Structural calculation of a funerary aedicule prepared and drawn up according to the procedures provided in D.M. 14 January 2008

ALESSANDRO CALVI1, GIORGIA SAVIO2

alessandro.calvi84@gmail.com1, saviogiorgia91@gmail.com2

1. GENERAL FEATURES

1.1. Description of the building context

The works in the project are located within the elevation of a funerary aedicule located in the municipal cemetery located in Berzano San Pietro (AT).

Below are the main identifying characteristics of the site where the structure is located.

1.2. Geological and geotechnical characterization of the site

Category of Subsoil: On the basis of the available data the same is characterized by a soil classifiable as type C, whose characteristics are highlighted in table 1:

Draft Calvi 380520248-image1.jpg
Table 1: Soil categories

Topographic Category: T1

2. GENERAL DESCRIPTION OF THE STRUCTURE

Given the context in which it is going to be inserted and the intended use for the work, it is planned to build a new raised structure in reinforced concrete (composed of vertical walls and horizontal plates, represented by shelves and the roof), resting on the existing underground structure. From the point of view of seismic analysis it is considered to neglect the contribution of the portion of the existing underground structure, as the same is part of a continuous structure(extended over the entire side built) and having stiffness much higher than that of the new elevated construction. Therefore, for the purposes of modelling, the latter is considered to be stuck at the base (at the height of marked) withan infinitely rigid constraint.

3. TECHNICAL REGULATIONS USED

  • D.M. 14/01/2008 Technical Standards forConstruction;
  • Circular 2 February 2009, n. 617 of the Ministry of Infrastructure and Transport approved by the Superior Council of Public Works - Instructions for the application of the "New technical standards for construction" referred to D.M. 14/01/2008.

4. PARAMETERS OF PROJECT AND ACTIONS ON CONSTRUCTION

4.1. Main vertical loads

  • Fully defined permanent loads (G1k):

Self Weight is calculated automatically by the software.

  • Variable loads on shelves (Qk)  300 kg/m2.

4.2 Snow action

The load caused by snow on the cover was assessed using the following variables:


qs: is the snow load on the cover;

mi  : is the coefficient of shape of the cover, equal to 0.8 ( a= 0, a: angle formed by the pitch withthe horizontal);

qsk  : is the characteristic reference value of the snow load on the ground for a return period of50 years, equal to 153 kg/m2 (Mediterranean Zone I);

CE: is the exposure coefficient, equal to 1; Ct: is the thermal coefficient, equal to 1; therefore the snow load is qs = 122 kg/m2.

4.3. Wind action

Wind zone = 1;

(Vb,0 = 25 m/s, and0 = 1000 m s.l.m., ka = 0.01 1/s)

Soil roughness class: C  Areas with widespread obstacles (trees, houses, walls, fences); areas with roughness not attributable to classes A, B, D

Exposure category: III (kr = 0.20; z0 = 0.1; zmin = 5 m)


Draft Calvi 380520248-picture-Group 181553.svg

Reference speed = 25.00 m/s;

Reference kinetic pressure (qb)= 39.12 kg/m2  ;

Dynamic coefficient (Cd) = 1;

Exposure coefficient  the following wording is adopted:

Draft Calvi 380520248-image4.jpg

It is assumed (z = 3 m)  Ce = 1.708

Coefficient of form (Cp)  the coefficient for constructions having a wall with surface openings <33 % of the total one is adopted in favor of safety:


Draft Calvi 380520248-picture-Group 225729.svg

It is obtained by adopting the most unfavorable combination and using the following formula: p = q ∙ C ∙ C ∙ C

p [kg/m2]
(1) 67.00
(2) -40.10
(3) 40.10
(4) 40.10


4.4. Design parameters necessary for the definition of the basic seismic action of the site

General description of the work
Building for use cemetery
Location Municipality of BERZANO DI SAN PIETRO (AT) (Region

PIEDMONT)

Locality BERZANO DI SAN PIETRO (AT)
Longitude 7.954, Latitude 45.094


Parameters of the structure
Class of use


Life Vn

[years]

Coeff. Uso Vr Period [years]


Structure factor
II 50.0 1.0 50.0 1


4.5. Reference seismic action

The seismic actions of the project, on the basis of which to assess compliance with the various limit states considered, are defined starting from the basic seismic hazard of the construction site, defined in terms of maximum expected acceleration ag in conditionsof free field on a rigid reference site with horizontal topographic surface, as well as ordinates of the spectrum of elastic response in acceleration corresponding to it Se(T), with reference to predetermined probabilities of PVR surplus in the VR reference period.

The D.M. 2008 defines the spectral shapes starting from the following parameters on a horizontal rigid reference site:

ag  : maximum horizontal acceleration to the site;

F0  : maximum value of the amplification factor of the spettro in horizontal acceleration; TC*: period of start of the stretch at constant speed of the horizontal acceleration spectrum.

These values are provided in the Annex to D.M 2008 according to the latitude and longitude of the site and the TR period of the construction in question, as defined in Annex C to the Instructions for the application of the "Technical standards for construction" referred to in D.M. 14 January 2008


Draft Calvi 380520248-picture-Group 179982.svg


Draft Calvi 380520248-picture-Group 182956.svg

PVR is the probability of exceeding in the period VR relative to the limit state considered:

Draft Calvi 380520248-image11.jpg

The values of the parameters relating to the building under study are:


Draft Calvi 380520248-picture-Group 182958.svg

4.6. Subsurface category and topographical conditions

With reference respectively to Table 3.2.II and 3.2.IV of the D.M. 2008 it is stated that the site on which the construction stands falls within:

  • Subsoil category C : medium-thickenedwood-grained soil depositsor medium-consistent fine-grained soils.
  • Topographic category T2: at the top of the slope.

4.7. Elastic response spectrum in acceleration horizontal components

The elastic response spectrum of the horizontal component is defined by the following expressions (Par. 3.2.3.2 D.M. 2008):

Draft Calvi 380520248-image14.jpg

where:

T and Se are, respectively, period of vibration and horizontal spectral acceleration; S is the coefficient which takesinto account the subsoil category and topographic conditions.


Draft Calvi 380520248-picture-Group 182374.svg

ST: topographic amplification coefficient:


Draft Calvi 380520248-picture-Group 182376.svg

h is the factor that alters the elastic spectrum, equal to 1 for viscous damping x= 5%;

TC is the period corresponding to the beginning of the stroke at constant velocity of the spectrum.


Draft Calvi 380520248-picture-Group 182377.svg

TB is the period corresponding to the beginning of the constant acceleration section of the spectrum, given by:

TB = TC/3

TD is the period corresponding to the beginning of the constantly shifting section of the spectrum, expressed in seconds.


For the limit states considered, the values of the spectral parameters are reported:


Draft Calvi 380520248-picture-Group 225663.svg

4.8. Design spectrum for operating limit states

As indicated in Par. 3.2.3.4 of the D.M. 2008 the project spectrum Sd (T) to be used is the corresponding elastic spectrum referring to the probability of exceeding PVR considered.

4.9. Design spectrum for ultimate limit states

As indicated in Par. 3.2.3.5 of D.M. 2008 the project spectrum Sd (T) to beused, to take into account in a simplified way the inelastic dissipative capacity of the structure, is the elastic spectrum with the reduced ordinates replacing in the equations that define it h with 1/q where q is the structure factor. q = 1

5. MATERIALS

- CONCRETE

Exposure class: XC3

Consistency class: S4

A/c ratio: 0.6

Resistance class: C 28/35

Characteristic cylindrical compressive strength: fck = 2.8 kg/mm2

Compressive strength: fcd = 1,58 kg/mm2

Characteristic cylindrical tensile strength: fctk = 0,35 kg/mm2

Tensile strength: fctd = 0,24 kg/mm2 (gc = 1,5)

Average tensile strength: fctm = 0.27 kg/mm2

Elastic modulus: Ec = 3230.82 kg/mm2

Tangential modulus of elasticity: G = 1346.1 kg/mm2

Poisson coefficient: n = 0,2 Specific gravity = 2.5*10-6 kg/mm3

Linear coefficient of thermal expansion: a = 10*10-6 per 1/°C

- STEEL (type B450C):

Characteristic yield strength: fyk = 45 kg/mm2

Yield strength: fyd = 39.13 kg/mm2 (gc = 1,15)

Tangential adhesion strength: fbk = 0.403 kg/mm2

Tangentialand adhesion strength calculation: fbd = 0.269 kg/mm2 Elastic modulus: Es = 20600 kg/mm2

6. DESIGN AND MODELING CRITERIA

6.1. Design criteria

Ductility class: B;

Investigated limit states:

Combinations of load cases
DESIGN APPROACH Approach 2
Permissible voltages NO
SLU YES
SLV (SLU with earthquake) YES
SLC NO
SLD YES
BEAT NO
SLU GEO A2 (for approach 1) NO
SLU EQU NO
Characteristic combination (rare) YES
Frequent combination YES
Near-permanent combination (SLE) YES
SLA (accidental such as fire) YES


6.2. Modelling of geometry and mechanical properties

For the determination of the stresses acting on the structure under examination and the performance of the relative resistance checks, the aid of the finite element calculation program (F.E.M. ProSap 2S.1.

