structure_part 5 - 04.110.13
TRANSCRIPT
PART 5 – STRUCTUREAttachment 04
Site LocationShopping mall is placed at the urban part of the centre of Tripoli, mostly up with two story high buildings, about 350 m away from the Mediterranean Sea.
Climatic dataData is obtained from synoptic weather station at the Tripoli International Airport over the course of an average year. It is based on the historical records from 1974 to 2012. Earlier records are either unavailable or unreliable.
TemperatureTripoli has a hot subtropical semi-arid climate with long, hot and dry summers with relatively wet and mild winters with a Mediterranean (dry-summer) rainfall pattern. Summers are hot with temperatures that often exceed 38 °C. Average temperatures in July are between 22 ° and 33 °. Record high temperature is recorded as 48°C in August. In December, temperatures have reached as low as 0 °, but the average remains between 9 ° and 18 °C. In conclusion, the temperature range of 0° to +48°C is assumed for design.
RainfallThe average annual rainfall is less than 400 millimetres, and can be very erratic.
Wind Speed and DirectionAccording to the work “Wind Load Characteristics in Libya” (2010) by Prof. Milad M. Alshebani (the Department of Civil Engineering Alfateh University, Tripoli) and Mohammed B. Abohedma (postgraduate of Civil Engineering Department, Alfateh University, Tripoli), Libya is affected by atmospheric depressions during the winter time and north-eastern trade winds in the summer. Libya is also exposed to “Ghibli " winds, a dry and hot wind that blows from the south several times a year most from late spring throughout summer season. Over the course of the year, typical wind speed varies from 0 m/s to 8 m/s (calm to fresh breeze), rarely exceeding 12 m/s (strong breeze). The highest average wind speed of 5m/s (gentle breeze) occurs around May 30. At that time the average daily maximum wind speed is 8 m/s (fresh breeze). The lowest average wind speed of 3 m/s (light breeze) occurs around December 1. At that time the average daily maximum wind speed is 6 m/s (moderate breeze). In Libya, measurement of the wind speed is based on 10-sec gusts wind speed. The most frequent wind speed is 15 m/s. After examining wind speeds and its frequent durations, it has been envisioned that Libya can be classified into four wind speed zones in ascending order of its annual
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maxima wind speed. According to this classification, Tripoli is placed at Zone 4, with the design wind speed of 121 km/h (33.6 m/s), with a return period 50 year. In conclusion, a basic wind speed of 33.6 m/s is assumed for design. Even though the dominant lateral load for this type of structures is seismic load, wind load can be the major load for secondary structural elements (parapets, local facade elements etc.)
Geological constraintsAccording to the article “Settlement of a Building Founded on Difficult Soil” written by Iqbal H. Khan, Associate Professor and Fathi M. Layas, Lecturer, Department of CMI Engineering, University of Garyounis, Benghazi, Libya, and “Road Construction on Sabkha Soils”, written by Mohamed Mehemmed Shahin Department of Civil Engineering, 7th October University, Misurata, Libya, the large areas in Libya have “Sabkha soils”, which is an Arabic expression for describing recent coastal sediments with a high salt content and are characterized by very low bearing capacities and a relatively hard crusty surface which is strong when it is dry and loses its strength upon wetting. It forms heterogeneous and complex soil profiles with poor mechanical properties and appreciable organic. Sabkha is composed of sand deposits mixed with silt and clay. Two types of Sabkha are present in Libya, the first one is the coastal or muddy Sabkhas, which is found along the Mediterranean Sea, and the second type is inland or Sandy Sabkhas, which is located in the southern part of the country. Clearly, the muddy Sabkhas, which is potentially the soil under the actual structure, are the worst to construct structure on it. The main geotechnical hazards include settlement, corrosive action, heave due to salt crystallization / recrystallization and flooding due to the low infiltration rates. A site geotechnical investigation has not been undertaken jet. Since, at this stage of the design, the maximum soil stress under the foundation is calculated approximately σg = 199.50 KN/m2, it is highly recommended that such investigation should be carried out by the Client in order to design stabile and proper foundations in detailed design stage. In case that geotechnical analyse of the soil examples taken from the site indicate that bearing capacity of the ground does not meet design requirements, proper measures should be carried out like improving bearing capacity of the subsoil by replacement of the weak soil belowground elements of structure with material grades. However, these will need to be reviewed once site-specific data is available.
Seismic constraintsSeismic HistoryFrom work undertaken by A. Suleiman et al, of Al Fatah University, it is known that the Hun Graben area (western part of the Gulf of Sirt), with the prominent rift valley between Han and the city of Al Qaddahiya, has been
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identified as the location of many historic earthquakes. This includes the major quake, near Al Qaddahiya, in 1935 which was registered as a magnitude of 7.1 on the Richter scale, with two aftershocks of 6.4 and 6.0. A further quake hit the same area measuring 5.6, in 1941. Also, in Tripoli a major earthquake occurred in 1183 AD, destroying the city and mild tremors were felt here in 1803, 1811 and 1903.Therefore, it can be assumed that the site lies in an area that is historically at risk from severe seismic effects. The buildings and structures should be classified with regard to their ‘importance’ and designed and detailed to resist the effects of earthquakes.Determination of design parametersAccording to EN 1998: Euro code 8, the following parameters should determinate detail calculation of structure forces: 1) Identification of ground type, which is the result of geotechnical investigation, 2) the value of the reference peak ground acceleration on type A ground, agR, chosen by the National Authorities for each seismic zone, corresponds to the reference return period TNCR of the seismic action for the no-collapse requirement (or equivalently the reference probability of exceedance in 50 years, PNCR) chosen by the National Authorities. 3) Determination of the Design spectrum for elastic analysis. To avoid explicit inelastic structural analysis in design, the capacity of the structure to dissipate energy, through mainly ductile behaviour of its elements and/or other mechanisms is taken into account by performing an elastic analysis based on a response spectrum reduced with respect to the elastic one, henceforth called a "design spectrum". The seismic motion may also be represented in terms of ground acceleration time-histories and related quantities (velocity and displacement). Depending on the nature of the application and on the available information, the description of the seismic motion may be made by artificial accelerograms and recorded or simulated accelerograms. The method which will be chosen depends on availability of data provided by the site investigation.ConclusionThe seismic hazard of the site depend both on intensity of the ground motion and also, the frequency of occurrence of the earthquakes represented by seismic parameters which should be the result of the site geotechnical and investigation and national recommendations and regulations.
