Reconstruction de La Tribune Dhonneur Dun Stade.fr.En

Guillaume VERY Student Engineer 5th Year Civil Engineering Specialty

Reconstruction of the grandstand Leo Lagrange stadium of Besanon

Christian Mataigne

Saida Mouhoubi

Project Graduation

September 2006

1VERY Guillaume, INSA Strasbourg, Specialty Engineering, Project Report graduation.

Author:

Guillaume VERY Engineering student 5th years, specializing in Civil Engineering National Institute of Applied Sciences of Strasbourg

Tutors:

Saida Mouhoubi Professor and lecturer INSA Strasbourg

24, Boulevard de la Victoire 67084 Strasbourg

Christian Mataigne Project Engineer, responsible for structural studies Betic Ingrop

47 Clemenceau Avenue BP 1041 25001 Besanon Cedex


Summary Summary ....................................................................................................................................... 2 Thanks ........................................................................................................................................... 3 Introducing Betic Ingrop ............................................................................................................... 4

1. The group Ingrop ........................................................................................................................................... 4 a) Historical ...................................................................................................................................................................... 4 b) The organization .......................................................................................................................................................... 4 c) Actual ........................................................................................................................................................................... 4 d) Key figures ................................................................................................................................................................... 5 e) Ingrop in France and around the world ...................................................................................................................... 5 f) The various crafts Ingrop ............................................................................................................................................ 5

2. Betic in Ingrop group ...................................................................................................................................... 7 CHAPTER I Introduction ................................................................................................................ 9

1. Project Overview .............................................................................................................................................. 9 a) Stakeholders and the budget ....................................................................................................................................... 9 b) Award of the contract ................................................................................................................................................. 10 c) Part of Operation ....................................................................................................................................................... 10 d) Architectural and urban party ..................................................................................................................................... 10 e) Project Description .................................................................................................................................................... 11

2. Problematic .............................................................................................................................................. 13 CHAPTER II Tribune concrete ...................................................................................................... 14

1. Calculation assumptions .............................................................................................................................. 14 a) Rules of calculation ................................................................................................................................................... 14 b) Loads ........................................................................................................................................................................ 14 c) Ranking ERP and structural fire ................................................................................................................................. 14

2. Description of the supporting structure ......................................................................................................... 15 a) Foundations, paving .................................................................................................................................................. 15 b) Vertical structure ........................................................................................................................................................ 16 c) Horizontal structure .................................................................................................................................................... 17

3. Detailed study of the porticos ........................................................................................................................ 17 a) Reinforcement beams racks ..................................................................................................................................... 18 b) Checking posts .......................................................................................................................................................... 24

4. Detailed study of the bleachers ..................................................................................................................... 24 a) Form .......................................................................................................................................................................... 24 b) Specifications ............................................................................................................................................................ 25 c) Reinforcement ........................................................................................................................................................... 26 d) Structural fire ............................................................................................................................................................. 34 e) Dynamic .................................................................................................................................................................... 35

CHAPTER III Metal roof ............................................................................................................... 37 1. Calculation assumptions .............................................................................................................................. 37

a) Rules of calculation ................................................................................................................................................... 37 b) Loads applied to the structure .................................................................................................................................... 37

2. Calculation with the Robot program ............................................................................................................. 39 a) Evolution of the static system .................................................................................................................................... 40 b) Estimated by manual calculation of certain profile sections ....................................................................................... 44 c) Design parameters .................................................................................................................................................... 47 d) Main results ............................................................................................................................................................... 48

3. Description of the supporting structure ......................................................................................................... 50 a) Main frame ................................................................................................................................................................ 50 b) Calculating the anchor metal mast on concrete pole .................................................................................................. 54 c) Metal sheet ................................................................................................................................................................ 56

4. Modal analysis .............................................................................................................................................. 57 CHAPTER IV Complete Building .................................................................................................. 59

1. Modeling ....................................................................................................................................................... 59 a) Model Comparison .................................................................................................................................................... 59 b) Modeling bleachers .................................................................................................................................................... 60

2. Results of the modal analysis ....................................................................................................................... 61 CHAPTER V Conclusion .............................................................................................................. 63 Bibliography ................................................................................................................................. 64


Thanks

This work was carried out from April to August 2006 within the agency Ingrop of Besancon.

I wish to extend my sincere thanks to the company Ingrop and especially in the East regional entity Ingrop Great for accepting me in project graduation this through Mr. Claude Heyd (Regional Director Great Eastern) and Herv Michiels (Director of the Agency of Besancon, Development Director) who welcomed me in the agency Besancon.

I also thank for their time, patience and sympathy all the Ingrop staff (project managers, engineers, designers and secretaries) and the people I worked with during my graduation project (the firm architecture and Denu Paradon and techniques Besanon services). I was sensitive to the quality of their hospitality and professionalism.

I would also like to express my sincere gratitude to Mrs. Saida Mouhoubi (Professor and Lecturer at INSA Strasbourg) for being my main contact at INSA Strasbourg and also to Mr. Christian Mataigne (Project Engineer, responsible for structural studies of concrete, wood and steel) for kindly ensure accountability within Ingrop my graduation project. Indeed, these two people have always been anxious to answer my questions and my expectations, and their advice and their help has guided me throughout my work.

A big thank you also to the teaching staff of the INSA Strasbourg for the quality of education that has been bestowed upon us, and my classmates for the atmosphere and friendliness in which we studied during the three years.

Finally, I would like to extend special thanks to my parents, my grandparents, my brother and Aurlie for the support they have shown me throughout this period.


Introducing Betic Ingrop

1. LegroupeIngrop :

a) History:

Ingrop was born in 1992 from the combination INTER G and ESA, both companies technical engineering. Here is a brief recalling the important dates of the birth of Ingrop group:

1945: creation of the company INTER G, specializing in the field of thermoelectric plants, hotels, hospitals and trams.

1984 takeover of INTER G by the manufacturer group GTM (Grands Travaux de Marseille) to expand its core business in hand.

1984 founding by GTM ESA in order to create an art complex structures and technical studies department works, which over the years has developed in the areas of project management of large linear infrastructure Building and industrial plant.

1992: Birth of Ingrop group merging INTER G and STPs. End of 2000: 1,100 employees Ingrop account March 2001: GTM is absorbed by VINCI, managers take the initiative to Ingrop redemption of

their company through an LMBO (Leverage Management By Out), with the support of Crdit Lyonnais.

December 2005: Crdit Lyonnais sold its stake to the Ingrop capital for the benefit of the management team and a hundred frames.

b) The organization:

Ingrop is now an independent engineering simplified joint stock company with capital of 5

million, divided into regional units, and managed by a board of three persons whose decisions are endorsed by the Supervisory Board representing the shareholders. Ingrop is wholly owned by more than 160 senior executives and by a Mutual Fund Company (CIPF), open to all employees.

Figure 0.1: Distribution of shares in the company.

c) Staff:

Figure 0.2: Actual 31/12/05.


d) Key figures:

Figure 0.3: turnovers since 2001.

Backlog at the end of 2005 stood at 186M, more than 17 months of activity.

e) Ingrop in France and worldwide:

Figure 0.4: implantations Ingrop in France and worldwide. f) The various crafts Ingrop:

Building and equipment:

Ingrop often occurs alongside programmists, architects and urban planners, managers of public facilities and large industrial. Its teams design and build in the following areas:

Y Housing and urban renewal. Y Socio-cultural. Y Sports and Recreation. Are Teaching and Research. Y Health. Y Buildings tertiary. Y Industrial buildings.

Some current projects: Centre Hospitalier Universitaire de Prigueux, House of the Alsace region, Strasbourg, Les Terrasses du Port in Marseille (shopping center), Extension of hall A


Bordeaux Airport, renovation of the Petit Palais in Paris, Mother-Child Faencerie Nantes Hospital Pasteur in Nice 2 hospital.

Infrastructure: The creation of infrastructure is one of the core businesses of Ingrop. It draws on a wide beam expert, flexible multidisciplinary teams, implementing proven methodologies and focus on compliance of quality, time and cost. Serving the State, local authorities, businesses, Ingrop deploys its experience in all areas of transportation infrastructure:

Y Collection, purification and distribution of water. Y River hydraulics and waterways. Y Dams and transfer. Y Ports, marine and offshore works. Y Roads and highways. Y Railways, TGV. Y bridges, viaducts and tunnels. Y Road Equipment and tunnels. Y VRD and large platforms.

