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PRONTUARIO EN EXCEL DE HORMIGÓN ARMADO

1. fek Concrete characteristic yield Ys Partial safety of steel Table 15 3 Ve Partial safety coefficient of concrete Occ Concrete fatigue factor 39 4 fed Calculation resistance of concrete 39 4 fea Concrete tractee calculation resistance Fad Transversal rebar calculation yield 44 2 3 2 2 Torsion rebar features 5 Separation between rings angle with axis of the piece 44 2 3 1 Calculation stress Variation of the resultant of the normal stresses blocks in compression or traction Calculation external stress plane normal of the joint Coefficients Dimensionless coefficient for calculation without p 47 2 2 2 transversal rebar Dimensionless coefficient for calculation with transversal p n 47 2 2 2 Dimensionless coefficient surface dependent 47 2 2 2 Previous calculations Trd Calculating shear stress 47 1 Testing in sections without transverse rebar Tru Shearing depletion stress 47 2 1 o 47 2 2 Transversal rebar Ast min Minimum rings area Ast Rings area Rebar dimensioning to 1ml Hb TOTAL Total number of rings to 1ml Ds Rings diameter User manual 55 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 REBAR OR MESH ANCHORAGE Material characteristics fek Concrete characteristic yield Ys safety new of steel Table 15 3 Vc Partial safety coefficient o
2. lt 0 5 fica User manual 22 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 SHEAR STRESS Dimensioning sheet to shear stress on joints between concrete in the section Data requested provisions relating to section characteristics of materials arrangement of rebar and computational efforts In calculation efforts is required the variation of the resulting normal stress blocks instead of the more usual axial calculation in other sections Is also requested to determine the roughness of the piece where you can choose from three cases High roughness High roughness with imbrication Low roughness Three values are requested because in checking sections without transverse reinforcement the coefficient B depends on these three factors In checking sections with transverse reinforcement the value of B depends only on whether the roughness is high or low so that both the high roughness with overlap as the high roughness is considered simply high Because B corresponds to two different values depending on the test being performed it has established a superscript being B corresponding to verification without transverse reinforcement and corresponding to 1 checking with transverse reinforcement In Calculations section are shown the two calculations shown above testing explained before and determine its fulfillment or breach as required by art culos 47 2 1 and 47 2 2 of EHE 08
3. Armadura transversal Dimensionado de la armadura para 1ml 0 80 TOTAL 10 00 Ast 12 30 s 14 00 mm User manual 23 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 ANCHORAGE REINFORCEMENT This sheet was created following the simplified method set out in Article 69 5 of the EHE 08 It is a very simple method whose calculations differ between two types of bars the certified and non certified so it is a fact that the user must specify For calculation of the first one is required the diameter and the elastic limits of the concrete and steel fx y fex for uncertified is necessary to find the adhesion tension Tsa which depends on the resistance tensile strength of the concrete and diameter To establish Ip neta is necessary to know two values and Asme Asrea to obtain is required the coating As mec determine the type of anchor pin hook straight extension It has created a section called Factors and Coefficients which will provide users with all the necessary values for calculating and These values are usually not provided but it is considered appropriate in accordance with the didactic nature of the whole project In Results are shown in a table with all net anchorage lengths depending on the diameter if they work on compression or tension or your type of adhesion adhesion good Position and p
4. 51 PUNCHING SHEAR siii AAA AAA AAA 53 DIMENSIONING TO SHEARING RECTANGULAR 5 55 REBAR OR MESH ANCHORAGE js icissssssssssssssssssssscsisssssssisvsesssssvesecsveesvecsseessecevevaseveveravevevereiss 56 ele cado a AAPP ENSE ENEEES REESE 57 INSTABILITY OF cA amnmoeeneoanco nne eneD Dono 58 DEFORMATIONS te 59 RECTANGULAR SECTION Sii 59 WESEGCTIONS EE EE 61 FISSURA TIO 63 ANNEX 1 REBAR CALCULATION 64 D ANNEX 65 Saus 66 SOLVER FUNCION 66 User manual 2 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 User manual SUMMARY This document 15 the User Manual of the Prontuario en Excel de Hormig n Armado which help the user in the usage and understanding of different spreadsheets that make up the program The manual has four distinct parts the first shows the general operating criteria of the program the second describes the operation of each sheet then the symbolism of each
5. Real rebar area SREAL Real separation between bars Smin Minimum separation between bars 69 4 1 1 User manual 35 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 COMBINED BENDING RECTANGULAR SECTIONS DIMENSIONING Dimensions of section h Edge b Base Lower rebar s mechanical covering 5 rebar s mechanical covering d Useful edge Material characteristics fy Steel characteristic yield fa Concrete characteristic yield T M A Maximum aggregate size Vs Partial safety coefficient of steel Ve Partial safety coefficient of concrete Occ Concrete fatigue factor fya Calculation resistance of steel passive rebar fed Calculation resistance of concrete Calculation stress Ma Calculation bending moment Na Calculation axial force Mg Calculation bending moment Ehlers conversion Rectangular diagram Mum delimiting axis considering Eu and Yum A x h Application depth limit compressive forces y Applied depth of compression forces Foum Compressed concrete strength limit F Compressed concrete strength F n x f 4 A x h Mum Limit blending moment Minimum mechanical rebar Asi Main rebar area tractee As Secondary rebar area compressed Results rebar dimensioning Qs Rebar diameter Hbarras Number of bars
