ES2637466B2 - CONTROL PROCEDURE FOR THE COLLECTION OF INDUSTRIAL ESTABLISHMENT STRUCTURES IN CASE OF FIRE - Google Patents

Abstract

Procedure to control the collapse of structures of industrial establishments in case of fire. The object of the invention is a procedure that allows, through the implementation of a certain weakening at a specific point, or several, of the structure of the establishment in question, to control the collapse of the same in case of fire, and for this the procedure it comprises (1) the characterization of the industrial establishment, which includes the determination of the actions or charges that act on the structure of said establishment; (2) the design and calculation of the weakening to be practiced in the structure of said industrial establishment, especially taking into account the use of screw as a thermomechanical fuse or, alternatively, the weakening by decreasing the profile section of the structure; and (3) the implementation of the selected impairment.

Description

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D E S C R I P C I Ó N

CONTROL PROCEDURE FOR THE COLLECTION OF INDUSTRIAL ESTABLISHMENT STRUCTURES IN CASE OF FIRE

SECTOR OF THE TECHNIQUE

The present invention falls within the construction sector, more specifically in the field of fire protection measures in establishments for industrial use.

BACKGROUND OF THE INVENTION

Currently, fire protection measures in establishments for industrial use are regulated, in Spain, by Royal Decree 2267/2004, of December 3, which approves the Fire Safety Regulation in Industrial Establishments.

In the aforementioned Regulation, industrial buildings are classified according to their Configuration and their Location with respect to their surroundings, creating three types for the establishments located in the building:

• Type A configuration: Ships attached to others with shared structure.

• Type B configuration: Ships attached to others without shared structure.

• Type C configuration: Isolated building with a distance greater than 3 m from the rest of the buildings.

Fire protection measures for a type A ship are more demanding than for one of type B, and in turn, type B measures are more demanding than those of type C. This causes that for a type A ship, and In particular, if it is intended to comply with the requirements of the regulations, whether old or new, the implementation of fire protection measures requires a large economic investment.

As is well known, in most industrial estates, the most predominant type of construction is type A, since normally the execution of these buildings is done in groups, making a common structure for a set of ships.

Well, the procedure object of the present invention is essentially aimed at making the structural behavior of a type A industrial building conform to that of a type B industrial building, thereby reducing the needs, and

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legal requirements, in relation to fire protection measures to be implemented in these industrial establishments, as well as opening the door to place them in locations not allowed for type A buildings.

EXPLANATION OF THE INVENTION

The object of the present invention is a collapse control procedure in case of fire of structures of industrial establishments comprising the following stages:

1. Characterization of the industrial establishment whose collapse in case of fire is to be controlled.

2. Design and calculation of the impairment to be practiced in the structure of said industrial establishment.

1. Characterization stage

In a preferred embodiment of the process object of the invention, the characterization step of the industrial establishment comprises obtaining information about its configuration and its location with respect to its surroundings, in particular information of its geometry, of the profiles of which the structure consists of the establishment (section and materials), and its geographical location, including the corresponding wind and climate zones. In an even more preferred embodiment, said step of characterization of the industrial establishment further comprises determining the level of intrinsic risk of the industrial establishment as a function of the weighted or corrected fire load density. In any case, such information can be obtained either experimentally, by observing and using the corresponding tools and methods, either from sources of documentation in which said information is available, or by combining documentary sources with experimental determinations. .

In an even more preferred embodiment, the characterization stage of the industrial establishment comprises obtaining information on the actions or loads acting on the structure of said establishment, especially those acting on vertical and covered walls. In an even more preferred embodiment, said actions comprise:

• Permanent loads: Own weight of all elements (structure, facades, roofs, anchors, doors, etc.).

• Snow overload: Action on the roof which, in a horizontal terrain, is determined by the altitude and by the winter climate zone.

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• Wind action or load: Action on roofs and walls.

• Overload of use: It takes into account the weight of people on the roof, for example when they climb on it to perform maintenance.

• Seismic action or load: Its value depends directly on the mass of the building.

This information can be obtained either automatically, by using a calculation program to obtain actions in structures (for example, a program that automatically determines the values of the actions to be applied, defining the user, previously, the set of loads acting on the surface); either in a non-automated way, by calculating the loads, with the help of the Technical Building Code (CTE), and its decomposition on the belts and pillars in the form of linear loads.

In a preferred embodiment, the determination of the action of the wind on a vertical or covered wall comprises the determination of:

• Dynamic pressure, depending on the geographical location of the establishment;

• exposure coefficient, depending on the height of the building and the degree of roughness of the environment, whose value is always greater than the unit, varying strongly with the height; Y

• pressure coefficient, which determines the direction of the wind (a positive value indicates that the wind exerts a pressure on the surface; a negative sign indicates suction), which, in turn and in a more preferred embodiment, is broken down into:

o External pressure coefficient, depending on the shape of the roof or facing studied; Y

or internal pressure coefficient, depending on the slenderness of the building and the location of the holes in the building. This coefficient subtracts from the previous one, and considers the action of the wind inside the building, understanding that there are open holes in the envelope of the same.

In an even more preferred embodiment, the wind action on a vertical or covered wall is determined by taking into account the following three wind directions:

■ Wind + X: Corresponding to the direction parallel to the porches, it will determine the most important wind load on deck and on side pillars. In case of non-symmetrical structures, it is necessary to raise the wind in -X.

■ Wind + Y: Wind perpendicular to the front façade, which will be used to check the frontal gable portico and bracing.

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■ Wind -Y: Same as the previous one, but on the rear facade.