Sub Structure In order to take over a weight of five story structure and transfer safely to the ground, the building is based on solid slab foundation. Maximum soil stress calculated in this stage of the design is approximately σg=199.50KN/m2.
Super StructureStructural system is reinforced concrete skeleton-frame structure - frame combination with columns, beams and two-way reinforced concrete slab.
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Due to its underground level only basement has reinforced concrete walls around the base. Structural grid is set to have five fields in one direction and three in another one, with the span of 8x8.85m and 8x6.5m. On the First floor and upper levels structure is overhanging 3 meters around three sides, without external bracing.
Structural MaterialsStructural material is reinforced in-situ cast concrete. Concrete quality should have fc’=30 MPa (C 25/30 according to EN 206) or better. Reinforcement steel should have yield strength fyk=360 MPa or better. Better quality of concrete and steel decreases used amount of materials and final cost.
Structural DesignCalculation of structure forces was carried out on 3D model in order to determine real behaviour of structure under the all possible combinations of applied loads, vertical and lateral as well. Deflections of the structure were calculated taking in the consideration creep and shrinkage of concrete during the time of structure exploitation.Structure resistance to lateral loads is achieved by stiffness of the reinforced frames in two orthogonal directions.
Vertical Loads on StructureVertical loads are Self-weight of structure, Dead and Live (Implied) load. Self-weight is calculated by Programme, Dead load are weight of the floor and roof layers and façade and internal walls. Live load is variable load and for shopping areas is 4.0-5.0 KN/m2 (EN 1990-2001).
DurabilityTo achieve durability the following inter-related factors were considered in the design:– the intended or foreseeable use of the structure– the required design criteria– the expected environmental conditions– the composition, properties and performance of the materials and products– the properties of the soil– the choice of the structural system– the shape of members and the structural detailing– the quality of workmanship, and the level of control
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Detail Structure Analyse
General model data
Data: 3D 1.14.4 - bez greda oko elevatora.twpDate of calculation: 4.11.2013
Calculation method: 3D model
X Theory of I order XModal analyse Stability
Theory of II order XSeismic calculation Phase of construction
Nonlinear
Size of modelNo. of joints: 10698No. of FEM elements: 10248No. of beam elements: 2958No. of boundary elements: 14463No. of basic load actions: 5No. of load combinations: 23
Measure unitsLength: m [cm,mm]Force: kNTemperature: Celsius
5
Input data - Structure
Camera view
6
Camera view
7
Camera view
8
Camera view
9
Camera view
10
Isometry
11
Isometry
12
Camera view
13
SL.02
. h=2
20mm
B.02
. b/h
=60/
80cm
-2B.
02. b
/h=6
0/80
cm-1
B.02
. b/h
=60/
80cm
-5
B.02. b/h=60/80cm-6
B.02
. b/h
=60/
60cm
-3
B.02
. b/h
=60/
60cm
-1
B.02. b/h=60/80cm-7
B.02. b/h=60/80cm-8
B.02. b/h=60/80cm-9
B.02. b/h=60/80cm-10
B.02. b/h=60/80cm-11
B.02. b/h=60/60cm-4
B.02. b/h=60/60cm-7
B.02
. b/h
=60/
80cm
-3B.
02. b
/h=6
0/80
cm-4
B.02. b/h=60/60cm-6
B.02. b/h=60/60cm-5
B.02
. b/h
=60/
60cm
-2
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
4.4
0
3
4.4
5
B
6.5
0
A
Level: 2. FLOOR [12.78 m]
14
COL.
b/h
=70/
70cm
-17
COL.
b/h
=70/
70cm
-5CO
L. b
/h=7
0/70
cm-8
COL.
b/h
=70/
70cm
-14
COL.
b/h
=70/
70cm
-11
COL.
b/h
=70/
70cm
-18
COL.
b/h
=70/
70cm
-6CO
L. b
/h=7
0/70
cm-9
COL.
b/h
=70/
70cm
-12
COL.
b/h
=70/
70cm
-15
COL.
b/h
=70/
70cm
-20
COL.
b/h
=70/
70cm
-21
COL.
b/h
=70/
70cm
-1
COL.
b/h
=70/
70cm
-2
COL.
b/h
=70/
70cm
-16
COL.
b/h
=70/
70cm
-19
COL.
b/h
=70/
70cm
-7CO
L. b
/h=7
0/70
cm-1
0CO
L. b
/h=7
0/70
cm-1
3CO
L. b
/h=7
0/70
cm-3
B.02. b/ h=60/ 80cm-8 COL.
b/h
=70/
70cm
-4
COL.