6. Maximum torsor moments the section can resist Maximum torsion moment which can resist the concrete Tu 45 2 2 1 connecting rods Maximum torsion moment which transversal rebar can 45 2 2 2 Maximum torsion moment which main rebar can resist 45 2 2 3 Maximum shear effort section can resist Verd MAX Maximum calculation shear effort 44 2 2 User manual 48 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TORSION HOLLOW SECTION DIMENSIONING Dimensions of section h Edge b Base ho Real wall thickness l MEC INF Lower rebar s mechanical covering l MEC SUP Top rebar s mechanical covering d Useful edge d h rmecinr Material characteristics fy Steel characteristic yield fek Concrete characteristic yield T M A Maximum aggregate size Ys Partial safety coefficient of steel Ve Partial safety coefficient of concrete Ace Concrete fatigue factor La Calculation resistance of steel passive rebar fea Calculation resistance of concrete fica Concrete compress resistance Calculation stress Na Calculation axial force Ta Calculation torsion moment Calculation shear effort Torsion rebar features Angle between compression connecting rods and piece axis Angle between rebar and piece axis Compressed main rebar bs Compressed rebar number of bars Ds Compressed rebar diameter
7. TESTING Dimensions of section h Edge b Base ho Real wall thickness Lower rebar s mechanical covering l MEC SUP Top rebar s mechanical covering d Useful edge d h rmec nF Rebar features Hbs Compressed rebar number of bars Ds Compressed rebar diameter of bars Hbs Tractee rebar number of bars Ds Tractee rebar diameter of bars Total main rebar area Ds Rings diameter St Distance between rings A Total each rings branch area Angle between compression connecting rods and piece axis Oy Angle between rebar and piece axis Calculation stress Ng Calculation axial force Ta Calculation torsor moment in the section Calculation shear effort Material characteristics fu Steel characteristic yield fek Concrete characteristic yield T M A Maximum aggregate size Vs Partial safety coefficient of steel Ve Partial safety coefficient of concrete Ace Concrete fatigue factor La Calculation resistance of steel passive rebar fa Calculation resistance of concrete fica Concrete compress resistance Section characteristics he Effective wall thickness of the calculation section A Area enclosed by the midline of the effective hollow section Ue Midline perimeter of effective hollow section Torsion combined with shear stress Shear stress exhaustion by oblique compression in the V soul User manual EHE 08 Articles 37 2 4
8. 32 Shares In Calculation subsection the user must enter values for the applied loads on the bar They have distinguished between four types Dealt trapezoidal end to end of the rod this load calculation serves both uniform and triangular loads distributed Point load Applied Bendign moment Dealt uniform in a section of the rod There is a limitation is that in the rods whose ends are equal bi supported or bi built in trapezoidal distributed load must always comply that q can never be greater than To avoid possible errors then displays a table with all types of loads and possible distribution by type of vain Bi built in SS NN N NS User manual 28 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Bi supported Cantilever When all these data the spreadsheet calculates the maximum bending moments for the uncentering and in n days this value which 15 displayed in the Results section serves to establish the moments of inertia to be used in the calculation of deformations The procedure is as follows we compare the maximum
9. SREAL Real separation between bars Smin Minimum separation between bars User manual EHE 08 Articles 37 2 4 rec nominal Table 15 3 39 4 38 3 39 4 39 5 42 1 3 32 2 69 4 1 1 36 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TESTING Dimensions of section EHE 08 Articles h Edge b Base Lower rebar s mechanical covering 7 a 37 2 4 rec nominal l MECSUP Top rebar s mechanical covering d Useful edge d h rwecine Material characteristics fy Steel characteristic yield fek Concrete characteristic yield T M A Maximum aggregate size Vs Parga safety Saa N of steel Table 15 3 Yc Partial safety coefficient of concrete Acc Concrete fatigue factor 39 4 fya Calculation resistance of steel passive rebar 38 3 fea Calculation resistance of concrete 39 4 Rebar features Hbs1 Main rebar tractee number of bars Main tractee diameter of bars Asi Main rebar area tractee 0 Compressed rebar number of bars Qs Compressed rebar diameter of bars As Secondary rebar area compressed Calculation stress Ma Calculation bending moment Na Calculation axial force Calculation bending moment Ehlers conversion Previous calculations Us Tractee rebar mechanical capacity Us Compressed rebar mechanical capacity Rectangular diagram 39 5 delimiting axis considerin
10. d Useful edge Neutral axis y Compressions block Xcdg X coordinates of gravity center Vedg Y coordinates of gravity center Solver Neutral axis angle E Neutral axis depth User manual Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 SHEAR DIMENSIONING Dimensions of section h Edge bo Net minimum width l MEC INF Lower rebar s mechanical covering l MECSUP Top rebar s mechanical covering d Useful edge Material chara cteristics fy Steel characteristic yield Tyak Transversal rebar characteristic yield fek Concrete characteristic yield fa Concrete effective resistance to shear T M A Maximum aggregate size Vs Partial safety coefficient of steel Ve Partial safety coefficient of concrete Acc Concrete fatigue factor La Calculation resistance of steel passive rebar Fad Transversal rebar calculation yield fea Calculation resistance of concrete Es Steel modulus elasticity Rebar features Hbs Compressed rebar number of bars Ds Compressed rebar diameter of bars As Compressed rebar total area Hbs Tractee rebar number of bars Ds Tractee rebar diameter of bars As Tractee rebar total area Angle between compression connecting rods and piece axis Angle between rebar and piece axis St cercos Separation between rings Number branch Calculation stress Calculation shear effort
11. rec nominal 44 2 3 1 44 2 3 1 45 2 2 Table 15 3 39 4 38 3 39 4 45 2 2 1 45 2 1 45 2 1 45 2 1 44 2 3 1 51 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Coefficients K Coefficient which depends on the axial force Dimensionless coefficient rings dependent B Dimensionless coefficient Maximum torsor moments the section can resist Maximum torsion moment which can resist the concrete Tus connecting rods Ta Maximum torsion moment which transversal rebars can resist Tus Maximum torsion moment which main rebar can resist Maximum shear effort section can resist Vra MAX Maximum calculation shear effort User manual 44 2 3 1 45 2 2 1 45 3 2 2 45 2 2 1 45 2 2 2 45 2 2 3 44 2 2 52 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 PUNCHING S Support characteristics Ci x HEAR EHE 08 Articles Support edge in x axis Figure 46 2 a by c C2 Support edge in y axis Ix Shortest distance between the edge of the concrete support and the x axis ly Shortest distance between the edge of the concrete support and the y axis Slab characteristics h Slab edge mesini Lower rebar s mechanical covering 37 2 4 rec nominal d Slab s useful edge U1 critical perimeter Figure 46 2 d y e ba Critical perimeter width x Figure 46 2 a