Some current projects: Lyon-Turin rail link, renovation of the tunnel of the Thorn, express link Cholet-Bressuire bridge Nouatre the Vienna bridge crossing in Algiers (Algeria), Viaduct Monk in Loire-Atlantique, LGV is section B.

Public transport:

For years, Ingrop developing its transport activity in common. It carries many of consulting and engineering, in France and abroad for the benefit of utilities, operators and managers of transport networks, builders or contractors working in the field of systems transport and its environmental integration. The range of skills continues to grow: According to traffic studies, socio-economic studies and transport infrastructure studies Ingrop develops operating systems (ticketing, centralized management, ...) while addressing the ancillary works such as multimodal hubs. References illustrate the diversity of interventions in this business:

Y Metros. Y Tramways. Y Bus own site.

Some current projects: Bordeaux tramway, Grenoble tramway, tram Douai, tram Morelia (Mexico), tramway of Granada (Spain), garage workshop tramway Barcelona.

Water and environment: Independent industry groups that build or operate the water and sanitation infrastructure, building on its extensive network of regional offices that allow it to provide local service, and strong experience in the full range of engineering construction and project management, Ingrop develops its activities in the sectors of water and environment:

Y Managing water resources. Y River Hydraulics, improvements of rivers and canals rivers. Hydraulic Y Urban, drinking water, wastewater and stormwater, sewage. Y Shoreline. Y Industrial Environment. Y Management and treatment of waste.


Some current projects: Dam Vessy (Switzerland), Marine Structures and port facilities in Saint-Malo, Inga Dam (DRC) gas pipeline between Egypt and Israel, digital terrain model of floodplains in PACA, stabilization the bed and banks of the Rhone (Switzerland), spatial lido of Ste to Marseillan.

Industry:

Through its multidisciplinary expertise and locations close to customers, Ingrop meets the needs of industry by jointly optimizing processes, buildings and utilities. Ingrop deploys a specific expertise in response to increasingly stringent constraints on industrial plants: environmental issues, health and safety, classified facilities, validation and regulatory compliance. Its services business is exercised in various sectors of the industry:

Y Life Sciences. Y Fine Chemicals, chemical, oil and gas. Y Infrastructures for telecommunications. Y automotive and tire industry. Y Aircraft, Airports, space. Y Mechanical industry, steel, metallurgy. Y Food industry. Y Waste treatment and industrial environment.

Some current projects: painting robots for applying for PSA, C35 (string A330 / A340 paint) Airbus building, boiler SANOFI-AVANTIS factory Peugeot Citroen in Trnava (Slovakia).

Figure 0.5: Distribution of activity by Ingrop trades.

The building and infrastructure is the main Ingrop activity.

2. BeticdanslegroupeIngrop :

Betic (Bureau of Technical Studies and Construction Engineering) was, since its creation in

April 1977 by Jacques Ovigne, an office independent technical studies (the largest engineering office Besanon), consisting of fourteen engineers and technicians. It is now a 100% subsidiary of Ingrop since 9 November 2004 Betic is attached to the entity Ingrop Grand Est, gathering the Strasbourg offices (regional office), Metz, Nancy and therefore Besancon. The mission of this new agency Betic Ingrop Besanon is to develop the Group's business in the Franche-Comt region and in the department of Cte d'Or and especially in the building sector. Betic Ingrop with expertise in structural and civil engineering, light work, electricity, fluids, environmental engineering, electromechanical equipment and fire safety ensures missions project management, execution of studies and feasibility studies.

Current research projects: construction of 25 homes on the site of Maroon Suns in Besanon (25), rehabilitation of Voltaire College of Besancon (25) extension and rehabilitation center


Hospitalier de Belfort (90) Remodeling of the Rock pension Gray (70), deconstruction and reconstruction of the grandstand Leo Lagrange stadium Besanon (25), extending the stamping plant in Bourgeois Besanon (25).

Figure 0.6: diagram of Ingrop Grand East.


CHAPTER I Introduction

1. Prsentationgnraleduprojet :

Figure I.1: Perspective view of the podium (made competition).

a) Stakeholders and the budget:

Client: City of Besanon (Technical Services Branch Buildings).

Architect: Architecture and Denu Paradon (Strasbourg), BET Betic Ingrop firm.

Control Office: SOCOTEC.

Safety Coordinator: ACE BTP.

Programmiste: GPCI (Project Management Construction and

Industry). User: Besanon, BRC (Besanon Racing Club). Budget:

5 million before tax.


b) Award of the contract:

The team consists of project management architecture firm Denu and Paradon and engineering

firm status Betic Ingrop every body has obtained the contract for project management for the demolition and reconstruction of the tribune of honor of Leo Lagrange stadium Besanon after an architectural competition and engineering in accordance with the Public Procurement Code. The competition focused on rebuilding the grandstand but it was nevertheless asked to reflect on the overall design of a stadium with a capacity of 12,000 seats and the general organization and composition of the urban neighborhood.

c) Part of Operation:

This project falls within the broader framework of the complete restructuring of the stadium

whose capacity will be brought home to end about 12,000 seats (four grandstands 3500 seats in the grandstand (West), 5000 places for the East Stand, 1500 seats for the North and 3350 seats for the south stand) platform and the design will meet the requirements of the League 2 of the Professional Football League (LFP). It is also integrated with an urbanization project area: widening the avenue Lo Lagrange (alignment 20m) to incorporate transmission constraints own site, creating an urban front built along this avenue and creation of a highway north / south (see rendering contest attached).

These projects on a larger scale are not part of the contract won by the team of project management.

d) Architectural and urban party:

Between Avenue Lo Lagrange in the North and the South Street Trpillot, sports area made

the football stadium of Besanon, the athletics stadium and tennis courts has changed significantly over time. The general organization of the stadium pose operational problems, and the site now offers a confusing area with poorly defined boundaries picture, a patchwork resulting from the interweaving of older areas with sports facilities. The planned interventions were first to improve the internal operation of the stadium and increase both its capabilities and its reception quality objective. Also, they offer an opportunity to rethink this 'piece of city' to incorporate this sector in a comprehensive urban project including the Palais des Sports, pool Mallarme and other equipment, including urban development project related to the course of the future MRT (Public Transport in Clean Site) will be the theme. Programmed steps, rebuilding the football stadium will soon initiate a comprehensive redevelopment of the site of the sports area.

Even more than the programmatic requirements, including the 12,000-seat gauge desired term, the existing site configuration which governs the scope of the planned intervention. The site is very constrained, flexibility is limited due to the nesting of components: close to the athletics track with a football stadium must be separated presence tennis south prohibiting all in a least First, any recomposition South front along Avenue Trpillot, multiple access ... Major constraint for example, 'pinch' the site in the North East at the corner of the field of honor and Avenue Lo Lagrange, an effect that will be enhanced by the enlargement of the avenue to 20m by the realization of the North Stand. A context that actually offers little freedom to the designer.


This diagnosis led the project management team to provide a flexible, scalable project, based on the idea of a reconstruction by use and by the plant, a 'Sports Park' organized around a prominent built feature, which will be the new stand.

The grandstand (West):

In the proposed project, the new platform is the unifying element of all the sports area, and constitutes the 'Landmark', 'major urban signal perceptible distance architectural landmark in the cityscape. These seven arrows shot into the sky from Besanon are part of revaluation of all of the city entrance area.

The proposed the VIP project is a cover wing-shaped, hanging from a cable-stayed structure whose masts, height ranging from 35 to 40m, are arranged irregularly.

Very spectacular, all offering dynamic, changing approach in the views. At night or on game nights,

the seven masts illuminated with the colors of the city exalt atmosphere demonstrations.

The choice of such a structure is motivated by the desire to form a coherent whole with the south stand; both buildings have formal correspondence, the south stand itself being designed by a system of tubular towers.

To the east and north, future forums could be designed later by a similar system, but restricts the height of the masts in order to establish a formal hierarchy, the grandstand to remain the dominant element.

Inside, the 3488 grandstand seats in the highest levels of comfort and visibility. At the top, the wind cuts glass house the public.

The public reception areas are particularly cared for, and the ambulatory of the first level, and the reception area for partners and VIP, offering a 360 degree view of the entire site.

e) Project Description:

The new west grandstand will have a capacity of 3488 seats and covered; it includes all the

facilities and equipment needed to operate the club in Ligue 2 of the Professional Football League (LFP). For this section, refer to the APS drawings attached. This platform has two levels of steps:

the lower plate totaling 1874 seats including 32 seats PMR (Disability Access), accessible from the inner court, a vast area located at 1.

the top plate totaling 1614 seats including 210 VIP seats, accessible by two bridges and vomitories located halfway up the level 1.

