2.load evaluation

7/30/2019 2.Load Evaluation

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2. Load Evaluation2.1.Load Classification

by destination:o self-weighto imposed loads

by structural response:o static loadso dynamic loads

by natureo

weight loado partition loado seismic loado live loado wind loado snow load

by movemento statistic loado nominal loado design load2.1.1. Load classification by new frequency (EU including RO):

o Dead (Permanent or Self Weight) Loadso Variable Loadso Accidental Loads

2.1.2. Load Groupings by new frequency (EU including RO):o Ultimate Limit States (ULS)o Serviceability Limit States (SLS)


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2.2.Load Evaluation2.2.1. Dead loads (Permanent loads from self-weight of construction elements)Self-weights of construction elements are classified as permanent (dead) actions and

generally are also fixed actions.

For simplicity, the weight of masonry walls may be based upon the density of the

body material, ignoring the mortar.

Where permanent partitions are indicated, their weight shall be included in the dead

load, acting at the given partition location. The equivalent uniformly distributed load of

partitions which are not permanent may be taken as not less than one third of the load per

meter run of the finished partitions.

The values of these loads were calculated in the table below, following the

stratification of structural and nonstructural elements detailed in architectural drawings and in

Chapter 1: Hygrothermal assessment.

The characteristic values of permanent loads of each layer are computed with the formula:

gk=d* (kN/m2)

The design values of permanent loads of each layer are computed with the formula:gd=f*gk(kN/m

2)

Element Layer Material

Thickness

d

Unit

Weigt

Characteristic

load gkPartial safery

coefficient

Design

Load gd

(m) (kN/m3) (kN/m

2) (kN/m

2)

Non-pedestrianterrace

Ceiling Plaster 0.015 18 0.270

1.35

0.365

Reinforced concreteslab

0.15 25 3.750 5.063

Sloping concrete layer 0.03 21 0.630 0.851

Vapor

Barrier(cardboard-

bitumen)

0.001 11 0.011 0.015

Thermal Insulation

(extruded polystyrene)0.2 0.32 0.064 0.086

Double layer roof skin 0.01 11 0.110 0.149

TOTAL gk= 4.835 gd= 6.527


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Thickness

d

Unit

Weigt

Characteristic

load gk Partial safery

coefficient

Design

Load gd

(m) (kN/m3) (kN/m2) (kN/m2)

ExternalWa

llInterior Plaster 0.015 18 0.270

1.35

0.365

BCA Masonry 0.25 6 1.500 2.025

Thermal Insulation 0.1 0.2 0.020 0.027

Faade Plaster 0.025 18 0.450 0.608

TOTAL gk= 2.240 gd= 3.024

Slababovethesemi-

b

asement

Sandstone 0.02 24 0.480

1.35

0.648

M100 Euqalizing layer 0.03 17 0.510 0.689

Reinforced concrete

slab0.18 25 4.500 6.075

Thermal Insulation

(Glass Wool ) 0.15 1 0.150 0.203

Ceiling Plaster 0.015 18 0.270 0.365

TOTAL gk= 5.910 gd= 7.979

Coldfloorslab

Sandstone 0.02 24 0.480

1.35

0.648

M100 Equalizing layer 0.03 17 0.510 0.689

Reinforced concrete

slab0.15 25 3.750 5.063

Ceiling Plaster 0.015 18 0.270 0.365

TOTAL gk= 5.010 gd= 6.764

Warmfloorslab

Parquet 0.02 4 0.080

1.35

0.108

Polyethylene Foil 0.002 1 0.002 0.003


Reinforced concrete

slab0.15 25 3.750 5.063

Ceiling Plaster 0.015 18 0.270 0.365

TOTAL gk= 4.612 gd= 6.226

InteriorRC

Walls

Interior Plaster 0.015 18 0.270

1.35

0.365

RC Wall 0.25 25 6.250 8.438

Interior Plaster 0.015 18 0.270 0.365

TOTAL gk= 6.790 gd= 9.167

InteriorBCA

Wallsd=25cm Interior Plaster 0.015 18 0.270

1.35

0.365

BCA Masonry 0.25 6 1.500 2.025


TOTAL gk= 2.040 gd= 2.754


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Thickness

d

Unit

Weigt

Characteristic


coefficient

Design

Load gd

(m) (kN/m3) (kN/m2) (kN/m2)