In said even more preferred embodiment in which the three possible wind directions are taken into consideration, the calculation of the wind (+ X) in vertical walls assuming closed gaps, load acting on the four faces of the building, comprises the determination of:

• Dynamic pressure,

• exposure coefficient, depending on the average height of the enclosure and the degree of roughness; Y

• pressure coefficient, depending on the parameter in question, and being able to distinguish up to three different zones or regions in the case of side facades, in which case it is possible to adopt a single pressure coefficient per wall, calculated as the weighted average of the coefficients of each region, that is: opposite facade, opposite facade, and lateral facades.

In said even more preferred embodiment, the calculation of the wind (+ X) in vertical walls assuming open gaps, assuming in which the internal pressure acts, it is necessary to determine, in addition to the dynamic pressure and the exposure coefficient, the pressure coefficient interior, depending on the slenderness of the ship, and the percentage of holes that are suction (or under pressure) when the wind takes the + X direction. Said internal pressure coefficient can be calculated, as in the case of the pressure coefficient in the case of wind (+ X) in vertical walls assuming closed gaps, separately for (1) facing facade, (2) opposite facade, and (3) side facades

In said even more preferred embodiment, the calculation of the wind (+ X) in roofs with closed gaps is necessary to determine in addition to the dynamic pressure, the exposure coefficient, which in this case is dependent on the average height of the roof; as well as two pressure coefficients per skirt, one negative and one positive, which can be combined with each other to generate up to a total of 4 hypotheses of wind load on roofs, dividing the roofs into 5 regions: 3 in the windward skirt, and 2 in the leeward skirt. These pressure coefficients are dependent on the length of the ship, the heights of pillars, the length of light, and the percentage of slope, are calculated, according to the above, both in suction and pressure, and both windward as in leeward, resulting in four pressure coefficients that in turn determine four wind load values, depending on the scenario: windward / suction, leeward / suction, windward / pressure, and leeward / pressure.

In said even more preferred embodiment, the calculation of the wind (+ X) in roofs with open gaps comprises the determination, in addition to the dynamic pressure, of the coefficient of

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exposure, and of the two pressure coefficients per skirt, one negative and the other positive according to the previous case, of two internal pressure coefficients, one per skirt (windward and leeward), so that four global pressure coefficients are obtained and Therefore, after multiplying them by the exposure coefficient and dynamic pressure, four values of wind loads (suction / windward, pressure / windward, suction / leeward, and pressure / leeward).

According to the above, up to a total of 8 wind modes can be taken into account for the + X direction (4 with open holes, and 4 with closed holes):

• Mode 1: Gaps closed, pressure on both skirts.

• Mode 2: Gaps closed, pressure-suction.

• Mode 3: Closed gaps, suction on both skirts.

• Mode 4: Gaps closed, suction-pressure.

• Mode 5: Open gaps, pressure on both skirts.

• Mode 6: Open holes, pressure-suction.

• Mode 7: Open holes, suction on both skirts.

• Mode 8: Open holes, suction-pressure.

However, it is possible to reduce the number of wind modes to be considered for the + X direction, for which it is necessary to analyze the aforementioned wind modes, paying particular attention to those most unfavorable, and more particularly to the so-called modes " 3 ”mode (closed gaps, suction in both skirts) and" 5 "mode (open gaps, pressure in both skirts).

In said even more preferred embodiment in which the three possible wind directions are taken into consideration, the calculation of the wind (+ Y / -Y) in vertical walls, wind that will determine the size of the gable pillars and the elements of bracing of the ship, is determined in a similar way to the case of the wind + X but "turning the building", including the determination of, in addition to the values of dynamic pressure and exposure coefficient, which are the same as in the case of wind (+ X) in vertical walls, three external pressure coefficients, depending on the length of light and height: One for the front facade, another for the rear facade, and another for the facades parallel to the wind.

In said even more preferred embodiment in which the three possible wind directions are taken into consideration, the calculation of the wind (+ Y / -Y) on decks, wind that produces a suction effect on them and whose load is equal in both skirts, includes, in addition to the dynamic pressure, the exposure coefficient, which in this case is

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dependent on the average height of the roof, the determination of an external pressure coefficient.

According to the above, up to a total of 4 wind modes for the + Y / -Y direction (2 with open holes, and 2 with closed holes) can be taken into consideration:

• Mode 9: Wind + Y with closed gaps.

• Mode 10: Wind + Y with open gaps.

• Mode 11: Wind -Y with closed gaps.

• Mode 12: Wind -Y with open holes.

However, it is possible to reduce the number of wind modes to be considered for the + X direction, for which it is necessary to analyze the aforementioned wind modes, paying particular attention to those most unfavorable, and more particularly to the so-called "mode 10 ”(Wind + Y with open holes).

In said even more preferred embodiment, and for the particular case of non-symmetrical structures, the determination of the action of the wind on a vertical or covered wall is also made taking into account the wind in -X.

In a preferred embodiment, the calculation of the load or seismic action is performed by the simplified method of equivalent static forces. In an even more preferred embodiment, said calculation comprises the determination of:

• Acceleration calculation,

• periods and modes of vibration,

• the response coefficient, which depends on the level of ductility;

• the masses involved, and

• equivalent static forces.

In an even more preferred embodiment, the calculation acceleration determination comprises the determination of:

• The basic acceleration,

• the dimensionless risk coefficient, which measures the probability that the building exceeds its useful life of calculation;

• the land coefficient, and

• the amplification coefficient of the terrain.

In an even more preferred embodiment, the determination of vibration periods and modes comprises the determination of:

• The characteristic periods of the response spectrum,

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• the fundamental period of the building, which depends on the type of structure and the number of floors of the building, and on which the number of vibration modes depends; Y

• the value of the response spectrum.

In a preferred embodiment, the masses to be considered in the calculation are the proper weight, permanent loads, snow overload, and usage overload.

