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1. E OK Cancel 9 At the lower left it is possible to activate a box that imposes foundation constraints at the base of the column Floor Inserts a floor A window opens in which the user can select the desired floor type Floor type User defined OK Cancel User defined User defined One way timber floor with single wood plank One way timber floor with overlapped wood planks One way timber floor with additional concrete topp St sel beam and hollow flat block steel beam and vault masonry r c composite floor The horizontal structures window allows definition of the mechanical characteristics for the most common floor typologies The program examines the following e One way timber floor with single wood plank e One way timber floor with overlapped wood planks e One way timber floor with additional concrete topping Characteristics of the Structure NES e Steel beam and hollow flat block e Steel beam and vault e Masonry R C composite floor For each floor typology above the user can decide which of the structural components are well connected to the masonry i e guaranteeing the connection is equivalent to guaranteeing an increased contribution to the resistance for the global system Horizontal structures One way timber floor with singli One way timber floor with overl One way timber floor with additi Steel beam and hollow flat block Steel beam and vault masonry r
2. murt User Manual Release 5 0 1 S T A DATA srl C so Raffaello 12 10126 Torino 011 6699345 fax 011 6699375 2 Help 3Muri Indice Part I Part Il O JO OH a QQ N Part Il Part IV 0 3Muri Commercial versions 5 News 6 News Verona ia e o e a eee a sd ed eee ee eee es 6 Version A 0 311 o a ic ea 8 VETSON AO Sa acacia 8 Vi A o O E AE N AA A E 10 VOrSioON AD di aa E 11 SEAE o p Ti Zaida 13 Version oO EAE SE EEEN E A S E E E SE BE ENE E E E BEN E AASE EE e E E ERS ER 13 MOTO MS Ud caco 16 Structure Modelling 18 Static Non linear ANAIS Sanrio Ass 18 Masonry Macro Cle Merino ea 21 bending ROCKING BEHAVIOR erhalten 23 Shear Mohr Coulomb criterion Lul Leelee LIL 24 Shear Turn ek and Cacovic criterion vr 1vrreeeee iene e eee narra 27 masonrybeams Iintels icelelelbiiiiiiii scan 28 Non linear R G eleme nt isoa a a o e ao a do nali 28 Resistance Criteria ecc 29 Bending Mechanis AP PP des decrwcenecisectiootastnesecklaeeaensecesevess 30 Shear mechanism assai i RL ALII 32 Elements Without shear reinforcement i 32 Gonqlomerale nec elica 32 konditudnalrent orc ement Chek serrent AAA 32 Elements With shear reinforcemMment emm 32 Conglomerate eneldo al a a 32 Transversal core reinforcement Ae aa 33 Non linear behavior of reinforced cement elements occccnncnnnonnnnncnanccnncnancnanenanenancnnn carr nnnrnna rn nara nrrnnrrnne
3. Hinge application point Lett extreme of the block _ This function can be useful to examine tilting cases of the Right extreme of the block cantonal E The insertion of each type of constraint occurs after the definition of the blocks The constraints are always positioned at the points of maximum and minimum elevation of the block So we can deduce the necessity to insert the constraints relatively of each block After selecting the constraint type and pressing the OK button it is necessary to select the reference kinematic block Clicking on the block the constraint is inserted to the Bottom quote of the block if External Hinge Top quote of the block if Internal Hinge Top quote of the block if Support The quote concept Top or Bottom is relative on the block and is explained in the image on the right superior quote block2 inferior quote block2 superior quote block inferior quote block i If the angle of the constraint is zero its axis is contained in the plane of the 190 Help 3Muri selected block wall The axes of the constraints are also the axes around which rotate the blocks this means that in this case it is assumed that the earthquake direction is perpendicular to the shown wall The sisma verse is indicated by an red arrow in the section shown on the right of the screen pa If you want to change the sisma verse y
4. Allows the identification of problems linked to the graphic insertion of walls that must have a shared end If the nodes do not coincide and the distance between the two is less than the tolerance then the node is highlighted Constrained nodes check Checks that there are no foundation nodes without their respective constraints This check is important when the foundation has various elevations XT he button that allows deletion of the graphic symbols for selection of elements can be found in the lower part of the left vertical toolbar It is recommended that all users take advantage of these verification procedures both when creating the model and when finishing before proceeding to computation 56 Help 3Muri 7 1 4 Main commands Structure Analysis gt dx 1992713 7 cm dr 2441968 2 cm gt Levels management This command permits management of the levels of the structure In the associated window levels can be inserted using the New button It is also possible to copy a selected level using the Copy button In addition the elevation of levels can be modified To modify a level it is necessary to render it active using the Activate Level button It is also possible to deactivate the display of a level In the last column on the right it is possible to insert wind loads average per level This value is necessary only if static checks are to be performed Levels management x De
5. Basic concepts for using the program Basic concepts for using the program To correctly use the program it is important to understand its fundamental rules In the drawing work area lines and points ditinguished in support graphic entities walls and structure elements Model parameters The window Model parameters is loaded creating a new project Building type Model parameters Building type ina age sa e Existing building the user can insert new or exiting f Existing materials as well e New building the user can insert only new Selected Code materials Selected code C OPEM 3274 The user can choose reference code Dh SE O NT OS C NTOS l Euro Code amp Switzerland code S14 OK Cancel O Settings You can modify model parameters using Settings menu every time you need Levels management CTRL L Display options Paths Model parameters Model parameters If selected code is Eurocode 8 it is possible to modify EC8 settings according to national annex Select EC8 parameters to manage Code parameters Path Selection The project paths can be managed by 3Muri 48 Help 3Muri 6 3 Path manager Path programs Fiano Soil eas orgenti amuri k a Fiano Trave le Sorgenti muril hi a Project folder path e Modelli test Project folder path indicates the path where projects created by the user are saved Path programs indicates where the m
6. Mic flim Mamm2 tk Mic fm Moc Emod Damage condition Material colour The materials presented in the tree on the left are those in the selected library in the drop down menu The availability of design code libraries is affected by having the Design Code in its license contract Selecting User shows the user library Entering in the tree you can select the material that you want to import into the project 9 2 Characteristics of the Structure Materials libraries MATERIALS re Masonry User 27 Key Material Concrete Rebar steel grades Structural steel E Mime 000 00 Wood FRP Name Muratura Mmm 2000 00 vw KB 12 tm Term fimo Micra telim Minm Tk Micra Fm Damage condition Material colour OK G GY Copy in the project Allows to copy the selected material in the project library making it available for the active project gy Delete from library Allows to delete the selected material from the user library Definition of Structural Objects To refine the computation procedure the program examines the non linear behavior of the elements see the theoretical information found in the introduction Given the definite non linear behavior of the macro elements it is necessary to perform an mixed structural analysis that is sufficiently accurate This must examine the non linear behavior of the other elements that work together with the masonry as b
7. Structure Modelling The code indications highlight the importance of carefully choosing the distribution of masses and rigidity if necessary also considering the effect of non structural elements in order to obtain a structural model that is adequate for the global analysis To that end it is fundamental to do a preliminary knowledge phase especially in the case of existing masonry structure where the resistance structural system is not always immediately identifiable This can be due to structural variations or different construction phases change in the type of use for the building and modifications to the original plans The acquisition of this knowledge can make it clear what the resistant elements are both for vertical actions as well as earthquake actions as well as providing information about the characteristics of the materials A three dimensional equivalent frame is the reference model in which the walls are interconnected with horizontal partitions on the floors In the specific case of a masonry structure the wall can be schematized as a frame in which the resistant elements piers and spandrel beams and the rigid nodes are assembled The spandrel beams can be modelled only if they are adequately toothed by the walls supported by structurally efficient architraves and if possible a mechanism resistant to struts It is known that a less than perfect understanding of the positioning of the masses can lead to underestimation o
8. r 3 CLI 2 N Under the hypothesis that any possible reduction of the moments caused by a shear Structure Modelling reduction doesnt change the static system the ratio of the moments M and M must be unchanged so a can be constant and expressed as Ad mar gt Mis PAE where M___ is the maximum absolute value between M and M note than a cannot be negative The shear resistance according to Eurocodes and Italian codes can be expressed as PV 1f OAc Pi f PIDAN Under the limit condition V V 1 akh 4 dada V V 3 E f1 0A4N 1 5f lt 04N 3a fht and then 3f df 0 847 v agg DEI If EA AN can be expressed as 3 3af lt 0 8aN ig z Saf Att N This is the value of the of the actual compressed section of the panel under the limit condition of shear N failure furthermore must be 0 854 where the extremes of the interval are the conditions of the whole section compressed and the limit state for bending the stress block is completed in the compressed section part If the previous inequality is not satisfied the value of is to be assumed as the correspondent extreme of the interval In addition to the Mohr Coulomb resistance the value of the shear tension f must not exceed the limit value of f lim T Jy l i y lira If it exceeds the failure shear value can be fixed as Cio AGA The effective compressed length I has to be consistent with the value of Viim and
9. ro Building type 9 ULS limit value DLS limit value Decay 60 Drift First element failed C Shear g limit 3 both drift and shear Selected Code Displacement reduction factor 1 Storey height drift limit 0 003 Materials Existing Drift ES Shear 0 004 Compression bending 0 008 Cf talian code y Confidence factor x Knowledge level 1 135 Knowledge level 3 1 y Knowledge level 2 Tae ES New Drift Shear 0 004 Compression bending 0 008 fa Eur o T o dl e 8 Parameters ECE Reduction factor for cracked stiffness Spectrum C Switzerland code SIA Type 1 Ms 55 Type 2 Ms gt 55 FO 2 Save user settings Soil type Ss OK Cancel y s E i Load default B C D E po Info This module is available with the acquisition of the appropriate licence the Standard version of the product contains no such form For more information contact your distributor English language Now it is available 3Muri English version po Info This module is available with the acquisition of the appropriate licence the Standard version of the product contains no such form For more information contact your distributor News 13 2 6 Version 3 2 2 Internal Disjointures R C beams as well as steel and wood beams can simply lean without being embedded This new function allows the designer to define constraints for leaning by inserting internal hinges also in the non
10. steel and adherence or using the following formulas 0235 035 fap a 0016 0 y ps de 4 Es d r a maxd0Lo h 11 A 1 where yel 1 5 for primary elements and 1 0 for secondary elements as defined in point 4 3 2 of the code h is the height of the section Y N Acfe is the normalized axial strain of the compression agent on the entirety of section Ac 9 Asty dht and mechanical percentages of longitudinal reinforcement in traction and compression b h base and height of the section respectively For the walls all of the core longitudinal reinforcement should be included in the traction percentage fc fy and fyw are the compression resistance of the concrete and the steel yield resistance longitudinal and transversal This is obtained as the average of the tests performed on site If necessary these can be corrected based on additional information divided for confidence level in relation to the knowledge level attained Py Ax b 5 the percentage of transversal reinforcement sh distance between centers of the stirrups in the critical zone Pi the percentage of diagonal reinforcement in all directions a is an efficiency factor given by 2 ca zh 2h 6h b 11 A 2 bo and ho dimensions of the nucleus bi distances of the longitudinal rebars held by tie bars or stirrups found in the perimeter For the walls or in the case of hardening steel the value given by the expression 11 A 1 must b
11. 0 Improved Export An innovative component for reporting allows you to export the report directly to RTF file easily editable by any word processor Microsoft Word OpenOffice etc With this new component the created tables are easily editable and they appear as if they were created internally to word processor T Preview ek mi AQ Page 6 10 4 51 Murra oof 11200 1500 amoo 3480 36 12 52 muratura f 1200 600 1900 6700 to 37 53 Murawa oof 1200 so 4100 6700 37 13 Parete 6 CCENT NT 7 a FT INS OI CT NT 11 6000 12 000 ooo 0 STR CT ET Lie 6000 12000 3 000 1 Macroelementi Mas Materiale Rinforzo Spessore Base vee paria iad His Nodo Nodo sotto mm mm sopra Die han Il pini O E EC 67 Mureura 300 2000 2260 12206 1560 11 12 68 murawa 300 7206 2600 seos 4300 26 26 69 murata 300 1600 150 9206 4325 39 4o 70 Muara 300 2000 2250 12206 sso 12 18 Macroelernenti Fasce NUS Help 3Muri 2 4 Static Analysis The calculations are now performed using the joints model as suggested in the existing code New Input on distance for nodes and openings Insertion of a node window can occur either through insertion of node windows distances for the edge nodes Distance To insert distance segment nodes it is necessary to position the mouse on a wall highlighting it in
12. Pi Pj the surrounding conditions selected are Mi Mj MLimit from which the figures for the elastic rotation at the two ends are found qi el and j el from which it is possible to calculate the plastic figures gi P and j P At this point when the bending moment at the ends of the element have been correctly computed the next step is the rotation check This is calculated with respect to the cord identified in the section at the zero moment with respect to the ultimate rotation calculated according to that indicated in the code In the case in which the limit value is exceeded the moment is over and the rotation imparted becomes entirely plastic At this point the force characteristics shear and moment found in theother end are calculated in accordance with the new static schema for the beam This means for theend in which the bending collapse which became a plastic hinge occurred To sum up the conditions which can occur in each end sectionare a result relative to the bending mechanism with or without normal force Structure Modelling elastic phase permanence E formation of a plastic hinge due to reaching the moment value limit P collapse of the section after exceeding the maximum allowable rotation value R Please note that the shear force characteristics are constant along theelement due to the concentrated actions in the nodes These are calculated so as to guarantee the equilibrium with the moments developed at th
13. When the user change working wall or close edit mesh form the program asks if he confirms changes made Answering yes wall edit mesh save in temporary working session and automatic calculation of rigid nodes is applied In case of negative answer all editing actions are cancelled Please note that the program 3Muri operates in a temporarily working session so all the changes are not finalized until you save the template Salvaging takes place or by a user request or automatically before a calculation ii Undo Allow to cancel tha last editing operation If the same editing operation If the same change has been applied to multiple items or multiple nodes simultaneously the undo is applied to an item or node at a time 10 2 1 Editing Elements The editing functions acting on the entities in the menu associated with each button on the command bar Pier Spandrel beam Steel wooden beam RC beam Tie rod Link elements Steel wooden column RC column Masonry column RC Wall RC wall linking beam Link elements Rigid link or truss These items are included in automatic mesh algorithm to create a equivalent frame according to solver s rules Rigid link Are included in blind pier definition a blind pier is due to a pannel without opening Truss Are included in all those situations where it was generated a spandrel but for example due to openings at full height it is not possible its generation so the connection
14. lengthof the floor on the masonry If the user does not intend to perform static checks but merely seismic checks it is not necessary to insert these parameters In addition it is possible to decide whether the floor divides its mass in a single direction or along the two directions of the level If the user decides to divide the masses bi directionally it is necessary to indicate the vertical load percentage for the principal direction calculating the mass that bears on the secondary direction If the user decides to use a predefined floor type from the horizontal structures window the discharge typology is automatically defined by the structural typology Hence it is not possible to change it in the floor insertion window Bending modules Ex and Ey refer to the local axes system x y in which x is identified based on the warping direction and y is perpendicular to the warping direction When inserting the floor it is sufficient to highlight the external perimeter of the building The program automatically recognizes the bearing structural elements on which to discharge the mass without having to separate the floor into additional sub areas Characteristics of the Structure 85 E a a Wall b is borne by the floor independently of the insertion mode chosen If there are different elevations of the floor on the same level it is possible to define these by inserting the effective floor
15. linear field R C beam Geometry elevation 600 cm i Disconl A Jelevation cm T Discon E O cm h O cm Area cm 2 i 0 emt 2 7 Version 3 2 0 Here is a list of the main updates for this release of 3Muri Technical Norms for Construction D M 14 January 2008 The template Model Parameters is shown when beginning a new project allowing the designer to choose the code to be used It can also be accessed through the Settings menu Model parameters Building type Existing Selected Code f OPCM 3274 DM 96 C AIT OS C WTOS Euro Code E C Switzerland code SIA OK Cancel t ox ce The new norms have created the necessity to identify the form of the spectrums through the reference lattice TS Help 3Muri Piano Spettri Seismic action Parametri del sito NTOS Citt Be Seismic hazard parameters Longitudine Calculate Latitudine Vita nominale Classi d uso Ok Cancel 0 Modal Analysis By selecting the number of modal forms details are provided in relation to the participating masses and the modal deformation News 3 3Muri DEMO File Edit Settings Tools Display Window Degne Texel e Walls Structure Analysis Wall scale deform factor 80 Plan scale deform factor 80 Wall results 1 Node pom tom rom tea tea cm rad rad 1 0000 0000 0000 000000 0000
16. q al t y E d In order to help the user interpret the results some of the tables offer the possibility of reordering the rows according to the column characteristics Wall check summary table Parete CREA ezit This table is order based on the wall identifiers The Max Max Max Max i A eels z FE rra type of orientation is clarified by the arrow found at 45 the top of the column Kan La Clicking on the appropriate column will reorder the values according to the characteristics chosen In the figure at the side the table is ordered based on the number of failed elements Mod Mr host elit ez it 4 hax hla Max hax T 2 34 ites 0 207 s0 0477 0r it can be ordered based on what the check penalizes the most Compression check details table gt wan wan wow in reina nari Fram em wi This table can also be reordered So MESES MESES It is ordered based on the wall identifiers and the efficiency of the compression curve only the total 2988 44 626 6083 44625 3168 44626 ii for the element and not for individual sections na Help 3Muri 10 6 Modal Analysis This is an area dedicated to computation of modal forms and the parameters associated with them When the appropriate button found in the analysis bar is pushed the following window will appear Modal analysis Number of vibration mode 12 Compute analysis Cancel 2 A numbe