Figure 3, Figure 4, Figure 5 shows the main axonometries of the structure under study:


Draft Calvi 380520248-picture-Group 223241.svg
Figure 4: Frontal axonometry 2 representing the calculated structure


Draft Calvi 380520248-picture-Group 228145.svg

Figure 5: Posterior axonometry representing the calculated structure

The main geometric characteristics and mechanical properties of the model can therefore besummarized as follows:

Geometry modeling and mechanical properties:
nodes 54
D2 elements (for rods, beams, pillars...) 0
D3 elements (for walls, slabs, shells...) 48
floor elements 0
solid elements 0
Size of the structural model [cm]:
X min = 0.00
Xmax = 306.00
Ymin = 0.00
Ymax = 282.00
Zmin = 0.00
Zmax = 289.00
Vertical structures:
Rod type elements NO
Pillars NO
Walls YES
Septa (with membrane behavior) NO
Non-vertical structures:
Rod type elements NO
Beams NO
Shells YES
Membrane NO
Slabs:
Floors with rigid flat property NO
Floors without rigid flat property NO
Type of constraints:
Rigidly constrained nodes YES
Elastically constrained knots NO
Nodes with seismic isolators NO
Point foundations (plinths/plinths on pole) NO
Beam type foundations NO
Plate type foundations NO
Foundations with solid elements NO


The main nodes of the structure are as follows:

NODE DATA TABLE

Knot X And With Knot X And With Knot X And With
Cm Cm Cm Cm Cm Cm Cm Cm Cm
7 306.0 282.0 205.0 8 0.0 0.0 289.0 9 213.5 0.0 289.0
10 306.0 0.0 289.0 11 0.0 282.0 289.0 12 213.5 282.0 289.0
13 306.0 282.0 289.0 14 213.5 282.0 205.0 15 213.5 282.0 125.0
16 306.0 282.0 125.0 17 213.5 282.0 45.0 18 306.0 282.0 45.0
19 213.5 37.0 205.0 20 306.0 37.0 205.0 21 213.5 37.0 125.0
22 306.0 37.0 125.0 23 213.5 37.0 45.0 24 306.0 37.0 45.0
27 213.5 37.0 289.0 28 0.0 37.0 289.0 29 306.0 37.0 289.0
31 306.0 0.0 205.0 32 213.5 0.0 205.0 33 213.5 0.0 125.0
34 306.0 0.0 125.0 35 306.0 0.0 45.0 36 213.5 0.0 45.0
37 0.0 282.0 45.0 38 0.0 282.0 125.0 39 0.0 282.0 205.0
40 0.0 0.0 205.0 41 0.0 0.0 125.0 42 0.0 0.0 45.0
43 0.0 37.0 45.0 44 0.0 37.0 125.0 45 0.0 37.0 205.0
46 213.5 0.0 231.0 47 0.0 0.0 231.0 48 213.5 37.0 231.0
49 0.0 37.0 231.0 50 306.0 0.0 231.0 51 0.0 282.0 231.0
52 213.5 282.0 231.0 53 306.0 282.0 231.0 54 306.0 37.0 231.0


Modeling of wall and shell structures is carried out by the software with the use of three- or four-node elements, shells.

Each shell element is identified by nodes I, J, K, L (L = I for three-node elements), and by other characteristics such as thickness and horizontal and vertical Winkler constant (in the case of foundation elements).

Element. Note Node I Node J Node K Node L Food. Thickness
Cm
1 Septum 30 4 37 43 1 15.0
2 Septum 44 38 39 45 1 15.0
3 Shell 23 24 18 17 1 10.0
4 Shell 19 20 7 14 1 10.0
5 Shell 21 22 16 15 1 10.0
6 Septum 25 6 18 24 1 15.0
7 Septum 24 18 16 22 1 15.0
8 Septum 22 16 7 20 1 15.0
9 Septum 26 5 17 23 1 10.0
10 Septum 23 17 15 21 1 10.0
11 Septum 21 15 14 19 1 10.0
12 Septum 15 16 18 17 1 10.0
13 Septum 17 18 6 5 1 10.0
14 Septum 38 15 17 37 1 10.0
15 Septum 14 7 16 15 1 10.0
16 Septum 39 14 15 38 1 10.0
17 Septum 37 17 5 4 1 10.0
18 Septum 34 22 20 31 1 15.0
19 Septum 35 24 22 34 1 15.0
20 Septum 3 25 24 35 1 15.0
21 Septum 43 37 38 44 1 15.0
22 Septum 33 21 19 32 1 10.0
23 Septum 36 23 21 33 1 10.0
24 Septum 2 26 23 36 1 10.0
25 Septum 1 30 43 42 1 15.0
26 Septum 41 44 45 40 1 15.0
27 Septum 42 43 44 41 1 15.0
28 Septum 8 9 46 47 1 10.0
29 Septum 40 45 49 47 1 15.0
30 Septum 45 39 51 49 1 15.0
31 Septum 47 49 28 8 1 15.0
32 Septum 49 51 11 28 1 15.0
33 Septum 31 20 54 50 1 15.0
34 Septum 20 7 53 54 1 15.0
35 Septum 50 54 29 10 1 15.0
36 Septum 54 53 13 29 1 15.0
37 Septum 51 52 14 39 1 10.0
38 Septum 52 53 7 14 1 10.0
39 Septum 11 12 52 51 1 10.0
40 Septum 12 13 53 52 1 10.0
41 Septum 32 19 48 46 1 10.0
42 Septum 19 14 52 48 1 10.0
43 Septum 46 48 27 9 1 10.0
44 Septum 48 52 12 27 1 10.0
45 Shell 8 9 27 28 1 10.0
46 Shell 9 10 29 27 1 10.0
47 Shell 28 27 12 11 1 10.0
48 Shell 27 29 13 12 1 10.0


6.3. Shell and wall reinforcement

In reference to Figure 3, Figure 4 and Figure 5, the following reinforcing bars have been arranged within the structural elements:

1) Vertical septa Ø 8/15 (for both V and O links);
2) Shelves Ø 8/15 (in x and y direction); 3) Coverage Ø 8/15 (in direzione x and y).
Walls c.a. Value
Generality
Armor project Single element
Armor
Inclination Av [ degrees ] 90.00
Av-Ao angle [ degrees ] 90.00
Minimal tense 0.25
Tense maximum 4.00
Single central jersey No
Single vertical layer No
Single horizontal layer No
Iron cover [ cm ] 2.00
Jersey V
diameter 8
step 15
additional diameters 12
Jersey O
diameter 8
step 15
additional diameters 8
Ultimate limit states
Tensione my [daN/cm2 ] 4500.00
Steel type type C
Gamma coefficient s 1.15
Gamma coefficient c 1.50
Confidence factor FC 0.0
Checks with constant N Yes
Permissible voltages
Voltage amm. cls [daN/cm2 ] 97.50
Voltage amm. steel [daN/cm2 ] 2600.00
Homogenization ratio N 15.00
Maximum compressed/tense area ratio 1.00
Seismic wall
Shear amplification factor V 1.50
Hcrit. by. 7.4.4.5.1 [ cm ] 0.0
Hcrit. by. 7.4.6.1.4 [ cm ] 0.0
Use diagram from fig. 7.4.2 No
Side constraint no side
Check as a band No
End diameter 0
Confined area
Minimal tense 1.00
Tense maximum 4.00
Bar distance [ cm ] 2.00
Interferro 2
Inclined armor
Area barre [ cm2 ] 0.0
Horizontal angle [ degrees ] 0.0
Base distance [ cm ] 0.0
Fire resistance
3- intrados No
3+ extrados No
Exposure time R 15