b/h
=40/
40cm
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
0 1.20
1
3.87
2 0.75 3
4.08
4
4.08
5
4.08
6
4.08
7
4.08
8
4.08
9
3.00 8.85 8.85 6.50
4.62
4.08
4.08
4.08
4.08
4.08
4.08
3.52
5.18
4.08
4.08
4.08
4.08
4.08
2.75 3.20 5.90 8.85 6.50
Ram: V_4
15
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
0
1.2
0
1
3.8
7
2
0.7
5 3
4.0
8
4
4.0
8
5
4.0
8
6
4.0
8
7
4.0
8
8
4.0
8
9
Ram: H_6
16
Input Data - Loadings
List of Load CasesNo Name1 SELFWEIGHT + DEAD LOAD (g)2 Gk - WALLS (DEAD LOAD)3 Qk1 - Implied Load ( LIVE
LOAD)4 Aex – Seismic Action in X direction5 Aey – Seismic Action in Y direction6 Comb.: 1.35xI+1.35xII+1.5xIII7 Comb.: 1.35xI+II+1.5xIII8 Comb.: I+1.35xII+1.5xIII9 Comb.: I+II+1.5xIII10 Comb.: 1.35xI+1.35xII11 Comb.: I+1.35xII12 Comb.: 1.35xI+II13 Comb.: I+II14 Comb.: I+II+III15 Comb.: 1.35xI+1.35xII+1.5xIII16 Comb.: 1.35xI+II+1.5xIII17 Comb.: I+1.35xII+1.5xIII18 Comb.: I+II+1.5xIII19 Comb.: 1.35xI+1.35xII20 Comb.: I+1.35xII21 Comb.: 1.35xI+II22 Comb.: I+II23 Comb.: I+II24 Comb.: I+II+0.6xIII25 Comb.: I+II+0.6xIII+IV26 Comb.: I+II+0.6xIII-1xIV27 Comb.: I+II+0.6xIII+V28 Comb.: I+II+0.6xIII-1xV
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Modal analyse
Calculation of Masses FactorNo Name Coefficient1 SELFWEIGHT + DEAD LOAD (g) 1.002 Gk - WALLS (DEAD LOAD) 1.003 Qk1 - Implied Load ( LIVE LOAD) 0.60
Distribution of Masses Along the HighLevel Z [m] X [m] Y [m] Mass [T] T/m2
ROOF 29.09 26.00 15.72 1305.08 1.285. FLOOR 25.02 25.99 15.08 1909.88 1.614-5 MEZZANIN 22.98 25.94 25.58 54.31 7.204. FLOOR 20.94 25.95 14.18 2015.97 1.77
18.90 25.94 25.58 54.31 7.203. FLOOR 16.86 25.95 14.18 2015.97 1.77
14.82 25.94 25.58 54.31 7.202. FLOOR 12.78 25.95 14.18 2015.97 1.77
10.74 26.11 25.57 53.38 7.081. FLOOR 8.70 25.95 13.94 2057.57 1.75
6.66 26.05 25.60 54.77 7.260.00 - GF 4.62 26.02 14.36 1301.37 1.50-0.75 - GF 3.87 26.57 22.25 169.06 1.80-1.08 - ESCALATOR PIT 3.54 22.15 14.36 25.96 0.97-1.0 - ENTERANCE 3.52 26.80 6.69 219.88 1.70BS-GF MEZZANIN 2.31 24.10 15.57 187.07 33.42-3.53 - GARAGE 0.00 25.79 13.98 2466.59 2.01-4.73 - ELEV. PIT -1.20 25.99 24.22 36.18 2.84Total: 13.60 25.93 14.58 15997.64
Centre of Stiffness Placement Along the High of StructureLevel Z [m] X [m] Y [m]
ROOF 29.09 25.93 23.965. FLOOR 25.02 25.70 23.974-5 MEZZANIN 22.98 25.94 23.664. FLOOR 20.94 25.72 23.76
18.90 25.94 23.663. FLOOR 16.86 25.72 23.76
14.82 25.94 23.662. FLOOR 12.78 25.72 23.76
10.74 25.94 23.661. FLOOR 8.70 25.72 23.76
6.66 25.94 23.660.00 - GF 4.62 31.23 20.80-0.75 - GF 3.87 30.27 20.95-1.08 - ESCALATOR PIT 3.54 29.59 21.05-1.0 - ENTERANCE 3.52 29.80 14.37BS-GF MEZZANIN 2.31 29.82 10.81-3.53 - GARAGE 0.00 29.75 10.90-4.73 - ELEV. PIT -1.20 25.94 24.22
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Eksc. Along the High of StructureLevel Z [m] eox [m] eoy [m]
ROOF 29.09 0.06 8.245. FLOOR 25.02 0.29 8.894-5 MEZZANIN 22.98 0.00 1.934. FLOOR 20.94 0.23 9.58
18.90 0.00 1.933. FLOOR 16.86 0.23 9.58
14.82 0.00 1.932. FLOOR 12.78 0.23 9.58
10.74 0.17 1.911. FLOOR 8.70 0.23 9.82
6.66 0.11 1.940.00 - GF 4.62 5.20 6.44-0.75 - GF 3.87 3.70 1.31-1.08 - ESCALATOR PIT 3.54 7.44 6.69-1.0 - ENTERANCE 3.52 3.00 7.68BS-GF MEZZANIN 2.31 5.71 4.75-3.53 - GARAGE 0.00 3.96 3.08-4.73 - ELEV. PIT -1.20 0.05 0.00
19
Vibration Periods of the StructureNo T [s] f [Hz]1 0.9877 1.01242 0.9067 1.10293 0.6923 1.4445
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Seismic Calculation
Used Code: EUROCODE
Ground Classification: D(Deposits of loose-to-mediumcohesionless soil (with or without some soft cohesive layers), or ofpredominantly soft-to-firm cohesivesoil.)
Importance Class (Factor): II (γ=1.2)ag/g: 0.05Behaviour Factor: 2Damping Correction Facor: 0.05S: 1.35Tb: 0.2Tc: 0.8Td: 2
Seizmic Distribution Factor:Name Kx Ky Kz
Aex 1.000 0.000 0.000Aey 0.000 1.000 0.000
AexTon 1 Ton 2
Level Z [m] Px [kN] Py [kN] Pz [kN] Px [kN] Py [kN] Pz [kN]ROOF 29.09 440.21 35.48 0.03 0.36 -25.41 -0.205. FLOOR 25.02 625.86 46.80 0.35 0.53 -33.44 -0.424-5 MEZZANIN 22.98 1.20 1.18 -0.03 -0.01 -0.89 0.044. FLOOR 20.94 631.16 40.90 0.47 0.56 -30.28 -0.55
18.90 0.83 1.00 -0.05 -0.01 -0.74 0.043. FLOOR 16.86 508.52 32.72 0.48 0.44 -23.90 -0.56
14.82 0.49 0.77 -0.05 -0.01 -0.55 0.052. FLOOR 12.78 353.86 23.04 0.46 0.30 -16.57 -0.54