17. 73 SteelwWwoodenb ami isiiii A ia 74 PEC VAL crisi A ie cl cet ee eee A etl 74 ero Ac ili ih ili 75 Complex Mens lt a 75 Complex eme tio il 75 Mason trae Bo Mia an ia a cad a 76 Masonry Panel Te Podria aca 76 aloe TC US AI II e E S E E S E 78 Foundation cd 79 Segment POIS A ici 80 Openings lee 81 Golumns Zia iL LA LL LL LIL Lilli es 81 A II II IN eri 82 VAS A A O LANE 85 Balconies A a aaa tae as 87 4 Help 3Muri Concentrated and lin ar loads siiis aa ae a atA Eiaa aAa EE ENANA AE a Ea i 88 Structure BONINO ti ads 89 Part X Analysis 90 Mesh denM ON ssia RR Enar 90 2 Mesh CAN ias 92 o AAA nn e lit 93 Editing NOGOS iii aaa 95 3 EditingiMaterials Liceali 97 Pushover Selismic Anal Siurana 97 Selection of the seismic conditions eil 97 CombpulationSeltingS acilia 100 Display SUS A ea 103 Display analysis deca calle 104 DED AGS Co APC O O no O te eee ee oe cere eee eee ere ee 109 Foundations ANAVS Sean A 110 Convergence Problems ta id a 111 Result 112 5 Static Analysis icl air ira 114 6 ModalAnalVss iatacccci baciata 118 7 Local Mechanisms ANALY SIS slds 119 Mechanisms INPUT ii rana 122 LA A 124 NMEMalcs noce 124 NSE UNS tases te eil An 128 E iia 131 SACAN cia 134 RESURS apolide 135 3Muri Commercial versions 1 3Muri Commercial versions 3Muri software is currently available in three different commercial versions Version Limits e Piccole Strutture Max 2 levels and max 6
18. 8 0 2 6 0 Disable analysis 5 ate an EEES Control node Select analysis a 5 20 8 0 T 20 80 Unselect all a OF Fistmoce 00 200 ows 5 00 Cesi e O x messe faa 200 000 800 Pao O x messe Fat 200 000 800 Pat DO x eistmede 44 200 os 800 a O x Fistmoce 44 200 000 800 X Masses 74 FA 2 00 200 0 005 8 0 First mode 8 0 8 0 Y First mode 705 O ret made 360 200 oos amn Osses OO ooj o oos aoo Tye O ses as amn a O v frame mo m 0005 am da O v frame O 300 o 005 aon T Lo ci Du Lo I J E E 7 7 sal as ES 19 al z i ho Land level represents the elevation of the land level The program assigns the lowest point of the structure elevation 0 The possibility of inserting this elevation allows the user to define the point where the seismic load initiates The value of this elevation must be between the foundation elevation generally zero and the maximum elevation of all the constrained nodes Analysis 101 Land level La foundation level Fa Maximum iteration no represents the maximum number of analysis steps that the solver must perform before stopping the computation if no convergences are found Control node options definition of a control node is obligatory for computation It is recommended that the node is chosen in correspondence with the highest level o
19. Magenes et al 2000 OLD_TEXT A non linear beam element model has been implemented in 3muri for modelling masonry piers and spandrels Its main features are 1 initial stiffness given by elastic cracked properties 2 bilinear behaviour with maximum values of shear and bending moment as calculated in ultimate limit states 3 redistribution of the internal forces according to the element equilibrium 4 detection of damage limit states considering global and local damage parameters 5 stiffness degradation in plastic range 6 ductility control by definition of maximum drift Ou based on the failure mechanism according to the Italian seismic code and Eurocode 8 got _ Aw _ 0004 Shear Rk 0 006 Compression bending 7 element expiration at ultimate drift without interruption of global analysis Non linear beam degrading behavior The elastic behaviour of this element is given by Structure Modelling 12EJ GEJ _ LE 6EJ hi 1 y hary W l w he 1 y EA EA T 0 T 0 0 sr 0 A N ___6EJ EJ 4 y 6EJ o EY M h y hl yw Rip hip T f ver 6EJ DEI 0 6EJ u N 3 hi 1 y h 1 y h 1 Y h 1 Y W PO 0 0 0 0 US h h __6EI 0 EJ 2 y 6EJ 0 EJ 4 y h 1 y h 1 y h 1 y hl y z 07 ki 2 2 y 24 1 v z 24 1 RE 1 2 12 gt i where The non linear behavior is activated when one of the nodal generalized forces reaches
20. R C wall Height Height of the R C wall Calculated from the point of maximum elevation to the ground Thickness Thickness of the R C wall General considerations with regards to the reinforcement that help to identify if the toothing state is satisfactory or not Checks with regards to the code requirements for anti seismic details and on the typologies of rebars plain deformed R C walls are inserted using two different typologies of elements Wall Diameters steps from the rebars and concrete cover for the vertical and horizontal rebars Possibility to define different vertical reinforcements in the end areas zone E Diameter and steps from the base diagonal rebars F C wall Horizontal Rebars Diameter O mm Mid section spacing cm End spacing O cm Ek B Base diagonal rebarz Vertical Rebars A side End E zone Vertical Rebars Diameter mm Diameter U mm as Total ema Step cm step Can Total number Rot angle Concrete cover O cm Width cm Zona E Link beam Diameters steps from the rebars and concrete cover for the vertical and horizontal 9 2 1 5 9 2 2 Characteristics of the Structure rebars Possibility to define different vertical reinforcements in the end areas zone E Diameter and steps from the base diagonal rebars Reinforcement Area of the longitudinal reinforcements and number of rebars distinguished based on their posi
21. _ _ n 1 2 L_z lil 22 Loan Tu ultimate shear N axial compressive action figure 5 Turnsek and Cacovic shear strength criterion diagonal cracking sheaf 4 gr shear sliding __ texural rocking A ge ee ee ee te ee ee eee ptt ttt tte err A ae cen an Pep E Ge hg A A AAA en es a an uN SE ni ame eno Re me ae mf Tu ultimate shear see eee ee SA A A AA prne l_ nn Jr fee Jr 2 dig j 2 2 N axial compressive action figure 6 Strength criteria comparison 28 Help 3Muri 3 2 4 3 3 masonry beams lintels The previous strength criteria can be used only with effective axial compression this is usually granted in piers but not for lintel where the shear resistance can be assumed as Vo tinta hif Where h is the height of the section of the panel t is the thickness Fo is the shear resistance of the masonry without compression According to this the maximum bending moment is AAP H Ma intel i 0 85 fat Where Hp is the minimum between the tension resistance of the stretched interposed di element inside the lintel for example a tie road or tie beam and 0 4f ht where f the compression resistance of the masonry in the horizontal direction in the plane of the wall Non linear R C element A non linear R C element is an element with six degrees of liberty with limited resistance and elastic
22. adapting the equivalent frame theory to perform the static checks in the linear field Below are the checks that are performed Slenderness check ho t lt 20 hO effective length of the wall equal to r h t thickness of the wall Load eccentricity check e t lt 0 33 e t lt 0 33 e e e V es total eccentricity of the vertical loads ea eccentricity due to execution tolerance ev eccentricity due to wind Nd vertical load at the base of the wall A area of the horizontal section of the wall after subtracting the openings fd computation resistance of the masonry coefficient for wall resistance reduction The static checks are performed in an area that is accessed using the associated button ln m sb Bi alla Structure Analysis Active level 2 The following screen will appear Analysis 3Muri DEMO File Modifica Impostazioni Strumenti Visualizza Finestra D os a zs Pareti Struttura Analisi Livello attivo 2 lt WE hal 5 d Verifiche a carico verticale BHE Oe el l Baal G Parete 4 Parata Maschi _ Nd Nr ho it elit e2 t rotti Me Max Max Max 50 0 477 0 207 6 2 1 5 3 Pianta Livello 1 E Ja ca AI Lact A Nd daN Nr dan Na sNr Nd day Nr idan Na she Na dan Nd 7 Nr 14 462 16 844 0 60 19 605 0 98 35 014 37 228 442 16 849 20 414 21 267 i 22 120 nid 23 491 25 852 i 28 214 14 456 4 514 6 896
23. and the corresponding damage The curve is obtained by using pushover analysis which predicts the assignment of a preset distribution of forces increasing in a static and monotonic manner The distribution is kept unaltered even after the fail limit is reached The analysis can also be conducted controlling for forces or for mixed force displacement The load distribution applied is intended to represent the distribution of inertial forces induced by the seismic event The profiles proposed are those in harmony with the first modal form for masonry structures more or less equivalent to those adopted for the linear static analysis and that proportional to the mass In particular in the case of regular structures the first distribution is chosen with the intention of better determining the structural response in the elastic field and secondly in the non linear field The capacity offered by the structure must then be determined through the lens of a seismic check with the demand requested by the external force that is by a determined seismic event The energy dissipation effects which offer an ulterior margin of resistance which can not be explained using only linear elastic theory are relevant in particular in the field of non linear structural response to take them into account the demand is reduced The expected response for the building as a function of a determined action is hence obtained through the identification of t
24. center of gravity of the Analysis 135 constraint lines between the blocks interested by the mechanism 10 7 2 5 The box Run verification DLS allows you to verify the Damage Limit State Normally this box is not selected because this verification is not required Pressing the OK button the calculation is performed Results The results dialog window appears when the calculation is complete Pressing SLV Verification or SLD Verification shows the corresponding results Linear kinematic SL verification Land constraint DLS check Satistied check Shown only If required DLS Vertication in calculation uote constraint Satistied check a 1 81 ms2 Ahmin 0 41 m 2 a n 1 81 m3 A amin 0 68 mi 2 de e PUY C84 4 9 ag min a x Co min Co 4 10 Performed only if selected Quote Constraint in calculation a Q The spectral seismic acceleration of the activation of the mechanism ag function of the probability of exceeding the selected Limit State and the reference life S is the coefficient that takes into account the soil type and the topographical conditions q structure factor Se T1 elastic spectrum function of the probability of exceeding the selected Limit State in this case 63 and the reference period as VR calculated for the period T1 w Z is the first vibration mode in the considered direction standardized at a summit of the building in the absence of more
25. elevation in the respective insertion window The program does not create additional computation nodes in correspondence with the position of the floors It continues to use those already defined taking into account the contribution due to the transfer of the floor with respect to these limit nodes between one level and another It is not possible to insert floor with an elevation superior to the current level unless there is already a defined level above it In order to create reliable models it is important to construct the model so that the level elevation is the average value for all the elevations of the various floors defined on that level 9 2 9 Vaults a allows insertion of vaults A window opens in which the user can select the desired vault type Floor type User defined User defined Barrel vault barrel vault vith cloister ends Cross vault Cloister vault cap vault Ok Cancel For each vault typology listed above the user must define the main parameters NES Help 3Muri Vaulted floor Barrel vault barrel vault with cloister ends Cloister vault cap vault Geometry Vault thickness at the key O cm Rise O cm Average structural thickness O cm Filling density O kaim Vault material R C layer Masonry Je R C layer thickness cm LITI Structural filling None Thrusting vault OK Cancel 0 After having inserted
26. examine If we want to consider a tilting case of a wall portion like the one represented in the image the considered case is the case of a block that rotates around the X X axis In correspondence to this point you must enter a constraint between a kinematic block and a fixed wall i portion n this case you must insert the External Hinge Los In this case the bottom block is placed directly on a wall portion that is not deformed In the E E position will be put the External Hinge In the I I position confines two blocks so will be put the Internal Hinge In the A A position the deformation mechanism will not i allow any movement out of the plan The points of this A wall can only move vertically in the plane of the wall so e W u will be put a Support Et Insert constraint Pressing this button will display the input window of constraints Analysis 129 fay The various constraint types can be inserted only in the aT _ order they are presented External hinge If you want to insert an internal hinge or a support you have to insert already an external hinge there is no equilibrium static scheme if there is no external hinge si eS The Angle box means the angle that the external hinge form with the active wall When the angle is zero this means that the rotation axis of the constraint is parallel to the wall Rot angle 0 00
27. found by eliminating all the limits that contain J from the element matrix To manage the non linearity all of the elastic contributions due to the tie rods must be kept distinct At each step it must be verified if the tie rod that previously was stretched is now compressed or vice versa If the situation changes the total rigidity matrix for the model must be corrected 38 Help 3Muri 3 4 2 Spatial Modelling In spatial modelling the walls are resistant elements with regards to vertical and horizontal loads On the other hand the horizontal structures floors vaults ceilings transfer their vertical loads to the walls and divide the horizontal actions onto the incident walls In this way the structure is modelled by assembly of the level structures the walls and the horizontal structures both lacking bending rigidity outside of the level The procedure for modelling macro elements for masonry walls which receive forces from their own level was illustrated above This instrument constitutes an important starting point for modelling of the overall behavior based on the behavior of the walls on their level In any case extension of the procedure to three dimensional modelling is not simple The correct strategy is that of conserving the modelling of the walls on their level and assembling them with the horizontal structures including those for which the membrane behavior is modelled In this way the model of the structure takes o
28. more nodes to be modify A form that includes all the data editable is loaded In case of individual selection the form contains all data node in case of multiple selection the form does not report any data of selected nodes 96 Help 3Muri Edit mesh B00 00 cm Incremental coordinate oe 2 Livetez E Constraints Free Costrained value Lx CI a Mim Ly g Mim Uz e Pm Lt dj rom Se Mit GK Cancel IO I this form is possible to define Constraining conditions Change node type 3D gt 2D 2D gt 3D Allow to modify node type This function is available one node a time 3D gt 2D To apply this function it is necessary to verify if the selected node belongs to several walls v If the node belong to a single wall the type is changed only if the node is connected to a column or a R C wall this functions is prevented v If it belongs to two walls including current one the node type is changed both this is useful when you want to delete a 3D node on a wall as it no longer makes sense to exist as a result of changes made by the user This operation means that the 3D node becomes a double 2D node one node for each walls with the same spatial coordinates and that allows the user to decide what to do of each node move or delete it Remember that the program solver can not accept that two 2D nodes coexist with the same coordinates coinciding nodes v If it belongs to more than two walls in
29. of nodes to the equivalent frame is by a truss Hf Add item After choosing the item to be add a form with all item data is loaded Suppose for example the case of pier Edit mesh Define Pier Geometry Base Y cm E i Eccentricity O cm Height O cm Barycentre Xx 0 cm Thickness O cm in Barycentre 0 em Reduction factor for slenderne o Subjected to ind loading Element nodes Bottom node Top node Material Reinforced masonry Reinforcement Masonry ORK Cancel 94 Help 3Muri Element nodes Allow user to modify element nodes of selected item in this way the user can modify equivalent frame geometry Move barycentre allow the use to move selected macroelement by insert component fo translate vector in local wall system x Z Reduction factor for slenderness p factor used for static verifications in accordance with the code If you do not perform these checks this field is not significant Input boxes of the form must be completed in all parts Ef Delete item Select one or more items to delete Hf Modify item It is possible to select one or more items to modify A form with all modifiable item data is loaded In case of single item selection in the form are available all item data In case of multiple items selection in the form are available some item data Suppose for example the case of pier Edit mesh Pier Geometry Base E cm E a
30. parameters Choosing from the Settings menu the item Static analysis parameters is possible to set static loads combinations Settings Levels management Display options Paths Model parameters Static Analysis parameters h Units and Formats All combinations factors are impost in a parametrically and directly mode in the correspondent window Static Analysis parameters factor for combination leading variable action To 1 30 f Categories of use on 1 50 1 50 Ta f snow m i 1 50 wind Fa wind Ta snow 1 50 ye 0 60 O wind OK Cancel f yg factor for the permanent structural loads les factor for the permanent additional loads Yo factor for the live loads from the use destination of the building Yo vento factor for the wind loads Yo neve factor for the snow loads ono factor for the wind loads Version 4 0 3 Units and formats It allows to configure the units SI and or English system and formats of the variables News 9 used on the program number of decimal used for the visualization or exponential format It s possible to use default settings or create and save the personalized settings Units and formats Unit scheme STANDARD Units Save as Delete f Geometry Geometry min Precision pensi Measure distance coordinates cm Reinforcement height elevation Materials Rot angle gt 2 C Stiffness Loads Results x_ cm
31. perfectly plastic behavior Mi Mi Ni Ti Li Ui Wi i uj Wj di Cinematic variables and forces characteristics for the R C beam element nt o Geometric measurements of the beam Width b and height h of the section and length I of the ae For each element the linear elastic behavior is determined directly by the computation of the shear and bending rigidity contributions These are computed based on the mechanical and geometric properties Young elastic module E shear module G and the geometry of the beam when computing these factors reference is made only to the section in cement ignoring the contribution of the reinforcement while taking into account the reduction to the rigidity due to cracking The various contributions are assembled in the elastic rigidity matrix for the indivdual element Structure Modelling 1255 6EJ 128 5 BJ PA v Pasa Pas d EA EA N 5 BJ o Ear _ GEN o EC p a MM a d yr ity d f T O 12EJ j E 12 8 o SEI Ny Pd y dt Pd e wy uu 0 2 0 I 0 fi 5 BJ o EQ _ SE o Ete A y dey id e with 2 2 2 E 23G b Eb y 201407 1 serre gno Elastic rigidity matrix of the R C beam element The resistance limits relative to the fallure mechanisms in consideration coincide with the last value This is because the elastic perfectly plastic behavior hypothesis is in effect without hardening Preliminary observations Two points from Ord
32. red and decide from which node to calculate the distance The distance is then inserted positioning the mouse closer to the node in question Version 4 0 2 New Last step Some times it could be necessary define a different value for ULS For example in SIA code is obligatory 0200 041 061 08 101 122 162 14 205 u 1 85 Do Dmax 0 85 News 11 2 5 Version 4 0 1 Reinforced masonry ed FRP Now you can perform calculations of buildings with reinforced panels using FRP or reinforced masonry Reinforcements REINFORCEMENTS EE Reinforced masonry y A Reinforcement FRP Reinforcement Reinforcement Mame Vertical Ac cm Dc cm Ad cm2 Sd cm Material Feb44k Trasversal Az cm cm Spandrel Bending reinforcements Material OK y Powerfull Mesh Editing The procedures for automatic mesh generation are sufficiently advanced that it can capture a good 95 of cases that in practice a professional designer can meet A new environment for editing can enhance the existing environment in order to describe fully the building characteristics Edit mesh ES ERA ERA ACTICIN Edit Elements Edit Nodes Eurocode 8 Select Eurocode 8 among the codes listed in the window Model parameters It is possible to modify every settings selecting the button EC8 parameters 12 Help 3Muri Model parameters Parameters EC8 TE Bilinear elastic segment and pushover intersection