Shells c.a. Value
Armor
Inclination Ax [ degrees ] 0.0
Angle Ax-Ay [ degrees ] 90.00
Minimal tense 0.31
Tense maximum 0.78
Single central jersey No
Iron cover [ cm ] 2.00
Jersey x
diameter 8
step 15
additional diameters 12
Maglia and
diameter 8
step 15
additional diameters 12
Ultimate limit states
Tensione my [daN/cm2 ] 4500.00
Steel type type C
Gamma coefficient s 1.15
Gamma coefficient c 1.50
Confidence factor FC 0.0
Checks with constant N Yes
Apply SLU from DIN No
Permissible voltages
Voltage amm. cls [daN/cm2 ] 97.50
Voltage amm. steel [daN/cm2 ] 2600.00
Homogenization ratio N 15.00
Maximum compressed/tense area ratio 1.00
Fire resistance
3- intrados No
3+ extrados No
Exposure time R 15


7. CASES OF LOADING AND COMBINATION OF ACTIONS

TABLE LEGEND LOAD CASES

The program allows the application of different types of load cases. The following 11 types of load cases are planned:

Acronym Description
1 Ggk Case of compressive load of the own weight of the structure
2 Gk Load case with permanent conditions
3 Qk Load case with variable actions
4 Gsk Case of acrico including permanent loads on floors and roofs
5 Qsk Load case including variable loads on the floors
6 Qnk Case of load including snow loads on the covers
7 Qtk Load case including a thermal variation acting on the structure
8 Qvk Case of acrico including wind actions on the structure
9 Esk Seismic load case with equivalent analysis
10 Edk Seismic load case with dynamic analysis
11 Hp Case of including loading of actions resulting from coercions, subsidences and pre-compressions


The following load cases are of automatic type A (i.e. they do not provide for data introduction by the user): 1-Ggk;4-Gsk;5-Qsk;6-Qnk.

The following load capacities are of the semi-automatic SA type (i.e. they require a minimum introduction of data by theuser): 7-Qtk,as it requires only the value of the thermal variation; 9-Esk and 10-Edk,as they require the value of the angle of entry of the earthquake and the identification of the load cases participating in the definition of the masses.

The remaining load cases are of a non-automatic NA type, that is, they provide for the direct application of generic loads to the structural elements (see the previous point Modeling of Actions). The following table shows the cases of loading agents ofthestructure, with the indication of the data relating to the case of load itself:

Type Number and Identification Code, Reference value of the load case (if any).

In succession, for non-automatic load cases, the list of nodes and elements directly loaded with the identification code of the load is reported.

For cases of seismic load (9-Esk and 10-Edk), the table of definitions and masses isreported: for each case of load participating in the definition of the masses, the relative rate (participation) considered is indicated. It should be noted that for the 5-Qsk and 6-Qnk load cases, participation is provided locally for each elementor roof in themodel (compare the Sksol value in the chapter on floor elements) and therefore their participation is normally equal to one.

CDC Type Acronym Id Note
1 Ggk CDC=Ggk (own weight of the structure)
2 Edk CDC=Ed (dynamic SLU) alpha=0.0 (etc. +) participation:1.00 per 1 CDC=Ggk (own weight of the structure)
participation:0.80 for 10 CDC=Qk (generic variable) ......... Bare
participation:0.80 for 11 CDC=Qk (generic variable) ......... snow
participation:0.80 for 12 CDC=Qk (generic variable) ......... wind
3 Edk CDC=Ed (dynamic SLU) alpha=0.0 (etc. -) as previous seismic CDC
4 Edk CDC=Ed (dynamic SLU) alpha=90.00 (etc. +) as previous seismic CDC
5 Edk CDC=Ed (dynamic SLU) alpha=90.00 (etc. -) as previous seismic CDC
6 Edk CDC=Ed (dynamic SLD) alpha=0.0 (etc. +) as previous seismic CDC
7 Edk CDC=Ed (dynamic SLD) alpha=0.0 (etc. -) as previous seismic CDC
8 Edk CDC=Ed (dynamic SLD) alpha=90.00 (etc. +) as previous seismic CDC
9 Edk CDC=Ed (dynamic SLD) alpha=90.00 (etc. -) as previous seismic CDC
10 Qk CDC=Qk (generic variable) ......... Bare D3 :d a 3 to 5 Action : P3:p=-3.000e-02
11 Qk CDC=Qk (generic variable) ......... snow D3 :d a 45 to 48 Action : P3:p=-1.220e-02
12 Qk CDC=Qk (generic variable) ......... wind Node: 1 Action : CN:Fy=103.35
Node: 2 Action : CN:Fy=103.35
Node: 2 Action : CN:Fy=44.77
Node: 3 Action : CN:Fy=44.77
Node: 4 Action : CN:Fy=88.65
Node: 6 Action : CN:Fy=88.65
Node: 8 Action : CN:Fz=86.50
Node: 8 Action : CN:Fy=103.35
Node: 9 Action : CN:Fy=103.35
Node: 9 Action : CN:Fy=44.77
Node: 10 Action : CN:Fz=86.50
Node: 10 Action : CN:Fy=44.77
Node: 11 Action : CN:Fy=88.65
Node: 11 Action : CN:Fz=86.50
Node: 13 Action : CN:Fy=88.65
Node: 13 Action : CN:Fz=86.50
13 Gk CDC=G1k (generic permanent) ......... Slabs Node: 1 Action : CN:Fz=-2.80
Node: 2 Action : CN:Fz=-2.80
Node: 4 Action : CN:Fz=-18.20
Node: 5 Action : CN:Fz=-18.20
Node: 8 Action : CN:Fz=-24.00
Node: 9 Action : CN:Fz=-24.00
Node: 11 Action : CN:Fz=-23.50
Node: 12 Action : CN:Fz=-23.50
Node: 14 Action : CN:Fz=-42.90
Node: 15 Action : CN:Fz=-64.70
Node: 17 Action : CN:Fz=-50.60
Node: 19 Action : CN:Fz=-49.40
Node: 21 Action : CN:Fz=-74.50
Node: 23 Action : CN:Fz=-58.20
Node: 26 Action : CN:Fz=-21.00
CDC Type Acronym Id Note
Node:27 to 28 Action : CN:Fz=-27.00
Node: 30 Action : CN:Fz=-21.00
Node: 32 Action : CN:Fz=-6.50
Node: 33 Action : CN:Fz=-9.80
Node: 36 Action : CN:Fz=-7.70
Node: 37 Action : CN:Fz=-50.60
Node: 38 Action : CN:Fz=-64.70
Node: 39 Action : CN:Fz=-42.90
Node: 40 Action : CN:Fz=-6.50
Node: 41 Action : CN:Fz=-9.80
Node: 42 Action : CN:Fz=-7.70
Node: 43 Action : CN:Fz=-58.20
Node: 44 Action : CN:Fz=-74.50
Node: 45 Action : CN:Fz=-49.40
Node:46 to 47 Action : CN:Fz=-25.60
Node:48 to 49 Action : CN:Fz=-39.10
Node:51 to 52 Action : CN:Fz=-34.00


As provided for in § 2.5.3 of the NTC 2008, the combinations of actions for the limit states considered are:

Combinazione fondamentale SLU gG1G1 + gG2G2 + gP+ gQ1Qk1 + gQ2Δ02Qk2 + gQ3Δ03Qk3 + ...

Characteristic (rare) SLE combination

G1 + G2 + P + Qk1 + Δ02Qk2 + Δ03Qk3+...

Frequent SLE combination

G1 + G2 + P + Δ11Qk1 + Δ22Qk2 + Δ23Qk3 + ...

Almost permanent SLE combination

G1 + G2 + P + Δ21Qk1 + Δ22Qk2 + Δ23Qk3 + ...

Seismic combination, used for the ultimate limit and operating states related to seismic action E

E + G1 + G2 + P + Δ21Qk1 + Δ22Qk2 + ...

Exceptional combination, used for limit states related to exceptional actions G1 + G2 + P + y 21Qk1 + y22Qk2 + ...

Where:

G1 Self weight of all structural elements

G2 Self weight of all non-structural elements

P Precompression

Qk Characteristic value of variable actions

E Seismic action.

