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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.
PILOT TIP I d=1,50m.
PILOT TIP II d=1,50m.
730
7052652
7000.5
P 32705
4198.5
P 28
PILOT TIP II d=1,50m.
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
PILOT TIP II d=1,50m.
P 18
I 3
PILOT TIP I d=1,50m.
P 26
PILOT TIP I d=1,50m.
P 3
PILOT TIP III d=1,50m.
P5
PILOT TIP IV d=1,50m.
PILOT TIP III d=1,50m.
PILOT TIP III d=1,50m.
PILOT TIP II d=1,50m.
328
2366
300
1959
300
300
P 36
705
P 34
PILOT TIP II d=1,50m.
655
P 38
P 39
730
705
P 33
730
P 1
PILOT TIP II d=1,50m.
PILOT TIP I d=1,50m.
PILOT TIP II d=1,50m.
I 1
P 37
P 35
300
P 31
PILOT TIP II d=1,50m.
PILOT TIP II d=1,50m.
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.
Planul - R1.12 - Armare pereti mulati. Panou de colt P 19.Detalii I.- se citeste - Armare pereti mulati. Panou de colt P 25.Detalii I. Planul - R1.13 - Armare pereti mulati. Panou de colt P 19.Detalii II.- se citeste - Armare pereti mulati. Panou de colt P 25.Detalii II.
Planul - R1.15 - Armare pereti mulati. Panou de colt P 08.Detalii I.- se citeste - Armare pereti mulati. Panou de colt P 14.Detalii I. Planul - R1.16 - Armare pereti mulati. Panou de colt P 08.Detalii II.- se citeste - Armare pereti mulati. Panou de colt P 14.Detalii II.
Planul - R1.17 - Armare pereti mulati. Panou de colt P 28.Detalii I.- se citeste - Armare pereti mulati. Panou de colt P 34.Detalii I. Planul - R1.18 - Armare pereti mulati. Panou de colt P 28.Detalii II.- se citeste - Armare pereti mulati. Panou de colt P 34.Detalii II.
Planul - R1.19 - Armare pereti mulati. Panou de colt P 16.Detalii I.- se citeste - Armare pereti mulati. Panou de colt P 22.Detalii I. Planul - R1.20 - Armare pereti mulati. Panou de colt P 16.Detalii II.- se citeste - Armare pereti mulati. Panou de colt P 22.Detalii II.
Planul - R1.21 - Armare pereti mulati. Panou de colt P 32.Detalii I.- se citeste - Armare pereti mulati. Panou de colt P 39.Detalii I. Planul - R1.22 - Armare pereti mulati. Panou de colt P 32.Detalii II.- se citeste - Armare pereti mulati. Panou de colt P 39.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.
PILOT TIP III d=1,50m.
PILOT TIP III d=1,50m.
P 08
B
P 10
PILOT TIP I d=1,50m.
PILOT TIP I d=1,50m.
P4
I 4
PILOT TIP II d=1,50m.
PILOT TIP III d=1,50m.
PILOT TIP III d=1,50m.
PILOT TIP II d=1,50m.
3630
I 2
PILOT TIP III d=1,50m.
PILOT TIP II d=1,50m.
PILOT TIP II d=1,50m.
PILOT TIP II d=1,50m.
PILOT TIP III d=1,50m.
P2
PILOT TIP I d=1,50m.
PILOT TIP II d=1,50m.
PILOT TIP III d=1,50m.
300
330
300
PILOT TIP III d=1,50m. P
27
P 25
P 23P 21
Zona injectii de proba
298
PILOT TIP III d=1,50m.
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