Documentatie atasata la

Programe software pentru arhitectura, instalatii, structuri beton, metal CYPE

Manual de calcule CYPE CYPE 3D

Limba: Engleza

266 afisari

Tip documentatie: Fisa tehnica

Pagina 1 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza 2

IMPORTANT: PLEASE READ THE...

2 IMPORTANT: PLEASE READ THE FOLLOWING TEXT CAREFULLY. The information contained in this document is property of CYPE Ingenieros, S.A. and cannot be reproduced nor transferred partially or completely in any way or by any means, be it electrically or mechanically, under any circumstances, without previous written authorisation of CYPE Ingenieros, S.A. Copyright infringement may be constituted as a crime (article 270 and onwards of the Penal code). This document and the information it contains form an integral part of the documentation accompanying the User License of CYPE Ingenieros S.A. programs and cannot be separated. Therefore it is protected by the same laws and rights. Do not forget to read, understand and accept the User License Contract of the software of which this documentation forms part of before using any component of the product. If the terms and conditions of the User License Contract are NOT accepted, immediately return the software and all the elements accompanying

Pagina 1-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza 2

IMPORTANT: PLEASE READ THE FOLLOWING TEXT...

Pagina 2 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza the product to where it was first...

the product to where it was first acquired for a complete refund. This manual corresponds to the software version indicated by CYPE Ingenieros, S.A. as Metal 3D. The information contained in this document substantially describes the properties and methods of use of the program or programs accompanying it. The information contained in this document could have been modified after its mechanical edition without issuing a warning. The software accompanying this document can be submitted to modifications without issuing a previous warning. CYPE Ingenieros, S.A. has other services available, one of these being the Updates, which allows the user to acquire the latest versions of the software and accompanying documentation. If there are any doubts with respect to this text or with the software User License or for any queries, please contact CYPE Ingenieros, S.A. by consulting the corresponding Authorised Local Distributor or the After-sales department at: Avda. Eusebio Sempere, 5 – 03003 A

Pagina 2-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza the product to where it was first acquired for a...

Pagina 3 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza licante (Spain) • Tel : +34 965 92 ...

licante (Spain) • Tel : +34 965 92 25 50 • Fax: +34 965 12 49 50 • www.cype.com CYPE Ingenieros, S.A. 1st Edition (November 2010) Edited and printed in Alicante (Spain) Windows is a registered trademark of Microsoft Corporation. CYPE Metal 3D - Calculations manual Presentation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5 1.9.4.1. Moment rotation diagram . . . . . . . . . . . . . . . . . . . . . .24 1.9.4.2. Connection rotational stiffness analysis . . . . . . . . . . .25 1. Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 1.9.5. Reasons why a joint has not been designed . . . . . . . . . . .29 1.1. Description of problems to resolve . . . . . . . . . . . . . . . . . . . . .7 1.10. Hollow structural section design . . . . . . . . . . . . . . . . . . . . .29 1.2. Analysis carried out by the program . . . . . . . . . . . . . . . . . . . . .7 1.10.1. Types of hollow structural sections . . . . . . . . . .

Pagina 3-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza licante (Spain) • Tel : +34 965 92 25 50 •...

Pagina 4 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza . . . . . .29

1.3. Units . . . . . ....

. . . . . .29 1.3. Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8 1.10.2. Checks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .30 1.4. Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8 1.11. Composite beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .31 1.5.1. Additional loadcases . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9 1.12.1. General properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . .31 1.5. Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9 1.12. Fire resistance in Metal 3D . . . . . . . . . . . . . . . . . . . . . . . . .31 1.5.2. Limit states (combinations) . . . . . . . . . . . . . . . . . . . . . . . .9 1.12.2. Code selection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .31 1.5.3. Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Pagina 5 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza . . . . . . . . . .9

1.13....

. . . . . . . . . .9 1.13. Foundations 1.5.4. Consideration of 2nd order effects (P) . . . . . . . . . . . . . .10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .32 1.13.1. Pad footings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .32 1.6. Bar description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .13 1.13.1.1. Ground bearing pressures . . . . . . . . . . . . . . . . . . . .33 1.6.1. Buckling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .13 1.13.1.2. Equilibrium states . . . . . . . . . . . . . . . . . . . . . . . . . .34 1.13.1.3. Concrete states . . . . . . . . . . . . . . . . . . . . . . . . . . . .34 1.6.2. Lateral buckling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14 1.13.1.4. Bending moments . . . . . . . . . . . . . . . . . . . . . . . . . .34 1.6.3. Elements and groups . . . . . . . . . . . . . . . . . . . . . . . . . . . .14 1.13.1.5. Shear forces

Pagina 5-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza . . . . . . . . . .9

1.13. Foundations

1.5.4....

Pagina 6 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza . . . . . . . . . . . . . . . . . . ....

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .34 1.6.4. Deflections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14 1.13.1.6. Reinforcement anchorage . . . . . . . . . . . . . . . . . . . . .34 1.6.4.1. Deflection groups . . . . . . . . . . . . . . . . . . . . . . . . . . .15 1.13.1.7. Minimum depths . . . . . . . . . . . . . . . . . . . . . . . . . . .34 1.7. Checks carried out by the program . . . . . . . . . . . . . . . . . . . .15 1.13.1.8. Reinforcement spacing . . . . . . . . . . . . . . . . . . . . . .34 1.8. Tie design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16 1.13.1.9. Minimum and maximum steel areas . . . . . . . . . . . . .34 1.8.1. Method application . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16 1.13.1.10. Minimum diameters . . . . . . . . . . . . . . . . . . . . . . . .34 1.9. I section joint design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .18 1.13.1.11.