With regard to the verifications against structural (STR) and geotechnical (GEO) limit states, theDesign Approach 2 has been adopted, with reference to § 2.6.1 and § 6.2.3.1 of the NTC 2008 Regulation.

In Approach 2, a single combination of the groups of partial coefficients defined for actions (A), material strengths (M) and, where appropriate, overall strength (R) is used. In this approach, the gf coefficients shown in column A1 of thefollowing table are used for actions (Table 2.6.I D.M. 2008):


Draft Calvi 380520248-picture-Group 177931.svg

As regards the combination coefficients of the variable actions, the following values have been adopted (Table 2.5.I of D.M. 2008):


Draft Calvi 380520248-picture-Group 177932.svg

The first table of combinations below includes the following information: Number, Type, Identification Code. A second table shows the weight in the combination,assumed for each case of load.

Cmb Type Acronym Id P-delta effect
1 SLU Comb. SLU A1 1
2 SLU Comb. SLU A1 2
3 SLU Comb. SLU A1 3
4 SLU Comb. SLU A1 4
5 SLU Comb. SLU A1 5
6 SLU Comb. SLU A1 6
7 SLU Comb. SLU A1 (SLV sism.) 7
Cmb Type Acronym Id P-delta effect
8 SLU Comb. SLU A1 (SLV sism.) 8
9 SLU Comb. SLU A1 (SLV sism.) 9
10 SLU Comb. SLU A1 (SLV sism.) 10
11 SLU Comb. SLU A1 (SLV sism.) 11
12 SLU Comb. SLU A1 (SLV sism.) 12
13 SLU Comb. SLU A1 (SLV sism.) 13
14 SLU Comb. SLU A1 (SLV sism.) 14
15 SLD(sis) Comb. SLE (SLD Danno sism.) 15
16 SLD(sis) Comb. SLE (SLD Danno sism.) 16
17 SLD(sis) Comb. SLE (SLD Danno sism.) 17
18 SLD(sis) Comb. SLE (SLD Danno sism.) 18
19 SLD(sis) Comb. SLE (SLD Danno sism.) 19
20 SLD(sis) Comb. SLE (SLD Danno sism.) 20
21 SLD(sis) Comb. SLE (SLD Danno sism.) 21
22 SLD(sis) Comb. SLE (SLD Danno sism.) 22
23 SLE(r) Comb. SLE(rara) 23
24 SLE(r) Comb. SLE(rara) 24
25 SLE(r) Comb. SLE(rara) 25
26 SLE(f) Comb. SLE(freq.) 26
27 SLE(f) Comb. SLE(freq.) 27
28 SLE(f) Comb. SLE(freq.) 28
29 SLE(p) Comb. SLE(perm.) 29
30 SLU(acc.) Comb. SLU (Accid.) 30


Cmb CDC

1/15...

CDC

2/16...

CDC

3/17...

CDC

4/18...

CDC

5/19...

CDC

6/20...

CDC

7/21...

CDC

8/22...

CDC

9/23...

CDC

10/24...

CDC

11/25...

CDC

12/26...

CDC

13/27...

CDC

14/28...

1 1.30 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.50 0.75 0.90 1.30
2 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.50 0.75 0.90 1.00
3 1.30 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.05 1.50 0.90 1.30
4 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.05 1.50 0.90 1.00
5 1.30 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.05 0.75 1.50 1.30
6 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.05 0.75 1.50 1.00
7 1.00 -1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00
8 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00
9 1.00 0.0 -1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00
10 1.00 0.0 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00
11 1.00 0.0 0.0 -1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00
12 1.00 0.0 0.0 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00
13 1.00 0.0 0.0 0.0 -1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00
14 1.00 0.0 0.0 0.0 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00
15 1.00 0.0 0.0 0.0 0.0 -1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.00
16 1.00 0.0 0.0 0.0 0.0 1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.00
17 1.00 0.0 0.0 0.0 0.0 0.0 -1.00 0.0 0.0 0.0 0.0 0.0 1.00
18 1.00 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.0 0.0 0.0 0.0 1.00
19 1.00 0.0 0.0 0.0 0.0 0.0 0.0 -1.00 0.0 0.0 0.0 0.0 1.00
20 1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.0 0.0 0.0 1.00
21 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1.00 0.0 0.0 0.0 1.00
22 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.0 0.0 1.00
23 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.50 0.60 1.00
24 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.70 1.00 0.60 1.00
25 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.70 0.50 1.00 1.00
26 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.50 0.0 0.0 1.00
27 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.30 0.20 0.0 1.00
28 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.30 0.0 0.20 1.00
29 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.30 0.0 0.0 1.00
30 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.30 0.0 0.0 1.00


8. ANALYSES CARRIED OUT

Type of structural analysis
Linear statics YES
Nonlinear statics NO
Linear static seismic NO
Linear dynamic seismic YES
Nonlinear static seismic (prop. masses) NO
Nonlinear static seismic (prop. mode) NO
Nonlinear static seismic (triangular) NO
Geometric nonlinearities (delta P factor) NO


The stresses due to seismic action were determined through adynamic linear analysis (§ 7.3.3.1 D.M. 2008).

For each case of seismic load, the following data set is reported (masses are expressed in units of force):

  • altitude, position of the centre of mass and resulting mass, position of the centre of gravity of stiffnesses, r/Ls ratio (for core structures), regularity indices and/r according to EC8 4.2.3.2;
  • frequency, period, spectral acceleration, excited mass in the three global directions for all modes;
  • total mass and aliquot of excited total mass.
CDC Type Acronym Id Note
2 Edk CDC=Ed (dynamic SLU) alpha=0.0 (etc. +)
Soil category: C
site factor S = 1,800
ordered spectrum (Tb-Tc stroke) = 0.202 g
Inlet Angle:0.0
additional eccentricity: positive
self period T1: 0.021 sec.
structure factor q: 1,000
factor per move. mu d: 1.000
ductility class CD: B
number of modes considered: 15
combine. modal: CQC


Alt. M Seismic x g Pos. GX Pos. GY E agg. X-X E agg. Y-Y Pos. KX Yes. KY rapp. r/Ls rapp. ex/rx rapp. ey/ry
Cm and Cm Cm Cm Cm Cm Cm
289.00 3854.14 155.03 139.57 0.0 -14.10 168.11 210.11 1.308 0.083 0.294
231.00 1660.49 159.48 155.14 0.0 -14.10 168.12 280.93 1.126 0.064 0.528
205.00 2466.61 186.68 168.43 0.0 -14.10 168.12 280.93 1.126 0.137 0.472
125.00 3434.56 180.54 169.18 0.0 -14.10 168.12 280.93 1.126 0.092 0.469
45.00 2807.19 184.04 168.75 0.0 -14.10 168.12 280.93 1.126 0.118 0.471
Is 1,422and+04
Mode Frequency Period Acc.

Spectral

M effective X x g  % Efficient M Y x g  % Efficient M Z x g  % Energy Energy x v
Hz sec g daN daN daN
1 47.053 0.021 0.093 7416.13 52.1 1.69 1.19e-02 0.82 5.77e-03 0.0 0.0
2 84.302 0.012 0.085 167.00 1.2 11.87 8.34e-02 0.07 5.16e-04 0.0 0.0
3 90.957 0.011 0.085 3.66 2.57e-02 8965.22 63.0 42.91 0.3 0.0 0.0
4 112.427 0.009 0.083 2425.44 17.1 77.71 0.5 0.66 4.62e-03 0.0 0.0
5 130.673 0.008 0.082 1437.97 10.1 0.24 1.71e-03 0.90 6.35e-03 0.0 0.0
6 183.092 0.005 0.080 95.22 0.7 702.13 4.9 1093.96 7.7 0.0 0.0
7 204.719 0.005 0.079 0.17 1.20e-03 1156.99 8.1 1582.46 11.1 0.0 0.0
8 210.296 0.005 0.079 346.20 2.4 113.13 0.8 39.07 0.3 0.0 0.0
9 221.554 0.005 0.079 178.90 1.3 137.79 1.0 1053.85 7.4 0.0 0.0
10 230.992 0.004 0.079 1.34 9.40e-03 311.50 2.2 503.45 3.5 0.0 0.0
11 238.680 0.004 0.079 0.51 3.57e-03 613.26 4.3 3068.79 21.6 0.0 0.0
12 247.888 0.004 0.079 82.69 0.6 132.43 0.9 3332.55 23.4 0.0 0.0
13 258.981 0.004 0.079 313.71 2.2 107.79 0.8 569.04 4.0 0.0 0.0
14 276.118 0.004 0.078 10.79 7.58e-02 50.23 0.4 127.45 0.9 0.0 0.0
15 296.805 0.003 0.078 15.74 0.1 7.68 5.40e-02 407.04 2.9 0.0 0.0
Is 1,250and+04 1,239e+04 1,182e+04
As a percentage 87.85 87.11 83.13


