10 - Armare pereti mulati. Panou de colt P 09.Detalii I.- se citeste - Armare pereti mulati. Panou de colt P 03.Detalii I. Planul - R1.11 - Armare pereti mulati. Panou de colt P 09.Detalii II.- se citeste - Armare pereti mulati. Panou de colt P 03.Detalii II.






* Panourile de pereti mulati au fost detaliate conform panotajului prezentat in planul R1.01e.Datorita conditiilor din amplasament succesiunea de executie a peretilor mulati si implicit planul de panotare s-a schimbat. Detaliile se pastreaza ca principiu, iar executantul va face modificarile necesare.

5183

PILOT TIP IV d=1,50m. PILOT TIP II

d=1,50m.

300642

P 16 P 14

300P

04 B

P 06

A

300

300P

06 B

300P

08 A

650

C310

C310

C310C310s

C310C310s

100

100

652

C310

C280

C235s C235s C235s C235s C235s C235s C235s C235s C235

C235

d

C235

d

C235

d

C235

d

C235

d

C235

d

C280

d

C235

C237.5

C235

C205

.5

C235

C227

C227

C308.5

C205

C260

C182

.5 C288

1792

P 12

PILOT TIP IV d=1,50m.



P 08

B

P 10



P4

I 4





3630

I 2






P2




300

330

300

PILOT TIP III d=1,50m. P

27

P 25

P 23P 21

Zona injectii de proba

298


P 02

P 01

P 03

Zona injectata

Piloti forati sub protectia noroiului bentonitic d=150 cm;Tip III L =12.00 m (betonati intre cotele -16.10...-28.10)

P1...P5 Puturi - filtre : d = 50cm ; L = 25 m.

I 1 ....I 4 Inclinometre (montate in peretele mulat)

NOTE

Piloti forati sub protectia noroiului bentonitic d=150 cm;Tip I L =20.00 m (betonati intre cotele -16.10...-36.10)

Perete mulat : B = 0.80 m ; H = 26m

Piloti forati sub protectia noroiului bentonitic d=150 cm;Tip II L =16.00 m (betonati intre cotele -16.10...-32.10)

Legenda

Piloti forati sub protectia noroiului bentonitic d=150 cm;Tip IV L =26.00 m (betonati intre cotele -16.10...-42.10)

44

45

13

8

1

6

7

91622303539

40 3633 31 23 17 14 10 2

41 38 34 32 25 18 15 12 3

192627

4

42

43 28 20

5

29 21

300300

300300

300300

300300

300300

712.

5

300

C235s

C 20

0

C300

s

C300

d

712.

5

300

710

C310C310d C310C310d

1

1

87.587.5

-6.0

5(-8

.85)

-6.4

0(-9

.20)

100

255

315

250

175

250

25

100x100-8.85

100x100-6.05

R2.196

R2.197

R2.194

50

165

636

636

23°23°

10R2.19

6R2.19

10R2.19

11R2.19 In rampa

In planseu

R2.195

6R2.19

S3HD 400x314

R2.198

7,5%

-6.05 (-8.85)

720

var ia

bil

varia

bil

R2.194

77 177.5 177.5 177.5 182 186.5 186.5 186.5 186.5 186.5 182 177.5 177.5 177.5 77 125

203

200

210

221.5

223

223

223

223

223

223

223

223

223

223

223

205.5

188

188

188

193.

5

198.

5

198.5

198.5

84.5 85

210

220

220

220

220

220

220

220

220

200

220

220

220

95 60

183.5

200

210

220

220

232.5

32142.5

157.5

190.5

193.5

190.5

190.5

190.5

190.5

197.5

182

183.5

198.5

77

88.5

206.5

206.5

206.5

206.5

206.5

206.5

206.5

206.5

96

95

188

200

188.5

173

169

173

188.5

188.5

173

169

173

188.5

188.5

173

169

173

188.5

200

200

200

200

148.5

200

260

207.5

220

220

197

-6.05 (-8.85)

-6.05 (-8.85)

-6.40 (-9.20)

-6.40 (-9.20)

-6.05 (-8.85)

-6.0

5 (-8

.85)

-6.4

0 (-9

.20)

650

20.5

53

15

ROST DE TURNARE

ROST DE TURNARE

Tabla expandata

ROST DE TURNARE

ROST DE TURNARE

ROST DE TURNARE

ROST DE TURNARE

ROST DE TURNAREZona superioara a rampei se toarna( dupa efectuarea sapaturii locale) in acelasi timp cu planseul superior.Zona inferioara se toarna, dupa excavarea nivelului inferior, inaintea turnarii planseului inferior.

8,2%

Tabla expandata

Tabla expandata

Tabla expandata

242.