Pagina 7 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza Design . . . . . . . . . . . . . . . ...

Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .35 1.13.1.12. Check for oblique compression . . . . . . . . . . . . . . .35 1.9.1. Types of I section joints . . . . . . . . . . . . . . . . . . . . . . . . . .18 1.9.2. I section joint design . . . . . . . . . . . . . . . . . . . . . . . . . . . .20 1.13.2. Pile caps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .35 1.9.4. Rotational stiffnesses . . . . . . . . . . . . . . . . . . . . . . . . . . . .24 1.13.2.2. Sign criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .36 1.13.2.1. Design criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . .36 1.9.3. Check of I section joints . . . . . . . . . . . . . . . . . . . . . . . . .23 CYPE 3 4 Metal 3D 1.13.2.3. Design and geometry considerations . . . . . . . . . . . .36 1.13.3. Baseplates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .38 1.13.4. Mass concrete footings . . . . . . .

Pagina 8 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza . . . . . . . . . . . . . . . . . ...

. . . . . . . . . . . . . . . . . .39 1.13.4.1. Design of footings as rigid solids . . . . . . . . . . . . . . .39 1.13.4.2. Design of footings as mass concrete structures . . . .39 1.13.4.3. Design report . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .41 1.13.4.4. Minimum depth check . . . . . . . . . . . . . . . . . . . . . . .41 1.13.4.5. Minimum depth check (for reinforcement anchorage lengths) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .41 1.13.4.6. Maximum slope angle check . . . . . . . . . . . . . . . . . .41 1.13.4.7. Check for overturning . . . . . . . . . . . . . . . . . . . . . . .41 1.13.4.8. Soil bearing pressures check . . . . . . . . . . . . . . . . . .41 1.13.4.9. Check for bending . . . . . . . . . . . . . . . . . . . . . . . . . .41 1.13.4.10. Check for shear . . . . . . . . . . . . . . . . . . . . . . . . . . .41 1.13.4.11. Check for oblique compression . . . . . . . . . . . . . . .42 1.13.4.12. Minimum reinforcement spacing ch

Pagina 8-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza . . . . . . . . . . . . . . . . . .39
1.13.4.1....

Pagina 9 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza eck . . . . . . . . .42

1.13.5....

eck . . . . . . . . .42 1.13.5. Strap and tie beams . . . . . . . . . . . . . . . . . . . . . . . . . . . .42 1.13.5.1. Strap beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .42 1.13.5.2. Tie beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .43 2. Code Implementation . . . . . . . . . . . . . . . . . . . . . .45 2.1. Load codes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .45 2.2. Material codes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .46 2.3. Combinations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .47 CYPE Metal 3D - Calculations manual Presentation Metal 3D is a powerful and efficient program brought about to carry out structural calculations in 3 dimensions of steel, aluminium and timber bars. The program obtains the forces and displacements based on an automatic design. It possesses a laminated, welded and cold formed steel section database. It analyses

Pagina 9-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza eck . . . . . . . . .42

1.13.5. Strap and tie...

Pagina 10 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza any type of structure carrying out ...

any type of structure carrying out all the verifications and checks the selected code requires. Thanks to the generation of structural views, the user can work with windows in 2D and 3D in a completely interactive manner. The structure can equally be redesigned and hence obtain its maximum optimisation. The element dimensions are created without the need of having to introduce coordinate systems or rigid meshes. This Calculations manual explains the methodology followed by the program using the implemented codes. CYPE 5 6 Metal 3D CYPE Metal 3D - Calculations manual 1. Calculations 1.1. Description of problems to resolve Any type of support can be used, fixed or pinned, or as a function of its degrees of freedom. The support (or external fixity) can be elastic, by defining the constant corresponding to each restricted degree of freedom. Metal 3D designs three dimensional (3D) structures defined using bar type elements in space with nodes at their intersections. The number

Pagina 10-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza any type of structure carrying out all the...

Pagina 11 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza of loadcases is established...

of loadcases is established depending on their origin and these can be assigned as dead, live, wind, seismic (static), snow and accidental loads. Dynamic seismic loads can be considered. Steel, aluminium, concrete, timber and generic section bars can be used and these are defined using their mechanical and geometrical properties. The program automatically designs steel, timber and aluminium bars. Using the basic loadcases, any type of combination can be defined with different combination coefficients in accordance with the selected code or defined by the user. Reinforced concrete footings and pile caps and strap and tie beams are resolved for supports defined using vertical and inclined bars that bear on the on the foundation. The limit states and combinations for each material and state are as follows: Data introduction and result consultation is done graphically. • U.L.S. Concrete • U.L.S. Foundation concrete 1.2. Analysis carried out by the program • Ground bearing p

Pagina 11-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza of loadcases is established depending on their
...

Pagina 12 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza ressures (characteristic loads)
• ...

ressures (characteristic loads) • Displacements (characteristic loads) The program considers an elastic and linear behaviour of the materials. Bars defined are linear elements. • U.L.S. failure. Steel (rolled and welded) • U.L.S. failure. Steel (cold formed) Loads applied on bars can be established in any direction. The program allows for the following types of loads to be introduced: uniform, triangular, trapezoidal, point, moments and different temperature increments on opposite sides. • U.L.S. Timber • U.L.S. Aluminium All the combinations are generated for each case, indicating its name and coefficients, depending on the application code, material and use category. Point loads can be applied at nodes in any direction. The type of node used is completely generic, whereby nodes with internal fixity can consist of fixed (moment) or pinned (simple) connections; and bar ends can be defined using fixity coefficients (between 0 and 1), rotational stiffness (moment/rotation

Pagina 13 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza ) or defined as pinned connections.
...