CDC Type Acronym Id Note
3 Edk CDC=Ed (dynamic SLU) alpha=0.0 (etc. -)
Soil category: C
site factor S = 1,800
ordered spectrum (Tb-Tc stroke) = 0.202 g
Inlet Angle:0.0
Additional eccentricity: negative
self period T1: 0.020 sec.
structure factor q: 1,000
factor per move. mu d: 1.000
ductility class CD: B
number of modes considered: 15
combine. modal: CQC


Alt. M Seismic x g Pos. GX Pos. GY E agg. X-X E agg. Y-Y Pos. KX Yes. KY rapp. r/Ls rapp. ex/rx rapp. ey/ry
Cm daN Cm Cm Cm Cm Cm Cm
289.00 3854.14 155.03 139.57 0.0 14.10 168.11 210.11 1.308 0.083 0.294
231.00 1660.49 159.48 155.14 0.0 14.10 168.12 280.93 1.126 0.064 0.528
205.00 2466.61 186.68 168.43 0.0 14.10 168.12 280.93 1.126 0.137 0.472
125.00 3434.56 180.54 169.18 0.0 14.10 168.12 280.93 1.126 0.092 0.469
45.00 2807.19 184.04 168.75 0.0 14.10 168.12 280.93 1.126 0.118 0.471
Is 1,422and+04


Mode Frequency Period Acc.

Spectral

M effective X x g  % Efficient M Y x g  % Efficient M Z x g  % Energy Energy x v
Hz sec g daN daN daN
1 51.106 0.020 0.092 7036.92 49.5 2.72 1.91e-02 1.00 7.05e-03 0.0 0.0
2 90.909 0.011 0.085 13.76 9.67e-02 8915.13 62.7 42.38 0.3 0.0 0.0
3 94.427 0.011 0.084 501.17 3.5 0.52 3.64e-03 0.05 3.60e-04 0.0 0.0
4 105.149 0.010 0.083 2940.63 20.7 136.95 1.0 1.13 7.97e-03 0.0 0.0
5 144.937 0.007 0.081 840.65 5.9 0.47 3.31e-03 3.33 2.34e-02 0.0 0.0
6 187.069 0.005 0.080 121.54 0.9 1082.24 7.6 1635.67 11.5 0.0 0.0
7 209.883 0.005 0.079 482.13 3.4 0.87 6.08e-03 77.85 0.5 0.0 0.0
8 213.326 0.005 0.079 1.00 07.06e-03 1178.78 8.3 1587.17 11.2 0.0 0.0
9 225.144 0.004 0.079 213.36 1.5 79.94 0.6 643.00 4.5 0.0 0.0
10 239.350 0.004 0.079 21.68 0.2 749.48 5.3 5146.92 36.2 0.0 0.0
11 248.722 0.004 0.079 103.87 0.7 34.86 0.2 1080.94 7.6 0.0 0.0
12 263.962 0.004 0.078 133.86 0.9 198.47 1.4 506.70 3.6 0.0 0.0
13 272.752 0.004 0.078 12.76 8.97e-02 5.97 4.20e-02 427.77 3.0 0.0 0.0
14 274.585 0.004 0.078 1.07 7.51e-03 2.39 1.68e-02 319.95 2.2 0.0 0.0
15 292.234 0.003 0.078 92.28 0.6 7.15 5.03e-02 489.29 3.4 0.0 0.0
Is 1,252e+04 1,240and+04 1,196e+04
As a percentage 88.00 87.15 84.11


CDC Type Acronym Id Note
4 Edk CDC=Ed (dynamic SLU) alpha=90.00 (etc. +)
Soil category: C
site factor S = 1,800
ordered spectrum (Tb-Tc stroke) = 0.202 g
Inlet Angle:90.00
additional eccentricity: positive
self period T1: 0.011 sec.
structure factor q: 1,000
factor per move. mu d: 1.000
ductility class CD: B
number of modes considered: 15
combine. modal: CQC


Alt. M Seismic x g Pos. GX Pos. GY E agg. X-X E agg. Y-Y Pos. KX Yes. KY rapp. r/Ls rapp. ex/rx rapp. ey/ry
Cm daN Cm Cm Cm Cm Cm Cm
289.00 3854.14 155.03 139.57 15.30 0.0 168.11 210.11 1.308 0.083 0.294
231.00 1660.49 159.48 155.14 15.30 0.0 168.12 280.93 1.126 0.064 0.528
205.00 2466.61 186.68 168.43 15.30 0.0 168.12 280.93 1.126 0.137 0.472
125.00 3434.56 180.54 169.18 15.30 0.0 168.12 280.93 1.126 0.092 0.469
45.00 2807.19 184.04 168.75 15.30 0.0 168.12 280.93 1.126 0.118 0.471
Is 1,422and+04


Mode Frequency Period Acc.

Spectral

M effective X x g  % Efficient M Y x g  % Efficient M Z x g  % Energy Energy x v
Hz sec g daN daN daN
1 49.032 0.020 0.093 7228.54 50.8 37.86 0.3 1.03 7.25e-03 0.0 0.0
2 88.994 0.011 0.085 204.39 1.4 101.80 0.7 0.26 1.82e-03 0.0 0.0
3 90.967 0.011 0.085 99.72 0.7 8947.78 62.9 41.14 0.3 0.0 0.0
4 108.850 0.009 0.083 2707.15 19.0 0.14 9.54e-04 0.23 1.60e-03 0.0 0.0
5 137.958 0.007 0.081 1205.30 8.5 1.57 1.10e-02 3.47 2.44e-02 0.0 0.0
6 184.386 0.005 0.080 107.37 0.8 1054.67 7.4 1435.28 10.1 0.0 0.0
7 210.391 0.005 0.079 211.70 1.5 676.75 4.8 531.18 3.7 0.0 0.0
8 213.258 0.005 0.079 80.56 0.6 339.84 2.4 641.73 4.5 0.0 0.0
9 225.437 0.004 0.079 232.69 1.6 0.65 4.55e-03 2476.30 17.4 0.0 0.0
10 238.409 0.004 0.079 20.71 0.1 878.43 6.2 1651.26 11.6 0.0 0.0
11 245.556 0.004 0.079 89.61 0.6 206.66 1.5 3476.46 24.4 0.0 0.0
12 254.024 0.004 0.079 65.19 0.5 0.33 2.33e-03 69.01 0.5 0.0 0.0
13 262.081 0.004 0.078 175.63 1.2 130.37 0.9 905.07 6.4 0.0 0.0
14 277.537 0.004 0.078 4.39 3.09e-02 18.72 0.1 74.65 0.5 0.0 0.0
15 294.285 0.003 0.078 0.32 2.27e-03 0.47 3.33e-03 627.48 4.4 0.0 0.0
Is 1,243e+04 1,240and+04 1,193e+04
As a percentage 87.42 87.15 83.91


CDC Type Acronym Id Note
5 Edk CDC=Ed (dynamic SLU) alpha=90.00 (etc. -)
Soil category: C
site factor S = 1,800
ordered spectrum (Tb-Tc stroke) = 0.202 g
Inlet Angle:90.00
Additional eccentricity: negative
self period T1: 0.011 sec.
structure factor q: 1,000
factor per move. mu d: 1.000
ductility class CD: B
number of modes considered: 15
combine. modal: CQC


Alt. M Seismic x g Pos. GX Pos. GY E agg. X-X E agg. Y-Y Pos. KX Yes. KY rapp. r/Ls rapp. ex/rx rapp. ey/ry
Cm daN Cm Cm Cm Cm Cm Cm
289.00 3854.14 155.03 139.57 -15.30 0.0 168.11 210.11 1.308 0.083 0.294
231.00 1660.49 159.48 155.14 -15.30 0.0 168.12 280.93 1.126 0.064 0.528
205.00 2466.61 186.68 168.43 -15.30 0.0 168.12 280.93 1.126 0.137 0.472
125.00 3434.56 180.54 169.18 -15.30 0.0 168.12 280.93 1.126 0.092 0.469
45.00 2807.19 184.04 168.75 -15.30 0.0 168.12 280.93 1.126 0.118 0.471
Is 1,422and+04


Mode Frequency Period Acc.