The ground floor of the building located below the first level tier includes all the necessary premises in sporting activities (sports field).

The first floor, located in the second level tier is occupied by the inner court, the refreshment area and shop. The audience reached by two monumental stairs at the ends north and south of the grandstand. Access to the bleachers is from this floor, directly to the stands of the lower plate, or via two bridges and two vomitories mid-storey height for the stands of the upper plate.


The second and top floor is occupied by the VIP area, accessible by the public and separated by a lift stairs. This space provides direct access to the protocol platform.

In general, all the services provided in this project is the respect of the operation of the program established by GPCI.

The sports field (level 0): The sports field is organized in a pattern of four distinct areas:

The Y sealed area: it welcomes all players and sports players. Traffic flows are entirely independent of the operation of the rest of the equipment. The sealed area is organized around a central hall generously sized, Through access to the land serving fluidly whole area. Access to land is split, to separate the two teams.

Y Annexes and local sports facilities mutualisables: These premises are used outside of

time games, and can be made available to the athletics stadium. They have an entry in the north of the grandstand near the porter's lodge, and access to the football field. The weight room and warm, the pool and sauna also have direct access from the sealed area.

Y spaces and organization techniques dedicated to stakeholders annexes, contains

technical spaces and storage, as well as local dedicated stewards. It has access to the South gable. The local security DRC has direct access to the outside.

Y VIP hall and press space: the VIP hall is located south of the grandstand. It provides

access to the VIP lounge is by stairs or by elevator. The press area is directly accessible from the lobby. It includes the interview room and the press room. It has access to the sealed area, allowing either to call sports or to conduct interviews in the sports hall.

The inner court and the bar (level 1):

The inner court is used to manage access to the high and low platform and the press box. It hosts the bar and spaces boutiques, infirmary and a comfort station RMC. It is a vast space generously sized, to manage all flows, especially before and after games. It is well ventilated by a perforated facade upper west. To the east, the view of the land is clear, to maintain visual contact with the stage. The bar has been set to provide maximum linear. It is an enclosed area that will be treated frost. The public toilets were placed in the inter-level, accessible from the bearings of stairways gable North and South. Only health PMR are held on the square.

Grandstand:

The low profile platform has been optimized following a blueprint of visibility. It consists of ten rows of bleachers size 40 x 80cm, between altitudes 2.33m + and + 6,33m. Access is provided at the top by four vomitories wide 3UP Unit (Person), and completed at the bottom by two side stairs. Its capacity is 1874 seats, including 32 PMR. The high platform has a height greater step. It consists of ten rows of bleachers size 54 x 80cm, between altitudes 9,16m + and + 14,20m. Cabin access is in bottom, by means of two corridors accessible from the court, serving two double vomitories 3UP of each. VIP and protocol platform is generously sized. It has a depth and spacing of the upper seats. It consists of six rows of bleachers 60 x 90cm, following the same slope as the rest of the upper gallery. It has a terraced area


to the VIP lounge. Cabin access is directly from the show, and is complemented by two controlled gates on the lower corridor of the grandstand access. However, it is possible and feasible, to pass the size of 54 x 80cm bleachers in ten rows (like the rest of the gallery), which would increase the number of seats for VIPs, as desired by the master authority.

The VIP lounge (top level):

The VIP lounge located on the top level (+ 14,20m). It grows in length, providing maximum view of the playing field. At the rear, it also opens the athletics stadium. The VIP lounge access is by an airlock, bringing the arrival of the stairs and the elevator, and also serving the PC security and local entertainment-center in the south of the platform. The office and its annexes were integrated into the local volume of the show. The disposal of the latter is by the stands, accessible by both side doors. A secondary staircase leads an additional issue.

2. Issue:

Alongside specific to this type of work technical requirements, compliance with financial constraints imposed at the outset as a major issue of the operation. Indeed, this project is in an unfavorable political and popular part because the football team Besanon (Besanon Racing Club), currently CFA Group B (Amateur Championship, 4th division), finished thirteenth of his championship season last. These results are not really consistent with the ambitions Besanon has placed in the restructuring of Leo Lagrange stadium in view of the approval for the Ligue 2 (second division). Therefore, the city, through its technical services, has made available for this project to rebuild the grandstand a budget of 5 million excluding non-extendable and non-negotiable fees. Note that a project had been abandoned for reasons of exceeding the budget. He anticipated at the time the complete construction of a stadium with a capacity of 20000 places. It is for these reasons that from the preliminary design phase (APS), an optimization of the structure work (which alone accounts for half the cost of the operation) was necessary, first by the uniqueness and peculiarities of the work to be performed and also to avoid drift a financial point of view.

My graduation project is therefore in this light. He was committed to my mission, under the responsibility of Mr. Christian Mataigne (Project Engineer, responsible for structural studies of concrete, wood and steel), define, from the architect's plans and working closely with the last, a support structure and to estimate the price. For this, the work was divided into several steps. The first was to model and size the metal roof for. Then the second job was to study the concrete structure of the platform to find a more streamlined operation diagram and best use possible. Finally, a dynamic study of the entire building will verify the natural modes of vibration of the structure and analyze the potential interactions between the stands of concrete and metal roofing.


CHAPTER II

Tribune concrete

1. Hypothsesdecalcul :

a) Rules of calculation:

Calculations are made of reinforced concrete according to DTU P 18-702 Rules BAEL revised 99 91 - Rules technical design and costing, and reinforced concrete structures using the method of limits in February 2000 states Operating expenses acting on the elements are calculated according to the NF P 06-001 Basis of constructions Operating expenses buildings in June 1986.

b) Loads:

Dead Load:

Dead loads resulting from the self weight of the concrete structure and the various materials used (coverings, partitions, specific hardware).

Operating expense: Operating expenses considered are those defined by the program and, failing that, those required by the standard. We note mainly:

Y Tribunes (seats), main corridors, vomitoria, stairways, corridors, refreshments, VIP lounge, gym, media room, storage, public health, technical premises: q = 5 kN / m 2.

Y Room Video, PC Security Office (VIP lounge), shop, local security, local facilitator, conference room (


All activities PA + N + X is an establishment open to the public one, which employs 3,500 people, first class (over 1,500 employees). The concrete structure will have stability and CF degree (fire) 1:30.

2. Description of the supporting structure:

The goal was to find a carrier simplest and purest possible structure. This in order to achieve maximum savings and also to allow the simplest implementation and most repetitive possible, in order to reduce delays (structurally concrete GO-01 in the appendix).

a) Foundations and paving:

The site has been the subject of a geotechnical study by the research department of Geology,

Geophysics and Geotechnics B3G2. The findings of this study are:

The land is substantially planar and horizontal. Geologically, the nearest basement consists of limestone Bathonian. Polls have recognized from the surface, the following layers:

Y 0.5 to 3m thick generally clay embankments, poor mechanical properties (ultimate pressure: Pl


Given the possible presence of karst cavities, it will be essential to the vertical and horizontal continuity of bedrock check under each support by destructive surveys of drill-type wagon. The level of full body will be established to 70cm under the pavement. The embankments under paving include a blocking layer 40cm 0-200 and subgrade 30cm-run from 0 to 31.5. The floors will be designed unarmed guy with coatings placed on screed. Additional surveys with pressuremeter results should be made to verify that the design of the paving.

Paving (15cm thick)

Flooring (5cm thick) Subgrade-run 0 to 31.5 (30cm thick)

0-blocking layer 200 (40cm thick)

Sill recovery

Natural terrain

Pile head

Figure II.1: Schematic diagram of the foundations.

b) Vertical structure:

Bored pile cased (800mm diameter)

The supporting structure consists of a vertical reinforced concrete portals disposed along the

transverse axis, numbered from A to K, a frame according to 9.5m. Given the length of the building (about 100m), two joints are put in place. To facilitate the implementation of these expansion joints, gantries rows E and G were split (E / E 'and G / G') with a spacing of 2 m, which can handle either side of the door gasket -to- wrong.

