STATICAL DOCUMENTATION STRUCTURAL DOCUMENTATION A1. PROJECT BASIS

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1 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 1/44 Client: VIA UNIVERSITY COLLEGE Project name: PARKESTON 1 OG 2 Date: STATICAL DOCUMENTATION A STRUCTURAL DOCUMENTATION A1. PROJECT BASIS Chr M Østergaards Vej 4, 8700 Horsens VIA University College

2 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 2/ Status: Name of the project: Address: Not published Parkeston 1 og 2 Dokken 10, 6700, Esbjerg Client: Project nr: Via University College PRO C2 Date: Prepared by: Matiss Sakne Sarunas Leliuga Signature Controlled by: Sarunas Leliuga Matiss Sakne Signature Approved by: Karsten Völcker Signature Chr M Østergaards Vej 4, 8700 Horsens VIA University College

3 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 3/44 Table of Contents 1. BUILDING Building purpose Structural form Structural design Execution Specifications 8 2. BASIS Codes of practice and standards Safety IT-tools References INVESTIGATIONS Ground conditions Geotechnical conditions Climatic conditions STRUCTURES Statical models Functional requirements Life span Robustness Fire STRUCTURAL MATERIALS Concrete Safety Feasibility Materials Material-related impacts Information Steel Safety Feasibility Materials Functional requirements Material related impacts Calculation principles and parameters Glass Timber Masonry LOADS Applied concepts Load combinations Load Combination Factors Floor Reduction Factor Permanent loads Self-weight of sandwich elements Self-weight of floor slabs 24 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

4 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 4/ Self-weight of the penthouse roof Imposed loads Natural loads Wind Mass load Snow Earth pressure Water pressure Temperature Accidental loads Collision loads Explosion loads Seismic load Imperfections APPENDICES Geotechnical report Fire technical report Drawings 44 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

5 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 5/44 Work distribution Section Content Author Page 1. BUILDING Sarunas 6 2. BASIS Sarunas 9 4. STRUCTURES Statical models Sarunas Functional requirements Sarunas Life span Sarunas Robustness Sarunas Fire Matiss STRUCTURAL MATERIALS LOADS Sarunas APPENDICES Fire technical report Sarunas&Matiss Drawings Sarunas 44 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

6 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 6/44 1. BUILDING 1.1 Building purpose The purpose of the building is to provide local businesses with effective up to date facilities that can function and supply Esbjerg community with facilities for offices, professional services, shops and conference halls while at the same time providing a unique architectural piece to the harbour area in Esbjerg. PARKESTON House offers options that can be adapted to individual tenant's needs regardless of size, with variable lease from approximately 280m 2 to 5,000m 2. PARKESTON House is located on West coast of Denmark, in Esbjerg (harbor area). The location can be seen in the figure below. Figure 1- Location of the building, source- maps.google.dk Chr M Østergaards Vej 4, 8700 Horsens VIA University College

7 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 7/ Structural form PARKESTON House is built in two "twin bodies", where there are excellent views of the harbor entrance, Fanø and port operations. Total 8000m 2 comprise of 4 stories following by a Penthouse on the top and basement intended for parking use. Total height is 20.1 meters above ground level. Length and width is 50 and 46 meters accordingly. In addition to the main structure, a small rectangular shaped building of 82m 2 is adjoined in ground floor (see Figure 2- Ground floor skeleton below). CL Additional structure Figure 2- Ground floor skeleton 1.3 Structural design The quality of the building is focused on modern construction, which has a composite material consisting of steel, concrete, glass and timber. Main materials providing the structural integrity of the building are steel and concrete. Structural design can be split into two main sections: 1. Penthouse made of steel construction on top of 2. concrete structure spanning from basement level to 3 rd floor Structural system of the penthouse consists of steel portal frames, shear walls and roof diaphragm. The portal frames are architecturally designed to have rectangular hollow section legs (or circular hollow section legs at the gables) and HEB/HEA profiles on the top. Portal frames are held together by roof diaphragm made of trapezoidal steel sheets. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

8 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 8/44 The bearing system of concrete section mainly consists of pre-casted reinforced concrete elements: slabs, walls, beams and columns. All of the structural pre-casted elements together form a stable building. Basement outside walls are sandwich elements made of 100mm inner concrete layer, mm mineral wool and mm outer concrete layer. Another type of outside walls in basement is just reinforced 200mm concrete walls. Internal partitions in the basement are built from 120mm concrete walls. For more specifications, see drawing A.K10 in appendix folder A1. Floor slabs are prefabricated hollow core elements PX32. Load bearing walls are prefabricated sandwich elements consisting of 200mm load bearing inner layer (concrete), 200 mm of insulation and 108 mm of outer layer made of bricks. Some of the walls have different outer layer, but that does not have a significant influence on the structural system of the building. Columns and beams are prefabricated concrete elements as well. Columns have rectangular or squared cross sections and dimensions depend on the placement of the building. 1.4 Execution Not relevant for this project 1.5 Specifications Project consists of: Documentation A1- Structural basis Documentation A2- Structural design Documentation A3- Structural drawings Main report Chr M Østergaards Vej 4, 8700 Horsens VIA University College

9 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 9/44 2. BASIS 2.1 Codes of practice and standards The design is carried out in accordance with Eurocode system and the related Danish annexes. The design is based on current editions of standards. Applicable surcharges and revised pages not included in the list below are also applicable. Current versions are the current registered versions of the time when this project basis was being carried out. All Eurocodes are followed by specific Danish national annex below. Safety: Eurocode 0 (EC0): DS/EN 1990: Basis of structural design DS/EN 1990 DK NA: National Annex to Basis of structural design Actions on structures: Eurocode 1 (EC1): DS/EN : General actions- Densities, self-weight, imposed loads for buildings DS/EN DK NA: National annex for general actions - Densities, self-weight, imposed loads for buildings DS/EN : Actions on structures exposed to fire DS/EN DK NA: National Annex for Actions on structures exposed to fire DS/EN General actions Snow loads DS/EN DK NA: National annex for general actions- Snow loads DS/EN : General actions Wind loads DS/EN DK NA: National annex for general actions- Wind loads DS/EN General actions Accidental actions DS/EN DK NA: National Annex for General actions Accidental actions Chr M Østergaards Vej 4, 8700 Horsens VIA University College