10.74 0.22 0.60 -0.09 -0.00 -0.34 0.041. FLOOR 8.70 188.53 13.01 0.38 0.15 -9.15 -0.49
6.66 0.10 0.28 -0.03 -0.00 -0.15 0.040.00 - GF 4.62 7.74 1.68 0.04 0.01 -1.07 -0.11-0.75 - GF 3.87 0.44 0.25 -0.19 -0.00 -0.08 -0.01-1.08 - ESCALATOR PIT
3.54 0.20 0.02 0.00 0.00 -0.02 0.00
-1.0 - ENTERANCE 3.52 0.76 0.10 0.01 0.00 -0.09 -0.01BS-GF MEZZANIN 2.31 0.26 -0.03 -0.02 0.00 -0.04 0.00-3.53 - GARAGE 0.00 0.02 -0.01 -0.00 -0.00 -0.00 0.00-4.73 - ELEV. PIT -1.20 0.00 -0.00 0.00 -0.00 -0.00 -0.00
Σ= 2760.4 197.77 1.77 2.33 -142.74
-2.68
Ton 3 All tonesLevel Z [m] Px [kN] Py [kN] Pz [kN] Px [kN] Py [kN] Pz [kN]
ROOF 29.09 1253.2 -15.53 -0.60 1693.8 -5.46 -0.775. FLOOR 25.02 1540.5 -18.67 0.42 2166.9 -5.31 0.364-5 MEZZANIN 22.98 58.42 -0.95 0.24 59.61 -0.66 0.244. FLOOR 20.94 1274.3 -14.00 0.98 1906.0 -3.38 0.90
21
18.90 46.80 -0.85 0.12 47.62 -0.59 0.123. FLOOR 16.86 951.04 -11.15 0.94 1460.0 -2.33 0.86
14.82 33.80 -0.81 0.11 34.28 -0.59 0.102. FLOOR 12.78 617.23 -8.49 0.84 971.38 -2.03 0.77
10.74 20.09 -0.80 0.13 20.30 -0.54 0.091. FLOOR 8.70 304.36 -6.00 0.58 493.05 -2.14 0.46
6.66 7.76 -0.66 0.03 7.86 -0.54 0.040.00 - GF 4.62 27.42 -1.00 -0.29 35.18 -0.40 -0.35-0.75 - GF 3.87 2.54 -0.20 -0.16 2.98 -0.03 -0.35-1.08 - ESCALATOR PIT
3.54 0.48 -0.01 0.02 0.68 -0.02 0.02
-1.0 - ENTERANCE 3.52 1.50 -0.08 -0.03 2.26 -0.08 -0.03BS-GF MEZZANIN 2.31 1.11 0.07 -0.05 1.37 -0.00 -0.07-3.53 - GARAGE 0.00 0.13 0.01 -0.00 0.15 -0.00 -0.00-4.73 - ELEV. PIT -1.20 0.00 -0.00 -0.00 0.00 -0.00 -0.00
Σ= 6140.6 -79.13 3.29 8903.4 -24.09 2.38
AeyTon 1 Ton 2
Level Z [m] Px [kN] Py [kN] Pz [kN] Px [kN] Py [kN] Pz [kN]ROOF 29.09 1253.2 -15.53 -0.60 31.54 2.54 0.005. FLOOR 25.02 1540.5 -18.67 0.42 44.84 3.35 0.024-5 MEZZANIN 22.98 58.42 -0.95 0.24 0.09 0.08 -0.004. FLOOR 20.94 1274.3 -14.00 0.98 45.22 2.93 0.03
18.90 46.80 -0.85 0.12 0.06 0.07 -0.003. FLOOR 16.86 951.04 -11.15 0.94 36.43 2.34 0.03
14.82 33.80 -0.81 0.11 0.04 0.06 -0.002. FLOOR 12.78 617.23 -8.49 0.84 25.35 1.65 0.03
10.74 20.09 -0.80 0.13 0.02 0.04 -0.011. FLOOR 8.70 304.36 -6.00 0.58 13.51 0.93 0.03
6.66 7.76 -0.66 0.03 0.01 0.02 -0.000.00 - GF 4.62 27.42 -1.00 -0.29 0.55 0.12 0.00-0.75 - GF 3.87 2.54 -0.20 -0.16 0.03 0.02 -0.01-1.08 - ESCALATOR PIT
3.54 0.48 -0.01 0.02 0.01 0.00 0.00
-1.0 - ENTERANCE 3.52 1.50 -0.08 -0.03 0.05 0.01 0.00BS-GF MEZZANIN 2.31 1.11 0.07 -0.05 0.02 -0.00 -0.00-3.53 - GARAGE 0.00 0.13 0.01 -0.00 0.00 -0.00 -0.00-4.73 - ELEV. PIT -1.20 0.00 -0.00 -0.00 0.00 -0.00 0.00
Σ= 6140.6 -79.13 3.29 197.77 14.17 0.13
Ton 3 All tones
Level Z [m] Px [kN] Py [kN] Pz [kN] Px [kN] Py [kN] Pz [kN]
ROOF 29.09 -22.28 1559.3 12.37 1262.4 1546.3 11.77
5. FLOOR 25.02 -32.55 2052.3 25.53 1552.8 2037.0 25.98
4-5 MEZZANIN 22.98 0.58 54.52 -2.33 59.09 53.65 -2.10
4. FLOOR 20.94 -34.20 1858.2 34.02 1285.3 1847.2 35.04
18.90 0.51 45.16 -2.66 47.37 44.38 -2.54
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3. FLOOR 16.86 -27.02 1466.4 34.51 960.45 1457.6 35.49
14.82 0.40 33.85 -2.80 34.23 33.10 -2.69
2. FLOOR 12.78 -18.26 1017.1 33.03 624.32 1010.2 33.90
10.74 0.26 21.05 -2.60 20.37 20.30 -2.48
1. FLOOR 8.70 -9.44 561.68 30.11 308.43 556.61 30.72
6.66 0.13 9.48 -2.37 7.89 8.84 -2.35
0.00 - GF 4.62 -0.80 65.86 6.59 27.17 64.98 6.31
-0.75 - GF 3.87 0.00 5.18 0.34 2.57 5.00 0.17
-1.08 - ESCALATOR PIT
3.54 -0.03 1.48 -0.08 0.47 1.47 -0.06
-1.0 - ENTERANCE 3.52 -0.04 5.68 0.89 1.51 5.61 0.86BS-GF MEZZANIN 2.31 -0.03 2.18 -0.00 1.09 2.25 -0.05-3.53 - GARAGE 0.00 0.01 0.18 -0.03 0.15 0.19 -0.03-4.73 - ELEV. PIT -1.20 0.00 0.00 0.00 0.00 0.00 0.00
Σ= -142.74 8759.7 164.52 6195.7 8694.7 167.93
Factors of participationsTon \ Name 1. Aex 2. Aey
1 0.3102 0.000 0.0023 0.690 1.007
Factors of participations - involved massesTon UX (%) UY (%) UZ (%) ΣUX
(%)ΣUY (%)
ΣUZ (%)
1 21.46 0.11 0.00 21.46 0.11 0.002 0.02 62.50 0.02 21.47 62.61 0.023 38.66 0.01 0.00 60.13 62.62 0.02
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Structural Calculation Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical solid slab forces: max My= 37.21 / min My= -59.03 kNm/m Level: 2. FLOOR [12.78 m]
24
19.6
4
23.5
9
-49.
80
17.6
7
-45.
77
19.5
7
19.0
3
-46.
84
17.0
3
18.0
7
21.6
0
23.0
5
13.5
1
-47.
67
-54.
03
21.5
2
-50.
64
18.5
1
22.0
7
17.0
8
-48.
01
22.9
0
14.0
5
23.6
8
22.0
314
.78
-45.