) or defined as pinned connections. Based on the geometry and loads that are introduced, the stiffness matrix of the structure is obtained, as well as the load matrices for each simple loadcase. The displacement CYPE 7 8 Metal 3D • Thermal expansion coefficient: α matrix of the nodes of the structure is also obtained, inverting the stiffness matrix by frontal methods. • Specific weight: γ = 78.5 kN/m3 • Limiting slenderness Having found the displacements for each simple loadcase, all the combinations are calculated for all the states and the forces at any sections based on the forces at the ends of the bars and any loads that have been applied. Finally, the material parameters for bolts are included in case baseplates are designed. Steel sections used can be those belonging to the CYPE library or those that have been edited by the user. 1.3. Units Metal 3D allows for MKS system of units as well as the international SI system of units to define applied loads and obta

Pagina 13-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza ) or defined as pinned connections.

Based on...

Pagina 14 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza in the corresponding forces.

If the...

in the corresponding forces. If the default section library provided by CYPE is used, the existing section types can be used by selecting those to be used in each job. If, on the contrary, the user wishes to create new section series and types, the x and y section geometry values will have to be indicated for each section, as well as the thicknesses of the plates and the remaining data for its correct definition. 1.4. Materials The materials used in this program are classified into the following groups: 1. 2. 3. 4. 5. 6. Rolled and welded steel Cold-formed steel Timber Extruded aluminium Concrete Generic sections 1 and 2. If the selected material is steel, various steel files are present with their properties: • Type of steel: rolled or welded • Longitudinal modulus of elasticity: E • Elastic limit σe, depending on the type • Steel reduction coefficient γs • Poisson coefficient: υ. The transverse modulus of elasticity is calculated internally Fig. 1.1 CYPE Meta

Pagina 14-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza in the corresponding forces.

If the default...

Pagina 15 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza l 3D - Calculations manual

The...

l 3D - Calculations manual The remaining loadcases are additional loadcases, with the option to be able to create different load dispositions for each loadcase. When different load dispositions are created, the user must define whether they are simultaneous, compatible or incompatible. When several additional loadcases of the same type are defined, it must be stated whether they can be combined or not. All this can be defined by the user. 3. Timber. The type and resistance class of the timber is selected in accordance with the selected code, where its properties are defined. 4. Extruded aluminium. The aluminium alloy and temper is to be selected. These sections are designed in accordance to Eurocode 9. 5. Concrete. The type of concrete (resistance, control level, etc) is selected in accordance with the available codes. 1.5.2. Limit states (combinations) 6. Generic section. The user defines its geometry, mechanical characteristics and material properties. Once a material, use cate

Pagina 15-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza l 3D - Calculations manual

The remaining...

Pagina 16 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza gory and code have been selected,...

gory and code have been selected, all the combinations for all the limit states are generated automatically. 1.5. Loads • Concrete Loads can be static or dynamic (in the case of earthquake loads) and are defined in accordance with their nature as simple loadcases. • Foundation concrete • Cold formed steel • Rolled steel 1.5.1. Additional loadcases • Timber • Aluminium Metal 3D considers the characteristic loads for each of the simple loadcases defined as additional loadcases: • Ground bearing pressures • Displacements • Dead load • Live load • Wind load Different project situations, general code or user defined, can be defined for each limit state. • Snow load 1.5.3. Loads Automatic loadcases are those generated by program itself, such as: • Loads on bars • Seismic load • Accidental load The following load types can be defined for each simple loadcase: - • The self weight of the bars • Dynamic seismic loading, when activated. CYPE

Pagina 16-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza gory and code have been selected, all the...

Pagina 17 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza
Point
Uniform
Strip

9

10

Metal ...

Point Uniform Strip 9 10 Metal 3D - Triangular Trapezoidal Applied moment Increase in uniform temperature Increase in variable temperature • Surface loads This type of load acts in the same way as loads applied on panels, with the exception that the vertices of the surface can consist of nodes or any intermediate point of the bars of a panel. • Loads on nodes Point, in any direction in accordance with the general axes, or by defining the direction vector with respect to those axes (X,Y, Z). • Loads on panels A panel is an area defined by coplanar nodes. Uniform or variable surface loads can be defined acting on the surface of a panel to simulate a one-way spanning slab. The span direction can be defined parallel to one of the straight lines joining the perimeter nodes of the panel. The resultant loads are applied on the bars after carrying out a simply supported simulation of the load distribution. Fig. 1.3 The load is distributed in the distribution direction indi

Pagina 17-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza
Point
Uniform
Strip

9

10

Metal 3D

-
...

Pagina 18 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza cated on the panel.
A surface load...

cated on the panel. A surface load can only be defined on a single panel. • Prescribed displacements Displacements in the direction of the general axes can be defined on nodes that act as supports (displacement and rotation), for each loadcase. A common example would be the settling of a foundation, Dz, which would cause the corresponding forces to arise in the structure linked to that support. ∆ 1.5.4. Consideration of 2nd order effects (P∆) Fig. 1.2 Users can optionally choose to, when wind or seismic loadcases are defined, amplify forces produced by these horizontal loads. It is recommended this option be activated for the analysis. CYPE Metal 3D - Calculations manual This method is based on the P-delta effect due to the displacements produced by the horizontal loads, taking into account the second order effects, based on a first order analysis, a linear behaviour of the materials, with mechanical characteristics calculated using the gross section of the materials and t

Pagina 18-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza cated on the panel.
A surface load can only be...