10 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 10/44 Concrete structures: Eurocode 2 (EC2): DS/EN : General rules and rules for buildings DS/EN DK NA National Annex for General rules and rules for buildings DS/EN : General rules- Structural fire design DS/EN DK NA: National Annex for General rules- Structural fire design Steel structures Eurocode 3 (EC3): DS/EN : General rules and rules for buildings DS/EN DK NA: National Annex for General rules and rules for buildings DS/EN : General rules Structural fire design DS/EN DK NA: National Annex for General rules Structural fire design DS/EN : General rules Supplementary rules for cold-formed members and sheeting DS/EN DK NA: National Annex for General rules - Supplementary rules for coldformed members and sheeting DS/EN : General rules Supplementary rules for stainless steels DS/EN DK NA: National Annex for General rules - supplementary rules for stainless steels DS/EN Plated structural elements DS/EN DK NA: National Annex for Plated structural elements DS/EN Strength and stability of Shell Structures DS/EN DK NA: National Annex for Strength and stability of Shell Structures DS/EN : Plated structures subjected to out of plane loading DS/EN DK NA: National Annex for Plated structures subjected to out of plane loading Chr M Østergaards Vej 4, 8700 Horsens VIA University College

11 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 11/44 DS/EN Design of joints DS/EN DK NA: National Annex for Design of joints DS/EN : Fatigue DS/EN DK NA: National Annex for Fatigue DS/EN : Material toughness and through-thickness properties DS/EN DK NA: National Annex for Material toughness and through-thickness properties DS/EN : Design of structures with tension components DS/EN : Piling Timber structures Eurocode 5 (EC5): DS/EN : General Common rules and rules for buildings DS/EN DK NA: National Annex for General Common rules and rules for buildings DS/EN : General Structural fire design DS/EN DK NA: National Annex for General Structural fire design Geotechnics Eurocode 7 (EC7): DS/EN : General rules DS/EN DK NA: National Annex for General rules 2.2 Safety DS/EN : Ground investigation and testing Construction Section Consequence Class K fi Whole building CC3 (high) 1.1 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

12 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 12/ IT-tools Program Version Operating system Annex Microsoft Excel 2010 Microsoft Windows 7 Microsoft Word 2010 Microsoft Windows 7 Mathcad 15.0 Microsoft Windows 7 Power Point 2010 Microsoft Windows 7 MS Project 2010 Microsoft Windows 7 Robot Structural Analysis 2014-Educational Microsoft Windows 7 Staad.Pro V8i-Educational Microsoft Windows 7 Autocad 2014-Educational Microsoft Windows 7 Microsoft Outlook 2010 Microsoft Windows References The following literature references are used in the static calculations, reference may be made to them by means of their reference number. [2.4.1.] Teknisk Ståbi Teknisk Forlag, 22. edition, 2013 [2.4.2.] DS/INF 146 Robusthed - Baggrund og principper - Information 2 1st edition 2003 [2.4.3.] SBi-anvisning 223 Dokumentation af bærende konstruktioner 1st edition 2009 [2.4.4.] SBi guidelines 230 Guidelines on Building Regulations 2 nd edition 2010 [2.4.5.] Building calculations Excerpts from Bygningsberegninger 1 st edition 2012 [2.4.6.] Concrete structures Translated extracts from Bjarne Christian Jensen, Betonkonstruktioner efter DS/EN st edition 2011 [2.4.7.] Stålkonstruktioner Efter DS/EN st edition 2009 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

13 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 13/44 3. INVESTIGATIONS 3.1 Ground conditions Ground conditions are described in geotechnical report added as an appendix. 3.2 Geotechnical conditions Geotechnical conditions are described in geotechnical report added as an appendix. 3.3 Climatic conditions Climatic conditions are described in geotechnical report added as an appendix. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

14 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 14/44 4. STRUCTURES 4.1 Statical models Vertical loads Vertical loads in penthouse are to be absorbed primarily by column-beam and wall system that supports the roof made out of trapezoidal steel plates. All vertical loads from penthouse are sent to concrete building. All vertical loads in concrete building are distributed to prefabricated sandwich wall elements (external walls), prefabricated concrete walls (internal walls) or beamcolumn systems using concrete floor slabs. All vertical loads from the building are transferred to the ground using groups of piles. Horizontal loads Horizontal loads in penthouse are sent down by introducing steel frames in combination with diaphragm and concrete shear walls. The loads from penthouse are absorbed by concrete building below. Slab system acting as a unite diaphragm is to transfer horizontal loads to the stabilizing-shear walls in concrete building. It is ensured that the slab elements interact by providing necessary reinforced joints for traditional principles. All horizontal loads from the building are transferred to the ground using groups of piles. 4.2 Functional requirements All the structural elements will be designed according to norms and standards mentioned in A1 Basis. There will be no deviation from the codes or a good reason must be given and discussed with client. 4.3 Life span The building's life expectancy is 50 years according to EN 1990 section 2.3. We do not expect special measures to ensure this, as in the case of known and conventional constructions. 4.4 Robustness The construction is estimated to be robust because it s a big building with a large occupancy. Since the building is in CC3, special robustness report is to be carried out. The engineering report has to include identification of key members and load scenarios. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