2. Design and calculation stage

The stage of design and calculation of the weakening to be practiced in the structure includes both the calculation of the thermal load and the analysis of the behavior of both the unconstrained structure and the theoretically weakened structure, depending on which the weakening is finally decided. implement in a practical way, what constitutes the last stage of the process object of the invention.

A thermal load or thermal solicitation is an indirect force, solicitation or action that appears in a resistant structure as a result of an impeded or conditioned dilation. That is, when heat is applied to a resistant element, it undergoes temperature changes and deforms as a result of them, that deformation alters the distribution of tensions in the body. The result of the new stress distribution is loads and stresses not exerted directly by any external agent but which have an effect that can affect mechanical stability.

As indicated in section 3.4 of the Basic Structural Safety Document - Building Actions (DB SE-AE) of the CTE, buildings and their elements are subject to deformations and geometric changes due to variations in the ambient outdoor temperature . The magnitude of them depends on the climatic conditions of the place, the orientation and the exposure of the building, the characteristics of the building materials and the finishes or coatings, and the heating and indoor ventilation regime, as well as the thermal insulation.

These variations of the temperature in the building lead to deformations of all the constructive elements, in particular, the structural ones, which, in cases where they are impeded, produce tensions in the affected elements.

On the other hand, the arrangement of expansion joints can help reduce the effects of temperature variations. In usual buildings with structural elements of concrete or steel, thermal actions may not be considered when expansion joints are arranged so that there are no continuous elements of more than 40 m in length.

In a preferred embodiment, the calculation of the thermal load in case of fire comprises

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the determination, for a certain time, of the air temperature, depending on the location of the structure, and the temperature of the construction material of the structure. In an even more preferred embodiment, the determination of the air temperature comprises the determination of a maximum temperature, a minimum temperature, and a reference temperature.

In a preferred embodiment, the analysis of the structure's behavior in case of fire is carried out in accordance with Schedule 8 ("Actions for thermal analysis) of EAE-11 and therefore includes:

• The selection of fire scenarios,

• The determination of the corresponding calculation fire action; the calculation fire action is defined, or abbreviated "calculation fire", by means of the curve of temperature increase of the gases of the fire enclosure as a function of time, which is adopted to characterize the action of the fire. When selecting the calculation fire, you can choose either an appropriate mathematical model of a real fire, or the standard time-temperature curve that represents the thermal program of the test furnaces.

• The calculation of the temperature evolution inside the structural elements as a result of their exposure to the fire of calculation adopted. If a real fire model is chosen, the calculation should cover the entire duration of the fire, with the cooling phase included. If the normalized fire is chosen, in which there is no cooling phase, the time of exposure to the mandatory fire must be set according to the specifications of the regulations in force.

• The calculation of the mechanical behavior of the structure exposed to fire over a specific time interval.

Thus, in order to identify the accidental calculation situation, the appropriate calculation fire scenarios and the associated calculation fires are determined, based on a fire risk assessment. For each calculation fire scenario a calculation fire is considered in a fire sector. The calculation fire is applied only to one sector of fire in the building at a time, except when otherwise specified in the scenario of said fire. For those structures for which national authorities specify fire resistance requirements, it may be assumed that the appropriate calculation fire is the normalized fire, except when otherwise specified.

On the other hand, the following procedures are used depending on the calculation fire adopted:

• With a normalized time-temperature curve, the thermal analysis of the elements

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Structural is applied for a specified period of time, regardless of the cooling phase. This curve is defined by

9g = 20 + 345 log10 (8t + 1) [eC] EC. one

Where:

9g Gas temperature in the fire sector [° C]

T elapsed time [min]

The convection heat transfer coefficient is: ac = 25 W / m2 K.

• With a real or natural fire model, thermal analysis of the structural elements is done for the entire duration of the fire, including the cooling phase. Real or natural fire models are models that, with greater or lesser complexity, incorporate various physical parameters present in the development of a real fire. Among the natural fire models are simplified and advanced fire models.

Simplified fire models are based on specific physical parameters with a limited field of application. When simplified fire models are used, as convection heat transfer coefficient, ac = 35 W / m2 K will be adopted, and gas temperatures will be adopted based on physical parameters, considering at least the fire load density and ventilation conditions. When it is unlikely that sudden generalized flash-over inflammation is reached, the thermal actions corresponding to a localized fire should be taken into account, in which an uneven distribution of temperature is assumed as a function of time, as opposed to fires of sector.

Advanced fire models must take into account the properties of gas and the exchange of mass and energy. In particular, the following properties of gas, mass exchange, and energy exchange should be taken into account.

As regards the thermal analysis of an element, the position of the fire with respect to that element must be taken into account. For external elements, exposure to fire through the openings of the facades and roofs is considered. For the walls delimiters of a fire sector is considered, where appropriate, exposure to a fire inside that sector and, alternatively, to an external fire in other fire sectors.

Also, to obtain the evolution of the temperature in the structure, it is necessary to distinguish between elements without protection and elements with protection, as the EAE-11 considers. The latter are usually carried out, for the case of steel, by application of intumescent paints, mortars based on rock wool / plaster or installation of plates of calcium fibrosilicate, with a thickness that is provided by the manufacturer in its tests depending on of the massiveness of the element to be protected.

With regard to mechanical analysis, the duration considered for said analysis must be the same as for thermal analysis. The fire resistance can be verified in one of the following ways:

10 • The fire resistance calculation value is greater than the resistance time

fire required.

• The calculation value of the resistance of the element in a fire situation at a time t, is greater than the value of calculation of the relevant effects of the actions in a fire situation at time t.

