Structural Analysis. EUROCODE 2 Background and Applications
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1 Dissemination of information for training Brussels, October Prof. Dr.-Ing. Manfred Curbach TU Dresden, Institute for Concrete Structures M.Sc. Martin Just TU Dresden, Institute for Concrete Structures
2 Dissemination of information for training Brussels, October No design without structural analysis
3 Dissemination of information for training Brussels, October Table of Contents Loads and load cases Finite Element Model Results of the structural analysis
4 Dissemination of information for training Brussels, October Loads 1. Dead load bearing construction: γ c = 25,0 kn/m³ facade: Walls on external perimeter (including windows) only ground level and above 8,0 kn/m Interior: Finishing, pavement, embedded services, partitions 3,0 kn/m²
5 Dissemination of information for training Brussels, October Loads 2. Loads induced by environment Snow: Acts on the roof and on the external (parking) area q k = 1,70 kn/m² Wind: Calculated as descriped in EC 1 - EN , 2010:12 Building assumed to be below 1000 m above sea level Terrain category IV is assumed Load is rising linear between height of 10 m to the top (19 m) Wind is only acting on the vertical surfaces and is only set on one side of the building No wind forces (friction) on the sides parallel to the wind direction
6 Dissemination of information for training Brussels, October Loads 2. Loads induced by environment Calculation of the wind loads: Facade acts as 2-span-girder in global X-direction of FEM-model Wind loads [kn/m] h < 10 m h > 10 m Support 3 rd level 4 th level 5 th level End support 2,02 2,26 2,49 2,73 Middle support 6,74 7,53 8,31 9,1
7 Dissemination of information for training Brussels, October Loads 2. Loads induced by environment Calculation of the wind loads: Facade acts as 5-span-girder in global Y-direction of FEM-model Wind loads [kn/m] h < 10 m h > 10 m Support 3 rd level 4 th level 5 th level End support 1,82 2,04 2,25 2,46 1. Internal support 5,23 5,84 6,45 7,06 2. Internal support 4,5 5,03 5,55 6,08
8 Dissemination of information for training Brussels, October Loads 3. Loads caused by the use Dwelling (apartments, living): Level 1 to 5, and roof (as service load) q k = 2,00 kn/m² Public areas Ground level, offices, Stairs q k = 4,00 kn/m² Parking: Levels below ground, external parking area q k = 2,50 kn/m²
9 Dissemination of information for training Brussels, October Type of Exposure Load name Value of load Combination factors Ψ 0 Ψ 2 Dead load dead load of construction dead load of interior dead load of facade Variable values 3.0 kn/m² 8.0 kn/m - Environmental load 1 wind 0.77 kn/m² below 10 m 1.09 kn/m² at 19 m 0,6 0 Environmental load 2 snow on roof or external area 1.70 kn/m² 0,5 0 Service load 1 dwelling (level 1-6) stairs, office (level 0) 2.00 kn/m² 4.00 kn/m² 0,7 0,3 Service load 2 parking (level -1, -2, external area) 2.50 kn/m² 0,7 0,6
10 Dissemination of information for training Brussels, October Finite Element Model Type Flat slab
11 Dissemination of information for training Brussels, October Finite Element Model Type Beam slab
12 Dissemination of information for training Brussels, October Finite Element Model Type Italian slab
13 Dissemination of information for training Brussels, October Finite Element Model Modeling: Slabs are modeled as plate elements Columns and outer shear walls are representet by rod elements Shear walls in the center of the building are modeled as plate elements Beams for type 2-way slab with beams and type slab with embedded elements are modeled as plate elements and as rod elements (combined) Rod elements provide easier evaluation
14 Dissemination of information for training Brussels, October Load Cases 1. Load Case 1 Dead load of the construction Calculated by SOFiSTiK For better overview only a single level is shown: Cutout for stairs and elevator Area load from slab Line load from outer column Line load from inner column Line load from shear wall
15 Dissemination of information for training Brussels, October Load Cases 2. Load Case 2 Dead load of the interior For better overview only the roof is shown:
16 Dissemination of information for training Brussels, October Load Cases 3. Load Case 3 Dead load of the facade Area load, set on the outmost row of finite elements For better overview only one level is shown:
17 Dissemination of information for training Brussels, October Load Cases 4. Load Case 51 Wind in global X - direction Facade acts as a 2-span-girder between columns
18 Dissemination of information for training Brussels, October Load Cases 5. Load Case 101 Wind in global Y - direction Facade acts as a 5-span-girder between columns
19 Dissemination of information for training Brussels, October Load Cases 6. Load Case 201 Snow on roof
20 Dissemination of information for training Brussels, October Load Cases 7. Load Case 202 Snow on external parking area Load cases 203 to 206 with load in the next fields
21 Dissemination of information for training Brussels, October Load Cases 8. Load Case 1326 Service load on the roof For max. normal force in column B2 B2
22 Dissemination of information for training Brussels, October Load Cases 9. Load Case 1356 Service load on the roof For bi-axial bending of column B2 B2
23 Dissemination of information for training Brussels, October Load Cases 9. Load Case Service load For bi-axial bending of column B2 Only 2 levels shown B2
24 Dissemination of information for training Brussels, October Load Cases 9. Load Case Service load For uni-axial bending & for max. field moments in the beams (axis B) Only 2 levels shown