15 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 15/ Fire The working and design conditions of fire safety demands in the Danish building regulation BR 2010 have been inspected in the fire technical report. The work has been delimited to work with traditional buildings as shown in the Danish Eksempelsamling for brandsikring af byggeri However since this document is not in English, a translated version of the Eksempelsamling from 2004 have been used in English version Protection against fire in buildings, April Since the main principles have not been changed since 2004, the result with the 2012 edition for this project would practically be the same. The purpose is to achieve knowledge about the fire demands in the Danish Building Regulation and the best way is to try to use the requirements in a project. Fire technical documentation has been made as specified in Protection against fire in buildings, April 2004, section 1. (or the Danish Eksempelsamlingen 2012) The fire technical documentation consists of: A fire technical report including comments with references to drawings where the solutions are shown. Also all of the calculations have been placed in the report. As not all the information can be acquired in the outline proposal, all of the assumptions have been stated in the report. The following sections are a part of the fire technical documentation: o o o o o o o o Strategy for fire protection Use of the building Placing building on the plot Escape facilities Passive fire protection measures Active fire protection measures Fire and rescue services Operation and maintenance Drawing(s) as appendixes to the fire technical report Drawings have been made by working on AutoCAD files of the original projects material. A3 size has been preferred. Drawings have been worked out with colored symbols. The materials for walls etc. that fulfill the requirement that are found have been chosen among the examples in the document Fire Technical Guide 30 from DKI (Danish Fire Technical Institute) Delimitations: In order to maintain the overview, all points in a fire technical documentation are stated above; although all of the sections have not been examined therefore the following list with delimitations are shown: o o o o o o o o Strategy for fire protection Use of the building Placing building on the plot (Partial solution) Escape facilities (For one floor) Passive fire protection measures (For one floor) Active fire protection measures (Not included) Fire and rescue services (Not included) Operation and maintenance (Not included) The fire technical report has been added in appendix. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

16 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 16/44 5. STRUCTURAL MATERIALS 5.1 Concrete Safety The partial factors for reinforcement and concrete are set according to Table 2.1a (EC2 NA.) Building part Inspection class Whole building normal Structures casted in-situ: Compressive strength and modulus of reinforced concrete c = 1,45 3 Compressive strength and modulus of unreinforced concrete c = 1,60 3 Tensile strength of concrete c = 1,70 3 Reinforcement Strength s = 1,20 3 Prefabricated structures Compressive strength and modulus of reinforced concrete c = 1,40 3 Compressive strength and modulus of unreinforced concrete c = 1,55 3 Tensile strength of concrete c = 1,60 3 Reinforcement Strength s = 1, Feasibility Exposure classes related to environmental conditions in accordance with EN Building part 1.No risk of corrosion attack Foundation Basement floor Walls below terrain Walls above terrain Interior columns X0 Interior beams X0 2.Corrosion induced by carbonation 3.Corrosion induced by chlorides 4.Corrosion induced by chlorides from sea water XS3 XS2 XS2 XS1 5.Freeze/ Thaw Attack 6.Chemical attack Materials Concrete Use the following types of concrete Chr M Østergaards Vej 4, 8700 Horsens VIA University College

17 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 17/44 Env. f ck c D max Identification Application class (MPa) (mm) (mm) A35N32 Foundation A 35 35/ 5 32 A35N32 Basement floor A 35 35/ 5 32 A35N32 Walls below terrain A 35 35/ 5 32 M30N32 Walls above terrain M 30 25/ 5 32 P30N32 Interior columns P 30 25/ 5 32 P30N16 Interior beams P 30 25/ 5 16 Special demands Reinforcement S550 with f yk =550Mpa has to be used. The dimensions 6 and 8, 8, 10 and 10 and 12 should not be used in the same structural element because of the risk of confusion Tension Tension in the use condition is calculated taking into account the shrinkage-giving effects. In general, the calculations as an approximation based on a weighted average value of the ratio of elastic modulus = E s /E c, corresponding to FL F F L K FK L F F L K K where L and K are the values attached to the respective long-and short-term impact, while F L and F K are the impacts associated with it. Concrete Tensions must limit state shall not exceed 0,6 f ck. Concrete Tensions linked only to the long-term effects may not exceed 0.45 f ck Crack widths Concrete structures are to be dimensioned so that the following maximum crack widths w k are met in calculations: Environmental classes Extra aggressive Aggressive Moderate Passive visible Passive invisible Relaxed reinforcement 0,2mm 0,3 mm 0,4 mm 0,4 mm 0,4 mm Tighten reinforcement 0,1 mm 0,2 mm 0,3 mm 0,4 mm 0,4 mm Chr M Østergaards Vej 4, 8700 Horsens VIA University College

18 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 18/ Deformations Unless otherwise specified, maximum allowed deflection for beams is considered to be L/400, for plates- L/300 where L is the span The deflections should not exceed 20 mm. This requirement may be waived if it is ensured that this does not lead to structural element accidental rest of the walls, windows, doors, etc.. and / or problems with the installation process equipment standing on beams / plates, ponding, comfort etc Material-related impacts Not relevant to this project Information 5.2 Steel Safety Partial coefficients for steel is in accordance with EN NA DK: M0 = 1,1 γ3 used for carrying capacity of cross-section, f y, E, M1 = 1,2 γ3 used for instability of structural members (column effect) M2 = 1,35 γ3 used for load-bearing capacity of the cross section in terms of tensile force, f u og fat Steel structures include the following inspection levels: Inspection Level: Normal 3 = 1,0 for f y, f u, E and fat (not welded) 3 = 1,0 for and fat (welded) Accordingly, the partial coefficients: m = 1,1 for f y, E m = 1,1 for cat. C) m = 1,2 for (sliding) m = 1,35 for f u og fat (not welded) m = 1,35 for fat (welded) Feasibility Special studies are not relevant for this project Materials Chr M Østergaards Vej 4, 8700 Horsens VIA University College