15 • The material temperature calculation value is less than the calculation value of the material

critical temperature of the material.

When a structure is subject to fire, there is a considerable increase in the temperature in it. This increase in temperature causes the properties to vary

20 of the structural elements, such as the elastic limit and the modulus of elasticity, so it is necessary to adopt the following corrective coefficients of the mechanical characteristics of the structural steel, depending on the temperature reached by it (0a):

Ky, e

Quotient between the effective elastic limit for temperature (ea) and the elastic limit at 20 ° C.

Ky, e

- fy, e / fy

EC. 2

KE, e

Quotient between the modulus of elasticity in the linear phase of the stress-strain diagram, for temperature (ea) and the modulus of elasticity at 20 ° C.

KE, e Ea, e / Ea

EC. 3

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The application of these coefficients is valid if the simplified calculation models of the temperatures of the steel included in the Instruction, or other procedures admitted by the same, are applied, but in this second case it must be verified that the speed of temperature increase is maintained between the limits 2 <d0a / dt <50 ° C / minute.

On the other hand, the following parameter:

kp, 0

Quotient between the limit of proportionality for the temperature (0a) and the elastic limit at 20 ° C.

kp, 0 = fp, 0 / f and EC. 4

Together with the above, it is involved in the formulation of a uniaxial strain (a) - strain (s) diagram (figure 1) that can be adopted if advanced calculation methods are used.

In a preferred embodiment, the behavior of the structure in case of fire is analyzed by calculation of flat structures, more preferably by analysis of flat reticular structures, more preferably even by the stiffness method, considering that (1) the load is due to a linear variation of the temperature at the edge of the bar, and therefore is defined by its mean value and its gradient along the edge, and (2) that temperatures are uniform throughout the entire length of the bar, although it is possible to analyze this bar as if it were divided into several "virtual segments" so that the temperature will vary along the profile that forms the lintel.

In a preferred embodiment of the invention, the stage of design and calculation of the weakening to be practiced in the structure of said industrial establishment is carried out taking into consideration the method of weakening by decreasing the profile section.

As indicated in the RSCIEI Application Guide, protection systems for metal structures are essentially based on the coating of the profiles with insulating materials.

Among the most used systems are the following:

• Fire-resistant plates or panels, which are composed of calcium silicates or other materials. They are installed covering the entire perimeter of the metal profile and its thickness depends on the form factor, the coefficient of thermal conductivity of the coating and the arrangement in the work of the profile, being able to reach fire resistance up to R 240.

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• Intumescent paints, which are products that in contact with heat undergo a transformation due to chemical reactions, which prevents the transmission of heat to the element to be protected. The most common is that fire resistance of up to R 60 is reached (currently there are paintings that reach an R90 if the mass is not very unfavorable). Keep in mind that this product is in full evolution.

• Mortars, which are protection systems by covering the profile with mortar projection. Like the plates, the thickness of protection will depend on the form factor, the coefficient of thermal conductivity of the coating and the arrangement in the work of the profile, being able to reach fire resistance up to R 240.

The method of weakening by decreasing the profile section consists of modifying (weakening) the structure at a certain point, in the least requested areas in terms of supported stresses, modifying its dimensions, geometry, mechanical values, etc., in order to make it precisely that point where the structure collapses, so that said collapse is "controlled."

To do this, first you have to check the structure, with a certain weakened area, in a conventional situation, that is, without fire. Once it has been verified that the structure is within the appropriate resistance limits, we proceed to study the evolution of the structure's behavior in case of fire, depending on the temperature that is reached at each moment, considering the alterations of the characteristics of the material as a result of the action of fire.

As you can imagine, there are many ways to weaken a profile based on making cuts in it so that its section is reduced. Depending on where we make the cut, it will influence to a greater or lesser extent its mechanical characteristics, and fundamentally in its moment of inertia. In fact, what must be done is to develop an iterative process in which the uncertainty begins and the results are refined step by step, until the most optimal solution is reached. To a large extent the number of iterations will depend on the previous experience of the engineer.

In another preferred embodiment of the invention, the stage of design and calculation of the impairment to be practiced in the structure of said industrial establishment is carried out taking into consideration the use of screw as a thermomechanical fuse.

As in the case of the profile section reduction method, what this method seeks is that in case of fire, the structure collapses through a specific point, through a less requested area in terms of supported stresses, so that

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displacements of the lintel-profile junction, that is, the horizontal displacements of the junction point between the roof beam and the pillar or profile, do not compromise the sectorization with the adjacent ships or, in other words, do not cause structural damage to the sectorization elements thereof.

The method consists of placing a short piece (screw or similar) of certain characteristics at that point, so that in case of fire, it fails before the rest of the structure, so that it serves as a thermomechanical fuse. This method is more advisable in newly built ships, while the method of decreasing the profile section is more advisable, for its simplicity, in existing ships.

To generate said thermomechanical fuse, the first thing to be clear is that, if you want to join two pieces for example of steel, the joint element must not be of the same material, but you need to find a material that has a module of elasticity that behaves differently with the increase in temperature. This condition is indispensable so that we can achieve the failure of the connecting element before that of the structure itself.

On the other hand, it is also important to define the way in which these two pieces will be joined, for which there are several aspects to be determined:

• Location of the weakened union.

• Form of realization of said union (by means of recessed union, by ball joint).

• Dimensions of the short piece (screw or similar), for which it is necessary to take into account the existing conditions both in the presence and in the absence of fire.

• Manufacturing material the short piece (screw or similar).