33. so may be different from lp if the failure occurs for the an exceeding value of the limit shear tension the element shear has to be reduced and this causes the reduction of the moments to grant the global equilibrium of the panel according to The limit compressed length consistent with this failure mode can be evaluated imposing V Vim y 3 Ju limt 2 Sah a era And so i 3 30 forimit 21 Bat ehh N lt i As for lp also must be 0 85 frat Finally the limit shear Vy is the minimum between Vii and Vp V lt V min V V In case of the current shear overcomes the limit shear V ys it is reduced to Vand also 26 Help 3Muri the moments have to be reduced according to grant the same static scheme Mus AA I I M T l h j shear Tu ultimate N axial compressive action Mohr Coulomb criterion for shear resistance Structure Modelling 3 2 3 Shear Turn ek and Cacovic criterion According to Italian code only for existing building the shear failure can be computed according to Turnsek and Cacovic criterion the ultimate shear is defined as C 1 57 N SR 2 j i b 1 5r it Where fi and tg are the design value of tension resistance in diagonal cracking of masonry and its shear value b is a coefficient defined according to the ratio of height and length of the wall b h l but 1 b 1 5 CEE II A RE IA A A A I A REA IRR REA EI A mr es ai _ _
34. tO Micm2 EfMimm2 G Mimma Y Kina characteristics are automatically 191 67 B 33 2100 350 15 00 provided If working with The experimental values derived from the tests are requested knowl level d edge ever Experimental data Contirm values After having defined the material characteristics it is possible to define improvement parameters according to that indicated in the code Improving parameters Improving parameters Existing material Masonry type Good mortar 1 2 O Transversal connection between the external 1 2 leaves of masonry Reinforced plaster 12 In the update window for masonry materials properties there is a link to the indications found in the code with regards to masonry 6 Help 3Muri 9 1 2 New Material Masonry parameters Masonry parameters definition New material thk 0 Minm flim 0 00 Mmm Mortar type DI Unit type Brick x wy O00 kMin3 dk Cancel fbk characteristic compression resistance fv lim Limit shear resistance Tipo malta mortar classification Characteristics of the Structure MOS 9 1 3 Materials Library 9 Y This function allows the designer to import on the project in exam the materials from different libraries other Design Codes or from the user library 3Muri program has 3 main libraries types e Library Project Materials collection contained in this project shown in the material dialog window
35. that of the flexible element This operation is performed by applying a rigidity limit matrix to the same element s rigidity matrix Structural modelling also requires the possibility of inserting beams elastic prisms with constant sections identified in the level by the position of the two edge nodes Once the length prevalent dimension the area the inertial moment and the elastic module are known it is possible to reconstruct the rigidity matrix applying elastic joint rules and assuming that they remain indefinitely in the elastic field the normal formulation of elastic joints are applied Petrini et al 2004 Corradi dell Acqua 1992 In addition to the presence of actual beams architraves or r c tie beams the model assumes the presence of tie rod structures These metallic structures completely lack bending rigidity and lose all effectiveness if they are compressed This detail adds an additional non linear element to the model The total rigidity of the system must decrease if a stretched tie rod is compressed and it must increase in the opposite case Another characteristic of these elements is the possibility to assign an initial deformation 0 which determines a force Fc EAe From a static point of view once the overall vector of the precompression forces fc is determined it is enough to apply it to the structure as if it were an external load The rigidity matrix for elements without bending rigidity is easily
36. the bilinear equivalent LT a fo 2 002 46 224 40 446 34 668 20 030 23 112 LT r io 2 able 133 Gu 1 41 Dmax 0 85 ATTENTION For very small displacement values it is not possible to define new ultimate step small values could not able regeneration of the bilinear equivalent because intersection of the bilinear with pushover can t respect the constructive prescription i e the dissipated energy conservation is not possible Pa a E 0 20 0 41 1 61 0 8 I wt 10 4 3 2 Display Results E This window shows a table with information about the percentage of damaged elements in each wall The walls are shown in order based on the percentage of damaged elements With this system the most damaged wall is easily identified as it is always first on the list cawal It is possible to immediately load the image of the selected wall the corresponding line In this way it can be viewed to take action The percentage of failed elements presented in the table can be defined by the beginning of the load history or by the current analysis step no Help 3Muri Display results Damage level Displacement control Substep 1 of 29 Failed elements current step from first step f compared to previous step Masonry a Beams 86 0 00 0 00 0 00 0 00 0 00 all all elements 4 Ma sonry FLO walls Columns Beams A second area for displacement control places the
37. the openings the portions of masonry masonry piers and spandrel beams where deformability and damage are concentrated can be determined This can be verified by observing the damage caused be real earthquakes and with experimental and numerical simulations These areas are modeled with finite two dimensional macro elements which represent masonry walls with two nodes and three degrees of liberty per node ux uz roty and two additional internal degrees of liberty The resistant portions of the wall are considered as rigid two dimensional nodes with finite dimensions to which the macro elements are connected The macro elements transfer the actions along the level s three degrees of liberty at each incident node In the description of each single wall the nodes are identified by a pair of coordinates x Zz in the level of the wall The height z corresponds to that of the horizontal structures The degrees of liberty are solely ux uz and roty for two dimensional nodes Thanks to the division of elements into nodes the wall model becomes completely comparable to that of a frame plan During assembly of the wall the possible eccentricities between the model nodes and the Structure Modelling ends of the macro elements are considered Given the axes that are the center of mass for the elements these cannot coincide with the node Hence in the rigid blocks it is possible that eccentricity may be found between the model node and
38. these materials are only available for the active project e Design Code Library The material properties are defined as indicated by the various Design Codes There is a library for any Design Code At the moment you open a new work is uploaded to the library project the contents of the selected corresponding Design Code e Library User It is empty by default and is filled by the user according to his needs If you use very often the same types of masonry materials it can be stored in the user library to use it in future projects User Library After defining a new or existing material will be shown in the tree to the left of the window material The defined material is now available within the project if this material is usually re used for other projects different from the project on which you are working you can save it on the user library to be able to retrieve and use later in different models To use the material created in the current model or in a different model after you create E it you must select the name and press save in the library O nen you open a different model and you want to import a material into the design library from the library user proceed as follows Library Open the Material Library Help 3Muri Materials libraries MATERIALS Masonry El Concrete Rebar steel grades a Structural steel Switzerland code 514 User Wood Mimi kblim3 Micm2
39. walls in order based on the relative displacement of the floor In this way the zone with the greatest displacement can be identified 0 0002 0 0002 0 0001 0 0001 10 4 3 3 Foundations Analysis E Pushing this button will display a table that shows a list of wall segments For each of these the tension in contact with the soil foundation ground of the current step and the maximum value between the first step and that corresponding to the displacement value equal to Dmax is shown Analysis 11 E 10 4 3 4 Convergence Problems In some cases the program may indicate a lack of convergence for the Self weight ATTENTION PLEASE ERROR DURING ANALYSIS 1 Since the model has NOT achieved convergence the results are NOT reliable Please check if the model is correct A check on structural element deformations and damage state may help finding possible modelling errors Often this notice is shown when there is an error of modeling or under sizing of some structural elements For example not enough beam reinforcement Under sizing don t allows the element in question to resist in the static field In this case a lack of convergence is created in the non linear analysis The best way to identify the points where structural weakness led to the problem is to view the wall deformation with its respective level of degradation When a lack of convergence is found the user is still able to see the results show
40. window summarizes the check parameters according to each norm indicating whether the results were satisfactory or not On the right of the window there are commands with the following functions Display f Te Display analysis details details Insert all analyses in Print the parameters of all the analyses in the report report amp ctivate code Activates visualization of the results according to the chosen code Delete Beas Deletes the results of the analyses performed CES With this button a file containing the foundation loads is exported This file is created so as to become input for the Piano soil program for computation of the foundation structure Piano soil is a product created and distributed by Aztec Informatica www aztec it 104 Help 3Muri 10 4 3 1 Display analysis details File Edit Settings Tools Display Window 5 amp Gi a ls Walls Structure Analysis i Je nocercisplecements E Wall scale deform factor 5 Active level J2 gt Sit E 4 att oo B e gres ies i ba EL tone T Autorun MX E pistorted wall 3 Step 29 of 29 Rot X rad o 00000 0 00000 0 00001 0 00000 0 00000 0 00000 0 00005 0 00001 0 00009 0 00005 0 00000 0 00000 0 00000 0 00005 0 00001 0 00013 0 00000 0 00000 0 00001 0 00005 3 Distorted level plan 2 NTO8 ULS check satisfied DLS check satisfied Ux gt Control node 26 A
41. 00 0 054 0 002 000002 0 00005 14 0 000 0 000 0000 000000 0 00000 15 0 089 0 077 0 005 0 00010 0 00011 16 0 224 0145 0007 0 00012 0 00012 0 000 0 000 0000 000000 0 00000 0 072 0 035 0 000 000003 0 00007 0 000 0 000 0 000 o 00000 0 00000 25 0 086 0 009 0 004 0 00000 0 00011 26 0 224 0 030 0 007 0 00001 0 00013 Distorted level plan 1 wie Ts men ri mea 52 69 3 655 0 14762 1 3 3 2 554 192199 3 21 32 19 031 4 l 11 77 3 210 ME 6 5 75 15 728 2 63 7 562 oo 3825 186 839 0 00 2 oo 24264 o oosa o om 1 oo 21820 io oss 27 om 1 oo a ni oom oo 5 ooj 36722 az onan a om TEE Ux Control node 1 Average level displacements1 16 Help 3Muri 2 8 Version 3 1 0 Here is a list of the main updates for this release of 3Muri Possibility to perform Static Checks This is a module which performs static checks according to the code in effect Here is a list of the checks Slenderness check Load eccentricity check Vertical loads check The static checks are performed in an area that is accessed using the associated button Deb Oe ais Structure analysis I mer The following screen will appear File Modifica Impostazioni Strumenti Visualizza Finestra S gt 5 i zes D os a a Pareti
42. 00 m of floor surface 6 Help 3Muri 2 News LM Local Mechanisms 3muri Module In the existing masonry buildings are often missing systematic linking elements between walls at the level of the floors which means a possible vulnerability towards of local mechanisms that can affect not only the collapse out of the plane of individual wall panels but more extensive portions of the building Tremuri LM is a calculation module inside the Tremuri program which is dedicated to the evaluation of the building safety against such mechanisms The module Tremuri LM exploits the versatility and the input ergonomics of the program TreMuri to finalize a spatial model on which the user can investigate the possible mechanisms 3Muri DEMO File Edit Settings Tools Display Window D gt Gi w 7 als Toolbar Local mechanisms essione Plant with the selected wall Materials Library This function allows the designer to import on the project in exam the materials from different libraries other Design Codes or from the user library 3Muri program has 3 main libraries types e Library Project Materials collection contained in this project shown in the material dialog window these materials are only available for the active project e Design Code Library The material properties are defined as indicated by the various Design Codes There is a library for any Design Code At the moment you open a new work is uploaded to th
43. 1 Input phase In this phase the user inserts the data necessary for performing the analysis Define geometry The geometric characteristics of the structure that is the placement of the walls in the plan and the height of the floors constitute the foundation for insertion of the structural objects found in the next phase The geometric data mainly segments are inserted directly in drawing mode or by tracing a DXF or DWG file Practical rules for effective importation Prepare the tables before importing e Position the origin of the reference system in one of the vertexes of the plan e Define the limits of the graphic area around the plan to be imported CAD program limits command e Delete contiguous designs and images around the plan maintaining only items that are truly useful Delete any screens that may be present e Check the unit of measurement selected 3muri uses unit that you can see in Units and formats geomety setting default cm In this way it is possibly to correctly scale the design before importation and to define the scaling factor to be used e Select the plan and blow up everything There should not be any blocks e Save the design in dxf dwg format version 2000 Structural characteristics The structure is composed of structural objects which constitute the resistant elements The objects are mainly vertical masonry walls with possible reinforcements tie rods tie beams columns floors for
44. 3362 8 luglio 2004 Norme Tecniche per le Costruzioni in zona Sismica D M 16 gennaio 1996 MOS Help 3Muri 4 2 1 4 2 2 4 2 3 4 2 3 1 N T D M 14 gennaio 2008 Le prescrizioni per questa normativa mostrano le seguenti peculiarita Carico sismico La definizione degli spettri mediante il carico sismico non pi legata alla zonizzazione ma alle coordinate geografiche latitudine longitudine secondo quanto prescritto dal reticolo di riferimento in base alle indicazioni riportate nell Allegato A delle Norme Tecniche Carico statico sui solai Per questa normativa necessario definire il solo fattore y2 Stati Limite Gli stati limite da prendere in esame sono i seguenti paragrafo 3 2 1 delle Norme Tecniche e Stato Limite di Salvaguardia della Vita SLV e Stato Limite di Danno SLD e Stato Limite di Operativit SLO N T D M 14 settembre 2005 Le prescrizioni per questa normativa sono le medesime riportate nella precedente tranne che per la computazione dei carichi Carico statico sui solai Per questa normativa necessario definire il solo fattore y2 Carico sismico Lo spettro di progetto per lo Stato limite di danno differente da quello ultimo necessario definire le classi di importanza dell edificio O P C M 3274 3431 Secondo quanto riportato nella normativa sismica OPCM 3274 si rendono necessarie due differenti verifiche una per quanto riguarda gli stati limiti ultimi SLU e un
45. 6 in which as seen in the figure the boundaries with apex 1 and 2 respectively make reference to the force limits corresponding with the virtual nodes identified in the walls 1 and 2 to which the three dimensional node belongs Y X In this way modelling of the wall can take place on the level recovering that described in the preceding chapter The nodes that only belong to a single wall remain two dimensional They maintain only three degrees of liberty rather than five 40 Help 3Muri The floors modelled as finished orthotropic membrane three node elements with two degrees of liberty per node displacements ux and uy are identified with a warping direction with respect to that characterized by an elastic module E1 E2 is an elastic model with a direction perpendicular to the warping while n is the Poisson coefficient and G2 1 is the elasticity tangential model E1 and E2 represent the degree of connection that the floor thanks to the effects of the tie beams and tie rods exercises on the element nodes on the level of the wall G2 1 represent the shear rigidity of the floor on its level and the division of the actions among the walls depends on this It is possible to position a floor element connecting it to the three dimensional nodes This is because the floor element functions principally to divide the horizontal actions between the various walls in proportion to their rigidity and its own In this way it makes the model
46. Eccentricity 0 00 cm Height 150 00 cm Barycentre X 473 14 cm Thickness 40 00 om Barycentre Z 165 00 cm Incremental coordinate Reduction factor for slenderne 1 00 Subjected to wind loading Element nodes Bottom node E Top node Material Reinforced masonry Reinforcement Masonry OK Cancel Multiple selection v Only new data inserted in input boxes are modified To keep the original data of selected items leave the input boxes blank Fro instance to move up of 10 cmall selected piers it is necessary e Checking the box Incremental coordinate e insert in Delta Z input box the value 10 e Click on ok button All the characteristics of the selected piers remain unchanged except barycentre coordinated and therefore piers are shifted by 10 cm upwards v It is impossible to modify elements nodes Analysis 95 10 2 2 Editing Nodes E dI a l Editing nodes functions aare available for 2D node as well as 3D fz a Add node a form with all node data is loaded Edit mesh Define Level Constraints Free Costrained Value Lx amp oe Mimi Ly e M Uz Nm Lt i 6 Mt f amp M GK Cancel 0 Input boxes of the form must be completed in all parts Pa Delete node Delete all selected node if they are not related to items on the current wall or on other walls in case of 3D nodes ay a Modify node It is possible to select one or
47. Element identifiers If Wall axis OK Cancel 9 Direction shows the local reference system for the walls so that the designer can understand the eccentricities sign of the masonry panels with respect to the wall Select objects by number The command Find allows a wall wall segment floor column or a balcony to be found in the drawing area if its identifier is known Wall Wall segment fo dal wal A Floor ps de Node de Vault de Column de Delete symbols UK Balcony de Delete symbols DK Remember that wall segments are segments of walls that are assigned definitions e g M33 T122 C54 In the space the identification number must be inserted not the letter which precedes it which only indicates the type of element Create image fromthe screen This produces an image file bmp from the screen being used in the report area 7 6 Snap The program includes an automatic recognition system for the important points of the Support graphic entities on the typical dxf files imported from a generic CAD system or on the walls 6 Help 3Muri 1 1 The snaps described above are available during the wall insertion phase These snaps do not need to be activated by the user They automatically become available based on the position taken by the mouse arrow on the visualized entity Middle x 4 Perpendicular Hx to the Wall a Selection When the cursor is position
48. Struttura Analisi 111 Verifiche a carico verticale y Werifiche a carico verticale Livello attivo 2 lt iji H 5 Elparete 4 LOR Maschi _ Nd Mr ho it elit rotti Max Max Max 7 2 34 75 0 7 50 ATT 0 207 Pianta Livello 1 f alx sen IDA ita Nd daN Nr daN Nd Nr Nd daN Nr daN Nd Nr Nd daN MN Nd Nr 36 O98 14 462 24 937 058 16 944 28 018 O60 19 225 0 98 35 014 19 849 37 228 20 414 nid 21 267 39 23 491 nid 25 852 33 239 EE n d Optimization of the area for Report creation The view and pagination have been improved The program automatically creates both the seismic and the static checks reports The user needs only to select the report to be created from the drop down menu S E global seismic 7 Multiple Language Management It is possible to use the program and write a report in languages other than Italian OKI DEMO Relazione OPCM 3274 Italiano The possibility to manage other languages is a separate module from the basic program It is activated based on request Exporting in Piano soil Procedure that exports a file containing foundation loads This file is created so as to become input for the Piano soil program for computation of the foundation structure Piano soil is a product created and distributed by Aztec Informatica www aztec it IS Help 3Muri 3 3 1