InteriorBCA

Wallsd=20

c


1.35

0.365

BCA Masonry 0.2 6 1.200 1.620


TOTAL gk= 1.740 gd= 2.349

Attic

Faade Plaster 0.025 18 0.450

1.35

0.608


BCA Masonry 0.25 6 1.500 0.027


Faade Plaster 0.025 18 0.450 0.608

TOTAL gk= 2.440 gd= 3.294

Staircase

Sandstone 0.02 24 0.480

1.35

0.648


RC Ramp 0.15 25 3.750 5.063

Ceiling Plaster 0.015 18 0.270 0.365

TOTAL gk= 5.010 gd= 6.764

Slabov

erbasement

(rolle

dconcrete) Rolled Concrete 0.05 18 0.900

1.35

1.215


Reinforced concrete

slab0.18 25 4.500 6.075

Ceiling Plaster 0.015 18 0.270 0.365

TOTAL gk= 6.180 gd= 8.343

Slaboverbasement

(Sandstone)

Sandstone 0.02 24 0.480

1.35

0.648


Reinforced concrete

slab0.18 25 4.500 6.075

Ceiling Plaster 0.015 18 0.270 0.365

TOTAL gk= 5.760 gd= 7.776

Slaboverbasement

(rolledconcrete) Rolled Concrete 0.05 18 0.900

1.35

1.215


Reinforced concrete

slab0.18 25 4.500 6.075

Ceiling Plaster 0.015 18 0.270 0.365

TOTAL gk= 6.180 gd= 8.343


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Thickness

d

Unit

Weigt

Characteristic


coefficient

Design

Load gd

(m) (kN/m3) (kN/m2) (kN/m2)

Slaboverbasement

(Sandstone)

Sandstone 0.02 24 0.480

1.35

0.648


Reinforced concrete

slab0.18 25 4.500 6.075

Ceiling Plaster 0.015 18 0.270 0.365

TOTAL gk= 5.760 gd= 7.776

Slabo

verbasement

(rolledconcrete) Rolled Concrete 0.05 18 0.900

1.35

1.215


Reinforced concrete

slab0.18 25 4.500 6.075

Ceiling Plaster 0.015 18 0.270 0.365

TOTAL gk= 6.180 gd= 8.343

ExteriorRCWal Interior Plaster 0.015 18 0.270

1.35

0.365

RC Wall 0.25 25 6.250 0.884


Faade Plaster 0.025 18 0.450 0.365

TOTAL gk= 6.990 gd= 9.437

Basementw

alls


1.35

6.480

RC Wall 0.3 25 7.500 187.500

Hydro insulating layer 0.04 21 0.840 17.640

Brick Protection Wall 0.065 18 1.170 21.060

Faade Plaster 0.025 18 0.450 8.100

TOTAL gk= 10.320 gd= 13.932

Elevatorsha

RCWalls


1.35

0.365

RC Wall 0.15 25 3.750 5.063


TOTAL gk= 4.290 gd= 5.792

Partitionwalls


1.35

0.122

Plasterboard 0.0125 11 0.138 0.186

Metallic Frame 0.1 - 0.200 0.270

Plasterboard 0.0125 11 0.138 0.186


TOTAL gk= 0.655 gd= 0.884


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2.2.2. Quasi-permanent temporary loadsThese actions take place for a long period of time and have average intensities or

frequently, having high intensities. In this category we consider the load of the partition walls

which can be modified during the exploitation period of the construction or can be cancelled

without affecting the structural resistance of the building. This action is considered as being a

uniformly distributed load all over the floor which supports the walls, having an average

value of 50-150 daN/m2, according to the effective weight of the walls. This simplification is

valid only if:

o the weight of the walls isnt bigger than 500daN/m;o thepartition walls arent situated only on one resistance element to whom they

transmit the total weight of their own loads (these walls aren't supposed to

support, for example, a single beam or a single strip of the prefab floor ).

The resulted loads of the partition walls whose weight isnt bigger than 5 kN/m and

cannot be indicated at the moment of the designing or whose position can change in time, are

considered live loads, uniformly distributed on the floor such as:

For we consider the effective weight of the wall.In our case:

o ( ) o ( )

It is considered:


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2.2.3. Live loads (according to SR EN 1991-1-1:2004)Imposed loads on buildings are those arising from occupancy. Values given in this section,

include:

o normal use by persons;o furniture and moveable objects (e.g. moveable partitions, storage, the contents of

containers);

o vehicles;o anticipating rare events, such as concentrations of persons or of furniture, or the

moving or stacking of objects which may occur during reorganization or

redecoration.

The imposed loads specified in this part are modeled by uniformly distributed loads,

line loads or concentrated loads or combinations of these loads.

For the determination of the imposed loads, floor and roof areas in buildings should

be sub-divided into categories according to their use.

Areas in residential, social, commercial and administration buildings shall be dividedinto categories according to their specific uses shown in Table 6.1 (SR EN 1991-1-1:2004).