19 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 19/ Structural steel Profiles and plates should be provided according to DS / EN with certificate 3.1 according to DS / EN fine grain steels, however, according to DS / EN 10113th Use the following types of steel: H-, I-and U-profiles, and all plates performed in S355J0 or S355J2G3 hollow sections performed in S355J2H Welds All welds should be closed. Inspection of welds performed in accordance with DS / EN NDT inspection of welds carried out. Limited recovery for DS / EN Inspection of welds should be carried out by steel contractor. Welding is generally carried out in accordance with DS / EN ISO Please also refer to DS/EN Bolts Bolted connections should be calculated as part of pre-stressed bolted joints in category A assembled according to DS / EN :2005, and category D bolted joints in accordance with DS / EN :2005, Bolts are galvanized in quality 8.8. Only bolts with dimensions of M16, M20, M24, M30 and M36 are used Functional requirements Not specified in this project Deformation Limits on steel structures stiffness according to DS / EN , DS / EN DK NA and DS / EN according Tolerance class Operating temperature Not relevent for this project Fatigue Not relevent for this project Material related impacts Not relevent for this project Calculation principles and parameters Various calculation principles stated. It shall specify the calculation parameters used frequently in the static calculations. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

20 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 20/ Structural steel Yield and tensile stresses are used according to standards for the relevant steel grades and element thicknesses. The characteristic material properties are: modulus of elasticity E = MPa shear modulus G = E/2(1+ )= MPa density = 7,85 * 10 3 kg/m 3 Poisson's ratio = 0,3 linear thermal expansion coefficient = 12 * 10-6 C Welds Welds are calculated and executed in accordance with DS / EN and DS / EN Bolts Bolted joints are calculated and executed in accordance with DS / EN and DS/EN Bolt material has the following strengths: f ub = 800 MPa (grade 8.8) Bearing resistance is in accordance with DS / EN , Table 3.4: F b,rd = k1 b f u M 2 d t Shear resistance per shear plane is in accordance to DS / EN , Table 3.4: F v,rd = v f ub M 2 A Tension resistance is in accordance to DS/EN , Table 3.4: F t,rd = k 2 f ub A s M Glass Not relevant for this project 5.4 Timber Not relevant to this project 5.5 Masonry Not relevant to this project Chr M Østergaards Vej 4, 8700 Horsens VIA University College

21 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 21/44 6. LOADS 6.1 Applied concepts Unless otherwise specified, the vertical loads are counted as positive downwards. Concepts used for load and security are in accordance with DS / EN 1990 and DS / EN 1991, unless otherwise indicated. There is generally used following concepts: P: Permanent load V: Variable load U: Accidental actions %B-load: Variation in the load space, indicated by the size of the part of the load (B% load), there is a base load. The remaining load share is a free action. %L-load: Load variation over time, indicated by the size of the part of The lock (% L-load), there is a long-term load. The remaining load portion is a shortterm loads. Following abbreviations are used for basic loads G inf : Minimum permanent load G sup : Maximum permanent load W: Wind load S: Snow load N A : Imposed load on floors with residential property (Category A) N B : Imposed load on floors with offices (Category B) N C : Imposed load on floors with gathering places (Category C) N D : Imposed load on floors with shops (Category D) N E : Imposed load on floors with storages (Category E) N F/G : Imposed load on floors with traffic and parking (Category F/G) 6.2 Load combinations In accordance with DS / EN 1990 the following states to be taken into account. These are referred to with the following abbreviations: SLS Serviceability limit state o KAR Characteristic combination o HYP Frequent combination o KVA Quasi-permanent combination ULS Ultimate limit state ALS Accidental limit state o Fire Combinations in case o Collision/explosion/etc. Other accidental combinations o SEIS Seismic combination Chr M Østergaards Vej 4, 8700 Horsens VIA University College

22 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 22/44 Load cases are determined in accordance with EN 1990 DK NA and the combinations are: Load State combination Load case SLS KAR 6.14b 1. Wind load dominant, unfavourable permanent load 2. Imposed load dominant, unfavourable permanent load 3. Snow load dominant, unfavourable permanent last 4. Wind load dominant, unfavourable permanent load SLS HYP 6.15b 1. Wind load dominant, favourable permanent load 2. Imposed load dominant, unfavourable permanent load 3. Snow load dominant, unfavourable permanent load 4. Wind load dominant, unfavourable permanent load SLS KVA 6.16b 1. Wind load dominant, favourable permanent load 2. Imposed load dominant, unfavourable permanent load 3. Snow load dominant, unfavourable permanent load 4. Wind load dominant, unfavourable permanent load 6.10a 1. Wind load dominant, favourable permanent load 2. Imposed load dominant, unfavourable permanent ULS load 6.10b 3. Snow load dominant, unfavourable permanent load 4. Wind load dominant, unfavourable permanent load Permanent load ALS Brand 6.11b 1. Wind load dominant favourable permanent load 2. Imposed load dominant, unfavourable permanent load 3. Snow load dominant, unfavourable permanent load 4. Wind load dominant,, unfavourable permanent load ALS Collision/ explosion/ etc. 6.11b 1. Wind load dominant, favourable permanent load 2. Imposed load dominant, unfavourable permanent load 3. Snow load dominant, unfavourable permanent load 4. Wind load dominant,, unfavourable permanent load ALS SEIS 6.12b 1. Wind load dominant, favourable permanent load 2. Imposed load dominant, unfavourable permanent load 3. Snow load dominant, unfavourable permanent load 4. Wind load dominant, unfavourable permanent load For load combination in ULS values are given in Annex. It should be noted that the floor reduction factor is not included, but can be found using the Section 6.4. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