Spectral

M effective X x g  % Efficient M Y x g  % Efficient M Z x g  % Energy Energy x v
Hz sec g daN daN daN
1 48.885 0.020 0.093 7155.78 50.3 10.77 7.57e-02 0.78 5.50e-03 0.0 0.0
2 88.831 0.011 0.085 90.37 0.6 1200.57 8.4 5.63 3.96e-02 0.0 0.0
3 90.416 0.011 0.085 327.63 2.3 7424.03 52.2 35.06 0.2 0.0 0.0
4 109.008 0.009 0.083 2780.50 19.5 396.83 2.8 5.64 3.97e-02 0.0 0.0
5 136.748 0.007 0.081 1014.35 7.1 1.08 7.61e-03 0.48 3.40e-03 0.0 0.0
6 186.523 0.005 0.080 108.71 0.8 767.73 5.4 1355.36 9.5 0.0 0.0
7 204.475 0.005 0.079 226.68 1.6 744.77 5.2 1070.93 7.5 0.0 0.0
8 210.418 0.005 0.079 209.78 1.5 742.84 5.2 732.71 5.2 0.0 0.0
9 221.676 0.005 0.079 182.04 1.3 1.11 7.82e-03 208.59 1.5 0.0 0.0
10 236.203 0.004 0.079 10.56 7.42e-02 665.84 4.7 3186.35 22.4 0.0 0.0
11 245.605 0.004 0.079 59.61 0.4 232.27 1.6 3893.18 27.4 0.0 0.0
12 253.890 0.004 0.079 67.66 0.5 3.16 2.22e-02 65.25 0.5 0.0 0.0
13 263.196 0.004 0.078 179.41 1.3 174.44 1.2 722.26 5.1 0.0 0.0
14 278.868 0.004 0.078 7.05 4.96e-02 10.77 7.57e-02 52.95 0.4 0.0 0.0
15 294.626 0.003 0.078 1.51 1.06e-02 0.69 4.88e-03 563.36 4.0 0.0 0.0
Is 1,242and+04 1,238e+04 1,190and+04
As a percentage 87.33 87.02 83.66


CDC Type Acronym Id Note
6 Edk CDC=Ed (dynamic SLD) alpha=0.0 (etc. +)
Soil category: C
site factor S = 1,800
ordered spectrum (Tb-Tc stroke) = 0.102 g
Inlet Angle:0.0
additional eccentricity: positive
self period T1: 0.021 sec.
number of modes considered: 15
combine. modal: CQC


Alt. M Seismic x g Pos. GX Pos. GY E agg. X-X E agg. Y-Y Pos. KX Yes. KY rapp. r/Ls rapp. ex/rx rapp. ey/ry
Cm daN Cm Cm Cm Cm Cm Cm
289.00 3854.14 155.03 139.57 0.0 -14.10 168.11 210.11 1.308 0.083 0.294
231.00 1660.49 159.48 155.14 0.0 -14.10 168.12 280.93 1.126 0.064 0.528
205.00 2466.61 186.68 168.43 0.0 -14.10 168.12 280.93 1.126 0.137 0.472
125.00 3434.56 180.54 169.18 0.0 -14.10 168.12 280.93 1.126 0.092 0.469
45.00 2807.19 184.04 168.75 0.0 -14.10 168.12 280.93 1.126 0.118 0.471
Is 1,422and+04


Mode Frequency Period Acc.

Spectral

M effective X x g  % Efficient M Y x g  % Efficient M Z x g  % Energy Energy x v
Hz sec g daN daN daN
1 47.053 0.021 0.051 7416.13 52.1 1.69 1.19e-02 0.82 5.77e-03 0.0 0.0
2 84.302 0.012 0.046 167.00 1.2 11.87 8.34e-02 0.07 5.16e-04 0.0 0.0
3 90.957 0.011 0.045 3.66 2.57e-02 8965.22 63.0 42.91 0.3 0.0 0.0
4 112.427 0.009 0.044 2425.44 17.1 77.71 0.5 0.66 4.62e-03 0.0 0.0
Mode Frequency Period Acc.

Spectral

M effective X x g  % Efficient M Y x g  % Efficient M Z x g  % Energy Energy x v
5 130.673 0.008 0.043 1437.97 10.1 0.24 1.71e-03 0.90 6.35e-03 0.0 0.0
6 183.092 0.005 0.042 95.22 0.7 702.13 4.9 1093.96 7.7 0.0 0.0
7 204.719 0.005 0.042 0.17 1.20e-03 1156.99 8.1 1582.46 11.1 0.0 0.0
8 210.296 0.005 0.042 346.20 2.4 113.13 0.8 39.07 0.3 0.0 0.0
9 221.554 0.005 0.042 178.90 1.3 137.79 1.0 1053.85 7.4 0.0 0.0
10 230.992 0.004 0.042 1.34 9.40e-03 311.50 2.2 503.45 3.5 0.0 0.0
11 238.680 0.004 0.042 0.51 3.57e-03 613.26 4.3 3068.79 21.6 0.0 0.0
12 247.888 0.004 0.041 82.69 0.6 132.43 0.9 3332.55 23.4 0.0 0.0
13 258.981 0.004 0.041 313.71 2.2 107.79 0.8 569.04 4.0 0.0 0.0
14 276.118 0.004 0.041 10.79 7.58e-02 50.23 0.4 127.45 0.9 0.0 0.0
15 296.805 0.003 0.041 15.74 0.1 7.68 5.40e-02 407.04 2.9 0.0 0.0
Is 1,250and+04 1,239e+04 1,182e+04
As a percentage 87.85 87.11 83.13


CDC Type Acronym Id Note
7 Edk CDC=Ed (dynamic SLD) alpha=0.0 (etc. -)
Soil category: C
site factor S = 1,800
ordered spectrum (Tb-Tc stroke) = 0.102 g
Inlet Angle:0.0
Additional eccentricity: negative
self period T1: 0.020 sec.
number of modes considered: 15
combine. modal: CQC


Alt. M Seismic x g Pos. GX Pos. GY E agg. X-X E agg. Y-Y Pos. KX Yes. KY rapp. r/Ls rapp. ex/rx rapp. ey/ry
Cm daN Cm Cm Cm Cm Cm Cm
289.00 3854.14 155.03 139.57 0.0 14.10 168.11 210.11 1.308 0.083 0.294
231.00 1660.49 159.48 155.14 0.0 14.10 168.12 280.93 1.126 0.064 0.528
205.00 2466.61 186.68 168.43 0.0 14.10 168.12 280.93 1.126 0.137 0.472
125.00 3434.56 180.54 169.18 0.0 14.10 168.12 280.93 1.126 0.092 0.469
45.00 2807.19 184.04 168.75 0.0 14.10 168.12 280.93 1.126 0.118 0.471
Is 1,422and+04


Mode Frequency Period Acc.

Spectral

M effective X x g  % Efficient M Y x g  % Efficient M Z x g  % Energy Energy x v
Hz sec g daN daN daN
1 51.106 0.020 0.050 7036.92 49.5 2.72 1.91e-02 1.00 7.05e-03 0.0 0.0
2 90.909 0.011 0.045 13.76 9.67e-02 8915.13 62.7 42.38 0.3 0.0 0.0
3 94.427 0.011 0.045 501.17 3.5 0.52 3.64e-03 0.05 3.60e-04 0.0 0.0
4 105.149 0.010 0.044 2940.63 20.7 136.95 1.0 1.13 7.97e-03 0.0 0.0
5 144.937 0.007 0.043 840.65 5.9 0.47 3.31e-03 3.33 2.34e-02 0.0 0.0
6 187.069 0.005 0.042 121.54 0.9 1082.24 7.6 1635.67 11.5 0.0 0.0
7 209.883 0.005 0.042 482.13 3.4 0.87 6.08e-03 77.85 0.5 0.0 0.0
8 213.326 0.005 0.042 1.00 07.06e-03 1178.78 8.3 1587.17 11.2 0.0 0.0
9 225.144 0.004 0.042 213.36 1.5 79.94 0.6 643.00 4.5 0.0 0.0
10 239.350 0.004 0.042 21.68 0.2 749.48 5.3 5146.92 36.2 0.0 0.0
11 248.722 0.004 0.041 103.87 0.7 34.86 0.2 1080.94 7.6 0.0 0.0
12 263.962 0.004 0.041 133.86 0.9 198.47 1.4 506.70 3.6 0.0 0.0
13 272.752 0.004 0.041 12.76 8.97e-02 5.97 4.20e-02 427.77 3.0 0.0 0.0
14 274.585 0.004 0.041 1.07 7.51e-03 2.39 1.68e-02 319.95 2.2 0.0 0.0
15 292.234 0.003 0.041 92.28 0.6 7.15 5.03e-02 489.29 3.4 0.0 0.0
Is 1,252e+04 1,240and+04 1,196e+04
As a percentage 88.00 87.15 84.11