Pagina 19 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza heir secant modulus of elasticity.

...

heir secant modulus of elasticity. where: γfgi: Safety coefficient for dead loads belonging to loadcase i γfqj: Safety coefficient for variable loads belonging to loadcase j Due to the horizontal forces, at each node i, a horizontal force Hi is present, producing a displacement ∆i. A load, Pi, due to gravitational loadcases, transmitted to the node by the structure acts at each node. γz: Global stability coefficient To calculate the displacements due to each horizontal load loadcase, the user must recall that a first order analysis has been carried out using the gross sections of the elements. If the forces have been calculated for ultimate limit state design, it seems logical that the displacements be calculated for cracked and homogenised sections. This is very laborious as it assumes the materials, geometry and load states are non linear. This cannot be taken on from a practical perspective using the normal means available for design. Therefore, a simplified method must b

Pagina 19-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza heir secant modulus of elasticity.

where:
...

Pagina 20 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza e established, assuming a stiffness ...

e established, assuming a stiffness reduction of the sections, which implies an increase of the displacements, as these are inversely proportional. The program asks the user to introduce the ‘displacement multiplication factor’ to be able to account for this stiffness reduction. An overturning moment MH is defined due to the horizontal action Hi, at elevation zi with respect to elevation 0.00 or elevation without horizontal displacements, for each acting direction: Similarly, a moment can be defined due to P-delta effects, MP∆, due to loads transmitted by the bars to the Pi nodes, for each of the gravitational loadcases (k) defined, because of the displacements due to the horizontal load ∆i. where: At this point, there is no single criteria, hence it is left to the user’s judgement as to what value is to be introduced depending on the type of structure, estimated cracking grade, other stiffening elements that may be present, nuclei, stairs, etc, which in reality may reduc

Pagina 20-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza e established, assuming a stiffness reduction of...

Pagina 21 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza e the calculated displacements.

k: ...

e the calculated displacements. k: For each gravitational loadcase (dead load, live load…) By calculating , which is the stability index for each gravitational loadcase, an amplification coefficient can be obtained of the safety coefficient of the horizontal load loadcases for all the combinations for which these horizontal loads act. In Brazil, a longitudinal elastic modulus reduction coefficient of 0.90 is usually considered as well as a cracked inertia reduction coefficient with respect to the gross section of 0.70. Therefore the stiffness is reduced by the product of these coefficients: This value, γz is calculated using the following formula: CYPE 11 12 Metal 3D Regarding the displacement amplification coefficient, the code indicates that as the horizontal loads are temporary and short-term, a reduction of the inertia of 70% can be considered, and as the module of elasticity is smaller (15100/1900 = 0.8), i.e. a displacement amplification coefficient of 1 / (0.7 · 0.

Pagina 21-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza e the calculated displacements.

k: For each...

Pagina 22 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza 8) = 1.78 and, in accordance with...

8) = 1.78 and, in accordance with the global stability coefficient, not exceeding a value of 1.35 would be reasonable. Reduced stiffness = 0.9 · 0.70 · Gross stiffness = = 0.63 · Gross stiffness As the displacements are the inverse of the stiffness, the multiplying factor of the displacements will be equal to 1 / 0.63 = 1.59, which is the value to be introduced in the program. It is generally considered that if γz > 1.20, the structure requires more stiffness, as it has high deformation and little stability in that direction. If γz < 1.1, its effect is small and practically negligible. It can be appreciated that the criteria of the model code is recommended and easy to recall, as well as advisable for all its application cases: The NBR 6118:2003 code, using a simplified method, recommends amplifying the displacements by 1/0.7 = 1.43 and limit the value of γz to 1.3. Displacement multiplication coefficient = 2 Global stability coefficient limit = 1.5 The Model Code CEB-FIP 1

Pagina 22-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza 8) = 1.78 and, in accordance with the
global...

Pagina 23 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza 990 applies a moment amplification...

990 applies a moment amplification method which recommends, due to the lack of a more precise calculation, to reduce the stiffnesses by 50% or, apply a displacement amplification coefficient equal to 14/0.50 = 2.00. For this case, it may be considered that if γz > 1.50, the structure has to be stiffened in that direction, as the structure is very deformable and has little stability in that direction. If γz < 1.35, its effect is small and practically negligible. It is true that, on the other hand, stiffening elements are always present in buildings: façades, stairs, bearing walls, etc. which ensure a reduced displacement due to horizontal loads than those that have been calculated. Because of this, the displacement amplification coefficient is left at 1.00. The user is left to choose whether or not to modify it, as not all the elements can be discretised in the structure analysis. ACI-318-95 describes a stability index Q per floor, not for the global stability of the building, even

Pagina 23-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza 990 applies a moment amplification method which ...

Pagina 24 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza though a relationship could be...

though a relationship could be established with the global stability coefficient if the floors are similar, using the following formula: Once the analysis has finished, a report can be obtained (Reports > Global stability analysis) where the maximum global stability coefficient in each direction can be seen. γz: global stability coefficient = 1 / (1-Q) It may occur that the structure is not stable, in which case, a message can be emitted before finishing the analysis, where the program warns that a global instability phenomenon is present. This will occur when the value of γz tends to ∞or, which is the same using the formula, where it takes a null or negative value because: Regarding the limit it establishes to consider the floor as part of a non-sway frame, or what in this case would be the limit as to whether it is to be considered or not, it is taken as Q = 0.05, i.e. 1/0.95 = 1.05. For this case it has to be calculated and always taken into account when this value is excee

Pagina 24-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza though a relationship could be established with...