12. Na Calculation axial force Ma Calculation bending moment Relative to materials fica Concrete compress resistance Concrete tractee characteristic resistance faa Concrete tractee calculation resistance fam Concrete tractee average resistance Relative to stress K Coefficient which depends on the axial force O Concrete effective axial stress positive compression User manual EHE 08 Articles 40 3 5 37 2 4 rec nominal 44 2 3 2 2 Table 15 3 39 4 38 3 44 2 3 2 2 39 4 38 4 44 2 3 1 44 2 3 1 44 2 2 44 2 3 1 39 1 39 1 44 2 3 1 44 2 3 1 41 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Relating to section 1 Cross section inertia moment 44 2 3 2 1 1 Static moment of the cross section 4 2 3 2 1 1 Dimensionless coefficient 44 2 3 2 1 2 pi Tractee rebar geometric ratio 44 2 3 2 1 2 Reference angle of inclination of fissures 44 2 3 2 2 B Dimensionless coefficient 44 2 3 2 2 Minimum mechanical rebar Asi Main rebar area tractee Aso Secondary rebar area compressed Exhaustion by oblique compression in the soul Shear stress exhaustion by oblique compression in the Vui Sel 44 2 3 1 Exhaustion by traction in the soul Mis Fissure moment 44 2 3 1 Shear stress exhaustion by traction in the soul 44 2 3 2 Vou Concrete contribution to the shear strength 44 2 3 2 2 Vsu Transverse reba
13. Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 SIMPLE BENDING RECTANGULAR SECTIONS DIMENSIONING Dimensions of section EHE 08 Articles h Edge b Base Lower rebar s mechanical covering Fmec sup 37 2 4 i Top rebar s mechanical covering d Useful edge d h rmec nF Material characteristics fy Steel characteristic yield fek Concrete characteristic yield T M A Maximum aggregate size Vs Partal safety of steel Table 15 3 Yc Partial safety coefficient of concrete Occ Concrete fatigue factor 39 4 fya Calculation resistance of steel passive rebar 38 3 fed Calculation resistance of concrete 39 4 Calculation stress Ma Calculation bending moment Rectangular diagram 39 5 Xum Mum delimiting axis considering and 42 1 3 Yum A x h Application depth limit compressive forces y Applied depth of compression forces Compressed concrete strength limit F Compressed concrete strength F n x f 4 A x h Mum Limit blending moment Minimum mechanical rebar Asi Main rebar area tractee Secondary rebar area compressed Results rebar dimensioning Ds Rebar diameter 32 2 Hbarras Number of bars Real rebar area SREAL Real separation between bars Smin Minimum separation between bars 69 4 1 1 User manual 32 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TEST
14. 4 Overlap length Overlap length 69 5 2 2 Supplementary bar length 69 5 2 3 Sempalmes Separation between overlaps User manual Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 INSTABILITY OF SUPPORTS Portico data EHE 08 Articles Das Section width of support A B has Section edge of support A B Las A B support length das Lower rebar s mechanical covering d Useful edge d h dag A Section area of support A B lan Cross section inertia moment of support A B Beam data bpa Section width of beam D A hpa Section high of beam D A Loa D A beam length loaz Cross section inertia moment of support D A Material characteristics fek Concrete characteristic yield Vc Partial safety coefficient of concrete f Calculation resistance of concrete 39 4 fyk Steel characteristic yield Vs Partial safety coefficient of steel 15 3 fya Calculation resistance of steel passive rebar 38 3 Ey Steel deformation for fya 43 5 1 E Steel modulus elasticity 38 4 Calculation stress A Maz Calculation bending moment in support A Maz Calculation bending moment in support B Na Calculation axial force Coefficients and factors Ratio between rigidities extreme A 43 4 Ratio between rigidities extreme 43 4 First order eccentricity in the extreme with a major 43 1 2 moment First order eccentricity i
15. A normal effort regarding the tension reinforcement After this simplification we can use the same method as for pure bending Rectangular diagram reflected in Article 39 5 of the EHE 08 is an estimate but very effective method that is based on the fact that from a given bending moment called Limit Moment Mm have only a bending reinforcement stops to being effective That is because must always exist a balance of forces between the concrete and compressed tensile zone if the compressed increases the mechanical arm 15 decreasing so the armor needed exponentially greater section to resist the efforts is calculated from Xum which is determined by Deformation Domains listed in Article 42 1 3 of the EHE 08 DIMENSIONING The spreadsheet initially requests the user to input the materials characteristics the dimensions of the section and the stress it is subjected It is essential that the user enters the bending moment in the same direction established the figure although it may vary the direction of axial establishing as positive value the compressions and as the negative value for the As 0 tractions If the Real bending moment is negative their absolute value will be introduced and user must interpret if will be at the top of the section and A in the lower El Tracci n L ri With the introduction of new actions bending moment named M7 obtained from the appl
16. bars Aso Secondary rebar area compressed Calculation stress Ma Calculation bending moment Na Calculation axial force Calculation bending moment Ehlers conversion Previous calculations Us Tractee rebar mechanical capacity Us Compressed rebar mechanical capacity Max ALA Maximum flange moment Rectangular diagram 39 5 Xum Mum delimiting axis considering Eu and 42 1 3 Yum A x h Application depth limit compressive forces Foum Compressed concrete strength limit Mum Limit blending moment Results rebar dimensioning YReAL Real applied depth of compression forces 32 2 Compressed concrete strength F n x f 4 A x h Mv Ehlers final moment Mu Final blending moment Nu Final axial stress User manual 39 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 BENDING COMPRESSION SYMMETRICAL OR BIAXIAL Dimensions of section EHE 08 Articles b Base h Edge Horizontal covering ry Vertical covering Material characteristics fa Concrete characteristic yield fyk Steel characteristic yield Partial safety coefficient of concrete Ye Table 15 3 Vs Partial safety coefficient of steel Luca Calculation resistance of compressed steel 38 3 Calculation stress Na Calculation axial force Mya Calculation bending moment in the y axis Mya Calculation bending moment in the x axis Steel results Es Steel strain Concrete results h Edge total