CDC Guy Acronym Id Note
8 Edk CDC=Ed (dynamic SLD) alpha=90.00 (etc. +)
Soil category: C
site factor S = 1,800
ordered spectrum (Tb-Tc stroke) = 0.102 g
Inlet Angle:90.00
additional eccentricity: positive
self period T1: 0.011 sec.
number of modes considered: 15
combine. modal: CQC


Alt. M Seismic x g Pos. GX Pos. GY E agg. X-X E agg. Y-Y Pos. KX Yes. KY rapp. r/Ls rapp. ex/rx rapp. ey/ry
Cm daN Cm Cm Cm Cm Cm Cm
289.00 3854.14 155.03 139.57 15.30 0.0 168.11 210.11 1.308 0.083 0.294
231.00 1660.49 159.48 155.14 15.30 0.0 168.12 280.93 1.126 0.064 0.528
205.00 2466.61 186.68 168.43 15.30 0.0 168.12 280.93 1.126 0.137 0.472
125.00 3434.56 180.54 169.18 15.30 0.0 168.12 280.93 1.126 0.092 0.469
45.00 2807.19 184.04 168.75 15.30 0.0 168.12 280.93 1.126 0.118 0.471
Is 1,422and+04


Mode Frequency Period Acc.

Spectral

M effective X x g  % Efficient M Y x g  % Efficient M Z x g  % Energy Energy x v
Hz sec g daN daN daN
1 49.032 0.020 0.050 7228.54 50.8 37.86 0.3 1.03 7.25e-03 0.0 0.0
2 88.994 0.011 0.045 204.39 1.4 101.80 0.7 0.26 1.82e-03 0.0 0.0
3 90.967 0.011 0.045 99.72 0.7 8947.78 62.9 41.14 0.3 0.0 0.0
4 108.850 0.009 0.044 2707.15 19.0 0.14 9.54e-04 0.23 1.60e-03 0.0 0.0
5 137.958 0.007 0.043 1205.30 8.5 1.57 1.10e-02 3.47 2.44e-02 0.0 0.0
6 184.386 0.005 0.042 107.37 0.8 1054.67 7.4 1435.28 10.1 0.0 0.0
7 210.391 0.005 0.042 211.70 1.5 676.75 4.8 531.18 3.7 0.0 0.0
8 213.258 0.005 0.042 80.56 0.6 339.84 2.4 641.73 4.5 0.0 0.0
9 225.437 0.004 0.042 232.69 1.6 0.65 4.55e-03 2476.30 17.4 0.0 0.0
10 238.409 0.004 0.042 20.71 0.1 878.43 6.2 1651.26 11.6 0.0 0.0
11 245.556 0.004 0.041 89.61 0.6 206.66 1.5 3476.46 24.4 0.0 0.0
12 254.024 0.004 0.041 65.19 0.5 0.33 2.33e-03 69.01 0.5 0.0 0.0
13 262.081 0.004 0.041 175.63 1.2 130.37 0.9 905.07 6.4 0.0 0.0
14 277.537 0.004 0.041 4.39 3.09e-02 18.72 0.1 74.65 0.5 0.0 0.0
15 294.285 0.003 0.041 0.32 2.27e-03 0.47 3.33e-03 627.48 4.4 0.0 0.0
Is 1,243e+04 1,240and+04 1,193e+04
As a percentage 87.42 87.15 83.91


CDC Type Acronym Id Note
9 Edk CDC=Ed (dynamic SLD) alpha=90.00 (etc. -)
Soil category: C
site factor S = 1,800
ordered spectrum (Tb-Tc stroke) = 0.102 g
Inlet Angle:90.00
Additional eccentricity: negative
self period T1: 0.011 sec.
number of modes considered: 15
combine. modal: CQC


Alt. M Seismic x g Pos. GX Pos. GY E agg. X-X E agg. Y-Y Pos. KX Yes. KY rapp. r/Ls rapp. ex/rx rapp. ey/ry
Cm daN Cm Cm Cm Cm Cm Cm
289.00 3854.14 155.03 139.57 -15.30 0.0 168.11 210.11 1.308 0.083 0.294
231.00 1660.49 159.48 155.14 -15.30 0.0 168.12 280.93 1.126 0.064 0.528
205.00 2466.61 186.68 168.43 -15.30 0.0 168.12 280.93 1.126 0.137 0.472
Quota M Seismic x g Pos. GX Pos. GY E agg. X-X E agg. Y-Y Pos. KX Yes. KY rapp. r/Ls rapp. ex/rx rapp. ey/ry
125.00 3434.56 180.54 169.18 -15.30 0.0 168.12 280.93 1.126 0.092 0.469
45.00 2807.19 184.04 168.75 -15.30 0.0 168.12 280.93 1.126 0.118 0.471
Is 1,422and+04


Mode Frequency Period Acc.

Spectral

M effective X x g  % Efficient M Y x g  % Efficient M Z x g  % Energy Energy x v
Hz sec g daN daN daN
1 48.885 0.020 0.050 7155.78 50.3 10.77 7.57e-02 0.78 5.50e-03 0.0 0.0
2 88.831 0.011 0.045 90.37 0.6 1200.57 8.4 5.63 3.96e-02 0.0 0.0
3 90.416 0.011 0.045 327.63 2.3 7424.03 52.2 35.06 0.2 0.0 0.0
4 109.008 0.009 0.044 2780.50 19.5 396.83 2.8 5.64 3.97e-02 0.0 0.0
5 136.748 0.007 0.043 1014.35 7.1 1.08 7.61e-03 0.48 3.40e-03 0.0 0.0
6 186.523 0.005 0.042 108.71 0.8 767.73 5.4 1355.36 9.5 0.0 0.0
7 204.475 0.005 0.042 226.68 1.6 744.77 5.2 1070.93 7.5 0.0 0.0
8 210.418 0.005 0.042 209.78 1.5 742.84 5.2 732.71 5.2 0.0 0.0
9 221.676 0.005 0.042 182.04 1.3 1.11 7.82e-03 208.59 1.5 0.0 0.0
10 236.203 0.004 0.042 10.56 7.42e-02 665.84 4.7 3186.35 22.4 0.0 0.0
11 245.605 0.004 0.041 59.61 0.4 232.27 1.6 3893.18 27.4 0.0 0.0
12 253.890 0.004 0.041 67.66 0.5 3.16 2.22e-02 65.25 0.5 0.0 0.0
13 263.196 0.004 0.041 179.41 1.3 174.44 1.2 722.26 5.1 0.0 0.0
14 278.868 0.004 0.041 7.05 4.96e-02 10.77 7.57e-02 52.95 0.4 0.0 0.0
15 294.626 0.003 0.041 1.51 1.06e-02 0.69 4.88e-03 563.36 4.0 0.0 0.0
Is 1,242and+04 1,238e+04 1,190and+04
As a percentage 87.33 87.02 83.66



9. SUMMARY OF RESULTS AND VERIFICATIONS

9.1. Main deformed configurations

The maximum deformations for each type of combination of actions are reported below (ref. § 7).