77
27.0
0
17.7
4
-55.
22
21.4
9
-46.
85
-49.
91
-49.
55
-33.130.0
0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-11.04
-11.
04-1
1.04
-22.
09
-33.
13-3
3.13
-33.
13-2
2.09
-33.
13-3
3.13
-33.
13
-11.
04-1
1.04
0.0 0
13.5
113
.51
0.00
-11.
040.
00
13.5
113
.51
13.51
13.51
0.00
0.00
-11.
04
-22.
09
-33.
13
-33 .
1 3
-11.0
4
-22.
09-3
3.13
-33.
13
-11.0
4-11
.04
0.00
0.00
13.51
13.51
13.5
113.
5113
.51
13.51
0.00
-11 .
04
-22.
09-3
3.13
-22.
09 -33.
13-1
1.04
-11.
04 -22.
09
-33.1
3-2
2.09
-33.
13
0.00 0.00
0.00
0.00
0.00
13.5
1
-22.09
-11.
04
-22.09
-22.09
-11.
040.
00
13.5
1
0.00
13.51
0.00
13.5
10.0
0
-11.
04-11
.04
13.5
1
0.00
0.00
13.51
-11.04
-11.04
-11.
04-11
.04-1
1.04
13.5
113.
51-44
.18-11
.04-11
.04-11
.04-11
.04
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
-54.
03
-49.
80
-46.
84
-33.
60
23.
05
21.
49
17.
67
-55.
22
-49.
91
-49.
55
-46.
85
22.
90
21.
52
18.
07
-47.
52
-45.
68
-41.
86
23.
47
21.
96
19.
47
-17.
22
-14.
19
8.3
9 5
.41
-15.
28
13.
91
8.2
5
-47.
44
-45.
43
-40.
88
23.
27
21.
64
19.
25
-17.
41
Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical solid slab forces: max My= 27.00 / min My= -55.22 kNm/m Level: 2. FLOOR [12.78 m]
25
Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical solid slab forces: max Mx= 35.30 / min Mx= -74.51 kNm/m Level: 2. FLOOR [12.78 m]
26
-68.
1017
.91
24.4
6
25.0
9
17.7
0
17.6
7
26.0
0
-58.
73
-56.
09-5
5.84
24.3
929
.59
23.7
7
25.5
7
-55.
38
25.8
724
.61
34.2
9
23.7
7
25.3
4
24.3
8
-27.24
0.00
-13.62
-13.620.00
0.00-13.62
-13.620.00
0.00
-13.62
-13.62
0.00
0.00-13.62
-13.620.00
0.00-13.62
-13.62
0.00
0.00
-27.24
-13.62
-13.62
-27.24
0.00
-27.24
-54.48-40.86-27.24
-54.48-40.86-27.24
-27.24
17.15
-40.86
17.15
0.0017.1
517
.15
0.00
17.15
-40.86
17.15
17.1
5
0.00
0.00
-27.24
-27.24
-27.24
-40.86
-40.86
-27.24
-40.86
17.15
17.15
0.00
17.15
17.15
-40.86
17.15
0.00
0.00
0.00
-13.62
-13.62
17.15
0.00
-27.24
-40.86-27.24
17.15
-40.86
-27.24
0.00
-40.86
-27.24
-40.86-27.24
-27.24
0.00
0.00
17.15
17.15
0.00
0.00
0.00
0.00
-13.62
0.00
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
-52.78
-52.23
-49.50
-48.71
-47.18
-46.94
34.29
26.00
25.87
24.61
24.46
-47.84
-47.70
-46.51
-46.50
-43.97
-43.89
29.59
24.39
24.38
23.77
23.77
-56.09
-55.84
-37.67
-37.63
-34.02
-33.99
25.57
14.21
14.20
13.28
13.27
-40.35
-40.39
-39.55
-35.52
14.11
7.55
-44.28
-35.27
13.85
8.46
-53.39
-52.74
22.08
15.11
14.04
13.05
4.79
Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical solid slab forces: max Mx= 34.29 / min Mx= -68.10 kNm/m Level: 2. FLOOR [12.78 m]
27
-358.09
302.60
-425.57
221.34
-961.68
18.94
-26.
69 1
1.63
218
.43
-5.8
4 1
.27
198
.98
-6.3
9 1
.09
-443.95
319.36
-433.55
243.18
-1097.95
-1100.74
241.11
-443.73
318.56
-432.14
105
.48
-158
.75
146
.83
-219
.44
113
.06
-251
.93
105
.88
-156
.09
147
.61
-221
.08
112
.86
-251
.64
-265
.70
190
.56
-348
.17
371
.51
-687
.64
299
.03
-873
.31
17.
19
-361
.16
265
.64
-371
.89
404
.52
-750
.19
329
.64
-991
.32
2.1
5
52.
00
-201
.29
102
.78
-329
.61
439
.79
-747
.25
352
.53
-967
.66
21.
26
-169
.43
90.
53
-320
.17
436
.12
-756
.63
352
.07
-968
.34
-321
.90
272
.41
-427
.66
399
.81
-708
.27
333
.30
-991
.37
2.2
2
-1026.24
218.00
-566.98
491.40
-669.61
45.33
-720.49
477.48
-456.91
229.36
-1030.08
-272
.73
189
.24
-345
.08
371
.61
-687
.14
299
.41
-873
.82
17.