Pagina 25 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza ded, which definitively implies that...

ded, which definitively implies that it practically always has to be considered in the analysis and the forces are amplified using this method. CYPE Metal 3D - Calculations manual This may be studied for wind and/or seismic loads and its analysis is always recommended, as an alternative second order analysis calculation method, especially for buildings with sway or slightly sway frames, as is the case of most buildings. Additionally, the following hypotheses are assumed: 1.6. Bar description • The stiffness of the beams is not modified due to normal forces. • The supports buckle simultaneously. • The elastic shortening of the supports is ignored. • The beams behave elastically and are joined in a rigid manner to the supports. The user has to define the material, section shape (edited by the user or from the section library) and its disposition, which is how the bar section is adjusted with respect to the drawing axes. The formulas applied are: • Non-sway frames �

Pagina 25-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza ded, which definitively implies that it...

Pagina 26 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza �� Steel. The user can choose...

�� Steel. The user can choose amongst a range of simple or composed sections provided by the program for rolled, welded and cold-formed steel. where: • Timber. Circular, square or rectangular (with constant or variable depth) bars can be defined • Aluminium. I-sections, C-section, symmetrical angle, plate, T-sections, angle, rectangular and circular hollow sections, and, round and square bars are available. 1.6.1. Buckling To study the buckling effects due to axial forces for each axis, the effective buckling length lk, or the coefficient β, where lk=β · l, where l is the distance between bar nodes. When the bar has intermediate nodes, the length or the coefficient corresponding to the real bar between its supports must be provided, bearing in mind it is being defined for a bar which is a fraction of the whole bar. Ib: Inertia of the beams reaching the node Lb: Length of the beams reaching the node Ic: Inertia of the columns reaching the node Lc: Length of the columns reach

Pagina 26-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza �� Steel. The user can choose amongst a range of...

Pagina 27 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza ing the node

The user may also use ...

ing the node The user may also use the “approximate calculation of buckling lengths” by defining the structure as a sway frame or non sway frame structure, according to the simplified method and its validity for structures which are slightly orthogonal to each other, where the user can consult the accepted hypotheses in the help dialogue. • Sway frames CYPE 13 14 Metal 3D 1.6.3. Elements and groups where When a bar is initially introduced between two points. Its properties are maintained, even if later on they may intersect other bars. It is also possible to create an element later on consisting of aligned bars containing several spans by marking the ends. By grouping, the user can assign common properties to a group of grouped bars, and they are designed so the most unfavourable bar of the group does not fail. These may be ungrouped later on. Limitations of the approximate calculation The following warnings should be taken into account by the users: • The presence

Pagina 27-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza ing the node

The user may also use the...

Pagina 28 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza of intermediate nodes in continuous...

of intermediate nodes in continuous bars, to which no other bars reach, invalidates the method. Hence, in these cases, the appropriate manual corrections must be undertaken. 1.6.4. Deflections The ‘deflection’ is taken as the maximum distance between the straight line joining the end nodes of a bar, and the deformed shape of the bar, without taking into account the displacement of the end nodes if these have moved. This distance is measured perpendicularly to the bar. • To apply the approximate method, the structure must be classified as having sway or non sway frames, therefore care should be taken when defining the structure. • All that has been described is only applicable to metallic bars. The ‘absolute deflection’ is the value in millimetres of the deflection in the direction in question. • If the structure that has been introduced is a plane frame, the values obtained are valid in its plane, and may not be valid in the plane perpendicular to it, as there are n

Pagina 28-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza of intermediate nodes in continuous
bars, to...

Pagina 29 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza o transverse elements defined,...

o transverse elements defined, especially when there is symmetry in the geometry, such as a dual slope frame calculated in an isolated manner. The ‘relative deflection’ is established as the span between intersecting points of the deformed shape with the bar, divided by a value to be defined by the user. There may be an intermediate point or points, as well as the end nodes of the bars with no displacements, depending on the deformed shape of the bar. 1.6.2. Lateral buckling The ‘active deflection’ is the maximum absolute difference between the maximum deflection and the minimum deflection of all the combinations defined for the displacements state. The user can define the distance or separation between bracing for both the top flange and bottom flange, or the coefficient that multiplies the length of the bars between nodes. The applicable moment coefficient, which varies in different codes and depends on the moment distribution between braced points, can also be defined.

Pagina 29-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza o transverse elements defined, especially
when...

Pagina 30 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza CYPE

Metal 3D - Calculations...

CYPE Metal 3D - Calculations manual If the limit is exceeded, upon checking the bar after the analysis, it will be displayed in red, as well as all the other bars that fail. 1.7. Checks carried out by the program In accordance with that explained previously, the program checks and designs the bars of the structure according to the criteria established in each code for each type of material: • Steel • Timber • Aluminium Fig. 1.4 The program only obtains forces for concrete and generic sections. It is possible to establish a limit, be it a value for the maximum deflection, active deflection or relative deflection with respect to each of the local xy or xz planes of the bar. If these limit states are exceeded, Metal 3D will allow for a design to be carried out, whereby it will search through the section tables to find a suitable section which complies with all the conditions. 1.6.4.1. Deflection groups Any bars failing any checks are displayed in red. Bars can be group

Pagina 30-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza CYPE

Metal 3D - Calculations manual

If the...