We are 13 and 10 gantry defining spans of slab spans of 9.5m and 2m 2 console. Gantries include the following (see section on the plane structure):

Pole 60 x 60 rear panel on two levels (ground floor and level 1) on the e file. An intermediate pole 40 x 40 beams overlap the scope of the DRC on the e file. This post does

not go upstairs. Pole 40 x 210 on two levels (ground floor and level 1) on the line 8 This post gets the rack beam

of the upper plate. Pole 40 x 276 on the ground floor in the lane 0 This post gets the beam rack of the bottom tray. A floor beam 40 x 80 for the recovery of high slab floor. A beam rack 40 x 115 on the ground floor with a span of 10m (to the axis poles) showing the

steps of the lower plate. A beam rack height adjustable 40 x 100 to 40 x 175 on the first floor with a range of 11,6m (to

the axis poles) showing the steps of the upper plate.

Porticos queues A and K (gable) and B and J have a slightly different configuration due to the presence of monumental stairs and lack of floor level 1. Trailing post will be checked with a length corresponding buckling 2 floor heights. Porticos show floors and bleachers. They also provide lateral stability


building through the bending strength of the posts 40 and 40 x 210 x 276 and beams 115 and racks 40 x 100 to 40 x 175 The gantry also show horizontal forces induced at floor level by the anchoring of the structure metal awning. The longitudinal bracing is provided by a set of sails shuttered 20cm thick located:

On the edge of monumental stairs (at 1 and DRC). On the edge of the platform TV (at 1). On the ground floor, along the flow-field cloakroom on the line 8. In DRC faade, row 0.

The seven metal poles supporting the canopy forming the roof will be extended into the building through concrete columns elliptical diameter 180 x 120 They will transmit the loads exerted on the roof to the foundation.

The two joints define blocks having the following dimensions:

40m in length for 2 power ends. 19,4m long for the central block.

These joints are not extended in the roof. The influence of the expansion of the concrete structure of the frame will therefore be checked by simulating a moving support.

c) Horizontal structure:

The floors are made of solid slabs cast in place, possibly from slabs. They will be based on

longitudinal beams, possibly prefabricated bearing a portal to another. The high slab from Level 1 (floor VIP lounge) will have to take this particular horizontal forces brought by the masts of the frame. This panel will thus work as a beam bent in the horizontal plane approached by point forces at each mast and supported horizontally on each portal.

The flowsheet practically excludes the use of hollow-core slabs.

3. Etudedtailledesportiques :

This study was carried out using a 3-dimensional model of the entire building as the Robot

program (Study module in a shell). The purpose of this model was to determine the stresses in the skeleton into account the interaction and transmission of forces between the metal roof and the concrete structure of the rostrum. To obtain directly diagrams internal forces, porticos were modeled by bars. The choice of bars for gantry induced necessarily simplifications and geometric approximations on other structural elements (floors, walls) as a bar is defined by its mean fiber, so it is difficult to liaisonner a veil on the bracket a pole, for example. It would have been possible to make a more accurate model by adding rigid connections, but the simplifications made not having a great influence on the desired results, it was not necessary to complicate the model. It should be noted that the dimensions of the beams and posts have racks permit the use of the module plates, though the results given by the software to the plates are difficult to use.


tj

e ed

0

f fC

a) Reinforcement beams racks:

The racks beams are made of reinforced concrete cast in place. For reasons of simplicity, we

neglect the normal efforts in the racks beams. Indeed, these elements are always compressed, this assumption on the side of safety increases since the reinforcement sections (without buckling phenomenon). Furthermore it is assumed that the beams will be carried out with a cover of concrete, that is to say we do not take into account the participation of the concrete to balance the shear ( = K = 0 0,3f )

Material characteristics: Concrete: B25

c 28

= 25MPa = 14,17MPa

Steels: HA feE500 f = 500 MPa f = 434,8MPa

Settings section: Is defined by beams racks, the two component beams and gantries supporting the bleachers (but not only). Partly tribune high beam rests on the pole 210 x 40 x 60 door to the post 60 of the back cover also supports the low-floor VIP lounge (between the line and the line 8 th), and ends in console . Partly forum low, the beam carries the pole to pole 276 x 40 210 x 40 (between the line and the line 0 8).

b = 40cm h = d = 90cm 100cm

b = 40cm h = 100 and d = 90 to 206cm 185,4cm

b = 40cm h = 175cm d = 157,5cm

High beam rack forum

b = 40cm H = 80cm d = 72cm

b = 40cm h = 115cm d = 103,5cm

Low beam rack forum

File 4 File 3 File 2 File 1

Figure II.2: description and parameters of beam sections component type gantry.


d

d

d

u

u

A

S

S

sA d

C

u u

hu u

f

t

High beam rack forum:

Stresses: M (ULS) 1812,22kN.m = M (ULS) -1220,04kN.m = V (ULS) = 624,51kN

Calculation of reinforcement Asmini section:

m = Mjd(ULS) u b d2 For h = 175cm and Md(ULS) = 1812,22kN.m: mu= 0.129 For h = 175cm and Md(ULS) = -1220,04kN.m: mu= 0.087

= 1.25[1 1-2m ] For h = 175cm and Md(ULS) = 1812,22kN.m: = 0.173 For h = 175cm and Md(ULS) = -1220,04kN.m: = 0.114

= 0,8 For h = 175cm and Md(ULS) = 1812,22kN.m: hasu= 0.138 For h = 175cm and Md(ULS) = -1220,04kN.m: hasu= 0.091 A = A

d b fCD S u

ed

For h = 175cm and Md (ULS) = 1812,22kN.m: S = 28,4cm2 For h = 175cm and Md (ULS) = -1220,04kN.m: A S

= 18.7cm2

Choice longitudinal reinforcement: 6HA25 (2 beds)

A = 29,45cm2

6HA20 (2 beds)

A = 18,85cm2

t= F 0,9ded V (ULS)

= 9,87cm / cm2

Choice transverse reinforcement: 2 frames HA8 all 19cm.

Checking the tensile stress in concrete:

V =d(ULS) = 0,99MPa u b d

ULIM

F = 0.2 c 28

= 3,33MPa

b

Surface reinforcement: HA10.

Beam rack platform upper tapered:

Stresses:


d

d

d

M (ULS) -1220,04kN.m = M (ULS) -460,51kN.m = V (ULS) = 589,83kN


f

u

u

AA

S

S

sA d

C

u u

hu u

f

t


m = Mjd(ULS) u b d2 For h = 206cm and Md(ULS) = -1220,04kN.m: mu= 0.063 For h = 100cm and Md(ULS) = -460,51kN.m: mu= 0.100

= 1.25[1

1-2m ] For h = 206cm and Md(ULS) = -1220,04kN.m: = 0.081 For h = 100cm and Md(ULS) = -460,51kN.m: = 0.132

= 0,8 For h = 206cm and Md(ULS) = -1220,04kN.m: hasu= 0.065 For h = 100cm and Md(ULS) = -460,51kN.m: hasu= 0.106

A = A

d b fCD S u

ed

For h = 206cm and Md (ULS) = -1220,04kN.m: S = 15,6cm2 For h = 100cm and Md (ULS) = -460,51kN.m: S = 12,43cm2


A = 18,85cm2

3HA25 (1 bed)

A = 14,73cm2

t= F 0,9ded V

(ULS)

= 4,78cm / cm2

Choice transverse reinforcement: 2 frames HA8 all 9cm.


V =d(ULS) = 1,64MPa u b d ULIM

F = 0.2 c 28

= 3,33MPa

b



d

d

d

d

d

d

f C

u u

Figure II.3: purifies stop bars beam rack high platform from the diagram bending moment envelope.