23 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 23/ Load Combination Factors Load combination factors are determined in accordance with EN 1990 DK NA: Imposed load Load category Load combination factors Areas for domestic and residential activities A 0,5 0,3 0,2 Office areas B 0,6 0,4 0,2 Areas where people may congregate( with the exception of areas defined under C 0,6 0,6 0,5 category A, B and D) Shopping areas D 0,6 0,6 0,5 Business and storage areas E 0,8 0,8 0,7 Traffic areas F 0,6 0,6 0,5 Snow loads In combination with dominant imposed load in category E 0,6 0,2 0 In combination with dominant wind load Others 0,3 0,2 0 Wind loads In combination with dominant imposed load in category E 0,6 0,2 0 Others 0,3 0, Floor Reduction Factor In the last case LAK 6.10b-2, where the imposed load is the dominant load and where there are several floors with imposed load that are placed in the same category, the total imposed load, see DS / EN 1990 annex A.2 and DS / EN section , reduced by one floor reduction factor cf DS / EN section (11). The national elections of floor reduction factor specified in DS / EN DK NA. Acc. DS / EN , (2) P, the total imposed load is considered a "selfloading" when the imposed load combined with other variable loads. As the snow and wind are included in the last case, this implies that all imposed load is dominant and multiplied by the partial factor γ. Calculations of the reduction factor. Method 1: Apply partial factor and floor reduction factor for all imposed loads. α n calculated according to DS / EN Section (11) for each imposed load category: n = number of floors (n> 1) of the loaded item from the same category Chr M Østergaards Vej 4, 8700 Horsens VIA University College

24 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 24/ Permanent loads Self-weight of sandwich elements Self-weight of floor slabs Self-weight of the penthouse roof 6.6 Imposed loads Imposed loads are determined in accordance with EN NA: Chr M Østergaards Vej 4, 8700 Horsens VIA University College

25 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 25/ Natural loads Wind Since penthouse geometrical dimensions differ from concrete building, wind loads are calculated separately for each of the building part. Therefore 2 calculations have been carried out to find out more precise wind loads. Neither penthouse nor concrete building has rectangular shape, but Eurocodes only give guidance how to calculate wind loads for that type of building. Hence approximations have been done. Only for wind load calculations, biggest dimensions have been chosen and rectangle shape was used as a frame of the building. Different wind pressure and suction zones in real building frame have to be used only. See Figure 3-wind zones on Penthouse frame, wind perpendicular to facade1- Figure 8- wind zones on cocnrete building frame, wind perpendicular to gable2 Wind friction does not give a big supplement to the total wind load, thus it is left aside these calculations. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

26 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 26/44 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

27 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 27/44 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

28 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 28/44 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

29 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 29/44 Figure 3-wind zones on Penthouse frame, wind perpendicular to facade1 Figure 4-wind zones on Penthouse frame, wind perpendicular to facade2 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

30 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 30/44 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

31 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 31/44 Figure 5-wind zones on Penthouse frame, wind perpendicular to gable Chr M Østergaards Vej 4, 8700 Horsens VIA University College

32 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 32/44 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

33 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 33/44 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

34 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 34/44 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

35 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 35/44 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

36 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 36/44 Figure 6-Wind zones on concrete building frame, wind perpendicular to facade Chr M Østergaards Vej 4, 8700 Horsens VIA University College

37 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 37/44 Figure 7-wind zones on concrete building frame, wind perpendicular to gable1 Figure 8- wind zones on cocnrete building frame, wind perpendicular to gable2 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

38 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 38/ Mass load DS/EN DK NA:2011 provides two methods for mass load calculations: 1. Horizontal mass load due to geometrical imperfections acting simultaneously with other horizontal loads 2. Horizontal mass load due to geometrical imperfections acting independently from other horizontal loads Method 2 is chosen to be used. It says that design value of horizontal mass load can be determined as: The horizontal mass load is the smallest horizontal load which a structure is considered to be affected by. In our case mass load for the building is calculated for Basement, Ground floor, 1st- 3rd floor levels. Mass load for penthouse is neglected because it is a lightweight construction. Calculations will be done using 1st floor plan. Results will be used for other floors because floors are almost identical. Calculations for mass load on basement floor will not be done separately even though plan is different and basement has more walls. This is because of lack of time. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

39 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 39/44 Figure 9-1st floor structural plan Chr M Østergaards Vej 4, 8700 Horsens VIA University College

40 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 40/44 Building structure Floors The floors are constructed in 320mm thick precast hollow core floor units. There is 70mm of screed on top g floors Area of the floor 3.75 kn kn m 2 70mm 24 m kn m 2 A floor 12.5m 50m 10.2m 18.5m 813.7m 2 Total area of the shafts A shafts ( 5.95m 2.031m ) m 2.7m 4m 4.76m m 2 Total area of the floor A T otalfloor A floor A shafts m 2 Total weight of floors G floors A T otalfloor g floors kn Facades The facades are constructed from sandwich elements. They consist of 108mm outer layer (bricks), 220mm of insulation and 260mm of outer layer-concrete. g concrete 24 kn g iso 0.3 kn m 3 m 3 g bricks 24 kn m 3 g facades g concrete 260mm g iso 220mm g bricks 108mm kn m 2 Height of the full walls is h FullFacade 3.853m Total length of full facade walls L T otalfacade 2.8 2m 0.83m 11 ( 1.97m 1.73m 3.63m ) m 3m 35.8m Total length of windows Height of windows L windows 1.1m 2.5m 5.17m m ( 0.91m 0.97m 1.1m ) m 2.07m 5.2m 5.17m 2.47m 1.1m h windows 1.2m 56.36m Total weight of facades L windows G facades g facades h FullFacade L T otalfacade h FullFacade h windows kn Chr M Østergaards Vej 4, 8700 Horsens VIA University College