Pagina 31 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza ed when these are aligned and so...

ed when these are aligned and so obtain the deflection between the ends of that particular group of bars whereby the deflection is calculated between the end nodes ‘i’ and ‘f’, instead of the local deflection between each pair of consecutive nodes. The user is to bear in mind that when a bar is modified, the stiffness matrix will have changed and hence, should reanalyse the job and check the bars. • Check bars Upon selecting a bar, a table displaying the section series appears. Those sections which fail are marked with a red cross and those which are suitable with a green tick. Any errors that have been encountered are indicated. • U.L.S. Checks This is a detailed report indicating each and every code check that has been carried out, providing the article, Fig 1.5. A deflection group CYPE 15 16 Metal 3D formula and applied values for the worst case requirements of the consulted section. As well as the resistance checks, the program carries out: • Fire resistanc

Pagina 31-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza ed when these are aligned and so obtain the...

Pagina 32 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza e checks
• Deflection checks
...

e checks • Deflection checks These two options are optional and have to be activated by the user if they are to be carried out. 1.8. Tie design Fig. 1.6 2. The axial stiffness of the ties (AE/L) is less than 20% of the axial stiffness of the elements framing the bracing elements. The program allows for bars to be defined as Ties. The fact the tie bars are composed of a straight axis and only admit tensile forces in the direction of the axis, implies that this model would only be strictly exact if a non-linear analysis were to be carried out, in which, all the bars resulting in compression would be deleted after each analysis. 3. The diagonal ties of a frame must both be of the same section. Additionally, to undertake a dynamic analysis without taking into account the bars in compression, an analysis in the time domain with accelerograms would be required. 1.8.1. Method application The analysis method is linear and elastic using matrix formulae. Each tie is introduced in the

Pagina 32-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza e checks
• Deflection checks

These two...

Pagina 33 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza stiffness matrix with only its axial...

stiffness matrix with only its axial stiffness term (AE/L), whereby this is equal to half the real axial stiffness of the tie. This way, displacements are achieved in the stiffness plane, similar to those obtained if the tie in compression were deleted from the matrix analysis and considering the real cross sectional area of the tie in tension. As an approximation to the exact method, we propose an alternative method whose results, with the requirement that all the conditions detailed below are met, are sufficiently acceptable for every day design of structures with bracing elements. The method has the following limitations, which the program ensures are met: The final forces in each tie are obtained for each loadcase and the following steps are taken for those ties in which the axial force is in compression: 1. The tie element forms part of a rigid bracing system framed at its four sides, or three of its sides if the bracing reaches external fixities. Additionally, each rigid frame

Pagina 33-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza stiffness matrix with only its axial stiffness...

Pagina 34 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza must form a rectangle (four...

must form a rectangle (four internal angles must be right angles). CYPE Metal 3D - Calculations manual A. The axial force of the tie in compression is cancelled B. This axial force is added to the axial force of the other diagonal tie of the same stiffening frame. C. With this new axial force configuration, the equilibrium of the nodes is restored. Given that the method deals with force compatibility and not displacements, it is important to bear in mind the axial stiffness restrictions of the sections making up the stiffening frame indicating in part 2 of the previous section; the method is more exact the smaller the relative length differences are of the bars framing the ties. In all the cases analysed by CYPE, the discrepancies between the results obtained using this method and those obtained using linear analysis have been negligible. Fig. 1.8 B. Distribution (by force resolution) of the increment of axial force in the tie in tension (C*) The increment in axial force (C*) in

Pagina 34-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza must form a rectangle (four internal angles...

Pagina 35 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza the tie is resolved into the...

the tie is resolved into the direction of the bars (or fixity reactions) reaching the nodes. The following figures display a scheme of the previously described process. Forces resulting from each of the combinations: N1, N2, N3, R1h, R2h, R3h, R2v: forces and reactions of the elements forming the rigid frame without considering the increase in tension of the tie in tension. Fig. 1.7 T: axial force corresponding to the tie in tension C: axial force corresponding to the tie in compression Fig. 1.9 A. Cancelling out of the force of the tie in compression. Assigning the compression value to the tie in tension. The axial force of the tie in compression (C=0) is eliminated and is added to the tie in tension (T* = T + |C| ). CYPE C. Equilibrium restoration in the end nodes of the ties. Force equilibrium. The vector sum of the components of the increment in tension (with the same absolute value as the compression of the tie in compression) is carried out. 17 18 Metal 3D 1.9.1.

Pagina 35-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza the tie is resolved into the direction of the...

Pagina 36 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza Types of I section joints

The...

Types of I section joints The final force and reaction distribution is displayed in the following diagram: For I sections (Joints I, II, III and IV modules), the program provides two types of design: Welded, e.g.: Fig. 1.10 Fig. 1.12 These values can be consulted in each bar or node for each loadcase or combination loadcase. Each loadcase is treated as a unit combination. 1.9. I section joint design As of the 2008 version, Metal 3D incorporates the analysis and design of I section joints, by means of welded and bolted connections. Fig. 1.13 Additionally, as of the 2009.1.g version, the program considers upon designing the connections that bar ends are rigid spans along the length taken up by the node. Fig. 1.14 Fig. 1.11 CYPE Metal 3D - Calculations manual Bolted (using ordinary or prestressed bolts), e.g.: Fig. 1.15 Fig. 1.18 Fig. 1.16 Fig. 1.19 Fig. 1.20 Fig. 1.17 For a more complete list of available welded connections, please consult the corresponding website a

Pagina 36-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza Types of I section joints

The final force and ...