49. a per quanto concerne gli stati limite di danno SLD Verifiche SLU Gli elementi murari mobilitano la loro resistenza fino a quando raggiungono il valore massimo del drift per taglio o per presso flessione Al raggiungimento di tale valore il contributo di resistenza apportato da quell elemento viene meno Il progressivo danneggiamento causa un decadimento dal suo valore di picco della curva push over Quando tale valore arrivato all 80 di quello di picco si ricava il valore dello spostamento ultimo offerta dell edificio Dalla curva push over dell edificio si passa alla curva dell oscillatore semplice associato in modo da poter cos calcolare il periodo del sistema equivalente che attraverso lo spettro dettato dalla normativa permette di calcolare il valore massimo dello spostamento richiesto dal sisma domanda del sisma I controlli D del sisma lt D dell edificio q lt 3 indicano il corretto superamento della verifica q indica il rapporto tra la forza di risposta elastica e la forza di snervamento del sistema equivalente Oltre ai parametri necessari a questa verifica il programma calcola anche il valore delllaccelerazione limite a collasso che genera il valore dello spostamento richiesto dallo spettro pari a quello ultimo Reference code 4 4 2 3 2 Verifiche SLD Lo spostamento massimo a SLD D il minor valore tra Spostamento corrispondente al massimo taglio alla base Spostamento
50. accurate valuation is assumed y Z H where H is the height of the structure regard to the foundation y modal coefficient participation in the absence of more accurate valuation can be taken y 3N 2N 1 with N number of floors of the building i In the case of e Land constraint should only be conducted the verification with simplified structure 196 Help 3Muri factor q linear kinematic analysis e Quote Constraint should be conducted both calculations the verification with simplified structure factor q and the verification taking into account that the spectrum of response is related to the probability of exceeding of 10 over the reference period VR When the calculation is done appear the window that shows the section and allows to see a motion movie with the deformity progressive of the section Sezione Passo 46 B1 Le Auto Run Play button It allows you to start the motion movie showing the deformation evolution of the structure The vertical scroll bar allows you to place in any of the intermediate steps of the movie The deformed section is drawn in a precise point on the wall front a Section The section is represented in the wall front by a vertical underscore line The button move section line allows you to replace the section line by clicking a point in the graphics area
51. ages you can see how the walls synthesize a combination of masonry walls representing them with their axes the red lines represent the walls 3 ii a 4 a Di n men o men eS m E Exploding the wall system it becomes clear why various contiguous segments with structural environment definitions belonging to the same tangent must be modelled using a single wall If wall segments do not have definition in the structural environment on any level then in place of a single wall multiple walls are inserted on the same tangent Here though they are NOT contiguous The two figures shown below clarify the correct way to create the model Wall 1 must remain a single piece and not be divided in four walls Single wall CORRECT MODEL 52 Help 3Muri The walls can be managed on all levels and can be deleted added to or modified in all design phases When a wall is inserted the SNAP to the existing nodes or the development of another already inserted wall is automatically activated The walls are segments that go from node to node TYPE 1 wall endpoints are indicated with a small blue ball it is a vertical wall endpoint Walls whose initial point is found inside of another wall generate a node that does NOT graphically divide the contact wall TYPE 2 wall endpoints are indicated with a green square In the figure below the wall endpoint is for wall b and is a contact node for a During the insertion phase a th
52. analysis is conducted increasing the loads in monotonic mode and then deriving the horizontal displacement of the structure Once the conventional displacement is exceeded which is calculated automatically the structure is considered to have collapsed The horizontal force horizontal displacement Curve can be constructed which represents the capacity curve or the behavior of the structure with changes to the horizontal loads Note that this curve is independent of earthquakes as it is a characteristic intrinsic to the structure a function of the geometry and resistance characteristics of the materials Drawing area for analysis and presentation of results 3 3Muri DEMO Fie Update Settings Tools Display Window 7 l amp El at Walls Structure Analysis 454 Active level 2 g3 EF Fl E y qn Ul ER an Hi Po Check The check compares the displacement offered by the structure and that required by code Seismic parameters Definition of seismic parameters and evaluation of the parameters derived from the structure s capacity curve permits determination of the request in terms of displacement of the spectrum for the project at hand The check compares the two displacements forces in the case of D M 1996 that offered by the structure and that required by code If the first is greater than the second then the structure satisfies the check If not the structure must be modified changing the necessary parameters 6 2
53. are buttons that can be used to regulate the parameters for the analyses Edit Select the computation parameters for every individual analysis set common data Select the computation parameters used for all analyses SERENA Enables computation of a type of analysis currently deactivated gonna Disables computation of all analyses The parameters for each analysis can be selected in the following window Computation parameters E Seismic load pattern Computation parameters Ubstep Substeps represents the number of displacement steps computed by the solver for the seismic load pattern Tolerance represents the degree of tolerance reached by the non linear computation Maximum displacement represents the maximum displacement that the structure s control node can withstand Analysis 103 10 4 3 Display results This window shows the results of the seismic computations performed on the model based on that indicated in the code Check analysis Code Insert in Earth Uniform Ecc Dmax Du SLY Dd DLS Dmax SLO Do SLO ue air qt SLY Dmax DLS Alpha u OPCM 3274 report quake pattern of L SLY cm cm cm cm cm Display NT gt X Masses 0 293 1955 1 369 DUA doo 0 067 cc 2192 5 analysis y Y Masses i 2 846 6 209 details DM gt Insert all analyses in report Delete analysis Colour legend O satisfied MA not satisfied Self weight not converging Export Piano Soil This
54. atically Using the arrow on the right of the report button the user can prepare either the seismic check report or the static check report When the button is activated on the tool bar the report creation window opens Main commands 59 Relazione OPCM 3274 Italiano Relazione OPCM 3274 Descrizione della struttura Y Y Numera pagine da num Pa Neo ilar IB B7 u apc 3 l E A La presente relazione ha per oggetto l analisi delle strutture le considerazioni di merito i calcoli svolti per l edificio sito in aie Telaio equivalente ME Carichi MEA Analisi incrementale a collasso pust MIE Spettro da normativa ME Risultati lt Galleria BMP 27 05 2008 14 35 Asterina an On the left the subjects for designing masonry buildings are found in order The user can decide what to include in the report by selecting the box on the left of the descriptions In the lower part of the screen there is a gallery of images that the user has saved during the design phase using the save image command With this button the user can select the language for the report af tel This command saves the image seen on the screen at that moment Gallery Commands x Deletes an image from the Image Deletes an image from the Image Gallery Li an external image to the Image a mu an image in the report scheme Moves an image inserted in the report allowing the user to dec
55. c composite floor Continuous concrete slab Parameters b cm h floor cm lt gt crm E concrete Minm Computed values Thickness 4 cm 1000 Mamma O Minmi O Mamma 0 OK Cancel IO After having inserted the geometric mechanical parameters click the OK button Then carefully select the nodes on which the floor will rest After select a reference structural element to define the direction for the floor s warping parallel perpendicular or user defined When selection is finished the following window will appear 84 Help 3Muri x Modify Geometry Gk uu uu Gk Elevation cl cm GE 500 datina 200 darlin Static verifications Roof Support lenght O cm OPCM 3274 wo 030 1 00 Type Imasonry r c composite floor T Thickness A cm G 12083 Mim Ex 55100 Mimm2 Ey 29000 Mimm2 7 020 fe Unidirectional f Bidirectional Main direction loading do Oh Cancel 9 In the upper part insert the load actions on the floor as either permanent Gk or variable Qk These can be combined according to the coefficients indicated in the code If the user desires it is possible to use the Code button to get additional information about choosing the combination coefficients Static checks contains the parameters necessary to perform the static checks It is necessary to check that the floor being examined is covered and indicate the support
56. che genera il drift ultimo di piano valore dato dalla norma Lo spostamento massimo secondo lo spettro della normativa si ottiene riducendo l accelerazione di un fattore pari a 2 5 La verifica risulter soddisfatta seguendo il seguente controllo del sisma a SLD lt D dell edificio Dn ax 4 2 4 N T D M 16 gennaio 1996 Secondo quanto riportato nella normativa si rende necessaria la verifica di resistenza strutturale che equivale a controllare che la struttura sia in grado di sopportare le azioni sismiche previste dalla normativa Il programma calcola il valore del carico sismico per l edificio modellato e lo confronta con il massimo carico sopportabile dall edificio corrispondente al valore di picco della curva di capacit La verifica risulter soddisfatta seguendo il seguente controllo F carico sismico richiesto dalla norma lt F carico ultimo dell edificio 4 3 Switzerland Reference code are SIA 2018 P SIA 266 SIA 261 SIA 260 MOS Help 3Muri 5 General schema of the program 3Muri executes Non linear static analysis on masonry buildings The process to follow in the verification of the structure to examine consists of the following phases model geometry definition structural features structural object equivalent frame non linear A capacity curve analysis pacity seismic parameters B displacement request YES ae General schema of the program 4 5
57. cluding current one the operation is prevented 2D gt 3D In this phase the program prompt user if exist any incidental wall The program checks if the input wall intersect current wall and it looking for in the incidental wall a node that geometrically coincides with the input node the node in curente wall and the node in incidental wall area trasformed in 3D node typ N B It is impossible to apply undo on these functions because of UNDO is valid onlyfor current wall These functions involved mome tahn current wall son they are not Analysis 97 cancelled in edit mesh 10 3 Editing Materials 11 This function allows you to edit only the materials related to pier and spandrel without intervening on the geometry of the mesh and then on the characteristics of the equivalent frame Select the item to modify Pier Spandrel beam It is possible to select one or more items to be modify The following form is loaded Pier Spandrelbeam n 39 Material MERE Masonry se Reinforced masonry Reinforcement In case of single selection the form contains all data item in case of multiple selection the form does not report any data of selected items If you want to modify only one of two items of the form simply leave unchanged the other one 10 4 Pushover Seismic Analysis 10 4 1 Selection of the seismic conditions Seismic load allows to set the earthquake zone and the class of the soil according to the indicat
58. cted the line insert the distance and the direction in which the copying should occur Divide divides an object into two parts Select the line with the left mouse button Then apply the division in the desire point Trim truncates two intersecting lines Two lines are selected based on the direction in which the truncation should be applied Basic concepts for using the program 51 6 5 Extend Extend a line out to another object line circle polyline First select a line to extend Then select the object to which it should be extended Delete deletes graphic entities Objects are selected with the left mouse button and then highlighted in red Pressing the right mouse button will delete them Undo delete Undo the delete command Text Allows insertion of text boxes in the drawing and the dimesioning relative to the structure PLEASE NOTE DO NOT USE THESE COMMANDS FOR STRUCTURE MANAGEMENT THEY ARE SIMPLY AN AID FOR INSERTION OF THE STRUCTURE Wall The lines that represent the walls are the basis for the definition of masonry panels beams tie rods and columns The wall represents the synthesis taken from the architectural design of the structure to be modelled both on the horizontal as well as the vertical plane Synthesis because it is necessary to include all the principal resistance aspects of the structure simplifying if necessary the scheme that is graphically inserted In the following im
59. cteristics of everything the user has inserted through the interface during the model creation phase The tree structure on the left makes navigation through the tables easier The tree is organized into five main branches Materials This contains the material typologies used in the project with their mechanical characteristics Elements This contains the elements used divided by typology according to that indicated in the characteristics definition window described below grouped by level Equivalent frame This contains everything that has to do with mesh definition from individuation of the geometric position of the noes to definition of the characteristics of the elements grouped by wall Constraints This contains the identification number of the constraints with the rigidit y relative to the degrees of liberty for the node in question In the table the letter V indicates a perfect constraint with infinite rigidity Element table MODEL DATA Materials Masonry 11 steel 1 Masonry wall Wall elevation Elements pepe pu cm Height cm Thickness cm Tie rod material elley Livello 1 he CE toy an Sto a reso STI fa Masonry a o does sita S a a Masonry o does SARAI J E 0800 Fe Constraints AI oa IA S u E aoa IA Masonry sto 30 soFesso global seismic verification h global static verification The report tool allows the user to create project reports autom
60. d cm Material cTrasversal A cm cm Sspandrel Bending reinforcements Material OK Main reinforcements types e Reinforced masonry e FRP fabrics e Reinforcement New reinforcement Allow to define properties of new reinforcement type 9 2 4 Characteristics of the Structure Reinforcement properties In defining the characteristics of the reinforcement you can decide the its distribution by area and spacing It is also possible to define a concentred Vertical reinforcement Reinforcement on panel ends ee 800 Ac iem When you assign a reinforcement of a particular Dietas bel ssn building panel the requirements defined in the reinforcementipanel end 30 00 de cm type of reinforcement will be allocated to individual masonry macroelements pier and spandrel Spread reinforcement sa 000 Adim The vertical reinforcement will be assigned only step 0 00 Sd cm to pier trasversal reinforcementwill be assigned Material to spandrel too if the box Spandrel Bending Fe a reinforcements will De checked Every concentred reinforcement is automatically Tera definied as simmetrical as to element ends Area O00 Asw cm Step 0 00 cm Spandrel Bending reinforcements Material No definition OK Cancel 9 Other functions Edit reinforcement Delete reinforcement Duplicate reinforcement Foundation It is possible to activate a text box called Foun
61. damaged and the cause of the damage shear compression bending It is also possible to examine the tendency towards damage for all non damaged elements as well as determining whether they become plastic due to shearing or compression bending This type of visualization is not only for masonry elements but also for reinforced concrete steel or wood This instrument is also extremely useful for the management of necessary corrective changes toexisting buildings It makes it very easy to identify the zones in which to make changes i Auto Run l n l Selecting the command Autorun an animation of deformation can be seen which shows the various phases of damage advancement E Color legend Shows a color map which identifies the various types of structural damage The map shows the damage for masonry elements as well as those in reinforced concrete steel or wood Undamaged shear damage Shear failure Bending damage Bending failure Be Compression failure Tension failure Failure during elastic phase R C Undamaged shear failure Bending damage Bending failure Compression failure Tension failure el shear failure in ufficient diagonal reinforcement Steel o Undamaded Bending damage A Compressive damage Tensile damage Ineffective element Back to elastic condition Undamaged Bending failure y Compression failure Tension failure 5 Display3D mesh Shows the 3D mesh showing it in function
62. dation In this way during the insertion phase the user can decide if each wall goes directly into the foundation so as to define the constraints This option appears as active and non editable when the first level is inserted Here the base nodes are definitely in the foundation At the higher levels the option appears as nonactive but editable Selecting that a panel goes directly in the foundation means constraining all the degrees of liberty for the base nodes both at transfer and at rotation Different constraint conditions can be inserted only during the mesh editing phase during environment analysis while displaying the front view of a wall with the mesh After having decided that a given structural element is in the foundation the button Foundation characteristics is activated In this way the characteristics of the foundation necessary for calculating the tension in contact with the ground can be defined The window that appears allow definition of the dimensions for the foundation beam the 80 Help 3Muri material and if necessary a permanent load applied directly above the foundation Foundations Base ho cm Height tem Additional dead load Material Masonry CK Cancel 9 9 2 5 Segment Points Segment points can be inserted using the left mouse button This function can be used to assign various materials to a single wall or to insert a segment point at the intersection of more than one wa
63. de of the wall on which the overhang will be created is identified by clicking in the drawing area of the corresponding side Help 3Muri oint Step 2 Click in the drawing area of the corresponding side Step 1 to identify the alignment Two points on the wall The length of the balcony is inserted graphically through the insertion of the starting and ending points without the use of fixed alignments for the insertion Geometry Static verification Support lenght NTOS po 0 30 Insert mode f Single point Alignement Insert Y cm 500 daMim2 200 dablim2 O cm O cm O cm f Two points on the wall Ez l S OK Cancel IO 9 2 11 Concentrated and linear loads Allows the insertion of concentrated or linear loads both at permanent part as well as accidental The window shows the multiplier coefficient for the actions according to code requirements Characteristics of the Structure NES Insert Concentrated Linear Gk Y dat Ok O dal NTO 2 0 30 OK Cancel 0 9 2 12 Structure Editing F Copy attributes Sf Copies the definitions of the structural elements characteristics wall segment Using the drop down menu choose the typology of structural Opening element whose properties will be copied Si Select the reference structural element to be copied vault Balcony Load i Paste attributes Paste the prop
64. drawn system block based on the visible cracks of the structure A portion of the masonry of the wall plug wedge participate in the tilting of the perimeter wall Axonometric views such as those described above are visible by pressing the 3D View button K Different blocks in the same kinematic must be connected together through the constraints The absence of constraints implies that two blocks are linked together in a rigid mode To ensure that this is true it is fundamental that the delimitated areas by the two blocks have at least two points in common For example the case of the image above shows two blocks from two different walls where is given the absence of constraints along the intersection of the blocks it generates an overall behavior like two blocks formed one unique body Therefore apply the following construction rules CORRECT Blocks 1 and 2 have a common side NOT CORRECT The blocks 1 and 2 have only one common side NOT CORRECT The blocks 1 and 2 have no common point Analysis 127 NOT CORRECT The blocks 1 and 2 are overlapped x Delete blocks Selecting one or more blocks in sequence confirming by pressing the right mouse the selected blocks are deleted 128 Help 3Muri 10 7 2 2 Constraints The kinematics blocks do not have any default constraint The constraint conditions must be specified in an appropriate mode depending on the mechanism type that would like to