25
18.86
-961.04
220.77
-432.22
302.44
-350.69
-201.39
92.61
-165.68
117.98
-192.33
38.06
-191.63
118.03
-165.55
92.93
-200.75
-443.22
153.97
-262.25
187.31
-331.53
41.51
-317.82
184.90
-265.36
156.43
-441.39
-12.89
200.32
-12.06
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical beam forces: max M3= 491.40 / min M3= -1100.74 kNm Level: 2. FLOOR [12.78 m]
28
Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical beam forcesi: max M3= 1163.70 / min M3= -1218.84 kNm Level: 2. FLOOR [12.78 m]
29
0.97 -1.01
0.12 -0.59
0.03
-0.35 0.07
-0.46 0.80
-0.27
0.02 -0.16
0.07 -0.20
0.10 -0.27
0.14 -0.29
0.60
-0.10
-0.7
0 0
.47
-0.5
8 0
.50
-0.4
9
4.0
9 -3
.59
-1.3
4 0
.43
-0.2
1 1
1.36
-3
.13
-0.44 0.23
-0.34 0.27
-0.25 0.22
-0.16 0.15
-0.07
0.04
-0.03
0.10
-0.09 0.04
-0.13 0.09
-0.17 0.13
-0.20 0.16
-0.23 0.20
-0.22 0.39
-0.06 0.09
-0.11 0.10
-0.07 0.10
-0.05
0.29 -0.11
0.09 -0.12
0.10 -0.11
0.12 -0.12
0.14 -0.15
0.16 -0.18
0.15 -0.21
0.13 -0.09
0.61 -0.41
0.33 -0.42
0.31
-0.38 0.26
-0.33 0.22
-0.30 0.17
-0.27 0.11
-0.28
0.0
5 -0
.08
0.0
9 -0
.06
0.1
1 -0
.04
0.1
2 -0
.03
0.1
6 -0
.02
0.1
7 -0
.06
0.1
7 -0
.12
0.1
1 -0
.21
-0.0
4 0
.06
0.0
8 -0
.01
0.0
8 -0
.05
0.0
4 -0
.13
0.0
2 -0
.09
0.0
6 -0
.04
0.0
2 -0
.08
0.0
4 -0
.08
0.0
6 -0
.08
0.0
7 -0
.08
0.1
0 -0
.06
0.1
2
0.2
0
-0.0
4 0
.09
-0.0
9 0
.04
-0.0
8
-0.0
7
-0.0
6
-0.0
8 0
.06
-0.0
5
0.1
8 -0
.04
0.0
9 -0
.09
0.0
4 -0
.09
-0.0
7
-0.0
6 0
.03
-0.0
3
0.1
5 -0
.03
0.1
0 -0
.08
0.0
5
-0.4
9 0
.26
-0.4
8 0
.41
-0.4
1 0
.44
-0.3
3 0
.44
-0.2
4 0
.41
-0.0
5 0
.32
-0.2
7 0
.26
-0.0
3 0
.29
-0.1
1 0
.32
-0.1
5 0
.36
-0.1
8 0
.44
-0.2
1 0
.51
-0.8
3
0.1
8
-0.0
2 0
.14
-0.0
6 0
.17
-0.0
9 0
.21
-0.1
1 0
.28
-0.1
4 0
.31
-0.6
2
0.1
1
-0.9
4 0
.32
-0.0
9 0
.28
-0.9
0
7.8
6 -0
.85
0.3
3 -2
.09
0.5
8 -1
.33
0.7
6 -0
.85
0.6
3 -0
.55
0.4
5 -0
.34
0.3
0 -0
.21
0.1
8 -0
.16
0.1
1 -0
.15
0.3
2
-0.1
1 0
.03
-0.0
9 0
.02
-0.0
4 0
.01
-0.0
2
0.0
1
0.0
1
0.3
1 -0
.17
0.1
5 -0
.19
0.1
0 -0
.17
3.8
1 -4
.18
1.0
7 -5
.33
3.8
7
-5.9
1 2
.97
-1.8
5 2
.99
-0.0
6 0
.86
-0.4
7 0
.80
-0.5
0 0
.72
-0.4
2 0
.71
-0.4
7 0
.62
-0.4
5 0
.42
-0.3
7 0
.26
-0.2
3 0
.40
-0.2
6 0
.24
-0.2
8 0
.23
-0.3
1 0
.21
-0.3
5 0
.11
-1.6
9 1
.21
-0.5
7 4
.20
-0.1
9
0.2
9 -0
.30
-4.4
0 4
.24
-2.9
3 5
.21
-2.6
9 2
.16
-2.4
7 1
.99
-0.6
7 6
.58
-3.0
2 1
.91
-3.1
9
0.0
5 -0
.56
0.4
0 -0
.47
0.4
1 -0
.37
0.3
2 -0
.32
0.2
9 -0
.27
0.2
5 -0
.17
0.1
9 -0
.09
0.0
4 -0
.22
0.1
3 -0
.13
0.1
2 -0
.16
0.1
4 -0
.20
0.2
2 -0
.20
0.2
8 -0
.11
2.1
7 -1
.27
0.5
5 -4
.26
0.1
6 -0
.01
0.0
2 -0
.33
0.2
0
-1.0
1 0
.27
-1.1
5 1
.01
-0.3
2 1
0.16
-2.5
2 0
.58
-1.3
1 0
.77
-0.8
7 0
.64
-0.6
6 0
.53
-0.5
3 0
.45
-0.4
4 0
.40
-0.3
5 0
.36
-0.2
4 0
.18
-0.4
7 0
.29
-0.2
2 0
.25
-0.1
8 0
.19
-0.1
5 0
.14
-0.1
1 0
.11
-0.0
9 0
.08
-0.0
7 0
.07
-0.0
6 0
.07
-0.0
7
-0.2
7 0
.18
-0.1
6 0
.20
-0.1
0 0
.17
0.05
-0.25 0.15
-0.09 0.15
-0.13 0.18
-0.21 0.26
-0.34 0.43
-0.50 0.80
-0.53
2.80 -3.18
2.55 -4.31
1.76
-0.27 0.69
-0.26 0.74
-1.23 0.91
-0.95
1.41 -1.72
0.18 -0.06
0.61 -0.35
0.91 -0.34
0.55 -0.16
4.51 -3.16
3.72 -4.29
0.01 -1.59
0.75 -0.89
0.68 -0.49
0.47 -0.23
0.28 -0.06
0.12
-0.18
0.08 -0.06
0.05 -0.07
-0.1
3 0
.16
-0.1
7 0
.17
-0.1
8 0
.17
-0.1
7 0
.17
-0.1
7 0
.15
-0.1
8 0
.12
-0.1
7
0.6
4 -0
.29
0.1
6 -0
.25
0.1
1 -0
.18
0.0
6
-0.2
3 0
.04
-0.3
6 0
.74
-0.2
7
-0.2
0
0.0
2 -0
.13
0.0
6 -0
.18
0.0
8 -0
.26
0.1
2 -0
.30
0.5
9
-0.1
3
-0.16
0.74 -0.32
0.15 -0.30
0.11 -0.22
0.08 -0.17
0.04
-0.21
0.80 -0.47
0.11 -0.37
0.03
-0.30 0.04
-0.58 0.18
-0.98 1.01
0.05 -0.08
0.11 -0.03
0.17
-0.04 0.06
-0.08 0.02
-0.08
0.25 -0.15
0.16 -0.24
0.12
-0.29 0.07
-0.31 0.03
-0.61
0.35 -0.51
0.02 -0.32
0.07 -0.30
0.12 -0.25
0.17 -0.16
0.26
-0.08
-0.08 0.04
-0.04 0.12
-0.02 0.08
-0.06 0.04
0.10 -0.05
0.10 -0.28
0.14 -0.03
0.16 -0.10
0.16 -0.15
0.17 -0.20
0.20 -0.23
0.26 -0.19
0.48 -0.15
0.67 -1.87
2.60
-2.30
0.83 -0.54
1.13 -1.27
1.12 -2.85
3.42 -3.50
0.88 -0.33
6.29
-5.97
4.59 -2.15
2.49 -1.84
0.58 -0.73
0.37 -0.25
5.91
-5.50
0.86
-0.13 0.59
-0.18 0.50
-0.20 0.46
-0.25 0.36
-0.72
0.12 -0.05
0.07
-0.65
-0.52
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical beam forcesi: max M2= 11.36 / min M2= -5.97 kNm Level: 2. FLOOR [12.78 m]
30
-18.11
25.80
-23.60
20.35
-45.14
-0.1
5 9
.79
-4.6
0
2.0
9
-22.