41 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 41/44 Internal walls Internal walls are made from concrete. Thicknesses differ depending on the placement, therefore to be on a safe side 260mm thickness is chosen for calculations (the biggest). Height of the walls is g internal g concrete 260mm 6.24 kn m 2 h internal 3.533m Total length of internal walls L internal 4m m 2 ( 4m 2m 3m 2m 6m 2) 2 2.7m 2m 1.2m 65.98m Total weight of internal walls G internal L internal h internal g internal kn Lightweight partitions and floor finishes g partitions 1 kn m 2 Total weight of lightweight partitions and floor finishes G partitions g partitions A T otalfloor kN Imposed load q 2.5 kn m 2 A1.6.6 Total imposed load Teknisk Stabi 22nd edition, table 4.5 Q q 2 A T otalfloor kN Mass load calculations G G facades G internal G partitions Q kN Mass load converted to line loads acting at floor levels: Transverse stability w m1 Longitudinal stability w m2 G 50m 1.548kN m G 22.76m 3.401kN m Chr M Østergaards Vej 4, 8700 Horsens VIA University College

42 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 42/44 Wind load Transverse wind on building Height until level IV h 16.4m Lenght of the building 23m Relation d t h d t Therefore correlation factor has to be used Correction factor for lack of correlation between wind pressure and suction Wind pressure 0.85 w k.d 0.86 kn A m 2 Wind suction kn w k.e 0.4 A m 2 Total wind load w k w k.d w k.e Wind load per floor level kn m 2 w w w k h FullFacade kn m Longitudinal wind on building d l 50m h d l Therefore correlation factor has to be used again It can be seen that load pressures and suction are almost the same as for transverse wind, thus wind load per floor level will remain the same. Resultant load case The building is in CC3 K F1 1.1 Teknisk Stabi 22nd edition, table 4.10 ResultanLoadCaseInTransverse "Wind" if 1.67 K F1 w w w m1 "Wind" A formula 7.5 "Mass load" otherwise ResultanLoadCaseInLongitudinal "Wind" if 1.67 K F1 "Mass load" otherwise w w w m2 "Wind" Finally, the results show that wind load has to be considered for stability check. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

43 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 43/ Snow Chr M Østergaards Vej 4, 8700 Horsens VIA University College

44 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Project basis Page : 44/ Earth pressure Not relevant for this project Water pressure Not relevant for this project Temperature Not relevant for this project 6.8 Accidental loads Collision loads Not relevant for this project Explosion loads Not relevant for this project Seismic load The seismic design case determined in accordance with EN 1990 DK NA: Imperfections 7. APPENDICES 7.1 Geotechnical report 7.2 Fire technical report 7.3 Drawings Chr M Østergaards Vej 4, 8700 Horsens VIA University College

45 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Geotechnical Report Page : 1 Client: VIA UNIVERSITY COLLEGE Project name: PARKESTON 1 OG 2 Date: STATICAL DOCUMENTATION A STRUCTURAL DOCUMENTATION APPENDIX GEOTECHNICAL REPORT Chr M Østergaards Vej 4, 8700 Horsens VIA University College

46 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Geotechnical Report Page : 2 APPENDIX GEOTECHNICAL REPORT Chr M Østergaards Vej 4, 8700 Horsens VIA University College

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78 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 1/13 Client: VIA UNIVERSITY COLLEGE Project name: PARKESTON 1 OG 2 Date: STATICAL DOCUMENTATION A STRUCTURAL DOCUMENTATION APPENDIX FIRE TECHNICAL REPORT Chr M Østergaards Vej 4, 8700 Horsens VIA University College

79 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 2/13 Table of Contents 1. Fire Technical Report Strategy for the fire protection Use of the building Placing building on the plot (Partial solution) Escape facilities (For one floor) Passive fire protection measures (For one floor) Active fire protection measures (Not included) Fire and rescue services (Not included) Operation and maintenance (Not included) Appendices Situation Plan Escape route plan-1 st floor Fire divisions in first floor Literature 13 Chr M Østergaards Vej 4, 8700 Horsens VIA University College

80 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 3/13 APPENDIX - FIRE TECHNICAL REPORT 1.1 Strategy for the fire protection The purpose of the building is to provide local businesses with effective up to date facilities that can function and supply Esbjerg community with facilities for offices, professional services while at the same time providing a unique architectural piece to the harbour in Esbjerg. Brief presentation of the project has been made with the purpose of evaluating whether the proposals presented in Eksempelsamlingen/Collated examples may fit in with the chosen building design: Is the building of traditional design? It is assumed that the building is traditional design. It does not exceed or invade any of the building regulations stated in BR Construction methods and materials: It is assumed that the building is constructed out of prefabricated sandwich elements using traditional materials and construction methods. Is the building large, tall or complex? The building has 5 floors, penthouse on the roof and a basement and the layout of the building is spread over quite large area. Different building parts are laid out so that it is possible to implement sensible fire safety strategy. The building is not considered as tall or complex. Is the person impact very high? The person impact can be considered as not very high, as the half of the building on one floor is considered as one fire-resisting unit, there is only max of 30 people present in the building at the time so the person impact can be considered as low. A modest number of people normally mean no more than 50 people in each room which constitutes its own fire-resisting unit. Is the use of the building intended for flammable activities? -Guidelines on BR 2010, p167- No, the building is intended to be used for offices which do not operate or experiment with chemicals in the building therefore it is assumed that building is not used for flammable activities. Buildings used for activities involving a high risk of fire or for the storage of flammable items are subject to more stringent fire safety requirements embodied in current legislation in respect of emergency planning. Executive order on flammable activities -Guidelines on BR 2010, p164- Chr M Østergaards Vej 4, 8700 Horsens VIA University College