Low beam rack forum:

Stresses: M (ULS) -1114,89kN.m = M (ULS) = 618,72kN.m M (ULS) -273,93kN.m = M (ULS) 757,86kN.m = V (ULS) = 475,07kN V (ULS) = 461,31kN


m = Mjd(ULS) u b d2 For h = 115cm and Md(ULS) = -1114,89kN.m: mu= 0.183 For h = 115cm and Md(ULS) = 678,72kN.m: mu= 0.102 For h = 80cm and Md(ULS) = -273,93kN.m: mu= 0.093 For h = 80cm and Md(ULS) = 757,86kN.m: mu= 0.258

= 1.25[1 1-2m ] For h = 115cm and Md(ULS) = -1114,89kN.m: u= 0.256 For h = 115cm and Md(ULS) = 678,72kN.m: u= 0.135 For h = 80cm and Md(ULS) = -273,93kN.m: u= 0.122 For h = 80cm and Md(ULS) = 757,86kN.m: u= 0.380


AA

A

S

S

S

S

sA d

hu u

f

t

= 0,8

For h = 115cm and Md(ULS) = -1114,89kN.m: hasu= 0.205 For h = 115cm and Md(ULS) = 678,72kN.m: hasu= 0.108 For h = 80cm and Md(ULS) = -273,93kN.m: hasu= 0.098 For h = 80cm and Md(ULS) = 757,86kN.m: hasu= 0.304

A = A

d b fCD S u

ed

For h = 115cm and Md (ULS) = -1114,89kN.m: S = 27,60cm2 For h = 115cm and Md (ULS) = 678,72kN.m: S = 14,53cm2 For h = 80cm and Md (ULS) = -273,93kN.m: A S

= 9,20cm2

For h = 80cm and Md (ULS) = 757,86kN.m: S = 28,55cm2


A = 29,45cm2

3HA20 and 3HA16

A = 15,45cm2

3HA20 A = 29,45cm2

6HA25 (2 beds)

A = 29,45cm2

t= F 0,9ded V (ULS)

= 6,11cm / cm2

Choice executives: HA8 every 12cm.



ULIM

F = 0.2 c 28

= 3,33MPa for h = 115cm and Vd(ULS) = 475,07kN


ULIM

b

F = 0.2 c 28

= 3,33MPa for h = 115cm and Vd(ULS) = 461,31kN

b



A AA t

Figure II.4: purifies stop bars beam rack low platform from the diagram bending moment envelope.

Reinforcement beams racks is complex. Indeed, a study should be made on the disposal of the latter. Always for the sake of rapid implementation and thus economy, emphasis should be placed on a prefabrication of reinforcement cages with on-site assembly, minimizing the introduction of reinforcement bracket. We decide to make the rack beam high tribune two reinforcement cages. Both beds 3HA20 part of variable inertia will be stopped and realized the anchor using splints (2 times 3HA20) which will be implemented on site. These elements are very important for the resistance of the section, it must at all costs prevent wrong installation so it was decided to voluntarily increase the length, which is usually twice the length of a bar anchor HA20 , 30cm on each side in order to take into account the tolerances of implementation. This provision also increases the effective length to achieve sewing.

As

Sides

At Figure II.5: Distribution splints.

Checking the sewing: We made the choice to insert three sides between the two frames beds which reduces the reinforcement sewing since shear can occur in two planes.

So we must have:

n =

S(l

2

anchorage

30 +)= S( 44 30 +)= 9,42cm2 2

From where n = 5

(Because we arranged two frames HA8)

To achieve the seam must be separated five times two frames 1.20m HA8 is every 20cm.


b) Check posts:

The posts 210 x 40 and 276 x 40 are solicited compound bend. They must therefore be

determined by taking into account the interaction between the normal force and bending moment. Their generous dimensions allow to resume the internal forces with small sections of reinforcement. However, these elements provide bracing in the transverse direction (effect of swings), and a reduction in their section might tend to weaken the dynamic behavior of the skeleton.

4. Etudedtailledesgradins :

a) Form:

The goal is to find an optimized shape for the stands which is both resistant (static and dynamic), both economical and also allowing easy implementation to reduce the time of construction. Several forms of step were investigated, but only one was chosen. The stands are made of precast reinforced concrete face for casting mold base. Each member include a step with a gradient of 1% to the flow of water, an edge and running against a rounded with dropout and heel (II.2 see Figure below). The concrete thickness is at least 15cm. These items will be self-supporting, they will receive a sealing resin. The stands are placed on racks beams starting from the top item, the operation of each element resting on the heel of the previous element (see Figure II.10). The junctions will be keyed on-bead over the entire length so as to obtain the required mechanical continuity bracing building. Marches and marches against the law will be keyed racks with continuity of reinforcement. The keyways will be realized through a concrete shrinkage compensated.

Figure II.6: typical cross section of a step.

In fact, there are three types of step. The tiers of the bottom portion 40 have dimensions of 80cm X, while those of the upper part have dimensions of 54 x 60 x 80cm or 90cm (partly for VIP). Nevertheless, it will be considered that the steps of dimension 40 x 80cm they are the worst (lever arm weakest).


G1 1 G2 2 G3 3

AAA

1

2

3

1 2 3

zzz

G

G

G

z = zG

b) Features:

It seeks to identify the characteristics (area and inertia) of the selected section. To do this we

decompose the complex into three rectangular section.

Figure II.7: decomposition of section three.

Calculate the area of the section:

= 15 = 65 975cm2

= 15 = 70 1050cm2

= 15 10 = 150cm2

A = A + A + A

= 2175cm2

Figure II.8: position of the center of gravity of the section.

Determination of the position of the center of gravity:

= 62,5cm

= 35cm

= 7.5cm

from where

z A + z A + z A

G A

= 45,4cm


G1 1 G2 2 G3 3

Gy + Dz

3

1

2

3

Gz 1

e e

tt

t

G

G

G

t = t G

I 1 G G

I

I3

2

3

G

G

G

G

y

2

1 1

y 2 2 y 3 3

I = 2 2 G G

I = 3 3 G G

z 1

2 2 2 z 3 3

f fC

= 57,5cm

= 17.5cm

= 5cm

from where

there A + y A + y A

G A

= 34,1cm

Calculation of inertia:

3

B =1 h1 y1 12

= 18281,25cm4

3

dz = z - Z = 17,1cm

B =2 h2 y 2 12

B =3 h3 y 3 12

= 42875cm4

= 2812,5cm4

dz = z - Z

dz = z - Z

= -10,4cm

= -37,9cm

where I = (I ) + (I + Dz

2 A ) + (I + Dz 2 A ) = 1063973cm4

I B =1 h = 343281cm4 dy = y - Y = 23,4cm

z1 12 3

1 G1 G

b h 2 z 12

3

= 18281,25cm4

dy = y - Y = -16,6cm

b h z 3 12

= 1250cm4 dy = y - Y = -29,1cm

where I = (I + Dy 2 A ) + (I + Dy

2 A ) + (I + Dy

2 A ) = 1313043cm4

c) Reinforcement:

We can now perform calculations to identify concrete steps for the rebar and sections required

to achieve the principle of reinforcement.

Calculation in flexion (final phase):

Material characteristics: Concrete: B25

c 28

= 25MPa = 14,17MPa

Steels: HA feE500 f = 500 MPa f = 434,8MPa


pppp

1

2

3

4

Modeling:

Figures II.9: modeling.

Loads: Q = 5 kN / m2

(According to the program established by GPCI, standard NFP 06-001 provides 4 kN / m)

= 0.55 0.15 25 = 2,0625kN / m = 0.15 0.74 25 = 2,625kN / m = 0.10 0.15 25 = 0,375kN / m = 0.65 0.15 25 = 2,4375kN / m

q = 5 0.8 = 4 kN / m

g = 2.0625 + 2.625 + 0.375 + 2.4375

= 5,25kN / m

2 2

Calculation of forces: 2

M (ULS) = (1.35g + 1.5Q) L

= 147,64kN.m

d 8 2

M (ELS) = (g + q) L = 104,35kN.m d 8

V (ULS) = (1.35g + 1.5Q) L

= 62,17kN

d 2


d

S

sA d

m =

u u

hu u

A S u

t

-

+

+

+

Figure II.10: diagram of internal forces to ULS and SLS (shear and bending moment).


Little detrimental cracking (calculated to the ultimate limit state): The steps will be covered by a resin (polyurethane or methyl methacrylate, for example). But after searching for different commercial products, it was found that no indication of the quality of the carrier resin (in terms of cracking) was given. Therefore in order to ensure the sustainability and not crack sealing, it was decided to make a calculation of the bleachers at the serviceability limit state (in harmful or very harmful cracking). So the calculation somewhat detrimental cracking is actually a calculation of principle, but may still be useful if another method of sealing was chosen. Moreover, the three calculations (little detrimental cracking, very harmful and detrimental) compare an economic point of view the reinforcement.

M (ULS)

u b d2 f = 0.178

= 1.25[1 -

CD

1 - 2m ] = 0.247 = 0,8 = 0.197 = A b d fCD

f

= 6,03cm2

ed

Choice longitudinal reinforcement: 6HA12 (2 beds) or A = 6,78cm2

(We decided to have the

longitudinal reinforcement in the entire width of the heel of 2 beds).

t= F 0,9ded V (ULS)

= 39,34cm / cm2



= Checking the tensile stress in concrete:

V (ULS) d = 0,66MPa u b d

u lim

F = 0.2 c 28

= 3,33MPa

b



3

d

d

S

sA d

ftj

S

m =

S

t

=

Figure II.11: principle of reinforcement in no detrimental cracking.