65. e conglomerate of both the compressed flow and the core trusses The lattice is completed with longitudinal reinforcement 3 3 3 2 1 Conglomerate check The check compares the computed shear with a cautious expression for the compression resistance of the inclined trusses In the case in which the core contains pre stretched rebars or injected cables with a diameter of Obw 8 it is necessary to use the computation for the nominal width of the core Structure Modelling ba by D 2 where gt is calculated for the most unfavorable level To verify conglomerate that is compressed obliquely it is possible to use Magy S020 7 Ad as fcd is the computed resistance when compressed The indicated shear resistance expression corresponds to cases where the transversal reinforcement consists of orthogonal stirrups at the central line a 90 If the stirrups are inclined 45 lt a lt 90 the shear resistance expression should be taken to be equal to 0 30 b d 1 cot0 with an upper limit of 0 45 fcd bw d In the case of raised rebars most of that indicated above is not applicable 3 3 3 2 2 Transversal core reinforcement check The shear computation must be less than or equal to the sum of the resistance of the core reinforcement and the contribution of the other elements of the ideal lattice In any case the computed core reinforcement resistance must not be less than half of the shear computation The transversal reinf
66. e constituent links Finally the results of compression and traction are calculated Ne Non NL N os As N os As N P afc bd f Deformation limit diagram and corresponding tension diagrams These provide the equilibrium at transfer a and rotation computed with respect to the geometric center of mass of the section N N N No a M N de N d No do b Coordinates N and M correspond with a failure deformation and identify a point in the limit domain on the N M plane Computation of section rotation and collapse Calculation of section rotation with respect to the cord to then be compared with Structure Modelling collapse rotation is done with reference to the definition found at point 11 3 2 1 of Ordinance 3274 03 and subsequent modifications and supplements Deformative capacity is defined with reference to rotation rotation with respect to the cord O in the end section with respect to the conjunction line This with the zero moment section at a distance equal to the span LV M V This rotation is also equal to the relative displacement for the two sections divided by the span Calculation of the collapse rotation is done according to Annex 11 A Ordinance 3274 03 and subsequent modifications and supplements Rotation capacity with respect to the cord in collapse conditions Ou can be evaluated using direct experimentation numeric modelling considering the contributions of concrete
67. e divided by 1 6 For elements that do not have adequate anti seismic details the value given by the expression 11 A 1 must be multiplied for 0 85 In the presence of plain rebars and insufficient anchorage conditions the value given by the expression 11 A 1 must be multiplied by 0 575 Please note that calculation of the collapse rotation is done with exclusive reference to primary elements as defined in 4 3 2 of Ordinance 3274 03 and subsequent modifications and supplements as a precautionary measure For this reason coefficient yc is assumed to be equal to 1 5 32 Help 3Muri 3 3 3 3 3 3 1 Shear mechanism To check the last limit state for shearing forces mono dimensional elements with longitudinal reinforcement Elements without shear reinforcement The use of elements without shear resistant transversal reinforcement is allowed for slabs plates and other structures with analogous behavior provided these elements have sufficient capacity to share the transversal loads 3 3 3 1 1 Conglomerate check The shear computation should not exceed the value that determines the formation of the oblique cracks with reference to the computation traction resistance f Also taking into account in addition to the load effects the coercive states that favor formation of cracks 3 3 3 1 2 Longitudinal reinforcement check 3 3 3 2 The check transfers the diagram of the bending moment along the longitudinal axis in the di
68. e ends With regards to the shear resistance check this is performed by comparing the calculated shear value which is compatible with the equilibrium of the element on the basis of the moments developed at the ends with that limit If this check is not satisfied and the shear resistance is less than that calculated then theelement will be evaluated as collapsed and hence no longer able to support forces due to the fragile breakage mechanism hypotheses Please note the dependence of the maximum resistance limits for bending and shear on the normal compression strain It follows that these comparison values are not a constant property of theelement They can vary during the analysis following redistribution of the actions towards the elements which contribute together tothe total equilibrium of the structural system 36 Help 3Muri 3 4 3 4 1 Three dimensional Modelling The three dimensional modelling used is the direct result of observation of real building behavior and experimental tests These allowed the introduction of some hypotheses about structural behavior of masonry constructions As mentioned above damage mechanisms observed in buildings can be divided into two categories These depend on the type of wall response and their mutual degree of connection so called first mode mechanisms in which walls or portions of walls receive orthogonal forces on their floor and second mode mechanisms in which the wall responds to t
69. e library project the contents of the selected corresponding Design Code e Library User It is empty by default and is filled by the user according to his needs If you use very often the same types of masonry materials it can be stored in the user library to use it in future projects New parameters for the Pushover calculation News New output of the capacity curve for using weighted average displacement mass weighted Analysis Code ECS Land level General data O em Maximum iteration n 300 Self weight precisic 0 005 Control node C Use weighted average displacement Improve results presentation Underline of the most significative analysis Yerifica analisi SH Normativa OPCM 3274 NT 05 X Mas 0 06 0 84 1 094 0 03 0 12 0 02 0 12 1 modo DM 96 Masse 1 modo Masse 1 modo Masse 1 modo CO ool S ol Masse Masse aaa ae eee ee 1 modo Si male a A a aaa AR 1 modo si lt lt mo lt Masse Masse lt 1 modo N PO RO ho he n HAAK RR 1 lt Y 11 modo Legenda colori verificato E Non verificato Non converge a p p E Analisi pi gravosa Presentation of new calculation parameters valu
70. e masonry walls with the systems of different technology for resistance to seismic events it must be verified using non linear analysis methods static or dynamic 3 3 1 Resistance Criteria Resistance mechanisms that are considered are ductile bending with or without normal forces for each of the beam ends with the consequent formation of a plastic hinge and fragile to shears in conformance with the criteria found in the code In addition simple compression collapse limits are also taken into account Checks on Safety Max Limits the standard force must be less than that calculated for centered compression with an increase of 25 of the coefficientyc and when thetraction limits for 30 Help 3Muri 3 3 2 the reinforcement are exceeded Constituent link assumed for base materials steel and concrete dyd Fi a o Gel 2x10 amp oy 3 5x10 0 dey Esp 10x10 E Constituent link for base materials concrete and steel Bending Mechanism In accordance with point 5 4 1 and the relative specifications for existing buildings in chapter 11 of Ordinance 3274 03 and subsequent modifications and supplements the check compares the values calculated for the moments with those calculated for resistance limit values on the basis of actually existent bending reinforcement The M N domain can be constructed by assigning a failure deformation and determining the deformation diagram Then the tension diagram is determined using th
71. e to use the appropriate buttons The defined mechanical characteristic values both for the predefined materials as well as for those that must be defined refer to average values The concept of knowledge level is present only for the definition of existing material typologies and serves to define the confidence factor that the program will apply to the average resistance create a new material of the selected typology Modify an already defined material x Delete a material Characteristics of the Structure 65 Copy a material 27 Library explorer Save User library Each material is associated with a color chosen by the user It is then used in the 3D display window Materials MATERIALS Er Masonry y x amp E Material Concrete Mame Masonry Rebar steel grades Structural steel E Minm S 000 00 Wood Minima ERP 2000 00 ww kMim3 tm Micra fimo M cma Peli Minm fk Miem2 Ym Damage condition Material colour Library Italian code _ When a new typology of masonry material is inserted there are two options Existing Material New Material 6 Help 3Muri 9 1 1 Material properties Nome Nuova Type Material colour Existing C Hew User defined lf Cracked stiffness Analysis parameters Mamim2 Mimma Ktm Mic Micm2 Masonry parameters Improving parameters Description oo OK Cancel 0 Material propert
72. eams and columns many of the parameters required in the element input phase are necessary for correct computation of the non linear analysis E Define characteristics once the button is activated the cursor changes shape and allows selection of one or more objects whose structural characteristics can then be defined Clicking the right mouse button a window opens In this the structural objects to be assigned to the selected walls can be chosen Help 3Muri 9 2 1 For all the elements that can be inserted there are two areas one for insertion of geometry and the other for insertion of material Insertion of material provides the possibility to choose the materials that will enter into play in the definition of the structural element For example for an R C beam it is necessary to insert the characteristics of the concrete and the steel The geometry area changes depending on the element and it is described in detail below Simple Elements Elevation The maximum elevation of the panel Height Height of the panel Calculated from the point of maximum elevation to the ground Thickness Thickness of the masonry Static checks the corresponding box includes the figures for eccentricity and the wind exposure conditions Eccentricity indicates the shift of the masonry panel with respect to the wall This is inserted in the walls area The eccentricity of structural objects must be inserted with the sign in the following way Follo
73. ed on the drawing area the program will find the model entity that is closest to the cursor among the entities that are found or that intersect the identification area The shape of the cursor indicates the type of entity that has been identified The cursor will become red and take the from indicated above to identify the selection When the cursor is working in this mode the entity selection mode is also active Selection Mode The program offers various selection modes Single selection Each element is selected by clicking on the entity Multiple selection This selection mode has three sub modes Various elements can be chosen in sequence or through window mode selection All elements that are contained within the window and intersect its limits are selected Geometric Definitions 63 8 Geometric Definitions 3Muri DEMO CE File Edit Settings Tools Display Window Den Delete wall Activelevel 2 3 BH z i a a a Insert wall e Pi Insert wall inserts a wall Remember that as stated above wall means a continuous length of masonry R C walls beams or tie rods it can also be multiple segments all resting on the same tangent After selecting the icon use the left mouse button to insert successive nodes that identify one or more walls To exit from the command use the right mouse button Insertion of elements can occur in assisted mode using snaps on graphic entities or on walls Alternativ
74. el wooden beam i i RE wall R C beam Steelfmooden beam Tie rod No definition Masonry panel Geometry Elevation cm h Height cm A Thickness 40 cm i Static verification Eccentricity 0 fem Subjected to wind loading Do not join meshing Material Masonry Under window Above window Under window Thickness cm Above window Thickness cm Do not apply floor loads Tie rod Geometry Elevation 600 cm Diameter 2400 mm pre stress value 200 00 dard Material Fe360 Foundation OK Cancel O Once the structural typology is chosen the geometric characteristics of the elements can be edited and the materials catalog can be accessed In the lower left corner of the window it is possible to choose if the element will receive the load of the floor above it e g the floor does not rest directly upon the element Help 3Muri 9 2 3 Reinforcements All structural items such as masonry panel and with it compounds contain in their definition a reinforcement Material COT Masonry fm Reinforced masonry Reinforcement Nuovo VChecking the properly box the reinforcemtns library form is ready to use co Es Reinforcements library Reinforcements REINFORCEMENTS En Reinforced masonry y x Nuova Reinforcement FRP Reinforcement Reinforcement Mame Vertical Ac cme Dc cm Ad cme S
75. ely it is possible to insert the information for the effective length of the walls by entering the coordinates cartesian or polar dx cm 357 4 dr cm od HE d y cm 154 2 d a 336 7 The buttons with the letter d are active when the relative coordinates appear in the corresponding text boxes If the button is deactivated the absolute coordinates are shown in the corresponding text boxes During the model generation phase it is possible to directly access the desired coordinate by entering the corresponding letter For example enter x to insert coordinate x Irim wall lengthens or shortens an existing wall First the wall to be lengthened or shortened is selected and then the reference wall Delete wall Deletes a wall MOS Help 3Muri 9 9 1 Characteristics of the Structure n ay x 3 3Muri DEMO File Edk Settings Tools vi pes Concentrated and linear loads e m Balconies w 19 Define characteristics gt El Segment Points l 4 4 G a x Materials MERI Select the icon and window will open In the window are the characteristics of masonry materials concrete steel and wood generally used in structural objects masonry panel tie rods beams columns and floors It is possible to modify or create new mechanical characteristics for the materials Use the right mouse button and select Modify or New It is also possibl
76. entities are obtained through a combination of commands found in the following image It allows insertion of support graphic entities that can be used as guidelines for the creation of a model No structural objects can be associated with support graphic entities Its use allows the designer to have guidelines available which can be used to proceed in the creation of the model An imported design in DXF or DWG format is considered to be a support graphic entity 50 Help 3Muri BE PPP Os O E DA po Import DXF DWG imports a DXF or DWG file Zoom controls zoom on the project design The zoom can also be controlled using the mouse wheel Redisplay allow regeneration of the display in case of display errors Measurement tools manages measurement of the design elements Insert line insertion of generic lines that are vertical horizontal or perpendicular to other elements that support insertion of the structure Insert circle insertion of a three point circle or a circle given the center and the radius to aid in insertion of the structure Edit drawing permits editing of the support graphic entity for designing the structure Copy copies a graphic element Move moves graphic entities The entity to be moved is selected and then highlighted in red After this when the right mouse button is pressed the program will apply the displacement vector Offset copies a line at a certain distance After having sele
77. ents The beam elements in reinforced cement are based on a non linear type correction This starts from the elastic prediction which compares the calculated forces with the resistance limits which follow from the above mentioned criteria Relative to the bending resistance mechanism plastic hinges are formed when the resistance moment is reached This limits the capacity to transmit bending forces when the ultimate rotation is reached The beam remains in the elastic field until either one of the two ends reaches the limit moment This check is performed for both sections If for example at theendiof theelement the moment limit value is exceeded the plastic hinge is created The moment is maintained at a constant equal to the limit value The total relation which was before entirely elastic becomes partly elastic and partly plastic localized at theend The moment at the limit y while still in the elastic field must be balanced with the current displacement condition of theelementiin which the plastic hinge section is found So it is no longer that which was provided by the initial elastic prediction basedon the hypothesis that the rotations developed at the end are of an exclusively elastic nature Instead it is balanced with the displacement state which at the limit takes into account atendionly the elastic part and injthe rotation which is still entirely elastic The assessment of the balanced moment with that displacement state occurs
78. erties of the selected element using the copy command Select in order the structural objects that will have the copied properties assigned to them End selection of multiple items by pressing the right mouse button A video with the characteristics of the structural elements to be assigned to the selected objects will show Click OK to confirm the definition of the characteristics mo Multiple Deletion Delete various already inserted elements Using the dropdown menu decide the type of element to be Opening deleted Column Foor e Select in sequence the elements to be deleted vault The right mouse button can be used to stop multiple selection Balcony and proceed to deletion Load 90 Help 3Muri 10 10 1 Analysis A ELA PO ES dx 2612521 9 em dr 33002399 cm Mesh definition o selected wall This command display a mesh front view of a selected wall After proceeding to loading of the wall mesh in the drawing area the selected wall mesh is shown The toolbar changes as seen in the figure below Analysis 91 3 3Muri DEMO File Edit Settings Tools Display Window D Gi Walls Structure Analysis ews SED og Oe Lt ES LS Editing Mesh Q A QU a Walls plan Constraining z z Viewed in sequence A A or A 5 gs d o Wall 4 z dx 666 6 dr 692 8 i cm cm 2 The display shows the nodes in 2D the letter n f
79. es Result details Checks EC8 ULS check 0 67 em lt Du q 4 32 Not satisfied check Dmax 0 84 cm EC8 DLS check Dmax 0 25 em gt Dd Not satisfied check Shear limit value 0 12 cm ULSPG 2 430 mis2 SLSPGA1 135 m s2 Analysis parameters T 0 091 s 19 53 Available ductility m 102 418 75 kg IP UZEI w 208 558 29 kg Fry 1519 91 daN d y 0 03 cm d u 0 63 cm Analysis Code ECS Seismic load Masses Earthquake direction Ux Control node 26 Average of level nodes 2 Eccentricity 0 Release 1 7 61 Cod 3 Model Name Walls Levels 3D Nodes 2D Nodes Materials Elements Beams Columns Constraints Horizontal component R C wall 0 Vertical component R C wall 0 Node 2 741 2 400 2 413 2 551 8 719 8 437 10 959 11 341 2 641 2 760 2 521 2 794 2 808 2 773 2 560 9 512 7 494 9 041 11 749 9 355 12 468 8 833 Inserisci in Carico sismico Dmax SLY Du SLY Dmax SLD Dd SLD Dmax SLO Do SLO q SLY Alfau Alfae relazione mer cm cm cm sa cm cm 2 402 3 606 5 175 4 392 9 806 10 320 11 635 24 173 7 039 7 326 3 200 5 950 4 906 4 726 4 200 10 079 5 868 7 690 14 826 11 849 35 347 12 639 Esporta Piano Soil Visualizza dettagli analisi Inserisci tutte le analisi in relazione Cancella analisi 7 8 Help 3Muri 2 2 2 3 Version 4 0 311 Static
80. f construction techniques that guarantee good performance of structural elements in terms of seismic events e g the choice of good distribution of longitudinal rebars and stirrups Discon I J This allows disconnections internal hinges to be inserted at the ends of the beam This function allows the designer to define constraints for leaning by inserting internal hinges also in the non linear field Insertion of disconnections is managed using the associated tick boxes I and J indicate respectively the first and second wall segment ends with respect to the Sign convention dictated by the local reference The end where the disconnection will be inserted is decided by ticking the appropriate box R C beam Geometry elevation 600 cm i Disconl i no gf Jelevation cm T Discon E O cm h O cm Area cm y 0 cmd Help 3Muri 9 2 1 3 9 2 1 4 Steel wooden beam I Elevation J Elevation Identifies the elevation of the two ends of the beam to allow insertion of the inclined beams In this version of the program only horizontal beams can be inserted I Elevation J Elevation Geometric characteristics of the section area inertia and plastic resistance module Discon I J This allows disconnections internal hinges to be inserted at the ends of the beam R C wall The first step for R C walls insertion is definition of the general data Elevation The maximum elevation of the