81 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 4/ Use of the building Type of industrial enterprise The building is intended to be used mainly for offices. There is a small exception in ground floor which possibly may also be used as a conference hall for people congregation. The building is designed in a way that building frame is built and afterwards internal areas are designed according to the client. Therefore exact enterprise is unknown. Number of persons in the building Number of people can be approximately assumed looking at each floor separately for a half of the building- for Parkeston 1. Another half (Parkeston 2) is identical except in the ground floor where instead of conference hall, office areas are supposed to be. Penthouse 15 People 3rd floor 30 People 2 nd floor 30 People 1 st floor 30 People Ground floor 100 People Basement 10 People Total 315 People Placement of persons in the building Since it is mainly office building, all employees are assumed to be working in their offices or at their desks. However, a lot of meetings are to be held, therefore people will gather in meeting rooms from time to time. Similarly at breakfast and lunch time all one office people gather in canteen. Anyhow, it is assumed there will be no more people than 50 in one room at once. Other personnel might be working in the kitchens, archive rooms, or store rooms. Biggest number of people at the same place is in conference hall in the ground floor. Persons familiarity with the arrangement of the building and the position of escape routes The administration and other personnel are assumed to be familiar with the building and escape routes. However, lots of guests and clients are coming to the offices who are not familiar with escape routes. So are not the people who stay in conference hall. The mobility of persons. All of the people in the building are assumed to be able to walk and move around without any extra equipment (wheelchair, crutches, etc.) Chr M Østergaards Vej 4, 8700 Horsens VIA University College

82 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 5/13 Dayshift and/or nightshift The offices are assumed to work during day time but occasionally people may stay and work during nights. Determination of the user category (-ies) according to BR 2010, section (1). Building has two user categories: Usage category 1 Offices in all the building except conference hall on ground floor. -Guidelines on BR 2010, p167- Usage category 3 Conference hall in ground floor ( only Parkeston 2) -Guidelines on BR 2010, p Placing building on the plot (Partial solution) Location plan, including the placement of the building on the plot The building is located in Denmark, Esbjerg 6700, Dokken 10. The building is built in a harbor area. The placement of the building on the plot is shown in appendix- Placement of the building on the plot. Fire separations in relation to boundary and in relation to other buildings on the same plot. (PAFIB 5.3) Building is sufficiently far from other buildings, so it is assumed there is no risk of spread of fire to buildings on other plots. Location and construction of possible fire wall. No fire wall is necessary. Access and facilities for the emergency services Sufficient scope for firefighting and rescuing people as well as animal is given. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

83 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 6/ Escape facilities (For one floor) Description of escape route strategy including total evacuation to the outside or evacuation to a safe area of the building For the total evacuation strategy of the building all the people are evacuated to the outside of the building. Multiple escape routes are provided from appropriate facilities to ensure safe evacuation of inhabitants. Furthermore, more detailed overview of the evacuation strategy for the first floor is provided. At the end of the fire report, an ESCAPE PLAN with marked escape routes is enclosed as an appendix for better understanding. 1 st floor User category -1 Occupancy in Parkeston 1 (half of the building) is less than 50 people, therefore 2 independent escape routes for anywhere located person is sufficient. Since the building is divided into two fire compartments, 3 exits are needed in total. People working in North of the building can evacuate themselves using main EXIT 1 or secondary EXIT 2. Both of them are located inside the building. People from South of the building can use main EXIT 1 and EXIT 2 in case of fire. All of the EXITS are connected with an escape route which goes through common areas. Escape route and escape stairs for the first floor can be seen in the appendix- Escape route-1 st floor. Location of escape routes Escape routes are located in the corridors and the common areas of the building. Since one fire compartment has less than 150m2 and less than 50 people, one access to escape route is sufficient. Distance to the escape route is smaller than 25m. Design of escape corridors Escape corridors have clear width of bigger than 1.3m and it must be maintained. Design of escape stairs Escape stairs are separate fire sections, thus impact of fire will not affect them. Escape stairs marked as EXIT3 in escape route plan is outside of the building, thus one has to make sure it is serviceable in all weathers. Some kind of screening from the weather is suggested. Stairs must always be accessible with no keys or tools during the working hours. Steps in the stairs must not be higher than 350mm otherwise it must be compensate by ramps. Corridor distances Max. 50 m Access to escape routes and rescue openings for a compartment of up to 150 m2 and no more than 50 occupants. -Guidelines on BR 2010, p172- Chr M Østergaards Vej 4, 8700 Horsens VIA University College

84 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 7/13 Door widths Escape routes in the building also include doors. Door width is minimum 800mm and it is wide enough for relatively small number of people. Generally, doors cannot be narrower than 0.77m. Opening direction for doors and the like. Since number of people from one fire compartment is smaller than 150 people it is not necessary for the doors to open in direction of the evacuation. Rescue openings (only locations, not the size) 1 rescue opening per 10 persons for which the room/the fire compartment is designed. However, this requirement does not include fire compartments supplied with two mutually independent escape routes leading to the outside at ground level, as it will always be possible to escape from such fire compartments. -PAFIB p.34- The building has two mutually independent escape routes, therefore it is not necessary to have rescue openings. However, every office has windows which can be used for rescue opening. Height from the ground to the 1 st floors is small enough for firefighters to reach the rescue openings with ladders. Chr M Østergaards Vej 4, 8700 Horsens VIA University College

85 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 8/ Passive fire protection measures (For one floor) Distance to other building on the same plot The building is located in Denmark, Esbjerg 6700, Dokken 10. The building is built in a harbor area. The placement of the building on the plot is shown in appendix- Placement of the building on the plot. There are no other buildings on the plot. Placement and workmanship of external surfaces and roof covering Exact solution haven t been carried out for this section although see annex Fire divisions in first floor for overview and distribution of external surfaces. Placement and workmanship of different fire units, including fire divisions (PAFIB 5.2.5), fire compartments (PAFIB 5.2.4) and other fire separating building components The whole building consists of two building sections due to multiple occupancy variations in different areas of the building one being on the ground floor (Usage category 3 Conference hall in ground floor, only Parkeston 2) and the other being the rest of the building (Usage category 1 Offices in all the building except conference hall on ground floor). Each floor (user category 1) is separated in 2 fire resisting units. Which include multiple Fire section and fire compartments; see appendix Fire divisions in first floor for better overview. Fire Compartment (User Category 1) Building component class EI 60 [BD-building component 60] -PAFIB p.64- Fire resistance in fire division (sections) separations: Building component class EI 60 A2-s1, d0 [BS-building component 60] Or Building component class EI 60 D-s2, d2 [BD-building component 60] And [Class B material] constructed with cladding class K2 60 A2-s1, d0 [60 minutes fire protection system] Maximum area of fire division 2000 m 2 -PAFIB p.66- Chr M Østergaards Vej 4, 8700 Horsens VIA University College