Detrimental cracking (calculated limit state service): = = f min2, max{0.5 f; 110 f }

= 250 MPa S e

e tj = 1.6

(Steels HA)

= 0.6 + 0.06 f

c 28

= 2,1MPa

m = M (ELS)

= 0.107 S b d2 / n

2 (1 - / 3) S 2 (1 - )

A = M (ELS)

from where = 0.388

= 7,67cm2

S (1 - / 3) d

Choice longitudinal reinforcement: 6HA14 (2 beds) or A = 9,24cm2

(We decided to have the longitudinal reinforcement in the entire width of the heel of 2 beds).

t= F 0,9ded V (ULS)

= 39,34cm / cm2


Checking the tensile stress in concrete: V (ULS) d = 0,66MPa u b d

u lim

F = 0.2 c 28

= 3,33MPa

b

Surface reinforcement: HA10 (3cm per meter of wall length measured perpendicular to their direction).


Figure II.12: principle of reinforcement of harmful cracking.


3

d

d

S

sA d

ftj

S

m =

S

t

=

Very detrimental cracking (calculated limit state service): = = 0.8 0,8 min2 f, max{0.5 f; 110 f }

= 200 MPa S e

e tj = 1.6

(Steels HA)

= 0.6 + 0.06 f

c 28

= 2,1MPa

m = M (ELS)

= 0.134 S b d2 / n

2 (1 - / 3) S 2 (1 - )

A = M (ELS)

from where = 0.423

= 9,72cm2

S (1 - / 3) d

Choice longitudinal reinforcement: 6HA16 (2 beds) or A = 12,10cm2 (We decided to have the

longitudinal reinforcement in the entire width of the heel of 2 beds).

t= F 0,9ded V (ULS)

= 39,34cm / cm2


Checking the tensile stress in concrete: V (ULS) d = 0,58MPa u b d

u lim

F = 0.2 c 28

= 3,33MPa

b

Armatures of skin: HA10 and HA12 (5cm by meter of length of wall measured perpendicular to their direction).

Figure II.13: principle of reinforcement in very detrimental cracking.

Calculate torsional (construction phase):

Installation of the prefabricated girder no i + 1: It seeks to implement these steps without the use of props. Prefabricated bleachers will be installed from the top and going down the table compression step No. i + 1 basis on the heel of the step n i. When precast step No. i + 1 is set, check that the No. i is stable, that is to say, it does not spill and must also verify that the calculated reinforcements previously allow it to withstand the torsion applied thereto. It should be noted that such a calculation is almost never done in phase APS. For this operation, the


aim is to minimize the maximum cost and time of implementation, it could be appropriate to carry out an approach to the construction phase from the first draft.


Q C

pppp

1

2

3

4

3

Modeling:

Figure II.14: modeling the construction phase.

Loads: = 4kN (Construction hoist defined by extrapolation of the Technical Specification

processes common to the floors, Title II and III) = 0.55 0.15 25 = 2,0625kN / m = 0.15 0.74 25 = 2,625kN / m = 0.10 0.15 25 = 0,375kN / m = 0.65 0.15 25 = 2,4375kN / m

Check that the moment which tends to reverse the step is less than the time which tends to stabilize:

M = Q

0.1 + 0.15 + p 9.5 0.1 + 0.15 = 0,92kN.m

R C 2

2 2 2

R = p1 2

= 2.0625 = 1,03kN /

m 2 M = 2.0625 9.5 0.55 + 0.15 = 3,43kN.m

S M> M


2 2 2 S R


C

d m =

u u

hu u

A S u

Q 0.175 0.15 + 0.55

2

= 1,12kN

2 1,03 = 1.12 x = 1,09m

2

+ +

Figure II.15: diagram of the bearing pressure at the heel of the prefabricated No. i. Flexion:

Figure II.16: modeling flexion during the construction phase.

Loads:

g = 2.0625 2 + 2.625 + 0.375 = 5,06kN / m 2

Calculation of forces: M (ULS) = L (GL 1.35 + 1.5 2 Q

)= 93,31kN.m

d 8 C

V (ULS) = 1.5 QC+ 1.35 Gl = 35,45kN

d 2

+

M (ULS) u b d2 f

Figure II.17: bending moment diagram at ULS.

= 0.112

= 1.25[1 -

CD

1 - 2m ] = 0.149 = 0,8 = 0.119 = A b d fCD

f


sA dt

= 3,65cm2

t= F 0,9ded V (ULS)

ed = 68,99cm / cm2


=

C

3


V (ULS) d = 0,38MPa u b d

u lim

F = 0.2 c 28

= 3,33MPa

b

Torsion:

Q = C

Figure II.18: modeling of twist during the construction phase. = 0.1 + 0.15 0,7kN.m 2

c / m = p

= 0.1 + 0.15 0,05kN.m / m

2 2

Figure II.19: diagram torques.

For the torsion can not be considered a section whose height is more than three times its width, so: h = 15 3 = 45cm


Figure II.20: definition of resistant section in torsion.


T

T

t

A s

f

f

T

u

A s

T

s

s

u b

= 0

V

u S

l

t ed

f

= 1.5 0.35 = 0,525kN.m

= 15 = 2.5cm 0 6

= 53125mm2 u = 1.1m

u t 2b = 0.2 MPa

Check that: 2+ 2 = 0.382+ 0.202 0.18 2 u lim

= 11.11

t and

t S

A = l e= u 2

= A T u 2 f = 0,125cm2

t= u 2 f

ed

= 0,001cm2/ Cm

For f c 28

40MPa : A t B = 0.4 0

= 0,0023cm2/ Cm

tmin ed ( A ) A =

t U = 0.25 cm 2

l min tmin

A 2 S+

A l = 2,56cm2 + 4HA12 2HA8

3 4

6,78cm2

max{0,0023cm2/ Cm; 0,014cm2/ Cm} 0,025cm2/ Cm

The section of reinforced concrete so resistant to twisting.

d) Fire stability:

In the stands, structural fire and CF degree (fire) 1:30 is required. To check the fire stability of these elements, simplified rules (Chapter 7.51) DTU P 92-701 Calculation Rules FB - Prediction by calculating the fire behavior of concrete structures in October 1987 will be used. The stands are beams to heel:

Minimum (2 1h1 /) value required Actual value Heel width b [cm] 24 25 Heel height h0[Cm] 12 15 Beam width b0[Cm] 12 15


Number of lower beds 2 2 Coating 5.5 5.6 Number of bars per bed 2 3

One realizes, after applying the simplified rules, that the steps are stable fire at least 1:30, which is in line with fire regulations and classification of ERP platform.


V

e) Dynamic:

The aim is to ensure that when the crowd jumps in the stands, the resonant frequency of the latter is higher than the frequency of the action of the crowd seeking the following in order to ensure user comfort.

Hypothesis:

It is considered that the step is a beam of constant cross section and mass evenly distributed. The formula for calculating the period of the first five modes as follows:

T = L2

Along with:

p g EI

T = 2 [s] : Period. f

= 0.636

: Coefficient depending on the mode (mode 1: the worst fashion period giving the

Thus the greater the smaller frequency).

= 0.636

L = 9,50m : Length of the beam. E = E f =

11000

c 28

Third = 32164,2MPa : Modulus of elasticity instant.

g = 9,81m / s : Acceleration of gravity. p = 5.25 + 4 = 9,25kN / m : Applied load. I [cm4] Moment of inertia of the beam (the reduced section of inertia).

Calculate the moment of inertia:

For the calculation of inertia, a question arises, should we use to calculate the time (and thus frequency) geometric inertia of the section or the inertia of the cracked section. The inertia of the fractured section is significantly smaller (about twice) the inertia of the geometric section. So it will give the largest and therefore the smallest frequency period, which puts us on the side of safety.


Figure II.19: scheme of calculating the inertia of the reduced section.