17. bending moment with the moment of fissuring of the workpiece If set to fissure the piece with these two facts together with the brute inertia moment of the piece is calculated Equivalent Moment of Inertia which will be used to calculate the maximum deformations If the piece does not fissure the MOI used for the calculation is Brute Inertia Moment The values of the moments of inertia are shown in section Previous calculations along with deformation modules and some other useful information such as Mf Moment of fissuring and the modulus of elasticity of steel Finally in the Results section are shown Bending Moments maximums which is under the rod and the maximum deformations generated by actions Along with these values has created a dropdown tab where you should choose the length of the loads in order to establish the value of A as provided Art culo 50 2 2 3 of the EHE 08 With this value is calculated the deferred deformation and can be obtained finally the active and total deformations of the rod User manual 29 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 FISSURATION This spreadsheet is used to check if an element fissure or not and if the opening feature of its fissures exceed the maximum determined by the rules in the Tabla 5 1 1 2 In order to perform this check will require the user to provide the dimensions of the section the characteristics of the materials whether they are direct or i
18. by c 1 Ax Defined area on the side b and singing 46 3 by Critical perimeter width y Figure 46 2 a b y c A Defined area on the side b and singing 46 3 Material characteristics fa Concrete characteristic yield Table 15 3 Vc Partial safety coefficient of concrete fe Calculation resistance of concrete 39 4 fica Concrete compress resistance 46 3 fa Concrete effective resistance to shear Tyak Punching shear rebar characteristic yield Ys Partial safety coefficient of steel Table 15 3 Fad Transversal rebar calculation yield Rebar features Rebar angle with axis of the piece SA Maximum distance radially concentric perimeters of rebar Distance radially concentric perimeters of rebar used in calculations Minimum distance in radial direction between the support _ in and the first line of rebar 0 5 d di Figure 469 8 Maximum distance in radial direction between the support _ Simax and the first line of rebar 0 5 d ii user Distance in radial direction between the support and the 1 first line of rebar choose by user bo Width of the ponies Unef en X zi Figure 46 5 a 2 by Width of the perimeter Un ef en y axis bl Geometric ratio total main rebar reinforcement inside the perimeter u ef User manual 53 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Calculation stress Article 46 3 Feq Punching shear calculation Nay Longitudinal forces in the critical surface from a lo
19. identical to those of any other application sheet although with a slight catch bo is requested which is the width lower in this section Characteristics of materials Disposition of long reinforcement it is necessary to enter the data of the longitudinal reinforcement of the section and the criteria for placement of transverse reinforcements You can also enter values for S rings separation between rings and srancues number of branches when the user wants to enter this data you will see that you can choose a range of values from a list or select the option ns nc Do not know no answer this is because you can assume that the user knows beforehand what separations wants to have between the fences or the number of branches that should be placed or the user may prefer that these data may supply by spreadsheet Efforts of calculation In the calculation section shows two columns the first listed all the factors and coefficients used and the second column shows all checks required by the law To facilitate interpretation of results automatic annotations have been added to determine if the section meets or not and if it fissures or not and if required transverse reinforcement Regarding the results also show different values despite not determine the required reinforcement are considered important These values are transverse separations between branches maximum and minimum set by the regulations and the actual separation
20. lineales y seleccione el motor Evolutionary para problema de Solver no suavizados User manual 67 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Then opens a window where you can select various options the default is marked Conservar soluci n de Solver so that should click Aceptar if you leave this option selected by default should be selected Resultados de Solver Solver encontr una soluci n Se cumplen todas las restricciones y condiciones ptimas Informes Responder 9 Conservar soluci n de Solver Confidencialidad L mites O Restaurar valores originales Volver al cuadro de di logo de par metros de informes de esquema Solver Cancelar Guardar escenario Solver encontr una soluci n Se cumplen todas las restricciones y condiciones ptimas Al usar el motor GRG Solver ha encontrado al menos una soluci n ptima local Al usar Simplex LP significa que Solver ha encontrado una soluci n ptima global Next it will be seen as are modified section data results in calculation sheet and how it changes the graphing of the neutral axis User manual 68 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 User manual 69