81. f the structure e Control node displacement the capacity curve are drawn only with the control node displacement e Average displacement the capacity curve are drawn with the average displacement of all level s nodes e Weighted average displacement the capacity curve are drawn with the weighted average displacement mass weighted If the floors are considerate rigid this value is the same with the barycentre displacement Level average reference node Identifies the possibility to perform predictive calculations to draw the bearing capacity diagram with reference to the value of the average displacement of the level This window performs multiple analyses in distinct cascades for direction orientation type of seismic load and eccentricity Direction indicates the earthquake direction Orientation positive if in concordance with the positive direction of the axis examined Seismic load Proportional to the mass or the first node to vibrate Eccentricity Accidental eccentricity of the center of mass with respect to the rigidity center computed automatically according to the code Using the associated space multiple analyses can be performing by activating the selection filters Select analysis Earthquake directisel mic load Eccentricity All Masses th eccentricit In the left part of the window the code to be used can be selected 102 Help 3Muri On the right hand side of the same window there
82. f the forces on the structures linked to the torsional effects In fact the increasing eccentricity in the center of the masses and the center of rigidity is that which exaggerates this aspect Hence code proposes consideration of accidental eccentricity to be applied to the center of the masses on every level of the structure Accidental eccentricity is equal to 5 of the maximum dimension of the level considered by the building in direction perpendicular to the seismic action Static Non linear Analysis Numerous computation and control measures adopted in various countries with modern anti seismic project legislation propose a description of the structural response in terms of displacement rather than forces taking into account the greater sensitivity to damage based on imposed displacement Italian code also provides a method that uses non linear static analysis In this context non linear static procedures play a central role including the Capacity Spectrum Method originally proposed by Freemanet al 1975 and the N2 Method Fajifar 1999 2000 These methodologies are simplified procedures in which the problem of evaluating the maximum expected response consequent to the occurrence of a determined seismic event returns to the study of a non linear system with a single grade of freedom equivalent to a model with n degrees of freedom which represents the real structure Substitutive Structure Approach Shibata and Sozen 1976 T
83. fault height 300 cm Elevation 600 cm 2 wind O daMim2 New a Lat Elevation A wind Delete CW five se a Leo BOO o Duptcate Levels TP Livello 1 Activate level ox Q 7 2 Main commands 57 3D View Accesses a window that shows the structure in 3D 3Muri OSASCO1 g I rumenti Yisua 5 Finest Degna iji Visualizza Tutti i livelli Ol Livello attvo 1 7 HH Be lon sa MEP lt gt AU CEE BD Commands for the 3D View window 1 o D9 Elements Display activates deactivates display of walls beams columns tie rods floors and foundations 5 a 3D View allows the display to be shown in rendering or in wire frame La Rotate allows the model to be rotated using the right mouse button si hi Y Move allows the model to be moved using the right mouse button DI DI Move the point of view the two commands allow the point of view for the structure to be moved closer or farther away by pressing the left mouse button until the model is dissected E Y E hi Fi in A Perspective Views allows the display to be shown according to the main floors of the reference system Lo Back to design Exits from the 3D View window and returns to the design area Eglsave image Saves an image from the 3D View window 58 Help 3Muri 7 3 7 4 Table When the table is opened using the button a window will open that shows the chara
84. gies illustrated above have been correctly inserted Model self correction gt Analyse Structure This checks for the relations between the segment points and the wall endpoints This is useful to keep proliferation of segment points under control for successive insertions in the same positions Floor vault overlapping This checks for the presence of overlapping floors to avoid the insertion of more than one floor on the same plan Analyze floor vault leaning This checks for structural elements able to support the floor plan along its entire perimeter When the check is finished critical errors that are found are displayed in the following window Basic concepts for using the program 55 Analize floor vault leaning Floors Vaults Floor edge NOT leaning on wall Vault edge NOT leaning on walls None Level 1 None Level 1 None Level 2 None Level 2 Floor edge leans on walls without Vault edge leans on walla without attributs attributs Mone Level 1 None Level 1 None Level 2 None Level 2 Find nodes near the walls Allows the identification of problems linked to the graphic insertion of a wall that has an end at an intermediate point of another wall If the node is not found on the wall and the distance is less than the tolerance then the node is highlighted Search nodes near walls Tollerance Annulla Go Find nodes that are near to each other
85. gitude of the site define the shape of the spectrum action window for each limit state resuming them in the lower part of the window Calculate the necessary values to A Export results to Seismic Esci Calcola 100 Help 3Muri 10 4 2 Computation Settings di Performs computation of the structure In this phase the computation is performed using the selected code Many of the computation parameters defined in the Settings window are already set so as to work with most examinable structures Others are automatically computed by the program based on the geometry of the model The earthquake direction to be considered and the choice of the control node are chosen by the designer based on the indications found in the code The bearing capacity curve can be drawn monitoring displacement in place of the control node of the average of the project by selecting the appropriate text box i Analysis Code ECS General data Sila emi A al Livello 2 gt ete El Earthquake directiseismic load Eccentricity 1 Maximum iteration nl 500 f Use Control node displacement ms f Use average displacement Self weight recisic 0 005 n f Use weighted average displacement Compute Earthquake Uniform pattern of Eccentricity Siesta on Max displ Edit analysis direction lateral load cm cm Mas e 0 0 200 0 005 5 00 X Firstmode oof 0 005 O 2 T EE 5 si du 2
86. hanisms name a X Delete Mechanism Eg Duplicate Mechanism Kinematics El After the introduction of new mechanisms to be examined they are appended to the list below with the name that you want to insert KINEMATICS i kinematic kinematic O kinematics The Kinematics presented are like containers that can hold in their internal any kind of mechanism tilting bending etc The examined type of mechanism will be generated based on input made during the creation phase of the kinematic for example based on the type of constraints that want insert Activate kinematic Used to activate one of the kinematics containers indicating on which kinematic decide to work Analysis 123 The active mechanism is represented by checking the box M to the left of the name Confirming with OK the window closes and displays the name of the active kinematic combo box active kinematics shown in the toolbar amp ctive kinematic kinematic It is possible to use this combo box to change the active kinematic Help 3Muri 10 7 2 Mechanisms definition 10 7 2 1 The toolbar of the Local Mechanisms setting allows the definition of a single mechanism frat Active kinematic kinematic2 E x K E tajo gt cy 3 Parete 1 si Parete 1 Parete 2 Parete 3 Parete 4 Parete 5 Parete 6 Parete 7 By selecting a curtain wall from the combo box is shown the front of the selected wall and o
87. he characteristic that these procedures have in common is that of being based on the use of non linear static analysis pushover to characterize the seismic resistant system through capacity curves static analysis in that the external force is applied to the structure statically and non linear due to the behavioral model used for the structural resistance elements These curves are intended to represent the envelope of the hysteresis cycles produced during the seismic event and can be considered to be an indicator of the post elastic behavior of the structure Structure Modelling MXN In this way in the elastic analysis methods the non linear behavior is taken into account by introducing the structural factor non linear static analysis does not allow the structural response to evolve as each single element evolves in the non linear field providing information on the distribution of the anelasticity demand The curve obtained by the pushover analysis which will then by transformed into a capacity curve taking into account the system characteristics equivalent to grades of freedom conventionally provides information on the trend of the shear resulting at the base with respect to the horizontal displacement of a control point on the structure At each point on the curve a specific damage state for the entire system can be linked and so it is possible to link determined displacement levels to the level of expected performance
88. he performance point whose coordinates in terms of spectrum displacement corresponds to d max The maximum displacement value that can be offered by the building in a seismic event is obtained in correspondence with the value of the shear that underwent a decline of 20 from the shear limit value Based on the capacity curve of the real system defined in this way it passes to the bilateral associated with the equivalent system once found the system period with one degree of freedom is identified whose behavior permits the individuation of the seismic event s displacement demand From the observation of masonry buildings damaged by seismic events two different damage mechanisms emerge Shear failure 20 Help 3Muri The practical observation of damages to existing structures has led to the formulation of masonry micro elements elements which in their central part collect the shear behavior and in their peripheral parts collect the combined compressive and bending stress behavior E e ES JE Ca f Le ioe a n po i r e A r T LI r A a N i A n 5 F bi gt 4 3 k mer ki a gt en a A ee uh o From that observed above the theoretical formulation of said macroelements emerges Structure Modelling 3 2 Masonry Macro elements A non linear beam element model has been implemented in 3muri for modelling masonry piers and spandrels Its main features are 1 initial stiffness given by e
89. he seismic action on its floor It is necessary to understand and identify the structure resistant to vertical and horizontal loads internal to the masonry construction to obtain a reliable simulation usually these elements are walls and horizontal structures Walls are assigned the role of resistant element both with regards to horizontal and vertical loads The horizontal structures have the role of distributing the vertical load resting on them to the walls and then dividing as part of the floors stiffening elements the horizontal actions on the impacted walls With regards to the horizontal actions the chosen model neglects the resistance contribution of the walls in orthogonal direction to their floor given their notable flexibility Hence the collapse mechanisms outside the floor are not modelled However this is not a limitation as these are phenomena connected to the local response of the individual walls The onset of these can be decidedly limited by appropriate preventative actions Similarly the flexional response of the floors is not simulated This is significant in checking their resistance but can be ignored in terms of the global response Loads on the floor are divided by the walls in function of the area of influence and warping direction The floor contributes as a slab with suitable level resistance Wall modelling Dividing the wall into vertical areas which correspond to the various levels and noting the location of
90. i 9 276 23 456 14 359 16 572 i 18 786 22 707 8 309 9 162 10 015 nid 8 625 10 987 13 349 15 962 This video is very similar to that which presents the results of non linear analysis Here we describe it in detail parete 4 El In the upper right the wall mesh appears In this case the legend with colors indicating different phases of damage does not appear Elements that passed the check appear in green Those that did not appear in other colors 3 Pianta Livello 1 alal At the lower left the plan view is shown The wall shown in the precedent view is highlighted with a it thick line On the upper left there is a list of of the walls in the nem Model with the number of elements that did not pass the check and the values associated with the individual checks The values found in the table are for the wall elements examined in which the limit values are the most restrictive of all the piers Clicking on the line of a wall highlighting it in blue brings that wall to the view on the right ne Help 3Muri At the lower right the elements detail window is shown for the selected wall For each masonry element the checks are performed for three different sections higher central lower For each section the value for normal forces strain is shown Nd computed based on the masses and the combinations of the loads and the normal resistant strain Nr Ffd A The check is satisf
91. ide where to place it When the Preview button is activated a print preview is shown allowing the document to be seen Help 3Muri 74 Preview Bio AHAA peli t 51 muratura 00 1200 1600 amoo 3180 36 12 52 Muratura awf 1200 600 1900 oo to 37 53 Muratura o 300 12000 oo 4100 szoo 37 12 Parete 6 Nodi 3D odo xm vm Zfm uvelo par 6000 120 000 o 2a 600 5000 000 o m 6000 12000 000 o 9 205 6000 2 Macroelementi Mas cl hi lol mm mm m x sopra 65 Muratura o 300 7206 2600 3603 1300 24 25 66 Muratura o 1600 aso 9206 1328 38 39 _67 Muratura 300 2000 225o 12206 1550 11 12 6g Muratura ao 7206 sooj aeos 4300 28 26 69 Murra 3oo 1600 1750 9206 4325 39 do 70 murawa 300 2000 2250 12206 4580 12 13 Macroelementi Fasce With save command you can export a RTF file Main commands 61 7 5 Display Parameters al Level plan layout Shows the level plan in schematic mode The various typologies of structural elements defined in the structural environment are shown pa tan Display Options This instrument allows the user to decide what to show in the video choosing between the various choices seen in the window Display options Display W Support graphic entities Background DXF Symbol scale Plan view lf
92. ied if the ratio Nd Nr 1 In this case the corresponding cell appears in green In some cases as in the example here Nr cannot be calculated n d not defined This happens when the slenderness or eccentricity checks are not satisfactory When a masonry pier is chosen from the list and the information button is pressed a window will appear which contains the computation details 35 014 20 414 23 491 4514 14 359 8 309 8625 The window shows all the details of the parameters pie so jon 300 fom used in the computation of the various check TRASI coefficients The text in red near the bottom gives information relative to conditions where the check was not satisfied This window can remain open and be moved to any point of the drawing area while working floating window This gives the user the possibility to select various elements in different wall and still have the details for each individual check visible Through the associated menu on the results bar it is possible to switch to visualization of the Marti chio Vertical load check Check on slenderness and ecc aatticity compression results from the slenderness and eccentricity results Here we see the check details for slenderness and eccentricity The green values indicate that the check was passed did not pass the check If the user wishes axonometric visualization can be used to find the elements that Analysis 117 de a a
93. ies Home Nuovo Type Material colour C Existing User defined if Cracked stiffness Analysis parameters Mimi Mimi khim fm Micra femnO Mem flim Mimm2 Masonry parameters Description paein OK Cancel IO In the window for insertion of masonry material characteristics there are buttons that help the user to identify these parameters Alternatively the user can decide to directly insert the values Existing Material Masonry parameters Material parameters Existing material Masonry type Masonry in bricks and lime mortar Knowledge level Average Extended information LC E Mimm2 6 Himm2 sw KM3 191 67 6 33 2100 350 15 00 Characteristics of the Structure Type of masonry Masonry in squared stony blocks Masonry in rough hewn stone with faces of limited thickness and internal nucleus A fMasonry in split stones well laid E Masonry in rough hewn soft stone uff macco etc Masonry in squared stany blocks Masonry in bricks and lime mortar Masonry in half full bricks with cement mortar 2 0 double UN Masonry in perforated brick blacks percentage perforation 45 Masonry in perforated brick blocks with dry vertical junctions percentage pertors Knowledge Level Extended information LC2 Limited information LCA Extended information LC h Exhaustive information LES The values for the fm Micm2
94. immediately when thelinear elastic equation is used in which the appropriate surrounding conditions are applied For example in the case above in which the plastic hinge is created in i imposing the known values at theendi equal to the limit moment and that ofj entirely elastic rotation In this way the program can compute the elastic and plastic parts of the rotationiand the balance momentjbalanced with the current displacement state at the end considering only the elastic part of the rotation at theend where the plastic hinge is formed Depending on the various possible situations the surrounding conditions selected whenusing theelastic line equation are as follows Caseplasticized end i Pi end j in elastic phase Ej the surrounding conditions selected are Mi MLimit and j known from the initial elastic prediction from which the number for the elastic rotation at the end is found endigi eland consequently also the plastic i P known j andgi el it is possible to calculate the Mj moment balanced with that displacement state Caseend i in elastic phase Ei end j plasticized Pj the surrounding conditions selected are Mj MLimit and i known from the initial elastic prediction from which the number for the elastic rotation at the end is found j oj el and consequently also the plastic j P known gi and qj el it is possible to calculate the Mi moment balanced with that displacement state Caseboth ends i and j plasticized
95. inance 3274 03 and subsequent modifications and supplements are listed below These are intended to clarify and assist with the choices made in the modelling area for these elements From Point 8 1 5 4 Non linear static analysis OPCM 3274 Masonry panels are characterized by bilinear elastic perfectly plastic behavior with resistance equivalent to the elastic limit and displacement to the elastic limit The last is defined by the bending or shear response in points 8 2 2 and 8 3 2 Linear R C elements tie beams coupling beams are characterized by bilinear elastic perfectly plastic behavior with resistance equivalent to the elastic limit and displacement to the elastic limit The last is defined by the bending or shear response From Point 8 5 Mixed structures with walls in ordinary or reinforced masonry OPCM 3274 In the area of masonry constructions it is permitted to use structure with diverse technologies to support vertical loads as long as the resistance to seismic action is entrusted entirely to elements of the same technology In the case in which resistance is entrusted entirely to masonry walls the requirements indicated above must be respected for the walls In the case that the structural resistance is entrusted to other technologies for example R C walls the project design rules found in the associated chapters of the code must be followed In the case that it is considered necessary to examine the combination of th
96. ing only the deformed area check environment What is the problem 1 Push the button to see the results 2 A window will be displayed that shows the analysis that does not converge with all of the null results Check anal Be j T 1 amp m DI Coda radi fat im DETA Drws y Si T E lea iraa pia n SL lore agp os a ra pot quis paisas im Alen cm siia Ir seni cm kirn i z mE NTE e ri Hims E EDO 0 1 00 20 0000 Hier Ew 208 eco a i DH se ra a i E E Colca legend Besse Biisin A pe Enpa Mr Sol Insertin Earth Uniform Ecc Dmax qt SLY Dmax DLE Dd DLS Dmax SLO Do SLO ue cee wel eet of SU SLY cm cm cm cm ASSES 0 000 0 000 0 000 a 000 0 000 O16 1 634 0 000 0 000 112 Help 3Muri 10 4 3 5 Display analysis details Pressing the button Show details opens a window that shows deformation of individual walls 4 By observing each individual wall it is possible to search for elements that were severely deformed or failed under the vertical load What are the possible causes 1 Loads on the floors that are too high load values are estimated incorrectly 2 The mechanical parameters of the masonry are not appropriate 3 The reinforcement of the reinforced concrete elements is underestimated for a self weight analysis Results 0 This is a window that offers a summary of the results from the requested analys