S 0

S

AN

AN

AN

I3

0

t 0

t 0

t 0

Re d / AN = 0 :b y y0

- N A (d - y )= 0

= B y0 AN 3

0

A + n

2

(d - y )2 Little detrimental cracking:

= 11,40cm I = 305067,89cm4 T = 0,178s

from where f = 35Hz

Detrimental cracking: = 13,08cm

I = 398182,73cm4 T = 0,156s

from where f = 40Hz

Very detrimental cracking: = 14,72cm

I = 499404,98cm4 T = 0,139s

from where f = 45Hz

The natural frequencies of the beam slightly detrimental cracking, very detrimental and harmful being considerably above 3Hz (hopping frequency and stroke of a human being, used for dynamic calculations gateways), so there is no risk of a dynamic viewpoint of precast bleachers.


pn

n =

n

CHAPTER III Metal roofing

1. Hypothsesdecalcul :

a) Rules of calculation:

Calculations are made of steel construction according to DTU P 22-701 Rules CM - Design rules for steel structures December 1966 Regarding climatic loads (snow and wind), charges are calculated according to DTU P 06 Rules 65 -002 NV - Rules defining the effects of snow and wind on buildings and annexes of April 2000.

b) Loads applied to the structure:

Dead Load:

We can decompose dead loads in two loads: the weight of the metal forming the roof structure and the load induced by hedges (galvanized steel tray supporting a complex seal comprising an insulating rockwool high density and sealing PVC membrane), dressing on the underside (flat panels prepainted galvanized steel riveted on a secondary frame suspended from the roof) and any technical equipment (lighting, sound) that could be suspended: g = 50 daN / m2

= 0,50kN / m2

Operating expense:

The roof was not available except for any needed repairs, no operating expenses are planned. Snow load:

The building is located in Besancon in the Doubs (25), the site is classified in zone 2A (following the NV65 Rules). The altitude of 282m asl. We can therefore calculate the snow load that will apply on the roof:

= 45daN / m2

= 0,45kN / m2

200 A = 282m 500m

therefore p A + - 200

n0 10

where p

= 53daN / m2

= 0,53kN / m2

Wind Load:

Effect of wind on the roof are determined by applying the NV65 and especially the chapters on openwork construction and insulated roof dimensions and proportions equivalent to the draft rules, which is a priori detrimental (ie the side of safety ) compared to wind tunnel tests that are also not expected results. The Doubs (25) is classified as zone 1 NV65 rules, hence:

Basic dynamic pressure: q = 50 daN / m2


= 0,50kN / m2: Zone 1.


kS

k

b

0 S H

0 e

i

i 0

i

i 0

i

i

Site effect:

= 1.00 : Normal site (zone 1).

Effect of height above the ground:

H = 2.5 18 + The building height is between 19 and 20m so: k H H + 60 H

= 1.18 .

Aspect ratio:

= H h = has has b b Considering that the two parts of the roof cantilevered overhang are actually elements of a building

with an open wall.

= H = has

has

19 99.8

= 0.19

0.5

therefore 0

= 1.00 (Figure III-R-NV 5 of Regulation 65)

Dynamic pressure corrected: q = q k k = 59daN / m2

Calculation of internal and external factors:

= 1.00 and 0

(Roof angle): c = -0.45 (Figure III-R-NV 6 of Regulation 65)

Door overhang 2.50m: c = 0.8: when this part is in the wind (wind from left to right). c = 0.6(1.8 - 1,3 )= 0.3 When this part is the wind (wind from right to left). Door overhang of 10m: c = 0.8: when this part is in the wind (wind from right to left). c = 0.6(1.8 - 1,3 )= 0.3 When this part is the wind (wind from left to right). Inside the VIP lounge: c = 0.3 : When the wind is in pressure. c = -0.3 : When the wind is in depression.

For masts: The focus here is on the part of the mast sticking out of the building and extends to the point of attachment of the tie-struts. One must calculate a drag coefficient, it is assumed for simplicity that the masts have constant diameter of 1m (this puts us safe).

It first calculates the size ratio.

h = d

H is the height of the mast part windward (10m) and the diameter of the mast (1m).

= 10 = 10 1


0

1.20 (this coefficient is obtained from Figure III-R-NV 10 of Regulation 65).


c 0 0

c0

t0 0

t t

The drag coefficient is: t C = with CT0 is the overall drag coefficient function

of the form (category VI: smooth circular cylinder without rib and having a polished specular and long lasting) and which is in our case

= .90 To .30 d q = 0.68

car

0.5


composing the structure, checking deformations and movements.


a) Evolution of the static system:

The static system of metal roofing has evolved through four variants, the latter being of course

the structure used for the calculation and the future roof sheltering the rostrum. These variants are the result of an optimization approach while retaining the positive aspects and strengths of previous variants. These solutions are not independent of each other but are steps that have led to a satisfactory structure.

Note: sheet is defined by the entire roof deck (ties, purlins, bracing) and all media for suspending the aquifer height (masts, anchors, tie-struts and girders, depending on the elements used in each variant), possibly see chapter 3 (general description of the structure).

First alternative:

Ties (elements

working in tension)

Tablecloth

Completely metal mast

Figure III.2: first variant of the static system.

Initially, the idea is, as desired by the architect to achieve a wing suspended height of the masts, seven in number and arranged irregularly. A first model was made on this basis. However, given the length of the elements connecting the roof poles (about 20m), and in order to avoid problems related to buckling, it was initially decided that they do work in tension (tie ). Furthermore, the positioning of the poles causes uneven manner a real problem. Indeed, the difficulty lies in the design of the web. The question is: should we have ties with regular spacings or does it stall the pace of spacing of ties on one variable, between the masts.

Regular spacings

Solution 1

Irregular distances

Solution 2

Figure III.3: solutions for the design of the web.


Solution 1 Solution 2

Description Regular grid Irregular frame Benefits One length of failures Bonded sheet to 7 masts 7

sleepers (cross beams) Disadvantages

No cross attachable on masts Adding additional elements linking the water masts (headers)

Failures of different lengths

The first idea was to choose a regular pattern, as is traditionally done for metal roofs. It was therefore added additional elements linking the water masts (headers). Down under loads (dead weight, dead load and snow) the ties are in tension and transmit much of the efforts to masts. Charges under upward (wind) the tie are neglected and the forces are transmitted by the masts trimmers working in console.

Since the elements connecting the poles to the roof and bracing are used as tie rods (elements working in tension), the calculation is nonlinear.

Option 1 Web weight [t] 169.5 Media Weight [t] 332 Total weight [t] 501.5 Ratio [kg / m] 138.1

Second alternative:

Ties (elements working in tension)

Tablecloth

Completely metal mast

Ties (elements working in tension) inserted into the facades of the VIP

lounge Figure III.4: second variant of the static system.

The effect of the wind tends to raise the roof, a second alternative should be considered. The latter consists of the addition of tie rods in the water, finding support on the slab of the VIP area and which aims to reduce the bending forces seeking trimmers. These ties are hidden, for architectural reasons, in external joinery supports the glass facades of the VIP lounge. Indeed, the architect does not want these elements are visible. However, this solution is bad because it involves considerable efforts parasites which significantly increase the stresses in the members connecting the roof poles. Such parasitic forces are mainly the fact that the tie rods are not added in front of the tie rods on a main cross-section.


Since the elements connecting the poles to the roof and bracing are used as tie rods (elements working in tension), the calculation is nonlinear.

Alternative Web weight [t] 169.5 Media Weight [t] 350 Total weight [t] 519.5 Ratio [kg / m] 157.4

After analyzing the results of the first two variants, it turned out that the forces (normal forces and bending particular times) seeking masts are so important that they have unrealistic dimensional metal sections conventional commercial or PRS ( Engineered Welded profiles).

Third alternative: Pullers-Struts (elements working in

tension and compression)

Mast part made of metal

Part made of

concrete mast

Tablecloth

Figure III.5: third variant of the static system.

The third variant is, somehow, a bit of a return to the first, except that this time, the members connecting the roof to the mast are no longer used only in tension, but tension and compression (tie-struts). Indeed, any compressive forces that might seek the elements connecting the roof poles are actually not excessive and therefore will not cause buckling problem. However, after analyzing the results, efforts in the masts are so important that they still can not be made of metal profiles conventional commercial or PRS (cylindrical-conical shape). Therefore by virtue of their stress exclusively by normal forces and bending moments along the y axis predominant (relative to the z axis), it has even been devised to achieve SRP and the H collapse rather than have them form cylindroconical: this in order to use the material where it is needed. Also in order to reduce the cost of the structure, the option was taken to hold the portion of masts within the forum reinforced concrete and let metal from the floor of the VIP lounge. The architect wished to remain in the VIP lounge metal material to give the illusion of a mast from the ground, crossing the wing formed by the roof and rushing the sky. In addition, the VIP lounge is almost entirely glass, the illusion seems even more likely.