In this document, which illustrates the behavior of steel elements with increasing temperature, it can be seen that the modulus of elasticity falls from a certain temperature value, but instead the elastic limit does not vary until that a much higher temperature of the element is achieved. This leads us to the conclusion that deformations occur in the structure before it can produce the same, and that is why we must look for a material that, on the one hand, supports the tensions to which it will be subjected, and on the other hand, that the elastic limit falls to a much lower temperature than steel, so that the joint element can make a true thermomechanical fuse.

In addition to this, it should be borne in mind that the use of another type of metal other than steel can cause galvanic corrosion problems, unless a metal is chosen that has such a potential as steel, that the galvanic current is virtually negligible. Notwithstanding the foregoing, there are methods of avoiding such galvanic corrosion,

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how can it be:

• Electrically isolate the two metals by placing an intermediate insulator.

• Protect the most noble metal with plastic coatings and epoxy resins.

• Electroplating or electroplating techniques.

• Cathodic protection.

Although these solutions are complicated in some cases to execute and in others they do not guarantee 100% protection over time, which would require maintenance operations.

Based on the above, ideally the choice of the material for the non-metallic connecting element (which must also be isotropic) should take into consideration:

• A priori, the aforementioned limitations regarding galvanic compatibility and mechanical behavior as a function of temperature suggest the use of a polymer.

• The maximum service temperature, seeing the temperature of the steel in the 60th minute of fire, should be around 200 ° C. Of course, this temperature is only one orientation, because once the material has been chosen, which will have a specific specific heat, it would be necessary to calculate its temperature in the 60th minute, as was done with the steel. The connecting element is going to be protected with the same thickness as the rest of the structure, that is, with 3cm.

• If possible, we should look for a material with a specific heat similar to that of steel, so that the two materials increase their temperature over time at a similar rate.

• In addition, the material we use must be compatible with the projected rock wool, although this condition is easy to achieve, since this product is one of the most inert that exists, it is composed of cement mixed with volcanic rock wool.

In a preferred embodiment, the material has an elastic limit between 40 and 230 MPa,

In a preferred embodiment, the material has a maximum operating temperature between 180 and 290 ° C, more preferably between 200 and 270 ° C.

In a preferred embodiment, the material has a specific heat between 940 and 1300 J / kg K.

In a preferred embodiment, the material is a polymer composed of fiberglass and mineral, more preferably PPS 53% GLASS FIBER AND MINERAL, marketed under different brands (Amorvon; Bearee; Celstran; Ceramer; Compodic; Encore; Fiberfil; Fordon; Fortron ; Larton; Lusep; Murdotec; Novapps; Petcoal; Primef; Pyrofil; Ryton; Ryulex-C;

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Scanrex; Schulatec; Starglas; Suntra; Supec; Susteel; Tecatron; Techtron; Tedur; TismoPoticon; Torelina; Tripps)

BRIEF DESCRIPTION OF THE FIGURES

Figure 1. Diagram tension (a) - deformation (£) uniaxial for steel.

Figure 2. Pressure coefficients for wind (+ X in vertical walls assuming closed holes.

Figure 3. Wind pressure coefficients (+ X on roofs assuming closed holes. Figure 4. Wind load values for wind (+ X), closed holes, pressure on both skirts.

Figure 5. Wind load values for wind (+ X), closed gaps, pressure - suction.

Figure 6. Wind load values for wind (+ X), closed gaps, suction in both

skirt.

Figure 7. Wind load values for wind (+ X), closed gaps, suction - pressure.

Figure 8. Wind load values for wind (+ X), open gaps, pressure on both

skirt.

Figure 9. Wind load values for wind (+ X), open holes, pressure - suction.

Figure 10. Values of wind loads for wind (+ X), open holes, suction in both skirts.

Figure 11. Wind load values for wind (+ X), open holes, suction - pressure. Figure 12. Wind load values for wind (+ Y), closed gaps.

Figure 13. Wind load values for wind (+ Y), open gaps.

Figure 14. Wind load values for wind (-Y), gaps closed.

Figure 15. Wind load values for wind (-Y), open gaps.

Figure 16. Illustrative scheme of ship attached to other ships on both sides and with shared structure.

Figure 17. Illustrative diagram of a ship attached to another ship only on one side, being in contact with the outside on the free side.

Figure 18. Option 1 of profile weakening.

Figure 19. Profile weakening option 2.

Figure 20. Option 3 of profile weakening.

Figure 21. Case 1-0-0-3-0, wind loads mode 5 (but without side wind) and thermal load under conventional conditions.

Figure 22. Case 1-0-0-3-0, linear loads on the porch.

Figure 23. Recessed connection scheme.

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Figure 24. Tension distribution in a section subjected to bending stress and low shear corresponding to the recessed joint schematized in Figure 23.

Figure 25. Axil stress distribution corresponding to the schematic recessed joint in Figure 23.

Figure 26. Scheme of the failure of the recessed connection schematized in Figure 23.

Figure 27. Tension at the lousy points of bars 3 (A) and 4 (B) in the case of flush-mounted connection with fire.

Fig. 28. Efforts in the local system of the dummy bar element 4 in the case of flush-mounted connection with fire.

Figure 29. Efforts in the local system of the dummy bar element 4 in the case of recessed connection without fire.

Figure 30. Articulated joint scheme.

Figure 31. Tension at the lousy points of bars 3 (A) and 4 (B) in the case of joint articulated with fire.

Fig. 32. Efforts in the local system of the dummy rod element 4 in the case of joint articulated with fire.

Figure 33. Tension at the lousy points of bars 3 (A) and 4 (B) in the case of articulated joint without fire.

Fig. 34. Efforts in the local system of the dummy rod element 4 in the case of joint articulated with fire.

Figure 35. Diagram of elongation in the longitudinal direction of the screw axis.

Figure 36. Diagram of elongation in the direction perpendicular to the axis of the screw.