86 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 9/13 The building section (User category 1) consists of multiple fire division for each of these fire divisions building components has to be designed as class EI 60 A2-s1, d0 as well as the building components surrounding corridors. The corridor is designed as an escape route as well therefore the resistance is the same as for the fire division. Building components separating building compartments are designed as class EI 60. The main function for these building components is to separate building compartments according to required time and make sure that the spread of the fire and smoke is limited to the necessary time requirements which in this case are 60 min. Occasionally corridors are located directly next to the fire division therefore it is very important to ensure that the fire and smoke spread is limited from the fire division to the escape routes. The corridors are designed as an escape route therefore the resistance is the same as for the fire division. Placement and workmanship of internal surfaces and floor coverings The building is designed in a way that building frame is built and afterwards internal areas are designed according to the client. Therefore exact enterprise is unknown. Exact solution haven t been carried out for this section although see annex Fire divisions in first floor for overview and distribution of internal surfaces. Placement and workmanship of penetrations, fire doors, fire ventilation systems Exact solution haven t been carried out for this section although see annex Fire divisions in first floor for overview and distribution of some of the fire doors. Placement and workmanship of load carrying building components and their fire resistance capacity (PAFIB section 3) For placement of building components see annex Fire divisions in first floor. Workmanship of load carrying building components: Building components in the uppermost floor User Category 1 - Building component class R 30 [BD-building component 30] Buildings in more storeys where the level of the uppermost storey lies between 12 and 22 m above ground level: Building component class R 120 A2-s1, d0 [BS-building component 120] Balconies and access balconies -PAFIB p.46- User category Same fire resistance as for storey partitions at the same level, however maximum building component class. -PAFIB p.47- Chr M Østergaards Vej 4, 8700 Horsens VIA University College

87 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 10/13 Stairs In buildings where the floor level in the uppermost storey is more than 9.6 m above ground level: User Category1-6 Building component class R 30 A2-s1, d0 [BS-building component 30] -PAFIB p.47- The joining of building components Buildings must also be so constructed that fire does not spread from a fire compartment to a cavity passing one or more fire separating building components. For that particular reason it may be necessary to interrupt cavities using a fire stop. A fire stop is a construction detail hindering the spread of fire via a cavity from one fire compartment to another or to a cavity next to another fire compartment. A fire stop may be constructed using an insulation material fulfilling the requirements in material class A2-s1, d0 [non-combustible material], wood or wooden based boards. Normally, fire stops are placed in all cavities bordering different fire compartments. It is also important to consider that fire stops must not be damaged during the expected life time of a building. -PAFIB p.48- Chr M Østergaards Vej 4, 8700 Horsens VIA University College

88 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 11/13 Fire characteristics of the construction products used: Load bearing, vertical building component: Wall [R] EI 120 A2-s1, d0 [BS 120 wall] Wall made of 150 mm lightweight concrete wall components, height up to 3.8 m. Wall made of 150 mm unreinforced concrete or one-way reinforced concrete with centrally placed reinforcement, height up to 3.8 m. -Fire Technical Guide 30, p6- Column R 120 A2-s1, d0 [BS 120 column] For reinforced concrete columns see Fire Technical Guide 30, p6. Steel column (circular or rectangular section) encased in X mm concrete (according to following table) reinforced with expanded metal, 1.4 kg/m2, or with welded mesh of 2 mm steel wire with maximum mesh size 100 mm, placed 15 mm from the surface. Interior cavities in steel section with sealed cross section must not be grouted. -Fire Technical Guide 30, p7- Load bearing, horizontal building component: Beam R [E] I 120 A2-s1, d0 [BS beams 12] For beams see Fire Technical Guide 30, p10. Storey partition[r] EI 60 A2-s1, d0 [BS storey partition 60] Separating floor made of 100 mm solid reinforced light concrete deck elements with not less than 30 mm from the bottom surface of the deck elements to the center of the main reinforcement. -Fire Technical Guide 30, p11- Non-load bearing, vertical building components: Wall EI 60 A2-s1, d0 [BS walls 60] Wall made of 75 mm lightweight aggregate concrete components, height up to 3.0 m. -Fire Technical Guide 30, p14- Chr M Østergaards Vej 4, 8700 Horsens VIA University College

89 BACHELOR PROJECT PARKESTON 1 OG 2 A Structural documentation Date : A1. Appendix Fire Technical Report Page : 12/13 Fire doors: Door EI2 60-C A2-s1, d0 [BS doors 60], side-hinged doors made in accordance with DS Door EI2 60-C A2-s1, d0 [BS doors 60], sliding doors made in accordance with DS Door EI2 60-C [BD doors 60], side-hinged doors made in accordance with DS Fire Technical Guide 30, p16- Floor coverings Suitably fire-resistant floor coverings, class Dfl-s1 [class G floor coverings] Floor covering of non-combustible material, e.g. concrete and terrazzo -Fire Technical Guide 30, p21- For further examples, requirements and characteristics of construction products see Fire Technical Guide 30. Signs and markings The symbols used for marking load bearing building components are as follows: The placement for some of the separating building components is shown in appendix Fire divisions in first floor for a better overview. The symbols used for marking separating building components are as follows: Chr M Østergaards Vej 4, 8700 Horsens VIA University College