Pagina 37 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza t
www.cypecad.en.cype...

t www.cypecad.en.cype.com/joints_welded.htm www.cypecad.en.cype.com/joints_welded_building.htm Fig. 1.21 CYPE 19 20 Metal 3D Analysis of the joints of the job . EN 1993-1-8:2005, CTE DB-SE-A and ABNT NBR 8800:2006. Joints are designed with welded connections or bolted connections using prestressed or ordinary bolts. The program checks that the sections and components (stiffeners, bolts, plates etc.) of the joint do not interfere with one another: that the joints can be executed on site, that there is sufficient space to be able either weld or provide the required bolts and be able to tighten them correctly. Fig. 1.22 The complete node is designed considering the 6 forces at each bar end reaching the node, then optimising the components upon knowing the arrangement, behaviour and geometry of the node. Detail drawings are provided as well as a report justifying all the checks that have been carried out, together with a take off summary of the joint and its components. Fig. 1.

Pagina 37-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza t
www.cypecad.en.cype.com/joints_welded.htm

www...

Pagina 38 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza 23

For a more complete list of...

23 For a more complete list of available bolted connections please consult the corresponding website at Options are available for each type of bolt, stiffeners and baseplates at foundation level. w w w. c y p e c a d . e n . c y p e . c o m / j o i n t s _ b o l t e d . h t m www.cypecad.en.cype.com/joints_bolted_building.htm Nodes possessing the same geometry, same sections and materials, same fixity coefficient or rotational stiffness with less than a 10% difference, and a similar structural behaviour, are automatically grouped. This simplifies the execution of the job by grouping similar joints. 1.9.2. I section joint design When analysing the job, the program enquires whether the user wishes to activate the welded or bolted connection design. Nonetheless, if the option is not activated, the joints may be designed after the analysis using the option Joints > Analyse, bearing in mind what has already been indicated regarding node size consideration and the rigid consideration o

Pagina 38-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza 23

For a more complete list of available bolted...

Pagina 39 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza f the end span of a bar with the...

f the end span of a bar with the finite dimension of the node. In the case of bolted joints, the rotational stiffness of the designed connections is established and the program emits a warning if the difference between the stiffness obtained and that assigned is greater than 20%. It is important the user redesigns the joint if the rotational stiffness has been modified, as differences may be present that invalidate the analysis results. If nodes whose type of joint is resolved in the program are detected during the design process of the structure, the program will design the connections and will provide a detail drawing of the results. CYPE Metal 3D - Calculations manual Welded I section joint checks The following checks are carried out on the components: • Shear and slenderness of the panel made up by the web of the column. It is reinforced using a plate welded to the web. • Combined stresses at the simply connected column web. K = 0.90 (EC3) K = 1.00 (CTE) • Combine

Pagina 39-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza f the end span of a bar with the finite...

Pagina 40 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza d stresses at stiffeners and plates ...

d stresses at stiffeners and plates which are coplanar with beams fixed to the column web. • Shear-bending interaction at separation plates with sections with different depths (splices, column transitions, beams fixed to the web). • Sufficient net area for round threaded ties. • Bending and punching shear due to perpendicular forces of the web or flange of the supporting elements of simply connected sections. • Stiffener buckling resistance. Below are the checks carried out on the welds: • Minimum thickness of elements to be welded • Real and absolute minimum effective lengths and relative to the throat weld. • Minimum and maximum (0.7tmin) throat weld thickness. • The contributing material must have at least, the same resistance as the materials to be joined. • Minimum and maximum angle between the surfaces to be welded. • Weld resistance: The 3 stress components in the plane of the throat and the equations are checked for all the load combinations of the co

Pagina 40-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza d stresses at stiffeners and plates which are...

Pagina 41 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza de. In the case of double
angle...

de. In the case of double angle welds, the check is carried out for the acute angle and obtuse angle. CYPE 21 22 Metal 3D Bolted I section joint checks Check 1 3 M.C.E. S.C.E. × × × × × Distances (maximum and minimum) to edge, between bolts and to elements Shear in ordinary bolts and U.L.S. slipping for prestressed bolts 2 4 5 6 7 8 9 Bolt tension (including prying forces) Shear-tension interaction of ordinary bolts Crushing of the bolts and plate Crushing of the bolts and simply connected section web × × Crushing of the bolts and supporting section flange Punching shear of the plate Punching shear of the simply connected section web × × × 10 Punching shear of the supporting section flange 11 Bending of the end-plate 12 Bending of the supporting section flange 13 Bending of the supporting section web 14 Bending of the simply connected section web 15 Buckling of the simply connected section web 16 Buckling of the plate × 17 Shear and slenderness of the

Pagina 41-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza de. In the case of double
angle welds, the check...

Pagina 42 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza panel made up by the column web
18 ...

panel made up by the column web 18 Tearing of the plate 19 Tearing of the simply connected section web 20 Tension of the section flange welded to the plate 21 Tension of the section web welded to the plate 22 Tension of the column web or continuous beam 23 Tension or compression of the stiffeners 24 Compression with shear interaction and torsion of the section flange welded to the plate 25 Compression with shear interaction and torsion of the section web welded to the plate 26 Combined stresses at the simply connected section web × × × × × × 27 Combined stresses of the plate 28 Punching shear of the supporting section web due to the plate 29 Punching shear of the supporting section flange due to the plate 30 Effective weld throat stresses. The bolt stress influence is taken into account 31 Rotation capacity. Resistant moment Mj.Rd. Critical mechanism 1 or 2 (double or single hinge) × × × × × × × × × × × × × × × × × × × × S.C.L. × × × × × ×

Pagina 42-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza panel made up by the column web
18 Tearing of...

Pagina 43 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza
×
×
×
×
×
×
×
×

×
×
×...