Figure 37. Diagram of screw diameter 20 mm and hole diameter 21.5 mm.

PREFERRED EMBODIMENT OF THE INVENTION

Although the procedure object of the present invention must be particularized for each specific case, the following is illustrated by its application to an industrial building whose typology is quite common in the industrial areas of the city of Malaga, of its municipality, and quite possibly from much of the national territory. It should also be noted that the present example of realization of the invention aims to control the collapse in case of fire of structures of industrial establishments in accordance with the legislation prevailing in Spain, especially with Royal Decree 2267/2004, of December 3, by the one that approves the Fire Safety Regulation in the Industrial Establishments, Regulation that includes the type of ships type A, B and C in relation to the establishments located in the building, as well as the legally required protection measures

for each of said types A, B and C.

It is also noteworthy that, due to the area of the chosen industrial establishment, the option of qualifying it as type A or type B is particularly relevant. For example, it is not the same to have to occupy a space of about 30 m2 in a warehouse of 350 m2 than in a one of 5 1000 m2. The same goes for the investment, it is assumed that the initial investment for a ship

higher must also be higher than for a smaller ship, so the percentage of the total budget allocated to fire protection measures will be lower.

1. Characterization of the industrial establishment whose collapse in case of fire is to be controlled

1.1. Geographical, climatic and geometric characteristics

In accordance with the above, having determined that the predominant ship in the analyzed industrial estates 15 has a gantry light between 10 and 14 m and a height between 5 and 8 m, depending on the polygon in question, it has been established as an industrial establishment type for the present embodiment a ship with the geographical and climatic characteristics, as well as geometric, referenced in tables 1 and

2, respectively.

twenty

 Geographic location

 Malaga

 Wind Zone - Annex D, DB SE-AE, fig. D.1

 TO

 Situation-table 3.4, section 3.3.3 DB SE-AE

 Environment IV - Urban zone in general, industrial or forestry

 Climate Zone-Schedule E, DB SE-AE, fig. E.2

 6

 Altitude

 8-9 m above sea level.

Table 1

 Light

 12 m

 Length (length)

 30 m

 Height pillars to head of supports

 7 m

 No. of porches

 7 separate porches every 5 m

 Cover Slope

 Approx. 15% = 9.46 °

 Ridge height

 8 m

 1% lintel length

 6.08 m

5

10

fifteen

twenty

25

30

Table 2

1.2. Building actions

Once the geometry of the ship is known, it is necessary to determine the actions that act on the structure.

1.2.1. Permanent Loads

The permanent charges to consider will be:

• 1 mm thick galvanized steel sheet: 0.09 kN / m2 ~ 9 kg / m2

• Sheet metal anchors: we can consider 0.03 kN / m2 «3 kg / m2.

• Door weight: we will consider 0.15 kN / m2 «15 kg / m2.

• Own weight of the structure: we approximate it to 0.33 kN / m2.

Thus, permanent loads will be 0.6 kN / m2.

1.2.2. Snow overload

Snow overload is calculated from the data shown in Schedule E of the CTE-DB-SE. To specify per m2 of cover it is necessary to take into account its inclination.

Sn = 0.2 kN / m2 • cos 9.46 ° = 0.197 kN / m2

EC. 5

Due to the shape of the roof, snow accumulation is not necessary.

1.2.3. Wind Action

In principle, the structure for three wind directions will be calculated: Wind + X (being the symmetrical structure, it is not considered necessary to raise the wind in -X), wind + Y and wind - Y.

Wind (+ X) in vertical walls: assuming closed holes.

This load acts on the four faces of the building. The steps to follow to calculate the vertical load will be:

5

10

fifteen

twenty

25

• Dynamic pressure: As indicated in table 3.4 of section 3.3.3. from DB SE-AE, ANNEX D, ZONE A, we obtain a value of 0.42 kN / m2. It can also be obtained by looking at sheet AE.01, for zone A we have 0.42 kN / m2 (logically, this value will be the same for all wind loads in the building).

• Exposure coefficient: again on sheet AE.01, we look at the exposure coefficient for the average height of the enclosure (DB-SE-AE 3.3.3 Pto.1). The height of the enclosure under study is 7.00 meters, as we can see in the plans. For a degree of roughness IV (industrial environment), we obtain an exposure coefficient equal to 1,336.

• Pressure coefficient: it will take a different value depending on the face in question, and in the case of the side facades, the CTE distinguishes between three different zones. For simplicity, we will use a single pressure coefficient per parameter, calculated as the weighted average of the coefficients of each region. We can extract the average values of the external pressure coefficient from sheet AE.02:

o Facade facing: for a height h = 8.00 meters, and 12 meters of light from the ship, it is obtained in the "Side facades" table on sheet AE.02, cp = 0.756 or Opposite facade: taking the same table than in the previous case, cp = -0.411. o Side facades: in this case, the height / light ratio is equal to 8.00 / 12 = 0.67, and the slope of the roof 15%. "Front / Rear" of sheet AE.02, you get cp = -0.854.

Operating with the values obtained, the values referred to in table 3 and represented in figure 2 are obtained.