Categories of use:

Category Specific Use

A Areas for domestic and residential activities

B Office areas

CAreas where people may congregate (with the

exception of areas defined under category A,B, and D)

D Shopping areas

The categories of loaded areas, as specified in Table 6.1, shall be designed by using

characteristic values qk(uniformly distributed load) and Qk(concentrated load). Values for qk

and Qkare given in Table 6.2 and 6.7. Where a range is given in this table, the value may be

set by the National Annex. The recommended values, intended for separate application, are


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underlined. qk is intended for determination of general effects and Qkfor local effects. The

National annex defines different conditions of use of this Table.

The following values were chosen (National Annex Table 6.2 and 6.8):

Floor Category Destination Live Load qk (kN/m2)

1 - 8 AAreas for domestic and

residential activities

Slab 1.5

Stairs 4

Balconies 3

Terrace (non-pedestrian)

(Cat. H)0.75

GF DAreas in general retail shops

(D1)4

SB+B F Garages and spaces for vehicletraffic (Weight


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, where:o - building importance-exposure factor for the snow loado skcharacteristic value of snow load on the soil;o Ceconstructions exposure coefficient;o Ctthermal coefficient;o ishape coefficient.

In this case, we have:

o =1according to Table 4.2, for Class III of importance-exposureo sk=2.5 kN/m2 - according to Annex A from CR1-1-3/2012, for Suceava Cityo Ce=1according to Table 4.3 for normal exposure (Because of the topography and the

presence of other buildings or trees no important dissipation of the snow by the wind

is allowed)

o Ct=1the global transmittance coefficient < 1W/(m2*K) (no special case)Snow load on the roofShape coefficients

2.2.4.1. Uniform DistributionThe value of the shape coefficient 1 for the snow load for a non-pedestrian terrace

roof (only one slope


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{

, where:

o =2 (kN/m3)snow unit weighto sk=2.5 (kN/m2)o h=1mheitgh of the parapet(attic)o b1=21.3 mo

2.2.5. Accidental load - Seismic Force(according to P100-2006)The Seismic Load is computed according to P100-2006.

The design shear force shall first be computed for the building as a whole. This design

lateral force shall then be distributed to the various floor levels. The overall seismic force

thus obtained at each floor level shall then be distributed to individual lateral load resisting

elements depending on the floor diaphragm action.

The structure has an irregular shape in plan imposed by the terrain, and architectural

reasons. According to Table 4.1 from the Seismic Design Code P100 for irregular structures

in elevation, the model needs to be a spatial one and the seismic action is computed by modal

analysis, using response spectra corresponding to unidirectional translation movement of the

terrain described by accelerograms. The seismic horizontal action is described by two

horizontal components evaluated in the same design response spectrum, according to Annex

C from P100-2006 Code.

The vertical component of the seismic action will note be considered.


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The building is classified as importance class II, according to P1002006. This

category is specific to buildings for which the seismic resistance is important under the aspect

of consequences given by the failing or high impairment.

The fundamental shear force Fb,k, applied on the direction of the seismic action

associated in the k vibration mode, is determined by:

, where I=1.2the importance-exposure factor of the construction for importance class

II (Table 4.3);

Tkthe period in the k vibration mode; Sd(Tk) - the ordinate of the answer spectrum for acceleration, corresponding to the

period Tkin the k" vibration mode on the considered distance;

mk- the effective modal mass associated to the k" vibration mode (representsthe mass of an equivalent oscillating system with only one degree of dynamic

freedom ,based on which the acceleration spectrum is being determined;

( )

mithe level mass; si,kthe component of the eigenvector in k vibration mode on the direction of

Degree of Freedom i;

, where: ag=0.16*gground acceleration for Suceava ;

ggravitational acceleration; (Tk) - normalized spectrum for elastic response;

qstructure behavior factor; Tc=0.7scorner period for Suceava;

The approximate fundamental natural period of vibration of a reinforced concrete

frame may be estimated by the empirical expression:

, where:


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H - Height of building, in m. This excludes the basement storeys, where basement wallsare connected with the ground floor deck or fitted between the building columns.

The structure behavior factor q depends on the capacity of energy dissipation and has

the value q=3.5*u/1, in case of frame structures. Because of the in-plane irregularities, the

structure behavior factor will be reduced by 20%. For frame structures, the ratio u/1 has the

value 1.35. Therefore:

The basement and semi basement are realized as a rigid box having thick perimeter

walls of 30 cm being supported on a pile foundation. Accepting the rigid box basement as a

fixed end, the base shear produced by seismic action will be considered over the semi-

basement of the building at +0.00 m.

2.load evaluation

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