× × × × × × × × × × × × Detail export: link between the project and its fabrication M.C.E.: With end-plate S.C.E.: Simple connection with end-plate Having designed the structure and its joints, the project can be exported to Tekla Structures, TecnoMetal 4D and in CIS/2 format, achieving direct communication between the project phase of the project and its fabrication. S.C.L.: Simple connection with lateral plate CYPE Metal 3D - Calculations manual Baseplates Even if the user does not dispose of the joints module in his/her license, the program allows the user to activate the joint design. Once concluded, the 3D views of the joints that could be deigned with the non-acquired modules can be visualised. The details or check and take off reports are not displayed. When the cursor is placed over one of these nodes, a warning is displayed indicating the non-acquired modules that could design the joint. Baseplates are designed using the welded joints module: dimension

Pagina 43-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza
×
×
×
×
×
×
×
×

×
×
×
×

Detail...

Pagina 44 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza s, stiffeners, welds and bolts...

s, stiffeners, welds and bolts according to the selected code. 1.9.3. Check of I section joints The joints that have been resolved can be seen after the analysis using the Consult option within the Joints menu. Upon activating this option and clicking on a node whose joint has been designed (displayed in green), the details of the joint will be displayed. If the user clicks on a node whose joint has not been designed (displayed in red), the program will display a 3D view with the bars reaching the joint, so the user may see whether or not the bars interfere with one another so as to prevent the joint from being designed. Fig. 1.24 By clicking on a node that has been partially resolved (displayed in orange), only the resolved joints will be displayed. The following tabs may be consulted: • Detail. These are the detail drawings of the designed joints. • Report. This is a report summarising the analysis that has been carried out and its take off. Fig. 1.25 • 3DView. This is

Pagina 44-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza s, stiffeners, welds and bolts according to the
...

Pagina 45 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza a three dimensional view of the node...

a three dimensional view of the node and its connections. CYPE 23 24 Metal 3D As the program carries out an elastic analysis of the structure, the following relationships arise from the previous three models: Type of model Simple support Connection classification Continuous Semi-continuous Elastic analysis Pinned connection Rigid connection Semi-rigid connection The assumptions corresponding to semi-rigid connections are analysed below. 1.9.4.1. Moment rotation diagram The behaviour of the connections is studied by analysing the moment- rotation properties diagram, which allows to define the three main structural properties of the connection: Fig. 1.26 • Bending moment resistance Mj,Rd: Maximum ordinate of the diagram. • Rotational stiffness Sj: the secant stiffness for an acting bending moment value Mj,Ed, defined up to rotation φXd which corresponds to the point at which Mj,Ed is equal to Mj,Rd. 1.9.4. Rotational stiffnesses When performing the global analysis o

Pagina 45-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza a three dimensional view of the node
and its...

Pagina 46 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza f the structure, it is
important to ...

f the structure, it is important to take into account the behaviour of the joints to obtain the correct distribution of the internal forces, stresses and deformations. • Rotation capacity φCd: represents the maximum rotation of the moment-rotation diagram. To establish how the effect of the behaviour of the connections should be taken into account in the analysis of the structure, three different simplified models are used: The following figure displays a typical connection momentrotation: • Simple supports: those in which no moments are transmitted. • Continuous: those in which the behaviour of the connections does not intervene significantly in the analysis of the structure. • Semi-continuous: those in which the behaviour of the connection must be taken into account in the global analysis of the structure. Fig. 1.27 CYPE Metal 3D - Calculations manual According to its rotational stiffness Sj connections are classified as: pinned connections, rigid connections or se

Pagina 46-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza f the structure, it is
important to take into...

Pagina 47 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza mirigid connections. The boundaries ...

mirigid connections. The boundaries between one type and another are shown in the figure below: Where: E: Steel elastic modulus z: Connection lever arm ki: Stiffness coefficient for the basic ith component µ: stiffness ratio: µ can be found as follows: Fig. 1.28 When Where: When Zone 1. Rigid connections (elastic behaviour) : Zone 2. Semi-rigid connections Zone 3. Pinned connections 1.9.4.2. Connection rotational stiffness analysis To calculate the initial stiffness of the connection Sj,ini the component method is used, according to which: 1.9.4.2.1. Initial stiffness calculation Sj,ini For splices and ridge intersections: The program constructs the characteristic Myy moment rotation in the xz plane diagram for each joint at the end of an element where its rotational stiffness has been calculated due to the presence of deformable components in the node. For column-beam joints: For axial forces not exceeding 5% of the transverse section’s capacity, the stiffness Sj

Pagina 47-Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza mirigid connections. The boundaries between one ...

Pagina 48 - Manual de calcule CYPE CYPE 3D Fisa tehnica Engleza of the connection for an acting...

of the connection for an acting moment Mj,Ed can be obtained using the following expression: Where: zeq: Equivalent connection lever arm: CYPE 25 26 Metal 3D For splices and ridge intersections: k3: Fitted joints of the beam and the column flange: Stiffness coefficient of the tension-resisting column web. hr: Distance between row r and the compression centre (which is considered to coincide with the compressed flange) Fitted joints of the beam and the column web: Stiffness coefficient of the tension-resisting vertical plate. n: Number of rows in tension k1: Fitted joints of the beam and the column flange: Stiffness coefficient of the shear-resisting column web. k4: Fitted joints of the beam and the column flange: Stiffness coefficient of the flexure-resisting column flange. Fitted joints of the beam and the column web: Stiffness coefficient of the shear-resisting column flanges. Fitted joints of the beam and the column web: Stiffness coefficient of the flexure-resistin