Draft Calvi 380520248-image35.jpg
Figure 6: deformed max SLU- no earthquake (values in mm)
Draft Calvi 380520248-image36.jpg
Figure 7: deformed max SLU - earthquake (values in mm)
Draft Calvi 380520248-image37.jpg
Figure 8: deformed max SLD – earthquake (values in mm)
Draft Calvi 380520248-image38.jpg
Figure 9: deformed max SLE – rare (values in mm)
Draft Calvi 380520248-image39.jpg
Figure 10: deformed max SLE - frequent (values in mm)
Draft Calvi 380520248-image40.jpg
Figure 11: deformed max SLE - permanent (values in mm)
Draft Calvi 380520248-image41.jpg
Figure 12: deformed max SLU - accidental (values in mm)

9.2. Stress envelopes

The following envelopes of the acting stresses are reported below:

  • normal membrane stress;
  • membrane shear stress;
  • shear effort;
  • membranal bending moment; - torque moment.
Draft Calvi 380520248-image42.jpg
Figure 13: Envelope normal membrane stress (values in daN)
Draft Calvi 380520248-image43.jpg
Figure 14: Envelope shear stress (values in daN)
Draft Calvi 380520248-image44.jpg
Figure 15: Envelope shear orto stress (values in daN)
Draft Calvi 380520248-image45.jpg
Figure 16: Envelope membrane M (values in daN*cm)
Draft Calvi 380520248-image46.jpg
Figure 17: Envelope M orto (values in daN*cm)
Draft Calvi 380520248-image47.jpg
Figure 18: Torque envelope (values in daN*cm)

9.4. ULS Verification Results

The following checks at ULS are reported below:

  • check N/M;
  • verification 25;

The checks shall be deemed to be fulfilled when the values are less than 1.

Draft Calvi 380520248-image48.jpg
Figure 19: check N/M
Draft Calvi 380520248-image49.jpg
Figure 19: Verification 25

9.4. SLS Verification Results

The table shows the values of interest for the control of the operating limit states.

In particular, in relation to the type of structural element, the results relating to the three categories of combination considered are reported:

  • Combinazioni rare
  • Frequent combinations
  • Almost permanent combinations.

The values of interest are as follows:

rRfck ratio of maximum compression in concrete to fck voltage in

rare combinations [normalized to 1]

rRfyk ratio of maximum voltage in steel to fyk voltage in rare combinations [normalized to 1]
rPfck ratio of maximum compression in concrete to fck tension in quasi-permanent combinations [normalized to 1]
wR characteristic opening of cracks in rare combinations [mm]
wF characteristic opening of cracks in frequent combinations [mm]
wP characteristic opening of cracks in almost permanent combinations

[mm]

dR maximum deformation in rare combinations
dF maximum deformation in frequent combinations
dP maximum deformation in almost permanent combinations


For each of the nine values above, the combination in which it occurred is indicated (Ref.cmb).

In relation to the type of structural element, the values are selected as follows:

Pillars rRfck rRfyk rPfck for significant sections
Beams rRfck rRfyk rPfck for significant sections
wR wF wP for significant sections
dR dF dP maximum span
septa and shells rRfck rRfyk rPfck maximums in element nodes
wR wF wP maximums in element nodes


It should be noted that the maximum deformation values for beams refer to the vertical plane (local plane 1-2 with bending moments 3-3).

Septum rRfck rRfyk rPfck Rif. cmb wR wF wP Rif. cmb
mm mm mm
1 06.07e-03 4.41e-03 8.05e-03 24,24,29 0.0 0.0 0.0 0,0,0
2 5.26e-03 0.02 6.45e-03 24,24,29 0.0 0.0 0.0 0,0,0
6 7.00e-03 4.92e-03 7.62e-03 23,23,29 0.0 0.0 0.0 0,0,0
7 6.25e-03 9.75e-03 7.39e-03 23,23,29 0.0 0.0 0.0 0,0,0
8 5.11e-03 0.02 6.11e-03 23,23,29 0.0 0.0 0.0 0,0,0
9 0.01 7.83e-03 0.01 23,23,29 0.0 0.0 0.0 0,0,0
10 0.01 7.45e-03 0.01 24,24,29 0.0 0.0 0.0 0,0,0
11 9.60e-03 0.02 9.93e-03 24,23,29 0.0 0.0 0.0 0,0,0
12 6.58e-03 4.69e-03 7.23e-03 23,23,29 0.0 0.0 0.0 0,0,0
13 8.76e-03 6.30e-03 9.72e-03 23,23,29 0.0 0.0 0.0 0,0,0
14 6.38e-03 4.63e-03 7.10e-03 23,23,29 0.0 0.0 0.0 0,0,0
15 4.68e-03 4.34e-03 5.44e-03 24,23,29 0.0 0.0 0.0 0,0,0
16 4.96e-03 9.82e-03 5.51e-03 24,23,29 0.0 0.0 0.0 0,0,0
17 7.51e-03 5.46e-03 8.23e-03 23,23,29 0.0 0.0 0.0 0,0,0
18 5.14e-03 5.62e-03 06.04e-03 23,23,29 0.0 0.0 0.0 0,0,0
19 7.20e-03 5.23e-03 8.75e-03 23,23,29 0.0 0.0 0.0 0,0,0
20 9.80e-03 0.01 0.01 23,23,29 0.0 0.0 0.0 0,0,0
21 5.97e-03 5.53e-03 7.66e-03 24,24,29 0.0 0.0 0.0 0,0,0
22 0.01 7.22e-03 0.01 24,24,29 0.0 0.0 0.0 0,0,0
23 0.01 8.08e-03 0.01 23,23,29 0.0 0.0 0.0 0,0,0
24 0.01 0.01 0.02 23,23,29 0.0 0.0 0.0 0,0,0
25 8.57e-03 9.13e-03 0.01 24,24,29 0.0 0.0 0.0 0,0,0
26 6.98e-03 4.97e-03 8.74e-03 24,24,29 0.0 0.0 0.0 0,0,0
27 6.56e-03 4.77e-03 8.91e-03 24,24,29 0.0 0.0 0.0 0,0,0
28 1.89e-03 7.21e-03 1.93e-03 25,24,29 0.0 0.0 0.0 0,0,0
29 9.54e-03 8.65e-03 0.01 24,25,29 0.0 0.0 0.0 0,0,0
30 4.68e-03 0.03 5.55e-03 24,24,29 0.0 0.0 0.0 0,0,0
31 8.72e-03 0.02 7.99e-03 24,24,29 0.0 0.0 0.0 0,0,0
32 4.81e-03 0.04 5.66e-03 24,24,29 0.0 0.0 0.0 0,0,0
33 3.72e-03 0.02 4.75e-03 24,23,29 0.0 0.0 0.0 0,0,0
34 3.92e-03 0.03 4.70e-03 23,23,29 0.0 0.0 0.0 0,0,0
35 6.24e-03 0.05 6.20e-03 24,25,29 0.0 0.0 0.0 0,0,0
36 4.34e-03 0.04 5.10e-03 24,25,29 0.0 0.0 0.0 0,0,0
37 4.55e-03 0.02 5.18e-03 24,23,29 0.0 0.0 0.0 0,0,0
38 4.41e-03 5.35e-03 4.22e-03 24,23,29 0.0 0.0 0.0 0,0,0
39 7.07e-03 0.02 03.07-03 24,24,29 0.0 0.0 0.0 0,0,0
40 0.01 0.01 0.01 24,24,29 0.0 0.0 0.0 0,0,0
41 0.01 0.01 0.02 24,24,29 0.0 0.0 0.0 0,0,0
42 7.52e-03 0.02 08.09e-03 24,23,29 0.0 0.0 0.0 0,0,0
43 0.01 0.01 9.32e-03 24,24,29 0.0 0.0 0.0 0,0,0
44 7.88e-03 0.03 7.71e-03 24,24,29 0.0 0.0 0.0 0,0,0
Septum rRfck rRfyk rPfck wR wF wP
0.01 0.05 0.02 0.0 0.0 0.0
Shell rRfck rRfyk rPfck Rif. cmb wR wF wP Rif. cmb
mm mm mm
3 1.45e-03 6.11e-03 1.61e-03 23,23,29 0.0 0.0 0.0 0,0,0
4 7.13e-03 0.01 7.50e-03 24,24,29 0.0 0.0 0.0 0,0,0
5 4.55e-03 8.78e-03 4.90e-03 24,23,29 0.0 0.0 0.0 0,0,0
45 09.02e-03 0.02 8.69e-03 24,24,29 0.0 0.0 0.0 0,0,0
46 0.02 0.03 0.02 24,24,29 0.0 0.0 0.0 0,0,0
47 2.20e-03 0.03 2.21e-03 24,24,29 0.0 0.0 0.0 0,0,0
48 6.18e-03 0.03 5.70e-03 24,25,29 0.0 0.0 0.0 0,0,0
Shell rRfck rRfyk rPfck wR wF wP
0.02 0.03 0.02 0.0 0.0 0.0
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