21. not fit in the box There are two ways to see the result the first and simplest is that the user places the cursor on the box where it appears that error in a few seconds you will see a box with the pads hidden value A Vuz IHHHHHHHE 2139 45 If for convenience you want that result to be visible permanently in your spreadsheet and since you cannot change the type or font size of the boxes of results another possible solution is to increase or decrease the zoom leaf 90 The results boxes are designed to support up to 3 decimal places and have changed their sizes ensuring that this error 15 not but this may vary depending on your computer and Office Pack is used User manual 7 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 B SHEETS DESCRIPTION CALCULATION PROCEDURES User manual 8 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 SIMPLE BENDING For the calculation of sections subjected to pure bending where we have only bending moment we have used the Rectangular diagram reflected in Article 39 5 of the EHE 08 is an estimate but very effective method that is based on the fact that from a given bending moment called Limit Moment have only a bending reinforcement stops to being effective That is because must always exist a balance of forces between the concrete and compressed tensile zone if the compressed increases the mechanical arm is decreasing so
22. of bars As Compressed rebar total area Section characteristics he Effective wall thickness of the calculation section Area enclosed by the midline of the effective hollow section Ue Midline perimeter of effective hollow section Coefficients K Coefficient which depends on the axial force a Dimensionless coefficient rings dependent B Dimensionless coefficient User manual EHE 08 Articles 37 2 4 rec nominal Table 15 3 39 4 38 3 39 4 45 2 2 1 45 2 2 44 2 3 1 44 2 3 1 45 2 1 45 2 1 45 2 1 44 2 3 1 45 2 2 1 45 3 2 2 49 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Maximum torsor moments the section can resist Maximum torsion moment which can resist the concrete T 45 2 2 1 connecting rods Maximum torsion moment which transversal rebar can Tu 1 45 2 2 2 resist Tu3 Maximum torsion moment which main rebar can resist 45 2 2 3 Torsion combined with shear stress Vus Shear stress exhaustion by oblique compression in the 44 2 3 1 soul Vra MAX Maximum calculation shear effort 44 2 2 Torsion transversal rebar Torsion transversal area Torsion transversal rebar separation Ds Torsion transversal rebar diameter Tecos Rings number Main rebar A Main rebar area Ds Torsion main rebar diameter Hbarras Number of bars User manual 50 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08
23. sheet and finally an annex with a tutorial need to use correctly a spreadsheet Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 A INTRODUCTION DATA AND RESULTS INTERPRETATIONS Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 GENERAL CRITERIA All Excel worksheets are designed with virtually identical criteria to make the data and the results easy to interpret for the user DATA INPUT There are three types of data that the user can enter 1 Characteristics and materials section h 0 50 m fyk 500 N mm This data type boxes are highlighted with a blue background and font Calibri in black 2 Safety coefficients and concrete fatigue factor Vs 1 15 u Ve 150 u Occ 1 00 u This data is entered by default as determined by EHE 08 but is editable for easy modification in case of any future regulatory change requiring modification or user 3 Tabs dropdown We have created two types of tabs down a The first type of tabs are shown in a gray rectangular box with a white background with a symbol of a black arrow in a gray box Clicking the arrow displays a list The selected option will be displayed in blue and appear in the box when the table is folded Tipologia de anclaje Patilla Tipologia de anclaje Barra transversal soldada This table is intended for cases in which the regulation gives to choose between various options that are taken into consi
24. the armor needed a exponentially greater section to resist the efforts is calculated from Xum which is determined by Deformation Domains listed in Article 42 1 3 of the EHE 08 DIMENSIONING The spreadsheet initially requests the user to input the materials characteristics the dimensions of the section and the stress it is subjected Is an indispensable condition to enter the values in the same direction as shown in the sketch The bending moment will always be positive and in the direction as shown in the figure If the Real bending moment is negative their absolute value As E will be introduced and user must interpret if will be at the top of the section and A in the lower Of all entered data will be extracted some characteristic values of the section which means the limits Yum Ferm As Mum and calculate the real values y all of which are shown in the Calculations section Over the real values automatically appear one of following cases O MdsMlim o Md gt Mlim the first indicates that the effort is less than the Limit Moment and therefore the section does not require minimum compressive mechanical rebar the second case determined that the effort is greater than the limit and therefore should increase the compression reinforcement Asz to make the sizing of the armor section be optimum After determining these values are given so much mechanical reinforceme
25. this sheet is very similar to all the others the dimensions of the requested section the characteristics of the materials the design stresses and REBAR To determine the rebar are requested three items the diameter the number of bars in the direction of the y axis and the number of bars in the direction of the axis x By limitations of the use of Excel created a drop down list instead of allowing the user to enter any value In this list the user can choose between 2 and 8 bars in each direction Armadura 20 mm ty 3 EN UB 4 To make it more graphic and simple for the user and for it to be sure you have correctly entered values we have created a graph of the section which changes depending on the input values So if you decide that in the vertical direction are 3 and 4 on the horizontal appears this drawing lt y Barras User manual 14 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 If you choose 5 horizontal and 2 vertical bars the following chart EjeNeutro y O Barras And so on for all possible combinations As can be seen in the two graphs displayed neutral axis line is identical this is because the sheet to calculate this result must be used Solver application For this should activate this option in Excel as default is disabled in Microsoft Excel 2010 Activation and the use of this option are shown in Annex of this document entitled Function Solv