38
10.
93
-17.03
14.26
-15.40
15.45
-26.59
27.43
-13.96
14.73
-14.49
15.84
-2.2
1
0.2
3
-3.7
5
34.
75
2.5
1
-0.0
2
3.1
3
-34.
76
-13.
39
16.
48
-18.
00
19.
52
-15.
84
28.
67
-7.3
8
28.
71
-15.
65
1.3
9
-3.6
8
3.1
1
-2.9
4
0.7
5
-1.0
8
-149
.22
150
.48
-31.
22
35.
65
-39.
47
12.
70
178
.47
-183
.71
32.
53
-36.
13
40.
16
-13.
57
0.9
8
-34.
47
26.
02
-0.6
7
5.1
7
-3.4
9
3.3
9
-1.3
6
0.6
6
-7.34
8.51
-11.68
107.10
-100.73
10.50
-9.25
7.35
14.
55
-17.
00
16.
05
-20.
03
15.
86
-28.
90
45.13
-20.35
23.67
-25.89
18.17
31.27
-6.66
6.63
-31.21
-31.07
44.40
-44.46
24.43
-64.52
53.71
-20.03
46.11
-45.71
30.13
-26.62
26.47
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical beam forces: max M1= 178.47 / min M1= -183.71 kNm Level: 2. FLOOR [12.78 m]
31
21.64
-2.86
-9.4
0
23.
76
-4.4
6
9.8
4
-13.
14
1.45
-0.47
7.80
-3.92
-3.80
9.45
-0.42
-4.1
8
0.5
6
-0.2
7
1.3
3
3.7
5
5.0
9
-1.6
9
5.1
2
-2.7
4
57.
91
-4.4
9
-2.5
0
49.
62
-1.5
5
38.
58
-0.8
6
34.
59
26.
91
-42.
56
8.2
7
-4.1
7
-3.56
18.52
-4.82
25.20
-10.50
9.92
-0.36
0.32
6.5
3
-3.3
8
-2.95
21.26
1.69
-15.16
0.32
-0.17
1.32
14.81
-0.19
68.64
-1.69
10.15
-23.12
-15.81
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical beam forces: max N1= 68.64 / min N1= -42.56 kN Level: 2. FLOOR [12.78 m]
32
-261.91
278.82 -252.97
299.75 -371.55
-39.
21
-104
.59
123
.28
-20.
74
8.8
1
-95.
07
123
.28
-21.
29
8.2
6
-276.96
284.48 -258.03
319.85 -405.38
406.29 -320.45
255.76 -286.58
274.16
-67.
10
125
.45
-135
.68
144
.02
-139
.08
142
.16
-105
.48
-66.
54
124
.88
-135
.19
144
.56
-139
.26
142
.09
-105
.37
-233
.94
205
.09
-276
.08
352
.38
-247
.09
372
.49
-337
.94
-270
.51
301
.38
-289
.64
369
.43
-262
.09
390
.76
-368
.56
115
.34
-298
.50
395
.37
-294
.44
440
.07
-330
.79
87.
46
-1.6
7
40.
20
-293
.55
396
.58
-294
.81
440
.18
-330
.98
-262
.55
342
.84
-300
.88
359
.51
-260
.91
392
.10
-368
.59
377.91 -298.13
256.91 -391.09
441.35 -168.24
178.24 -423.86
355.68 -244.65
309.99 -378.92
-235
.60
202
.87
-274
.78
352
.32
-247
.55
372
.33
-338
.15
371.25 -300.68
251.96 -280.62
259.98
92.06 -130.45
123.46 -129.46
134.72 -115.11
114.93 -134.64
129.44 -123.44
130.43 -91.92
193.52 -186.84
176.41 -161.46
226.51 -79.62
80.68 -204.48
155.16 -178.85
186.23 -192.93
18.40 -98.28
95.28 -17.64
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical beam forces: max T2= 441.35 / min T2= -423.86 kN Level: 2. FLOOR [12.78 m]
33
-1.84
1.12
-0.93
0.89
-0.44
0.03
-0.0
7
3.6
4
-0.8
0
11.
13
0.63
-0.02
0.07
-0.18
0.61
0.14
-0.91
0.2
1
-0.2
9
0.1
1
-0.1
7
0.1
5
0.2
1
-0.2
0
0.1
9
-0.2
3
0.1
4
-0.1
9
1.0
2
-0.2
8
0.4
8
-1.2
2
0.7
2
-0.9
3
0.5
0
-0.0
3
1.3
4
-0.0
8 2
.19
-8.8
2
2.4
0
-0.4
0
0.0
6
-0.4
8
-8.5
0
9.0
6
-1.2
3
4.7
7
-1.9
2
9.1
9
-9.8
0
1.1
5
1.1
5
-4.8
1
1.9
6
1.3
6
-0.0
5 1
.60
-12.
17
2.7
9
0.02
-0.22
2.03
-6.10
3.62
-0.48
1.95
-0.78
0.38
-2.84
1.59
-7.12
2.81
-0.29
0.6
9
-0.8
3
0.9
4
-1.0
2
0.8
9
-0.5
8
0.62
-1.06
0.73
-1.13
1.86
0.19
-0.18
0.06
-0.44
0.38
0.37
-0.09
0.16
-0.14
-2.54
2.38
-1.69
0.29
-6.29
4.79
-3.93
0.97
-1.07
0.18
-0.17
-0.59
0.29
-0.02
0.47
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
Opt. 4: 1.35xI+1.35xII+1.5xIII
Statical beam forces: max T3= 11.13 / min T3= -12.17 kN Level: 2. FLOOR [12.78 m]
34
Opt. 4: Aex
Deformed model Isometry (Top)
35
Opt. 5: Aey
Deformed model Isometry
36
Opt. 5: Aey
Deformed model Isometry (Top)
37
Opt. 4: Aex
Deformed model Frame: B
38
Opt. 5: Aey
Deformisd model Frame: 6
39
0.44
14.