25 Dissemination of information for training Brussels, October Load Cases 9. Load Case Service load For max. normal force in column B2 Only 2 levels shown B2
26 Dissemination of information for training Brussels, October Results of the structural analysis 1. Deformations Load Case 1 (dead load):
27 Dissemination of information for training Brussels, October Results of the structural analysis 1. Deformations Load Case 3 (facade):
28 Dissemination of information for training Brussels, October Results of the structural analysis 1. Deformations Load Case 51 (wind in global X):
29 Dissemination of information for training Brussels, October Results of the structural analysis 1. Deformations Load Case 101 (wind in global Y):
30 Dissemination of information for training Brussels, October Results of the structural analysis 1. Deformations Load Case (service load, arrangement 1):
31 Dissemination of information for training Brussels, October Results of the structural analysis 1. Deformations Load Case (service load, arrangement 2):
32 Dissemination of information for training Brussels, October Results of the structural analysis 1. Deformations Load Case (service load, arrangement 3):
33 Dissemination of information for training Brussels, October Results of the structural analysis Provided Data: Punching forces for slab design for type Flat slab at the columns A1 and B2 in dwelling level Internal moments and shear forces for the 2-span-beam in axis 2 (2-way slab on beams) for ultimate limit state Internal moments and shear forces for the 5-span-beam in axis B (slab with embedded elements) for ultimate limit state Internal moments and shear forces for the design of column B2 and shear wall B1 for ultimate and serviceability limit state Bearing reactions for the design of the foundation of column B2 for ultimate and serviceability limit state
34 Dissemination of information for training Brussels, October Results of the structural analysis 2. Punching Difference in normal force in the columns equals punching force Normal force N in [kn] E.g. load case 3 (facade): For A1: ΔN = = 44,84 KN For B2: ΔN = 57,48 44,37 = 13,11 KN A1 B2 A1 B2
35 Dissemination of information for training Brussels, October Results of the structural analysis 2. Punching This leads to the following table for all (authoritative) load cases: Load Case A1: V Ed [kn] B2: V Ed [kn] Dead load of construction 43,03 245,78 Dead load of interior 24,57 146,18 Dead load of facade 44,84 13,11 Service load, arrangement 1-2,10 49,10 Service load, arrangement 2-1,14 46,39 Service load, arrangement 3 16,39 97,23 Service load, arrangement 4 16,37 97,40
36 Dissemination of information for training Brussels, October Results of the structural analysis 2. Punching And leads to the following desing values by superposition: Flat slab at column A1 V Ed = 176,48 kn Flat slab at column B2 V Ed = 693,02 kn A1 B2
37 Dissemination of information for training Brussels, October Results of the structural analysis 3. Internal forces and moments for beams in Axis 2, respectively B E.g. Load Case 1: Int. moment M y in [knm] For 2-way slab with beams, 2 spans (axis 2) -65,19-72,13-42,55 31,26-27,70-88,98 Calculation of frame 47,81 42,42 For slab with embedded elements, first 3 of 5 spans shown (axis B)
38 Dissemination of information for training Brussels, October Results of the structural analysis 3. Internal forces and moments for beams in Axis 2, respectively B Automatic superposition gives results for moments and shear forces: Maximum shear force at all supports Minimum moments at all supports Maximum moments in span 1 (and in span 2 for slab with embedded elements) Minimum moments in spans 2 and 3 for slab with embedded elements
39 Dissemination of information for training Brussels, October Results of the structural analysis 3. Internal forces and moments for column B2 and shear wall B1 Shear wall B1 Column B2
40 Dissemination of information for training Brussels, October Results of the structural analysis 3. Internal forces and moments for column B2 and shear wall B1 Calculated analogous to the beams Superposition for the following values: Max. and min. shear force in both local directions Max. and min. internal moment in both local directions Max. and min. normal force Calculated for the bottom end of column B2 in the 2 nd level below ground also the values that belong to these superpositions have been calculated for the top end of this column Shear wall B1 is calculated in ground level
41 Dissemination of information for training Brussels, October Results of the structural analysis 3. Internal forces and moments for column B2 and shear wall B1 e.g. for column B2 bottom end, ultimate limit state: Superposition N d V y,d V z,d M y,d M z,d Considered load cases [kn] [kn] [kn] [knm] [knm] Q 1 Q i max M y -4517,82 0,23-4,05 4,21-0, , 1356, max M z -4827,82 4,46 1,88-2,43 4, , , max V y -4827,82 4,46 1,88-2,43 4, , , max V z -5139,33-2,46 2,96-3,26-2, , max N -4408,94-1,83 2,27-2,73-1, min M y -5300,62-2,48 2,96-3,64-2, , 1326, 10031, min M z -5407,83-4,65-1,43 1,17-4, , 201, 202, 1326, min V y -5358,27-4,81-1,46-2,09-4, , 202, 1356, min V z -4467,29 0,25-4,05 4,20-0, , min N -5697,49-4,53 1,54-2,36-4, & , 10121
42 Dissemination of information for training Brussels, October Summary of Full results can be found in the workshop report Some additional data, which are not in the report, were provided for the detailing
43 Dissemination of information for training Brussels, October Numerobis from Astérix le Gaulois fin
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