26. Escola Polit cnicaSuperior d Edificaci de Barcelona Universitat Polit cnica de Catalunya Final Grade Work Ciencias y Tecnolog as de la Edificaci n PRONTUARIO EN EXCEL DE HORMIG N ARMADO Adaptado a EHE 08 Designer Zaida Rinc n Soriano Director Sandok n Lorente Monle n Convocation September 2013 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 INDEX UNS AAA A INTRODUCTION DATA AND RESULTS INTERPRETATIONG ssssssssssssssssssssseessssssssssnnseees DATAINPU CER RESULTS INTERPRETATION sue POSSIBLE ERROR IN READING FOR RESULTS sous B SHEETS DESCRIPTION CALCULATION PROCEDURES ooooccccccccccconcoonananonononnnananananoncnncccnanananos SIMPLE BENDING lt a COMBINED BENDING 11 TESTING BENDING COMPRESSION OBLIQUE OR 14 SHEAR AAPP M E MMM HMRRHRRRPEEETITTTTTIQID 16 TORSION Peerererererererererererrrerererrrerrrrrerrrerrrerrrerrrerrrerrrrrrrerrrerrerrrrrererrrreereerrreeeeeerreerreerrer reer rere 18 PUNCHING SHEAR oo 21 SHEAR Iidem 23 ANCHORAGE REINFORCEMENT 24 ANCHORAGE BY sk se s eo sk eve ok ee Ero EE SEES REESE Ssss Ssss TER ERE RR 25 INSTABILITY OF SUPPORTS BUCKLING cssssccsssesescserssceeessseseseserssseeeneneseseserssseeene
27. ING Dimensions of section EHE 08 Articles h Edge b Base Lower rebar s mechanical covering 7 a 37 2 4 rec nominal l MECSUP Top rebar s mechanical covering d Useful edge lt Material characteristics fy Steel characteristic yield fek Concrete characteristic yield T M A Maximum aggregate size Vs Parga safety SE N of steel Table 15 3 Vc Partial safety coefficient of concrete Occ Concrete fatigue factor 39 4 fya Calculation resistance of steel passive rebar 38 3 fea Calculation resistance of concrete 39 4 Rebar features Hbs1 Main rebar tractee number of bars Main rebar tractee diameter of bars Asi Main rebar area tractee 0 Compressed rebar number of bars Qs Compressed rebar diameter of bars As Secondary rebar area compressed Calculation stress Ma Calculation bending moment Previous calculations Ua Tractee rebar mechanical capacity Us Compressed rebar mechanical capacity Rectangular diagram 39 5 Mum delimiting axis considering Eu and 42 1 3 Yum A x h Application depth limit compressive forces Mum Limit blending moment Results rebar dimensioning YReAL Real applied depth of compression forces 32 2 Compressed concrete strength F n x f 4 A x h Mu Final blending moment User manual 33 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 SIMPLE BENDING T SECTION
28. S DIMENSIONING Dimensions of section EHE 08 Articles hala Flange edge harma Web edge Data Flange base Dalma Web base 37 2 4 rec nominal Lower rebar s mechanical covering l MEC SUP Top rebar s mechanical covering d Useful edge d h rmecmr Material characteristics fu Steel characteristic yield fek Concrete characteristic yield T M A Maximum aggregate size Vs Partial safety coefficient of steel 15 3 Ve Partial safety coefficient of concrete Occ Concrete fatigue factor 39 4 La Calculation resistance of steel passive rebar 38 3 fe Calculation resistance of concrete 39 4 Calculation stress Ma Calculation bending moment Rectangular diagram 39 5 Mum delimiting axis considering Eu and 42 1 3 Yum A x h Application depth limit compressive forces y Applied depth of compression forces Foum Compressed concrete strength limit F Compressed concrete strength F n x f 4 A x h Mum Limit blending moment Minimum mechanical rebar Asi Main rebar area tractee As Secondary rebar area compressed Results rebar dimensioning Ds Rebar diameter 32 2 Hbarras Number of bars Real rebar area SREAL Real separation between bars Smin Minimum separation between bars 69 4 1 1 User manual 34 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TESTING Dimensions
29. User manual Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 D ANNEX User manual 65 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 EXCEL TUTORIALS SOLVER FUNCTION To resolve some of the bending compression sheet will be necessary to apply the solver function since some calculations are not done automatically It is a very simple procedure but it is common in 2007 or 2010 Excel solver function or solve is hidden So in order to access it we proceed as follows First we_click on the File tab a list of options appear on the left side of the screen 9 ET Inicio Insertar Dise o de Salir lg Guardar Informaci Al Guardar como Nari We will click the Opciones de Excel Complementos options medie E F rmulas which will open a window And select Revisi n Guardar Idioma Avanzadas Personalizar cinta de opciones Barra de herramientas de acceso r pido complementos Centro de confianza In the bottom of the window that opens appears the word Manage and next to it a drop down A m ec General Vea y administre los complementos de Microsoft Office F rmulas Revisi n Complementos Guardar Nombre Ubicaci n Tipo Idioma Complementos de aplicaciones activas PDF Converter 6 0 ExcelAddin Professional 61PDFCExce
30. active deformations 50 2 2 3 fag Deferred deformation of uncentering loads fu Deferred deformation of loads at n days Total deformation of uncentering loads fist Total deformation of loads at n days Factiva Active deformation User manual Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 FISSURATION Section dimensions EHE 08 Articles hc Section edge b Section width Lower rebar s mechanical covering d Useful edge d hc c Main rebar tractee Ds Main rebar tractee diameter Hbs Main rebar tractee number of bars S Distance between bars Main rebar tractee total area Material characteristics 127 Concrete characteristic yield for days 49 2 1 fam Medium strength concrete bending traction 39 1 B Coefficient depending the actions indirect or other cases 49 2 4 Calculation stress Na Calculation axial force Ma Calculation bending moment Calculation M Fissuration moment 50 2 2 2 Os Rebar service stress 49 2 4 Osr Rebar stress of fissured section 49 2 4 Sm Medium distance between fissures 49 2 4 Esm Rebar medium lengthening 49 2 4 User manual Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 ANNEX 1 REBAR CALCULATION Symbology EHE 08 Articles Rebar diameter Number of bars b Concrete section width hc Concrete section edge As Rebar total area Concrete total area Geometric amount