85
14.
86
-0.0
5
0.4
0
10.82
8.25
14.88
2.77
5.48
14.
84
14.
85
14.
87
14.
88
13.05
-0.0
4
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
0
1.2
0
1
3.8
7
2
0.7
5 3
4.0
8
4
4.0
8
5
4.0
8
6
4.0
8
7
4.0
8
8
4.0
8
9
Opt. 25: I+II+0.6xIII+IV
Horizontal X deflection: max Xp= 14.88 / min Xp= -0.05 m / 1000 Frame: B
40
15.
50
15.
51
15.
49
15.
49
15.
49
3.25
3.21
0.27
-0.0
8 -0
.02
0.4
2
11.86
11.86 9.31
9.31
15.50 0.44
6.35
6.34
13.86
13.79
15.
49
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
0
1.2
0
1
3.8
7
2
0.7
5 3
4.0
8
4
4.0
8
5
4.0
8
6
4.0
8
7
4.0
8
8
4.0
8
9
Opt. 25: I+II+0.6xIII+IV
Horizontal X deflection: max Xp= 15.51 / min Xp= -0.08 m / 1000 Frame: C
41
17.
65
17.
66
17.
68
17.
69
17.
71
17.
64
8.75
-0.0
9 0
.29
15.62
15.63
12.57
12.56
8.77
4.55
17.71
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
0
1.2
0
1
3.8
7
2
0.7
5 3
4.0
8
4
4.0
8
5
4.0
8
6
4.0
8
7
4.0
8
8
4.0
8
9
Opt. 25: I+II+0.6xIII+IV
Horizontal X deflection: max Xp= 17.71 / min Xp= -0.09 m / 1000 Frame: D
42
17.31
18.36
5.0
6
18.37 18.32
17.
31
15.
22
12.
39
8.8
7
18.
37
0.6
2
18.31
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
0 1.20
1
3.87
2 0.75 3
4.08
4
4.08
5
4.08
6
4.08
7
4.08
8
4.08
9
Opt. 27: I+II+0.6xIII+V
Horizontal Y deflection: max Yp= 18.37 / min Yp= -0.01 m / 1000 Frame: 7
43
17.44
5.0
6
18.54 18.55
-0.06
0.9
8
15.
31
-22.
58
15.
30
12.
45
-17.
45
12.
45
8.8
9
-11.
86
8.8
9
18.
55
17.
42
-26.
75
17.
43
18.54 18.52
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
0 1.20
1
3.87
2 0.75 3
4.08
4
4.08
5
4.08
6
4.08
7
4.08
8
4.08
9
Opt. 27: I+II+0.6xIII+V
Horizontal Y deflection: max Yp= 18.55 / min Yp= -26.75 m / 1000 fRAME: 6
44
17.56
18.72 18.73
-0.13
1.2
8
15.
39
12.
53
5.0
0 8
.91
18.
75
17.
56
18.79 18.75
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
0 1.20
1
3.87
2 0.75 3
4.08
4
4.08
5
4.08
6
4.08
7
4.08
8
4.08
9
Opt. 27: I+II+0.6xIII+V
Horizontal Y deflection: max Yp= 18.79 / min Yp= -0.13 m / 1000 Frame: 5
45
18.02
19.12 19.13 19.08
0.5
0
15.
85
12.
87
5.1
2
9.1
4
19.
13
18.
01
19.06
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
0 1.20
1
3.87
2 0.75 3
4.08
4
4.08
5
4.08
6
4.08
7
4.08
8
4.08
9
Opt. 27: I+II+0.6xIII+V
Horizontal Y deflection: max Yp= 19.13 / min Yp= -0.01 m / 1000 Frame: 2
46
Dimensioning of Concrete Structure Elements
Ø14/15(α=0°) Ø8/20(α=90°)
Ø14/15(α=0°)Ø8/20(α=90°)
Ø14/15(α=0°) Ø8/20(α=90°)
Ø8/15(α=0°)
Ø14/
15(α
=90°
)
Ø8/2
0(α=
180°
)
Ø14/
15(α
=90°
)
Ø8/2
0(α=
180°
)
Ø14/
15(α
=90°
)
Ø8/2
0(α=
180°
)
Ø14/1
5(α=0
°)
Ø14/2
0(α=9
0°)
Ø8/1
5(α=
90°)
Ø8/1
5(α=9
0°)
Ø8/1
5(α=9
0°)
Ø8/1
5(α=
90°)
Ø14/
15(α
=90°
)
Ø8/2
0(α=
180°
)
Ø14/
15(α
=90°
)
Ø8/2
0(α=
180°
)
Ø14/
15(α
=90°
)
Ø8/2
0(α=
180°
)
Ø8/15(α=0°)
Ø14/15(α=0°) Ø8/20(α=90°)
Ø14/15(α=0°) Ø8/20(α=90°)
Ø14/15(α=0°) Ø8/20(α=90°)
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
8.8
5
B
6.5
0
A
Aa -
g.zon
a [cm
2/m]
-9.16
-4.58 0.00
Usvojena armatura @1@EUROCODE, C 30, S370H, a=3.00 cm
Aa - g.zona Nivo: 2. FLOOR [12.78 m]
47
Level: 2nd Floor
Top reinforcement
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
4.4
0
3
4.4
5
B
6.5
0
A
ak2/
ak1,t
0 [mm
]0.0
00.0
60.1
1
Merodavno opterecenje: Kompletna sema @1@EUROCODE, C 30, S370H
max ak2/ak1,t0= 0.10 mm Nivo: 2. FLOOR [12.78 m]
48
0
3.00
1
3.00
2
8.00
3
8.00
4
8.00
5
8.00
6
8.00
7
3.00
8
E
3.0
0
D
8.8
5
C
4.4
0
3
4.4
5
B
6.5
0
A
2.48
2.30
2.15
1.90
1.76
0.29
0.28
Dijagram ugiba u ploci (T∞) Nivo: 2. FLOOR [12.78 m]
49