5

3 0

453

245.5

25

100

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

700

50

GOLTEHNOLOGICGOL

TEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

GOLTEHNOLOGIC

200

700

20 3180 20

2084

020

20318020

2084

020

3220

880

VEZI PLANSA R2.12

GOLTEHNOLOGIC

65

92.5 102.5

65

753062.5 30

401.

5

401.

5

R470R500

R1150R1180

R470

R470

67.5

71.565

706

305

80

29.5

R500

90

240

145.5

485

733

60 50.550.5

2388

R1180

336.

5

1038

239

288

32.5

336.

5

70 12.5

70 12.5

7070

198

12.5

141

535

168

168

288

60

39

39

65

37.5

67.5

340

2652

R40

R40

R40

R40R40

R40

R40

R40

R40

R40

R40

R40R40

R40

R40

R40

R40

60

1180310 65 430 65 310

90 90

9090 90

90

90

90

90 180

160

90

90

160

50 45

35

30

40

4540

40

35

90

160

58

40

58

40

50

37.5 37.5

14

35

50

50

60

3030S-Ø200

S-Ø200S-Ø100

50

3030S-Ø200

S-Ø200S-Ø100 S-Ø150

S-Ø200S-Ø200 S-Ø1003030

S-Ø200

S-Ø200

S-Ø100

S-Ø200

S-Ø200

S-Ø100

S-Ø200

S-Ø100

S-Ø200

S-Ø100

S-Ø200

S-Ø200

S-Ø200S-Ø200

S-Ø100

265

S-Ø200

S-20x20Ci=-6,70(-9,50)

varia

bil

var ia

bil

-6.0

5 (-8

.85)

-6.4

0 (-9

.20)

-6.40 (-9.20)

100

100

100

100

66.575.5

5010

6.5

106.5

100

100

106.5

100

106.5

106.

5

100

100

100

106.

5

100

106.

5

106.

5

100

106.

5

50

5090.5

100107

70

70

120

104

100

90.5

100

90.5

90.5

100

100

90.5

100

100

90.5

80

90.5

90.5100

120

100

100

100

120

100

120

95

125

120

35

10030

120

74

100

100

35

50

6550 64.5

S3HD 400x314 S3

HD 400x314S3

HD 400x314

S3HD 400x314

S3HD 400x314

S3HD 400x314

S3HD 400x314

S3HD 400x314

S3HD 400x314

S3HD 400x314

S3HD 400x314

S3HD 400x314

S3HD 400x314

S3HD 400x314

S3HD 400x314

S2HD 400x421

S2HD 400x421

S3HD 400x314

S3HD 400x314

S2HD 400x421

S2HD 400x421

S2HD 400x421

S2HD 400x421

R100

R100

R100

R100

R100

R100R100

R100

R100

R100

R100

R100

R100

400

227

400

436

98.5

120

90

100

100

120

100

120

100

100120

100

120

120

100

100

340

120

100

120

100

100120

100120

100

100

120

100

120

120

120

100

100120

100

30

100

98.5

100

98.5

98.5

98.5

100

8810

0

100

88

8810

0

100

88

100

123

123

123

100

123

100

123

100

100

123

100

123

123

123

100

123

100

100

123

100

123

100

120

100

100

100

100

100

106.5

81

77.5 67.5100100 77.5 77.5 10077.510086.510086.5 10086.5 10086.567.5 10077.5 77.5 100 77.5 100 10077.5 86.5 100 86.5 100

100100

100

100

100

100

107.5

100100

100

100

77

69

100

10069

100

100100

77

100

77

69

100

10069

100

77

100

100

100

77

10069

100

69

100

10077

45678

3.86.2

8'

4.25.8

A

B

C

D

E

C.4

A'

23 1

1'

4'

3'

2'

B.5

A.2

A.6

AX

AY

150

390

460

150

390

150

390

150

369

390

150

224

150

306

446

446

446

446

446

150

352.5645

360

237.5237.5352.5

300

150

460

460

150

460

150

8030

300

70 25 70 25 70 25 70

5

70

12.5

305

80

305

80

305

80

100

7067.5

432

432

432

436

6988

859 2035.5

780660 780 780 780 780 780 660

220 220560 560 220220 560560

119°

90°

1615

.588

9

6092

.5

4415

1677

.5

780

780

315

780

780

465

5183

4198.5

775

970

390

390

1067.5 3026

475

577

682

6823632.5

2285.5

532.

595

7

250

30

2205

.5

3588

1959

453.