 Wind + X on facade with closed gaps

 Dynamic pressure kN / m2 Exposure coefficient Pressure coefficient Wind load kN / m2 Effect

 Confronted

 0.42 1.336 0.756 0.424 Pressure

 Opposite

 0.42 1.336 -0.411 -0.231 Suction

 Parallel

 0.42 1.336 -0.854 -0.479 Suction

Table 3

Wind (+ X) in vertical walls: assuming open holes

Claims (96)

5 10 fifteen twenty 25 30 35 1. Procedure for controlling the collapse of structures of industrial establishments in case of fire characterized by comprising the following stages: 1. Characterization of the industrial establishment whose collapse in case of fire is to be controlled, which includes the determination of the actions or charges that act on the structure of said establishment; 2. Design and calculation of the weakening to be practiced in the structure of said industrial establishment taking into account, for the design of the weakening, the use of screw as a thermomechanical fuse, which consists of placing a short piece (screw or similar) in areas less requested in terms of supported voltages, this piece cuts with the following characteristics: • Made of an isotropic material, • Elastic limit between 40 and 230 MPa, • Maximum service temperature between 180 and 290 ° C, and • Specific heat similar to the construction material of the parts of the structure that said thermomechanical fuse must join; and 3. Implementation of the selected weakening. 2. Method according to the preceding claim characterized in that the specific heat of the thermomechanical fuse manufacturing material is between 940 and 1300 J / kg K. 3. Method according to the preceding claim characterized in that the thermomechanical fuse manufacturing material is a polymer composed of fiberglass and mineral. 4. Method according to the preceding claim characterized in that the polymer composed of fiberglass and mineral of the thermomechanical fuse has an elastic limit of 139 MPa, a maximum operating temperature of 290 ° C, and a specific heat of 1200 J / kg K. 5. Method according to any of the preceding claims characterized in that the union by means of the thermomechanical fuse is carried out either by means of a recessed joint or by means of a ball joint (articulated joint). FIGURES image 1 Figure 1 0.756 image2 0.411 i ////// image3 0.854 Figure 2 image4 Figure 3 image5 0.479 IzzzzzJ ÍzZZZzJ izzzzzJ izzzzzJ izzzzzJ 0.479 izzzzzJ izzzzzz ^ image6 image7 0.479 0.479 ) //////) ) //////) i /////) i /////) í /////) \ /////) Figure 5 image8 0.479 Í ///// J I //// J ) //////) 0.479 \ //// ¿) image9 0.479 ) //////) ) //////) ) //////) \ /////) ) //////) 0.479 ) //////) Figure 7 image10 0.199 i /////) 0.199 image11 0.199 0.199 ) //////) ) //////) ) //////) ) //////) ) //////) ) //////) Figure 9 image12 0.199 \ /////) 0.199 image13 0.199 0.199 ) //////) í /////) ) //////) ) //////) í /////) ) //////) Figure 11 image14 0.183 \ /////) 1 //// J ) //////) \ /////) I /////) ) //////) 0.396 image15 0.579 \ /////) Í ///// J ) //////) \ /////) ) //////) 0.000 ) //////) 1 //// J Figure 13 image16 0.396 J ///// J 1 ///// J mmr) 1 ///// J Jz / zz / zJ ) //////) image17 image18 0.579 ) //////) \ /////) Í //// J Í //// J J7 /// J i /////) image19 Figure 15 image20 Figure 16 image21 EXTERIOR SHIP IN STUDY COLINDANT SHIP wwwl \ /////) \ /////) Figure 17 69 IPE-240 STANDARDIZED IPE-240 WEAKEN image22 I -— 120 mnH i -------- t-60 mm 4th go V AND § go one AND 8 T- Figure 18 image23 IPE-240 IPE-240 NORMALIZED WEAKEN K-Í20 fflnH image24 I ~ -120 m / H l AND § i— image25 Figure 20 Pffl image26 image27 Figure 22 image28 image29 Figure 24 image30 image31 Figure 26 TO Tensions in the bars image32 image33 image34 Figure 27 Efforts in the elements X Efforts in the elements Hypothesis Hypothesis 1 Efforts in the local system of the element —R Element G f 4 Flat beam Knots: 4,5 Axial N | CoilanteOT Surety M

 0.0

 • 2318.12 • 1748.88 ■ 158041,035

 10.1

 • 2313.02 • 1698.61 ■ 140565,743

 20.3

 ■ 2307.92 • 1640.34 ■ 123600.065

 30.4

 • 2302.82 ■ 1598.07 • 107144,000

 40.6

 • 2297.72 • 1547.81 • 91197.550

 507

 • 2292.62 • 1497.54 ■ 75760.712

 60.8

 • 2287.52 ■ 1447.27 ■ 60833.488

 71.0

 • 2282.42 • 1397.00 • 46415.878

 81.1

 -2277.32 ■ 1346.74 ■ 32507.882

 Values between

     Senses Points

Anial Man: | -22G7.11 Mln: | -2318.12 Max Shear: -1246.2 Min: -1748.88 Max Moment: -6220.73 Min: -158041 -or- IDI (O1) 3 | T odos (11) ^ Hypothesis Element 3] 14 Flat beam Knots: 4,5 Efforts in the local system of the element

 Extreme values

 Senses

 Anial Man:

 1-2267.11 Min: | -2318.12

 Max Shear:

 1-1246.2 Min: | -1748.88 ID!

 Max Moment:

 I-6220.73 Min: | -158041 (0)