97. ions of the code For more details that indicated in the following windows it refers to as described in the corresponding code MES Help 3Muri Seismic action Seismic action NTOS Seismic hazard parameters Calculate Structure Classe 1 Seismic action Importance Factor OK Cancel ae Analysis 99 seismic action Ed Seismic action EC8 Code SIA Zone Jone LLE DLS agr 0 00 misa Wt ims E ag Ub ea In Norme Tecniche del Gennaio 2008 the seismic spectrums depend on the geographical coordinates of the site instead of the earthquake zone as in previous rules In the window seismic action the parameters of seismic hazard are defined by the button Calculate Calcola Choosing this button the following window is shown Elenco citta A Abbadia Cerreto Annulla Ok Tabella Citt COMUNE PROV LONGITUDINE LATITUDIN Abbadia Cerreto LO 9 595 45 3131 Abbadia Lariana LC 9 335 45 9014 Piano Spettri Parametri del sito Citta Longitudine E E EN Abbadia San Salvatore SI 116703 42 8831 Lessa OR rao aa coson MA a c E a Latitudine Vita nominale Opere ordinarie YN 50 anni Classi d uso or 8 9195 45 4017 Abbiate cr Abbiategrasso MI pT 106663 44 1461 ccadi CN Acceglio 6 992 44 4756 ha de Ricerca per COMUNE You can select the municipality using the internal database or insert the latitude and lon
98. ird type of node can be created This is automatically derived from the computation of the intersection between walls For example between the intersection of walls b and c These TYPE 3 nodes which are indicated with a yellow triangle are found in an intermediate position at the intersection of the walls They are represented visually because they can be useful for insertion of structural objects such as panels beams and tie rods Basic concepts for using the program 6 6 o Type 1 M Type 2 A Type 3 The wall is a graphic entity that can only be inserted using the wall command found in the Walls area It represents a sort of stand in that the designer will have to complete in the Structure area using the Structural Objects Structure In the Structure area the walls can be dressed with structural objects such as masonry columns beams tie rods and R C walls When the Structure area is activated all the walls are transformed into segments which become objects that can be dressed Each wall can be divided into segments by inserting segment points Segment points are a point of structural discontinuity e g masonry walls with differing thicknesses They can be inserted along a wall segment or above an existing wall segment e g at the intersection of two walls Note that the ends of all the walls nodes on type 1 and type 2 wallsare automatically transformed into segment points for the Structure area Th
99. is and checks Result details Checks Analysis ECS ULS check Code ETS Dimax 0 67 cm lt Du 0 84 cm Seismic load Masses ae 439 gt 3 Earthquake direction Ux Control node 26 Not satisfied check Average of level nodes 2 EC8 DLS check Eccentricity 0 Release Taio Umax 0 25 fem Dd 0 12 cm Not satisfied check Model Shearlimit value Mame Walls Levels 3D Nodes 2D Nodes Materials Elements ULSPG 2 430 mis y 0 694 SLSPGA41 135 mis Xe 0 668 Beams Columns Constraints 15 Horizontal component K C wall O Analysis parameters ale 0 091 s Available ductility 19 53 m 102 416 75 kg ie 1 33 Vertical component R C wall O yy 208 556 29 kg Fay 1519 91 dah d y 0 03 cm 0 63 cm This window shows the check parameters required by each code Analysis 113 In the area Analysis Parameters the following factors are shown T Equivalent system period m Equivalent system mass W total mass Available ductility ratio between the ultimate displacement and the elastic displacement limit modal partecipate factor e plasticization force of the eqivalent system dai plasticization displacement of the egivalent system a ultimate displacement of the egivalent system na Help 3Muri 10 5 Static Analysis This is a module which performs static checks on the structure according to the code in effect The program uses the meshes already created to perform the non linear analysis
100. is does not occur for type 3 wall endpoints where segment points can be inserted only if necessary Walls Area Structure Area A column can be inserted only in correspondence with a wall endpoint or segment point 54 Help 3Muri 6 7 In the case being considered to insert a column in correspondence with the intersection of the two internal walls of the structure it is necessary to insert a segment point Checking Models During the model creation phase disorganized support graphic entities or simple human error can lead a designer to make involuntary mistakes To assist with this problem the program includes an automatic procedure which checks that all of the basic rules for project creation have been met This correction procedure can be accessed from the Tools menu Tools Check minimum computation requirements Model self correction sa Floor vault overlapping Analyse structu Analize Floor fuault leaning Find nodes closed to walls Find nodes closed to each other Check not constrained nodes Check minimum computation requirements Checks the box behavior of the building checking that there are no nodes that belong to asingle wall If this check comes back negative the user is told at which point the problem was found Model self correction gt Analyse walls This performs an element nodes check in the wall environment correcting any errors that may be found It checks that nodes of the three typolo
101. its maximum value estimated according to minimum of the following strength criteria flexural rocking shear sliding or diagonal shear cracking To s r per z ii si I A Al 1 di j i o i AAA Lay bo o Masonry in plane failure modes flexural rocking a shear sliding b e diagonal cracking shear c Magenes et al 2000 bending ROCKING BEHAVIOR The ultimate bending moment is defined as se Pill FI 2 085 2 M Where is the width of the panel t is the thickness N is the axial compressive action assumed positive in compression so is the normal compressive stress on the whole area so N lIt and fm is the average resistance in compression of the masonry This approach is based on a no traction material where a non linear reallocation of the stress is performed rectangular stress block with factor 0 85 In existing building the average resistance fm is to be divided by the confidence factor FC according to the structural knowledge level 3 2 1 24 Help 3Muri 3 2 2 moment Mu ultimate bending N axial compressive action Strength criterion in bending rocking According to the element definition the global equilibrium must be satisfied if the actual moment is reduced to ultimate bending moment value the shear must be recalculated as M M A rn h Shear Mohr Coulomb criterion The shear failure according to Mohr Coulomb criterion defines an ulti
102. lastic cracked properties 2 bilinear behaviour with maximum values of shear and bending moment as calculated in ultimate limit states 3 redistribution of the internal forces according to the element equilibrium 4 detection of damage limit states considering global and local damage parameters 5 stiffness degradation in plastic range 6 ductility control by definition of maximum drift Ou based on the failure mechanism according to the Italian seismic code and Eurocode 8 got _ Aw _ 0004 Shear Rk 0 006 Compression bending 7 element expiration at ultimate drift without interruption of global analysis Non linear beam degrading behavior The elastic behaviour of this element is given by 12EJ 0 7 6EJ 7 12EJ 0 7 6EJ hat y h 1 y h 1 y h 1 Y n a EA EA a N 6EJ o Wary 6EJ r EJQ yw Mij Kary Wl y h1 y Wl y D _ we 6EJ 12EJ s 6EJ iu N h l Ur h 14 y Y h 1 Y W a 0 li 0 0 0 Py h h 6EJ EJ 2 w 6EJ i EJ 4 w _ gg end i eda h 1 y h 1 Y h 1 y h1 y n 5 2 y 241 v 7 2 240 L 9 1257 where The non linear behavior is activated when one of the nodal generalized forces reaches its maximum value estimated according to minimum of the following strength criteria flexural rocking shear sliding or diagonal shear cracking 22 Help 3Muri Masonry in plane failure modes flexural rocking a shear sliding b e diagonal cracking shear c
103. ll For example if one wants to define a single wall with different masonry typologies or with masonry of different thicknesses it is necessary to define the segment points in the points in which the thickness or the material changes All Type 2 nodes are segment nodes Hence they can always be used as wall endpoints to define a floor Type 3nodes are not segment nodes They cannot be used to insert a floor unless a segment node is inserted using the command for more information on nodes in the walls structure environment see the description of environments Insertion of a node window can occur either through insertion of node windows distances for the edge nodes Distance Diem x N To insert distance segment nodes it is necessary to position the mouse on a wall highlighting it in red and decide from which node to calculate the distance The distance is then inserted positioning the mouse closer to the node in question Characteristics of the Structure NOS 9 2 6 Openings a Allows the insertion of an opening in a wall A window will appear in which it is possible to modify the geometric characteristics of the opening once given the OK it proceeds to the insertion of the openings in the desired positions To exit click the right mouse button It is possible to select the alignment for the insertion of the opening During the opening insertion phase the window will remain active allowing the dimensions of the openi
104. mate shear as V l tf lt f puo_ lt_ uN Where I is the length of the compressed section of the panel t is the thickness fy is the Shear resistance of the masonry fuo is the shear resistance of the masonry without compression u is the friction coefficient usually 0 4 and c is the normal average n compressive stress referred to the effective area In non linear static analysis according to the Italian code the shear resistance fis to be divided by the confidence factor FC according to the structural knowledge level The use of the effective compressed length I is due to the partialization of the section that occur when the eccentricity I exceeds the limit value of 6 in one of the ends if e lt 6 all the points of the section are compressed In general the length I can be expressed as 2 N l 3 e 3 fl If the current shear value V exceeds the ultimate value Vu it must be reduced but changing the shear value means to reduce the current bending moment values of Mi and Mj to grant the equilibrium according to the 2 A reduction of the moments causes a reduction of the eccentricity e and so a reduction of a limit value of has to be expressed to be consistent to ultimate shear and moment values According to the actual forces and the constrains the generic bending moment M can be expressed as aVh where a is a coefficient a 0 5 for a double bending constrain a 1 for a cantilever so
105. n mass and rigidity on all of the three dimensional degrees of liberty At the same time it locally takes into account the individual degrees of liberty of the levels two dimensional nodes In this way an essential structural model is created without adding the complication of computation of the response outside of the local level This can of course be verified later Once a single overall reference is established for the structural model the local references are introduced for each wall It is assumed that the walls rest on the vertical plane and they are found in the plan of the generic wall i through the coordinates of a point the origin of the local reference Oi xi yi zi with respect to an overall Cartesian reference system X Y Z The angle i is computed with respect to axis X In this way the local reference system for the wall is unambiguously defined and the macro element modelling can take place with the same modality used for the levels Macro elements such as beams and tie rods maintain the behavior of the level and do not require reformulation Connection nodes belonging to a single wall maintain their degrees of liberty at the local reference level Nodes that belong to more than one wall localized in the incidences of the walls must have degrees of liberty in the overall reference three dimensional nodes These nodes due to the hypothesis that ignores the bending rigidity of the walls do not need a rotational deg
106. n plan highlighted in bold IMuri DEMO File Edit Settings Tools Display Window D gt Gi wd Walls Structure Global Analysis Local mechanisms active level 2 y BF EI SE Active kinematic fi z Y E E e gt M3 Bag Section Step 0 0 3 H PPP The mechanism input consist in three steps gt Inserting Kinematics Blocks gt Inserting Vincoli Constraints gt Inserting Loads Kinematics blocks Kinematic Block means a part of masonry considered infinitely rigid on kinematic terms subject to a movement of tilting respect another block or to the rest of the wall The image below shows two examples of kinematic blocks Analysis Example of a mechanism consisting of a Example of a mechanism consisting of two single block blocks Insert block It allows to enter the surface of the block by defining a closed polygon Pressing the button the mouse pointer becomes sensitive to the graphics of the selected wall front activating the snap at the present nodes and lines To close the polygon on the first apex press the right mouse button Here is an example of cinematic block defined on 4 apex The possibility to draw a closed perimeter allows the user to trace the edges in correspondence of the panel crack found in site A Each single kinematic can contain any number of kinematics blocks in the same and different walls 126 Help 3Muri The image below shows a
107. nanan 34 Three dimensional ModelliNg cocococconococonconococoncacaraconnncaroronnacararnnnanararnrnanararnrnanararannanas 36 Walimode ng lee ne eee tae ee e 36 Spatlal Modellind gt aia lara aria 38 Reference code 41 UOC resist sacha eons vod eek Ses ater cee ita 41 NU cds 41 NTA DM 14 gennalo 2008 lella ani 42 N T D Mi 14 settembre 2005 Lalli 42 OPC MT BAST LA RL LILLA LL ale Hai 42 Veniicnesbieertn ee oe ine dini 42 ii AAA e nea 43 NT DM 16 gennalo 1996 sisas a aaa aa 43 Switzerland O O O 5 O nnne 43 Contents 3 Part V Part VI N d Bb ND Part VII ID OF a N Part VIII Part IX 1 General schema of the program 44 INputpnase sas bidelli alii 45 Analys Phase ill uil il laica pioli aa aio 46 O 46 Basic concepts for using the program 47 Modeliparamelers a iaia lilla li alain 47 Pall Selecionaassinia ali IR a 47 A lia 48 Support graphic e MIES criti lalla 49 A A A A E 51 1 A A A A 53 Checking Model Salir A inn 54 Main commands 56 Levels management ia 56 O A A A A N 57 A ea 58 REDON A PP ia lolili 58 DISDIAY Paramete Sieira leali elica 61 DEAD A PPP E yA 61 SEIS CUCM MOG GS ia 62 Geometric Definitions 63 Characteristics of the Structure 64 ALC Fla Sn oa 64 EXISUNO Mato aa eaa aaa E a aaa a aieeaa 66 New Material a e 68 Mate rialS LIDIA aaa 69 Definition of Structural Objects sica il ls 71 unn aio 72 SITIOS FISTING NS lele IE OI ERIN ereoioee roda 72 Ribelle
108. ngs to be changed without having to close and restart the insertion command The insertion of an opening can be performed through the use of snaps or with the insertion of the distance using the same method used for segment points Insert Geometry m Mim L h2 paf 150 fem a m 4120 a cm Alignement DH Cancel 9 9 2 7 Columns Il Insert a column in correspondence with one or more nodes First the node or nodes where the columns will be placed are selected Then using the right mouse button access the window in which the geometric characteristics and the materials of the element are defined There are three different types of columns that can be inserted R C masonry or steel wood Based on the column typology chosen the mechanical characteristics necessary to perform the non linear computation will be requested For R C columns the reinforced areas that must be inserted are the totality along the side and not those of the individual irons 82 Help 3Muri 9 2 8 RC Masonry Steelavood Geometry Elevation 500 cm E oo cm h O cm Area cm2 Fot angle O 5 Height 200 Longitudinal rebars Total As side b O em2 Mo sideh 9 Total As side h 0 cm2 No side b uv Concrete cover O cm f Deformed Unsutfficient anchorage f Plain stirrups Diameter O mm hMid section spacing O cm Legs no 0 End spacing oo cm Seismic details Material 20 25 E FeR 44K
109. odes Beams Nodes W Columns RE wals iw Equivalent Frame Mw Original plan a E iw Control node Fes Ue Mise eee ecg coco oy nee een oer re Iwo RC walls I Points of lacking convergence W Beams iw EC I Steel Wood I Columns M RE I Steel Wood W Masonry With this window it is possible to decide whether or not to show the points lacking convergence in the non linear analysis These are shown in the pushover diagram with small red circles 0 21 0 4 0 62 0 82 1 03 leo 1 44 1 54 1 95 2 06 The presence of some points lacking convergence should not cause worry However the presence of a high number of non converging steps can indicate a model that needs improvement Wall scale deform factor 1 Plan scale deform factor 1 i These commands which can be found in the analysis toolbar allow selection of the display scale to be used to visualize the deformations both in the wall and the plan view an New Last step If the customer considers it opportune he can decide a different value for the ULS The new value provided must be inferior to the resistance decay limit Use the sliding bar for moving step by step the blu line cursor In this way it is possible Analysis 109 to select the appropriate position for the new last step D20 041 061 ost 101 122 2 ARE TE m Dmax 0 85 Pressing the push button New last step the program defines a new ultimate displacement value and it redefines
110. odule is installed Piano soil Units and formats Settings gt Units and Formats Units and formats Unit scheme i Geometry Structure Unit Precision i Measure distance coordinates fem Reinforcement I e ie Materials Rot angle poo l2 al Stiffness Loads Results x_ cm 0 It allows to configure the units SI and or English system and formats of the variables used on the program number of decimal used for the visualization or exponential format It s possible to use default settings or create and save the personalized settings Basic concepts for using the program 4 Z STANDARD Unts SSC The drop down menu contains the list of units systems available RE a STANDARD Units is the default schema unit i nits When we modify the properties of the default style it i Decomes automatically Personalized ol International system Units STANDARD Units With the command Save as we can save the Save as a parameters that we have modified Insert the name of the unit system defined by user The name of the new Unit schema appears in the User bottom of defaults schema Personalizzato EU Units SI International System Units STANDARD Units The created units systems remain available inside the program not only for the model test but even for every successive work 6 4 Support graphic entities Support graphic
111. of participating mass direction Y mz kg Participating mass direction Z Mz Percentage of participating mass direction Z If a single line from the table is selected deformation of the wall and the plan is shown for the corresponding mode Local Mechanisms Analysis In the existing masonry buildings are often missing systematic linking elements between walls at the level of the floors which means a possible vulnerability towards of local mechanisms that can affect not only the collapse out of the plane of individual wall panels but more extensive portions of the building Tremuri LM is a calculation module inside the Tremuri program which is dedicated to the evaluation of the building safety against such mechanisms The module Tremuri LM exploits the versatility and the input ergonomics of the program TreMuri to finalize a spatial model on which the user can investigate the possible mechanisms RE Help 3Muri Before proceeding with the local mechanisms verification through Tremuri LM it is necessary To create the spatial model of the structure the same that is used to perform the global and statics verifications through the Walls and Structure setting gt Compute model Mesh through the Analysis setting gt Insert the parameters of seismic spectrum through the Analysis setting The image below shows the contents of the toolbar of local mechanisms 3Muri DEMO File Edit Settings Tools Display Wind
112. of the selected node in graphical modality Force If you insert a vertical load Fz different insert from zero this load does not generate mass without creating any horizontal component of Load C Mass i seismic type a Fz a factor of vertical load Mass If you insert a vertical load Fz different o fem from zero this load generates mass creating a horizontal component of seismic type The loads applied to the mechanism in indirect mode for example when the loads came from the superior wall are usually considered forces OK Cancel E but not masses aS PEE IC dx dz are the relative coordinates of the load application point compared to a node centered system Fx Fy Fz are components of the force in the system wall Distributed load qz distributed vertical load dxi DXJ dz are the relative coordinates of mathe load application points compared to a node insert Centered system 0 00 daN 0 00 daN 0 00 daN Node 4 d X dy cm dz O cm qz O dahim OK Cancel 0 Confirming the inserting of the load the table is updated with as many rows as there are loads included P 1i 4 20 E a ao Y It is not allowed to edit directly the numbers in this table to edit these values you must select the row and press the Edit button Pa Delete allow to remove the load corresponding to the selected line The loads are shown in the below graphic with the following ag