548

018

0

92°

91°

90°

123°

119°

S3HD 400x314 S3

HD 400x314

S1HD 400x634

S1HD 400x634

R100R100

R100

10

10

10

10

10 10

10

10

10

10

10

80

R2.1911

SECTIUNEA 1-1

-6.05(-8.85)8.2%

7.5%

8.2%

233

233

3' 4'

Stalp ax A'/3' Stalp ax A'/4'

niv. rampa var.

niv. grinda var.558.5

81.5

8 1. 5

R2.196

R2.198

R2.197

R2.1910

Figure 3. LONGITUDINAL SECTION

5

7

Figure 4. EXECUTION PHASE 1 FigurE 5. EXECUTION PHASE 4

Pilot forat Ø150cm

Pilot forat Ø150cm

-36.10; (-32,10); (-28,10) -36.10; (-32,10); (-28,10) -36.10; (-32,10); (-28,10)

-Injectarea stratului 2 pe laturile exterioare axei A-Excavatii cota -1.00 si -3.00 ; - Executie perete mulat perimetral-Executie piloti in zona centrala si lansare stilpi (20 buc)

F A Z A 1

HD 400 x 314Stilp

-8.50

Zona injectata

Cadru de calare

Grinzi ghidaj-0.20

-2.00

-6.00

-8.50

-19.50

-22.50

-24.50

Grinzi ghidaj-1.00

Perete mulatb = 80 cm

Umplutura

Argila prafoasa

Nisip cupietris

Argila

Nisip

Argila

1

2

3

4

3'-27.00

(NH)

Pilot forat Ø150cm

Umplutura ( balast )

-3.00

StilpHD 400 x 421 HD 400 x 421

Stilp

-1.00

Grinzi ghidaj

Perete mulatb = 80 cm

-27.00

1 : 1

-0.20

-40.00

(NH' )-18.50

Gol pentru executie

-14.45

-16.35

( Nivel superior radier)

( Adincimea maxima a excavatiei )

( Nivel maxim mentinut )

Hmax = 2.50

Q Q

0

1

2

3

0

1

2

3

F A Z A 4- Excavare sub plansee - dala ; - Betonare succesiva plansee -dala cotele : -6.05 ; -8.85 ; -11.65-Realizarea nivelurilor supraterane ( max P+4 ) ; Excavare cota -14.00 si montare sprait cota -13.70 (vezi plansa F2)

( in axa "B5" )

-0.20

-2.00

-6.00

-8.50

-19.50

-13.70

±0.00

-3.25

-6.05

-8.85

-11.65

-18.50

(NH )

(NH' )

-0.20

-2.00

-6.00

(NH )-8.50

-19.50

Figura 6. EXECUTION PHASE 5

5 5

(NH )-8.50

±0.00

-3.25

-6.05

-8.85

-11.65

-14.45

-0.20 -0.20

-8.50 (NH )

F A Z A 5- Excavatii cota -16.35 ; Executie beton de egalizare si hidroizolatie orizontala si verticala ( cota -14.00) -Executie radier ; -Demontare spraituri cota -13.70 continuare hidroizolatie verticala si betonare pereti perimetrali, pereti structurali interiori si stilpi metalici.

-16.35

Figure 7. DETAILS OF FIXING THE METALLIC COLUMNS ON THE PILES

-2.00 -2.00

14

5080

8080

50

50 260 50

Ø25

Tg. 260x20-590

5080

8080

50

Tg. 260x20-590

14

8M24 GR10.9

150

Ø50

150

Ø50 1010

1010

10

145 145

145 145

C 250x45

170 170

170 170

C 250x45

185 185

185 185

10 10

Tg.145x10-300

PILOTØ150PILOTØ150

Ø50Ø50

Tg. 145x10-300

Tg. 170x10-300

Tg. 185x10-300

428 428

465.5 465.5

S2-HD 400x421-18.30m.

425

425

76

50

452.5

50

76

C 250x45

76 514.

650 90

.5

5051

4.6

452.5

76

W 410x180x85W 410x180x85

C 250x45

154.

5

154.

515

4.5

154.

5

Stalp metalic S2

R75

0

428

B

A

B

A - A B - B

-18.80

-16.10

-16.20

-14.45

-10.50

-0.50

150

200

800

800

1000

933

100

100

200

417

424

50514.6

Stalp metalic S1

R75

0

76 474 76

50

7647476

514.

6

505050

514.

6

162

90.5

162

162

162

S1-HD 400x634-18.30m.

W 410x180x85

W 410x180x85

C 250x45

C 250x45

C 250x45

S3-HD 400x314-18.30m. C 250x45

W 410x180x85W 410x180x85

150.

515

0.5

150.

5

90.515

0.5

5050 50

76 399 76 514.

650

514.

6

7639976

R75

0

Stalp metalic S3

50 514.6

254

1750

W 410x180x85

C 250x45

S1-HD 400x634-18.30m.

RADIER

A

RADIER

S1-HD 400x634-18.30m.

C 250x45

W 410x180x85

1750

417

424 428

424

417

200

100

100

933

1000

800

800

200

150

-0.50

-10.50

-18.80

-16.10

-16.20

-14.45

10

47476

1010

514.

651

4.6

1010

514.

651

4.6

10

514.

610

514.

6

Charles de Gaulle Building Bucharest

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