points ~ 3

 x i

 Anial N I Coitante Q | Flector M | to

 30.4

 • 2302.02 ■ 1598.07 ■ 107144,000

 40.6

 • 2297.72 • 1547.81 • 91197.550

 50.7

 -2292.62 • 1497.54 ■ 75760.712

 60.8

 -2287.52 • 1447.27 • 60833.488

 71.0

 -2282.42 ■ 1397.00 ■ 46415.878

 81.1

 ■ 2277.32 ■ 1346.74 ■ 32507.882

 91.2

 • 2272.21 ■ 1296.47 ■ 19109.499

 101.4

 ■ 2267.11 ■ 1246.20 -6220.729 V

| T odos (11) _ * J Figure 28 Efforts in the elements X image35

 x

 Axial N | Shear Q | Flector M | TO

 0.0

 -1895.38 -1821.05 -153152.897

 10.1

 -1890.28 -1770.78 -134945.907

 20.3

 -1885.18 -1720.52 -117248.531

 30.4

 • 1880.08 -1670.25 -100060.768

 40.6

 • 1874.98 -1619.98 -83382.618

 50.7

 • 1869.87 -1569.71 -67214.083

 60.8

 -1864.77 -1519.44 -51555.160

 71.0

 -1859.67 -1469.18 -36405.852

 81.1

 -1854.57 -1418.91 -21766.157 V

 Extreme values

 Senses

 Axial Max: | -1844.37

 Min: | -1895.38

 Shear M ax: | -1318.37

 Min: 1-1821.05 IDÍ

 Max Moment: 15984.39

 Min: 1-153153 CD5

Efforts in the X elements

 Hypothesis

   Element

 | Hypothesis 1

   ▼ | 14 Flat beam Knots: 4,5 jd

 Efforts in the local system of the element

 X I

 Axial N | Shear Q | Flector M | TO

 30.4

 -1880.08 -1670.25 -100060.768

 40.6

 -1874.98 -1619.98 -83382.618

 50.7

 -1869.87 -1569.71 -67214.083

 60.8

 -1864.77 -1519.44 -51555.160

 71.0

 -1859.67 -1469.18 -36405.852

 81.1

 -1854.57 -1418.91 -21766.157

 91.2

 -1849.47 -1368.64 -7636.076

 101.4

 -1844.37 -1318.37 5984.392 V

 Extreme values

 - Senses

 Axial Max:

 | -1844.37 Min: 1-1895.38

 I i'B i

 | -1318.37 Min: | -1821.05 IDÍ

 Max Moment:

 15984.39 Min: | -153153 CD5

Figure 29 image36 € t image37 Figure 30 image38 image39 image40 image41 Figure 31 Efforts in the elements X Efforts in the elements X image42

 X

 Axiel N | Q cutter | Flector M | *

 0.0

 • 2318.12 • 1748.88 • 158041.035

 10.1

 • 2313.02 • 1698.61 • 140565.743

 20.3

 • 2307.92 • 1648.34 ■ 123600.065

 30.4

 -2302.82 -1598.07 -107144,000

 40.6

 • 2297.72 • 1547.81 • 91197.550

 50.7

 -2292.62 -1497.54 • 75760.712

 60.8

 • 2287.52 -1447.27 • 60833.488

 71.0

 • 2282.42 • 1397.00 • 46415.878

 81.1

 -2277.32 • 1346.74 • 32507.882 v

 Extreme values

 Senses

 Axial Max: | -2267.11

 Min: | -2318.12

 ShearMax: | -1246.2

 Min: 1-1748.88 OR

 Max Moment: | -6220.73

 Min: | -158041 (□)

Hypothesis Element

 Efforts in the local system of the element

 ▼ I | 4 Beam beam: 4,5

 X

 Axial N | Shear Q | Flector M | *

 30.4

 ■ 2302.82 • 1598.07 • 107144,000

 40.6

 • 2297.72 -1547.81 • 91197.550

 50.7

 -2292.62 -1497.54 -75760.712

 60.8

 -2287.52 -1447.27 -60833.488

 71.0

 -2282.42 -1397.00 -46415.878

 81.1

 -2277.32 -1346.74 -32507.882

 91.2

 -2272.21 • 1296.47 -19109.499

 101.4

 -2267.11 -1246.20 -6220.729 V

 Extreme values

 Senses

 Axial Max:

 1-2267.11 Min: -2318.12

 Max Shear:

 | -1246.2 Min: • 1748.88 XDT

 Max Moment:

 | -6220.73 Min: -158041 (□ 5

Figure 32 TO image43 image44 image45 Figure 33 Efforts in the elements X Efforts in the elements X image46

 X

 Axial N | Shear Q | Flector M | to

 0 0

 • 1895.38 • 1821.05 ■ 153152.897

 10.1

 ■ 1890.28 • 1770.78 • 134945.907

 20.3

 • 1885.18 • 1720.52 ■ 117248.531

 30.4

 -1880.08 • 1670.25 -100060.768

 40 6

 -1874.98 • 1619.98 • 83382.618

 50.7

 -1869.87 • 1569.71 -67214.083

 60.8

 -1864.77 • 1519.44 • 51555.160

 71.0

 -1859.67 • 1469.18 -36405.852

 81.1

 -1854.57 -1418.91 -21766.157 v

 Extreme values

 Senses

 Axial Max: | -1844.37

 Min: | -1895.38 * 0 *

 Max Shear: | -1318.37

 Min: 1-1821.05 or

 Max Moment: 15984.39

 Min: | -153153 (□)

Hypothesis Element image47 ~ ^ ~ 1 | 4 Flat beam Knots: 4,5

 X

 Axial N | Shear Q | Flector M | to

 30.4

 -1880.08 -1670.25 • 100060.768

 40.6

 -1874.98 -1619.98 -83382.618

 50.7

 -1869.87 -1569.71 -67214.083

 60.8

 -1864.77 -1519.44 -51555.160

 71.0

 -1859.67 -1469.18 -36405.852

 81.1

 -1854.57 -1418.91 -21766.157

 91.2

 -1849.47 -1368.64 -7636.076

 101.4

 -1844.37 -1318.37 5984.392 V

Efforts in the local system of the element

 Extreme values

 Senses Points

 Axial Max:

 | -1844.37 Min: 1-1885.38 | All (11) _ »|

 Max Shear:

 1-1318.37 Min: | -1821.05 OR

 Max Moment:

 (5984.39 Min: | -153153 CD5

Figure 34 image48 image49 Figure 36 image50