113. of the state of damage using the color map described above 106 Help 3Muri Vista 3D Mesh Sottopasso 46 di 46 PP Tee gt PIEL WM 3D view commands fit UU Display filters Levels Only the selected levels are displayed Walls Only the selected walls are displayed Elements Only the selected elements are displayed The levels walls that are not selected can be displayed as transparent It is also possible to display only one type of elements demage state Complementary demage state type are colored in light yellow as shown in dialogue box Filters gt Levels AAA Damadge condition e All C Failed i Plastic C Undamaged Complementary states Elements Iw FIET Spi A E beams W Rigid node e Beama tie rads W Columns WRC wals E MOTILE ILI TEL AL fas Display levels unzelected walle as transparent OK Cancel Displaying the structure as transparent and showing only the failed elements makes it easier to identify where the structure is weak Analysis 107 LE Load wall When a wall is selected in 3D view a window to verify details for the wall in question will appear J Display filters The user can decide what to display in the two deformation windows plan wall 108 Help 3Muri Filters Wall Plan lv Identifierz lw Identifiers W Wacro element Inf Wes W M
114. ollowed by the node s identifying number and 3D the letter N followed by the node s identifying number and the macro elements delimited by the openings Ed buttons will appear on the toolbar Using these the walls can be viewed in sequence i sti Mesh _computation computes the model mesh It necessary to recalculate it if modifications are made to the structural model LP walk plan shows the disposition of the walls in the plan with numbers identifying the walls and nodes This is used to return to plan view after having seen the wall mesh Load selected wall HE Mesh editing The procedure of automatic mesh generation calculate mesh can seize almost all of the more usual case in practice project For the limited cases where this is not possible the user can enter into Edit mesh environment Modifica materiale Qualora in seguito ad un calcolo il progettista si trovi a dover AE degli interventi di adeguamento sulla struttura pu agire mediante interventi localizzati migliorando le propriet meccaniche dei singoli elementi murari Details 9 Help 3Muri 10 2 Mesh editing HE The environment mesh editing allows to modify the characteristics of the mesh generated automatically by a special procedure Edit funcions are divided in two groups Edit Elements Edit Nodes Edit mesh ES EEE pa E Edit Elements Edit Nodes All edit functions except Change node type have Cancel command
115. orcement must be such that permits the following to be checked Vsdu lt Vcd Vwd in which ag O00 fo a ad 6 0 90 4 le dia Syne sen C cos Ct In these expressions a is the inclination of the transversal reinforcement with respect to the axis of the beam Asw is the area of the transversal reinforcement found at the distance between centers s d is a coefficient that takes into account the presence of normal strain and has the value if in the presence of normal traction strain the neutral axis shears the section 0 if in the presence of normal traction strain the neutral axis results as external to the section Af le d ME sy in the presence of compression strain MO and Msdu as defined above For raised shear resistant rebars it is recommended that the computation tension be limited to 0 8 fywd Particular care should be taken with the dimensioning of the elements that undergo the straining actions for which it is possible that the computed shear resistance must be entirely entrusted to the core reinforcement To be precise in compliance with that indicated in the code in the case of existing buildings the shear resistance is evaluated as for new constructions in non seismic situations In any case the maximum contribution of the conglomerate considered should be equal elements without shear resistant transversal reinforcement 34 Help 3Muri 3 3 4 Non linear behavior of reinforced cement elem
116. ou can use the appropriate button shown to the left of the section In the section view the constraints are represented with colored circles with the corresponding colors to each type of constraint at the wire fixed inside or outside depending on where you generate in physical mode the rotation point for the defined mechanism and for the assigned sisma verse KI Delete constraint Allows to remove a constraint Analysis 131 10 7 2 3 Loads ni n It is possible to insert additional loads on Kinematic blocks caused by Pre stress value of the tie rod Vault Push loads from the structural elements that impact directly on the Kinematic block etc Pressing the Loads button will appear the dialog window like the image below Kinematics Concentrato Linear gt li He The buttons named Concentrated and Linear allow to put a concentrated load or linearly distributed depending on the enabled button is shown the table with the list of loads already placed on the considered kinematics The first time the table is clearly empty Insert new load b Pressing the button the snap becomes selection snap andon the wall front are shown selected nodes OMO e rs gt 7 F 192 Help 3Muri Select the node nearest to the point where you want insert the load After the selection will appear the dialog window like the image below Concentrated load Node Indicate the number
117. ow 5 Gar Li IN Walls Toolbar Local mechanisms Active tevel 2 BH Eg Prats gt Active kinematic Flessione BHABHA wm BG gt Selected wall front i ATTENTION AII the data input generated on the Local Mechanisms setting will be erase automatically with the regeneration of the Mesh To conserve the local mechanisms already defined save a copy of the model before proceeding with the generation of the mesh Plant with the selected wall Bibliography Beolchini G C Milano L Antonacci E A cura di Repertorio dei meccanismi di danno delle tecniche di intervento e dei relativi costi negli edifici in muratura Definizione di modelli Analysis 121 per l analisi strutturale degli edifici in muratura Volume II Parte la Convenzione di Ricerca con la Regione Marche Consiglio Nazionale delle Ricerche Istituto per la Tecnologia delle Costruzioni Sede di L Aquila Dipartimento di Ingegneria delle Strutture delle Acque e del Terreno DISAT Universit degli Studi di L Aquila L Aquila 2005 122 Help 3Muri 10 7 1 Mechanisms input After generating the mesh and inserting the seismic load it is possible to introduce the mechanisms that want to examine Kinematics Pressing this button shows the window that allows to select the mechanisms containing in the archive Kinematics ES a a New Mechanisms enter the name of the mechanism KINEMATICS Y Modify mec
118. r of predefined modal forms are offered If the computation has already been performed the results are SERI shown The computation is performed and the results are shown Compute analysis When the calculation is finished the presentation of the results is automatically shown Analysis 119 10 7 3Muri DEMO File Edit Settings Tools Display Window D gt Gi I Walls Structure Analysis walt y Wall scale deform factor 80 Active level ja EH Pz 5 bird Plan scale deform factor 80 Wall results 1 O Xx distorted wall 1 Mode 1 of 12 Rot Y rad rad o 00000 0 00000 0 00002 0 00005 0 00000 0 00000 0 00010 0 00011 0 00012 0 00012 0 00000 0 00000 0 00003 0 00007 0 00000 0 00000 0 00000 0 00011 0 00001 0 00013 Distorted level plan 1 my kg 3 655 0 11722 I 192 199 0 09989 19 031 0 06669 3210 0 05705 15 728 0 05103 7 562 0 04726 3 623 0 03670 0 03639 0 03573 0 03172 0 03048 Ux Control node 1 Average level displacements1 In the table at the lower right a list of modal forms is shown The table appears in this way Mode Numeric identifier for the modal form T s Fundamental period mx kg Participating mass direction X Mx Percentage of participating mass direction X my kg Participating mass direction Y My Percentage
119. rection that creates an increase in the absolute value of the bending moment The checks can be performed respecting the condition Yep A Ca Oe Oe bp ick eo the symbols have the following meanings Vsdu computation forcing sheer at the ultimate limit state fctd computation traction resistance r 1 6 d where d is expressed in meters and in any case d lt 0 60 m pl Asl bwd and in any case pl lt 0 02 bw width of the shear resistant frame d effective section height 1 in the absence of standard strain 0 in the presence of appreciable normal traction strain 1 M0 Msdu in the presence of compression strain or pre compression MO is the decompression moment with reference to the fiber end of the section on which Msdu acts Msdu is the computation maximum acting moment in the area where the shear check is performed It should be assumed that this is at least equal to MO Asl the area of the longitudinal traction reinforcement anchored beyond the intersection of the reinforcement axis with a possible 45 crack that is triggered in the section in question see figure 3 1 Elements with shear reinforcement The level of resistance to shear forces by the cracked element is calculated by schematizing the beam as an ideal lattice Ritter M rsch s represents a simplified model of this The shear resistant lattice elements are the core transversal reinforcements which function as wall sections and th
120. ree of liberty around the Z axis as they are not connected to any element able to provide local rotational rigidity limits Three dimensional rigid nodes representing angle iron or hammer situations are obtained as an assemblage of virtual two dimensional rigid nodes identified in each of the incident walls These have displacement components generalized using five degrees of liberty three displacement ux uy and uz Two rotational x and y The relationships between the five displacement and rotation components of the three dimensional node and the three for the fictitious two dimensional node belonging to the single wall are given by i 11 COS 11 sino w pa P sind p cos in which u w and indicate the three displacement components according to the degrees of liberty found in the fictitious node that belongs to the generic wall facing the plan according to angle Similarly the forces applied to the three dimensional nodes are displaced according to the directions identified by the middle level of the walls and then applied to the macro elements in their level of resistance Structure Modelling NES The reactive forces transmitted by the macro elements that belong to the individual walls to the fictitious two dimensional nodes are carried over to the overall reference based on F F cos F cos F F sin F sind 1 2 ESE E M M sin M sin M M cos M cos CY 1
121. reement Analysis 133 194 Help 3Muri 10 7 2 4 Calculation When the input is complete you can proceed with the calculation With the module 3Muri LM is possible to run the Verification of the Linear Kinematic Analysis Pressing the calculation button is shown the following dialog window Parameters computation f Quote constraint Run DLE erification OK Cancel 1 Select a Land constraint where the verification is for a single element or a portion of the building that still rests on the ground Select a Quote constraint where the local mechanism interest a portion of the building at a certain quote In this case the calculation window will show some additional calculation parameters Parameters computation C Land constraint TI 0 19 Run DLS verification OK Cancel IO T1 is the first period of vibration of the whole structure in the considered direction The default value is calculated using the simplified formula according to the Design Code apa 1 C H assuming C1 0050 and H height of the building A more accurate calculation can be derived from the modal analysis of the structure w is the first vibration mode in the considered direction standardized at a summit of the building in the absence of more accurate valuation is assumed w Z H where H is the height of the structure regard to the foundation Z is the height compared to the foundation of the building the
122. ry panel with an R C beam linked to the same wall the panel and the beam are part of the same vertical plane The definition of the panel and the beam is the same used for the elements taken individually The flexible portion of the tie beam is inserted as a number between 0 and 1 This multiplies the distance between the node in question and the edge of the continuous spandrel beam and represents the length of the flexible part of the tie beam This extends to the inside of the rigid node starting from the edge of the spandrel beam Help 3Muri 9 2 2 2 9 2 2 3 flexible portion Rigid portion tie beam flexible portion Masonry Panel Beam This is a masonry panel paired with a steel or wood beam The parameters that must be inserted are the same as those for the elements taken individually Masonry Panel Tie Rod This is a masonry panel paired with a tie rod The parameters that must be inserted are the same as those for the elements taken individually The combined elements are very useful for strengthening masonry panels with elements such as tie beams steel or wood beams or tie rods Whenever the use of a combined structural element is required the definition window is divided into two parts In this way the mechanical characteristics of both structural objects can be inserted Define characteristics Characteristics of the Structure Modify Masonry panel Masonry panel F C tie beam Masonry panel ste
123. the distribution of horizontal actions and linear elements beams columns made from various material types R C steel wood Every object is characterized by its material and additional geometric parameters thickness inertial characteristics resistance properties Reinforcement parameters are requested for R C structures as non linear analysis is performed for these elements Drawing area for insertion of Geometry walls 3 3Muri DEMO Fie Update Settings Tools Display Window la ar Bi us J Walls Structure Analysis Active level 2 2 m 7 7 Drawing area for insertion of Structural Objects 3 3Muri DEMO Fie Update Settings Tools Display Window l pe i od Walls Structure Analysis a mey A BARFE Active level 2 4 Help 3Muri 9 2 9 3 Analysis Phase Structural analysis is divided in two phases in the first an equivalent frame model is automatically created After this non linear static analysis push over follows from which the structural capacity curve is derived strain curve displacement of the control point Define equivalent frame Using the 3Muri model the data for the equivalent frame are derived starting from the geometry and the inserted structural objects After the analysis a mesh is created which schematizes piers spandrel beams beams tie beams and columns These elements can also be manually modified if the situation requires Non linear analysis The
124. the geometric mechanical parameters click the OK button Then carefully select the nodes on which the vault will rest After select a reference structural element to define the direction for the vault s discharge parallel perpendicular or user defined When selection is finished the following window will appear 9 2 10 Characteristics of the Structure Insert Geometry Ghomsi dui Gi Elevation 0 cm SA Gk 477 daMima A tk O daMim2 Ck O cabina Static verification I Roof Support lenght O cm NTOO wa 030 ef I Thickness a cm G 127 Nim Ex EL Nin Ey ES N mm3 y 020 f Unidirectional f Bidirectional Main direction loading sO CK Cancel 0 This window is very similar to the floor window In this case the vault s permanent structural load Gk is automatically calculated The user must insert the additional permanent Gk e g weight of the trimming work and the accidental loads Qk Balconies da Allows the insertion of balconies The insertion occurs through the insertion of the following parameters Geometry the geometry of the floor plan axb h indicates the difference between the elevation of the balcony and that of the lower level Gk and Qk indicate the permanent and accidental loads Multiplier coefficient as defined by code Method for insertion Single point A point on the wall is selected to identify the fixed alignment the si
125. three dimensional in a way that brings it close to the true structural performance The finished reference element to be considered is the level element in a level state of tension with three nodes The rigidity matrix involves the individual three dimensional incidental nodes on the floor The contribution of the vertical loads self or borne is attributed in terms of nodal mass added to all the nodes including those with three degrees of liberty that belong to the incident walls at the height of the level of the floor This added mass is calculated based on the area of influence of each node taking into account the warping direction of the floor Reference code NS 4 1 4 2 Reference code Differente languages and different codes are available in 3Muri 3Muri has standard modules and add on modules protected by licence Code Y Switzerland Pe Palla Details e Eurocode 8 Details e SIA Details Language e Italian e English e German Y Standard module x Add on module Covered by licence contact distributors to get it Europe Reference code is Eurocode 8 Italy Norme Tecniche per le Costruzioni D M 14 gennaio 2008 Norme Tecniche per le Costruzioni D M 14 settembre 2005 Ordinanza 3274 come modificato dall O P C M 3431 3 maggio 2005 Le suddette normative prevedono al loro interno il calcolo dei parametri di vulnerabilit sismica secondo quanto prescritto dall O P C M
126. tion higher or lower in the section as well as steps from the stirrup spacing area and concrete cover The reinforced areas to be inserted are the totals and not individual rebars It is also possible to use diagonal rebars Link beam Longitudinal rebars stirrups Intrados total 4s O ema Intrados no oo Diameter o D mm Extrados total As O cm Estradas no Poo Legs no 0 Concrete cover O cm Wid ection spacing 0 cm End spacing O oD cm Diagonal Rebars Single diagonal As cm2 Riot angle Tie rod Insertion of a tie rod not linked to masonry walls is functional only if inserted on part of a single wall divided by insertion of segment points In this way other structural elements on the same alignment exist which can absorb the actions created by the tie rod Elevation elevation in which the tie rod is placed Diameter diameter of the iron which constitutes the tie rod Tension stretching of the tie rod Tie rod The insertion of a tie rod not connected with a masonry wall is functional only if inserted on a part of a single wall divided through the insertion of segment points able to include other structural elements of the same alignment which are able to absorb the actions provided by the tie rod Elevation elevation in which the tie rod is placed Diameter diameter of the iron which constitutes the tie rod Tension stretching of the tie rod Complex Elements Pairing of a mason
127. verage level displacements2 The push over curve and the outline of the equivalent system bilateral are shown in the window Based on the user defined code the corresponding conditions to be satisfied are shown Displacements force and node deformation characteristics for the various walls that make up the structure are shown in another window This is shown for each analysis substep Wall results 3 Seles Modal displacements Ux Uy Uz Node op cm cm Modal displacements 3 0 000 0 000 0 000 Modal forces 4 0029 MO l 5 0 000 SA 0 000 reaction forces 6 0 031 ME pcory Elements forces 7 1345 MH 0 00005 17 0 000 RIGA 0 00000 0 00000 Beams forces 18 0 030 PA 0 00000 0 00005 Tie rods forces 19 1 345 0 021 0 033 0 00001 0 00013 Columns forces 0 000 0 000 boia FAMA 000001 0 00005 SARI E this window each value can be selected Click the right mouse button and Copy data will appear in the selected area If it is selected the information will be saved to the clippboard and it could be paste to the most useful application Word Excel etc Here the deformation alignment both for the plan and the wall is shown The change in color highlights the state of advancement of damage in the various macro elements By observing the colors found in the damaged wall map it is easy to understand which Analysis 105 macro elements are
128. wing the wall from the left most vertical wall endpoint going towards the right the positive eccentricity is on the right of the wall see figure below If you do not intend to use the static checks module chapter 18 of this manual these parameters are not necessary Left 4 Jn 2 With the display options button you can choose to show the local reference system directly on the model plan 9 2 1 2 Characteristics of the Structure Using the options command the local Display options reference system is shown on each wall B allowing individuation of the eccentricity Display sign M Support graphic entities M Background CXF iw Direction Symbol scale Plan view Iv Element identifiers Ivi all axis Ok Cancel R C beam I Elevation J Elevation Individuates the elevation of the two beam ends This allows insertion of inclined beams insertion of two identical elevations creates a horizontal beam In this version of the program only horizontal beams can be inserted I Elevation J Elevation Geometric characteristics of the section base height area inertia Reinforcement Area of the longitudinal reinforcements and number of rebars distinguished based on their position higher or lower in the section as well as steps from the stirrup spacing area and concrete cover The reinforced areas to be inserted are the totals and not individual rebars Seismic details Identifies the use o

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