31. ad Mg Moment transferred between slab and support Coefficients B Eccentricity coefficient according 46 3 Dimensionless coefficient 46 3 Other values of interest O cd Average axial stress testing in the critical surface 46 3 Un ef Perimeter continent of punching shear reinforcement Figure 46 5 a Testing perimeter Figure 46 4 3 Tra Resistant stress critical perimeter 16 3 Xid min Minimum value of the critical perimeter resistant stress i Tests for slabs without punching shear reinforcement 46 3 Tod Nominal tangential stress calculation Maximum stress resistant critical perimeter Biggest Tra between Tra Y Tra min Dimensioning of punching shear reinforcement Total area of reinforcement for punching in a perimeter or area concentric to the load support bns Checking the area outside the punching area 46 4 2 Fed ef Effective stress punching Punching Shear outer perimeter 12 Have had to add the subscripts 1 and 2 to distinguish the two values together because regulations uses the same nomenclature to be different although both Equivalent to the square root of x rebar and y rebar with a maximum value of 2 o User manual 54 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 DIMENSIONING TO SHEARING RECTANGULAR SECTIONS Dimensions of section EHE 08 Articles h Edge b Base p Contact surface per unit length Material characteristics
32. bar and bending moment qu Uniformly distributed load that occupies a section of bar Distance between the right end of the bar and the center e of the uniformly distributed load Distance between the center of the uniformly distributed f load and the left end of the bar g Width of the section affected by the uniform load Previous testing L d Relation length effective edge L d Minimal relation L d to not require deformation testing Tabla 50 2 2 1 a Previous calculations uncentering and n days Es Steel modulus elasticity 38 4 Mr Nominal fissuring moment 50 2 2 2 X d Relative depth of the neutral fiber Annex 8 art 2 2 lp Brute moment of inertia lr Moment of inertia of fissured section Annex 8 art 2 2 User manual 61 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Inertia and deformation modules AL Modulus of deformation of the concrete 39 6 An Equivalent inertia moment 50 2 2 2 pin inertia moment used for calculating I o le Maximum stresses and deformations Maximum bending moment in the uncentering fos Instant deformation in the uncentering Mmax Maximum bending moment at n days fur Instant deformation at n days A Factor fis calculations 50 2 2 3 A Factor in the calculation of deferred deformation Coefficient depending on the duration of the load p Amount geometric compression reinforcement Calculating the total and
33. be limited so if the user enters s higher than the maximum the formulas will take as correct 51 max value and if less than minimum value will be correct s min With respect to stress calculation subsection we can see value is not requested it is required to know only whether there are or not moments applied This is because it is the only specification that requests the normative and has been estimated simpler because the user can ignore this information accurate despite knowing that there is a bending moment applied In the section calculations and testing appear the coefficients and values that may be of interest to the user and four sections of testing Checks for slabs without punching shear reinforcement This section checks whether or not the punching shear reinforcement needed Besides values appear nominal tangential stress and the maximum stress calculation resistant of critical perimeter will display an interpretation of results User manual 21 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Dimensioning of punching shear reinforcement display the required reinforcement area in cm Checking the area outside the punching shear reinforcement their failure determines the need to add reinforcement for punching in the area outside the critical perimeter Checking the limitation of the area adjacent to support is the checking that the maximum stress of punching complies the limitation
34. deration in the calculations b In some cases they have had to create dropdown lists due to the limitations of the spreadsheet not regulations constraints These lists are displayed as a data entry box of blue but when clicking on it the user will be shown the list rather than the ability to edit the text Armadura Armadura 20 mm 20 mm 5 ud ENT sird 4 ud EN 2 d 4 5 6 7 8 User manual 5 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 4 Select Button in some cases has preferred to create a selection button instead of a dropdown list but its function is the same The user must click on the appropriate button this is highlighted in black and the others remain white Tipo de vano O Biempotrado Apoyado Empotrado Biapoyado O Voladizo RESULTS INTERPRETATION The results of intermediate calculations required to obtain the final result of the spreadsheet which also are considered important to the user data are represented by gray and cursive letter fya 434 8 N mm 9253 They also facilitate two types of Final results the favorable and unfavorable The favorable as shown below are highlighted with yellow background and bold if an unfavorable outcome graphing appear in red As cm In some cases such as dimensioning tables of reinforcements in which they appear various possible outcomes are displayed to the user that some va
35. ed from the result of the dimensioning and will always be equal to the torque effort applied to the piece The only section that cannot comply is that which depends on the dimensions of the section concrete in case of no to comply a note appears with the text that is displayed in red M torsores maximos que puede resistir 75 6 No cumple A b h Tu2 400 0 m kN Tus 4000 Cumple This means that Ty fails so that should increase the area of concrete b h If the user determines that combination with shear in the same section of Calculations will appear Torsion combined with shear where is show the intermediate necessary calculations and the maximum shear that piece in the conditions set by the user can resist Three cases are possible User manual 18 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Error with the data provided section no admits shear effort interaction with the torsion moment Vramax lt Vra section supports the application of shear but less than introduced Vramax2Vra Section fulfills with interaction shear Torsi n combinada con cortante Vui 980 00 kN Vra MAX Error kN No admite Cortante The interpretation of these three possibilities will be highlighted in the same paragraph by the phrases No admite Cortante No cumple y Cumple Finally in the Results section transverse reinforcement is required and t