Since braces work only traction, the calculation is nonlinear.


Option 3 Web weight [t] 152.3 Media Weight [t] 246 Total weight [t] 398.3 Ratio [kg / m] 120.7

At this stage, the solution is satisfactory from a strictly technical point of view and architectural. However, the cost of such a structure appears excessive. That is why we must find a radical solution of the economic point of view.

Fourth alternative:

Pullers-Struts (elements working in

tension and compression)

Mast part made of metal

Tablecloth

Part made of

concrete mast

Pullers-Struts (elements working in tension and compression) Related

porticos concrete after the concrete frame structure

Figure III.6: latest evolution of the static system.

The last variant is the future structure. The elements linking the roof poles are used both in tension and in compression (tie-braces), the tie-struts resting on the concrete structure constituting the platform were added back. The position of these tie-struts is punctuated by concrete porches, and their role is to relieve the masts and limit efforts in key tie-struts. Part of the poles inside the gallery (below the slab of the VIP lounge) is made concrete in the interests of economy. The web has also evolved since the idea of designing the web based on a regular grid has been abandoned in favor of the solution of irregular frame (which eliminates the headers).

Since braces work only traction, the calculation is nonlinear.

Option 4 Web weight [t] 135.1 Media Weight [t] 142.4 Total weight [t] 277.5 Ratio [kg / m] 92.5

The solution this time is satisfactory to all points of view. It is true that architecturally mind wing suspended height is a little lost, but nevertheless the addition of rear tie-paced struts on the concrete structure brings another aspect to the project, however, not denatured.


d

d

t z

qd SQd d

q d SQ d d

s

It

l

b) Estimated by manual calculation of certain profile sections:

Failures:

We choose to scale the longer outages (6,47m length) and having a wheelbase is 2.50m. We choose to make isostatic.

Q = g + = 0.5 + 0.53 = 1,03kN / m2 = Q = 2.50 2,55kN / m 5 L Q4 f =

The

384 EI 5 Q

From where I d 200 L4

5 Q

E 384 L L4

200

d

E 384 L

200

= 856,45cm4 choice: IPE 200.

Verification:

Q = g + = 0.5 + 0.53 = 1,03kN / m2 Q = 2.50 + G IPE

200 = 2,774kN / m

5 L Q4 f = The 384 EI 5 Q

From where I d 200 L4

5 Q

E 384 L L4

200

d

E 384 L

200

= 931,68cm4 choice: IPE 200.

M (ULS) = [1.35(g 2.50 + G

IPE 200

)+1.5(q 2.50)] L2

= 20,81kN.m

d adm

= M 275MPad(ULS)

I v

8 M (ULS)

d I = 158MPa v

Spill: 2 2

= I Ez h (D - 1) BC : Constraint not spill d 5.2 l

E = 210000MPa I = 1943cm4 I = 142,4cm4 h = 200cm

= L = 3,235m (Placing a link fault at mid-length) d 2 B = 1.00 C =


2

dd e

(Averaged over the length constant load) D = 1 + lde

= 1.7

where

Bh = 406MPa the IPE section 200 does not spill because >


d

d

d

e

=

k

e

Braces:

Braces are only called in tension, tubular sections are chosen. Longer bracing 8,179m measure. N (ULS) = -70,39kN (Tensile)

adm = N 275MPad(ULS)

A A Nd(ULS)

A 2,56cm2

Choice x 3.2mm round tube 33,7mm.

adm

We must check the arrow on each brace bent half-length (either 4,09m). 4

f = 5 L G 384

EI

L 200

along with G = 0,0199kN / m

f L 200

f = 1cm

The 2cm = 200

Main-braces tie rods: The main tie-struts are biased either in traction or compression, tubular sections are chosen. Longer main tie-braces measure 17,708m. Because of their length and because it can be compressed, they must be checked to buckling. N (ULS) = 112,07kN

(Compression)

N (ULS) = -1069,27kN (Tensile)


A A Nd(ULS)

A 38,88cm2

choice: Round tube 273 x 10

= Nd(ULS) = A 13,57MPa

adm

k = 275MPa

k = 0.5 + 0.65 2E

o

e + k

0.5 + 0.65

2 o

e k

e

k

k 2 : Euler critical stress

= L = 190.2 i

where

2E = = 57,29MPa

2 therefore k = 6.50 k =

88,21MPa : No problem buckling

Tie rods, struts Rear:

The tie-back braces are biased either in traction or compression, tubular sections are chosen. Longer


d

d

tie-back braces measure 12,43m. Because of their length and because it can be compressed, they must be checked to buckling. N (ULS) = 203,28kN (Compression) N (ULS) = -623,97kN (Tensile)


e

=

k

e


A A Nd(ULS)

A 22,69cm2

choice: 193.7 x 10 round tube

= Nd(ULS) = A 35,23MPa

adm

k = 275MPa

k = 0.5 + 0.65 2E

o

e + k

0.5 + 0.65

2 o

e k

e

k

k 2 : Euler critical stress

= L = 191.2 i

where

2E = = 56,69MPa

2 therefore k = 5.90 k = 207,86MPa : No problem buckling


c) Design parameters:

When modeling in ROBOT, we must define the types of bars. This allows to dimension the bars

when calculating the structure. Once the latter created geometrically, enter the parameters that will allow to size bars: resistance (choice of material and its resistance), buckling (definition of buckling parameters) and dumping (parameter definition buckling). This calls for a reflection, in fact, you have to have an idea when creating a model of support elements and the interactions between these conditions.

Figure III.7: design parameters of the elements of the roof.


d) Main results:

In this part, the results are presented as Figure to illustrate the structure of the deformations

depending on the different load cases. Tables show the forces that are transmitted by the metallic structure forming the roof to the concrete structure. The next section describes and explains the principle structure of the roof.

Figure III.8: perspective views of the steel structure.

Figure III.9: sign convention and notation for the forces transmitted to the metal poles concrete structure.


Figure III.10: forces transmitted metal poles with concrete poles.

Figure III.11: efforts transmitted to tie-back braces the concrete structure.

Figure III.12: displacements under different load cases.


Comments:

The most sought poles are masts ends (No. 1 and No. 7). Bending poles along the y axis is predominant compared to that along z. Cases of wind V1, V2 (left right wind pressure and depression), V5 and V6 (longitudinal wind pressure and depression) tend to relieve the structure and thus reduce efforts in the masts. The greatest displacement occurs under constant load (dead weight and burden of roof). The ends of the roof are deformed more than the rest, this is explained by the fact that it has a double door overhang that amplifies the deformation. Cases of V3 and V4 wind (wind right left overpressure and depression) reduces the deformation of the canopy by reducing travel. After analyzing the displacements obtained under each load case, it is necessary to establish an arrow against the roof in order to have a minimum slope after deformation of 3% for the evacuation of water (according to the standard). We can then consider the influence of the arrow against the calculation of the elements of the structure. The displacements obtained under different load cases are to be analyzed in more detail, because taken as they appear in the table above, could lead to the conclusion that the structure is too flexible and that the deformations are excessive. Indeed, the maximum movement of the canopy door overhang can be decomposed into two parts that are added, the first is the deformation under load of the awning and corresponds to a second displacement caused by the bending of mast. It is therefore essential to define a criterion flexibility to the awning and not strictly enforce the normative standard.

3. Carrier Descriptiongnraledelastructure :

The metal roof made of a steel tray seal carrier is supported by a metal structure shaped sheet

composed (see map of the roof structure in the appendix): a network fault-profile trade section adapted to the range (IPE 160, IPE 180, IPE 200) and

spaced 2.5m. a system of sleepers PRS tapered resting on two supports and having a door overhang of 2.5m

to the rear, a central span 17,5m and door overhang 10m towards forward. This sheet is based on a main frame with beams type wells PRS assembled frame and suspended by major tie-struts with metal poles and anchored by tie-struts back into the concrete structure. These structural elements are described in detail in the following chapters. Coverage covers an area of 30m wide by 110m long. It has a residual slope after deformation of 3%. The evacuation of rainwater will be through a valley located 5m from the rear side and 25 meters from the front side. The position of the mast, in the transverse direction, oscillates about a mean line in the th

Reconstruction de La Tribune Dhonneur Dun Stade.fr.En

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