36. ement Calculating the total and active deformations 50 2 2 3 fag Deferred deformation of uncentering loads fu Deferred deformation of loads at n days Total deformation of uncentering loads fist Total deformation of loads at n days Factiva Active deformation User manual Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 T SECTIONS Section dimensions EHE 08 Articles L Beam length hala Flag edge harma Soul edge Data Flag base Dama Soul base inf Lower rebar s mechanical covering 37 2 4 d Useful edge Material characteristics fa Concrete characteristic yield fam Medium strength concrete bending traction 39 1 fu Steel characteristic yield Vs Partial safety coefficient of steel 15 3 fya Calculation resistance of steel passive rebar 38 3 Rebar disposition Hbs1 Tractee rebar number of bars Rebar diameter 39 1 Asi Total rebar area Hbs2 Compress rebar number of bars 15 3 Qs Compress rebar diameter 38 3 Aso Total rebar area Actions initial uncentering at 8 days Qu Distributed load value at the left end que Distributed load value at the right end pm Point load a Distance between the right end of the bar and point load b Distance between the left end of the bar and point load MUI Applied bending moment Distance between right end of bar and bending moment d Distance between left end of
37. er Once you have done the calculations we can see the results we have created a table that shows all bars with their respective coordinates and indicates if they are tensioned or compressed which is resisting bending moment each and the unitary deformation In the results section shows the balance of effort the values for neutral axis graphing the tilt angle and a table with the neutral axis vertexes so that users find it easier to determine if graphing is precised User manual 15 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 SHEAR To carry out the calculations in this sheet carefully followed the procedures established in Article 44 of the EHE 08 For this reason it will not proceed to detailed explanation this section will explain just a list of the input data and a brief explanation of the calculations and interpretation of results Both sheets Testing and Dimensioning have made the necessary verifications in terms of fissuring moment Mg shear exhaustion oblique compression and exhaustion shear traction in the soul Vyz and also shows the contribution of both the concrete V y and the rebar Vsy to the shear strength DIMENSIONING Data input and calculations of this sheet can be a bit complicated for the user since it requires the introduction of many data even has tried to simplify In the first section of the sheet are 4 types of data requested Those relating to the section are almost
38. f concrete Occ Concrete fatigue factor 39 4 fed Calculation resistance of concrete 39 4 faa Concrete tractee calculation resistance La Calculation resistance of steel passive rebar 38 3 Bars characteristics Bar diameter Cy Geometric covering mec Mechanical rebar area real Real rebar from which anchor the reinforcement Constant adhesion tension 69 5 1 2 Basic anchorage length lb Basic anchorage length 69 5 1 2 Net anchorage length Ib neta Net anchorage length 69 5 1 2 User manual 56 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 ANCHORAGE BY OVERLAP Material characteristics EHE 08 Articles fek Concrete characteristic yield Ve Partial safety coefficient of concrete faa Concrete tractee calculation resistance 39 4 39 1 fyc Steel characteristic yield Vs Partial safety coefficient of steel 15 3 Calculation resistance of steel passive rebar Rebar characteristics Bars to overlap diameter a Separation between nearest overlaps Figure 69 5 2 2 As mec tot Total calculation mechanical rebar As real Real main rebar area tractee As real Real secondary rebar area compressed real Real total steel area 96A trace Percentage of tractee rebar Adhesion tension 69 5 1 2 Basic anchorage length lo Basic anchorage length 69 5 1 2 Net anchorage lengih lb neta Net anchorage length 69 5 1 2 69 5 1
39. g Eu and 42 1 3 Yum A x h Application depth limit compressive forces Mum Limit blending moment Feum Compressed concrete strength limit Results rebar dimensioning YReaL Real applied depth of compression forces 32 2 Compressed concrete strength F n x f 4 A x h Mv Ehlers final moment Final blending moment Nu Final axial stress User manual 37 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 COMBINED BENDING T SECTIONS DIMENSIONING Dimensions of section Nata Flange edge haima Web edge Data Flange base Dalma Web base Lower rebar s mechanical covering l MEC SUP Top rebar s mechanical covering d Useful edge d h rmecimr Material characteristics fu Steel characteristic yield fek Concrete characteristic yield T M A Maximum aggregate size Vs Partial safety coefficient of steel Ve Partial safety coefficient of concrete Occ Concrete fatigue factor La Calculation resistance of steel passive rebar fe Calculation resistance of concrete Calculation stress Ma Calculation bending moment Na Calculation axial force Mg Calculation bending moment Ehlers conversion Rectangular diagram Mum delimiting axis considering Eu and Yum A x h Application depth limit compressive forces y Applied depth of compression forces Foum Compressed concrete strength limit Compressed concrete s
40. h the results of the mechanical capabilities of the reinforcements In the Results section shows the values Yrean My y The last two values are obtained proportionally from My y Ng as My not the real applied moment and is intended to give the user an idea of the values that can support section User manual 12 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Resultados DOMINIO 4 Vreal 0 24 m Fe 9840 4053 Nu 00 In case rebar section is not enough that means the My were less than Mg the result will be highlighted in red Whatever the result a note will always help to your interpretation and also provide more information Interpretaci n de resultados No cumple insuficientes armaduras S1 y S2 This note will determine if section meets or not and will also provide the user with information about the reason of failure whether due to As As or both Numerical results are not shown because it is a test For correct sizing of the rebar can be used both by probing at the testing sheet as the previous sheet dimensioning User manual 13 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TESTING BENDING COMPRESSION OBLIQUE OR SYMMETRICAL This spreadsheet provides the place in which is located the neutral axis of the piece and the balance of forces using as criteria the axial equals the calculation axial Regarding the data input
41. he Effective wall thickness of the calculation section 45 2 1 enclosed by the midline of the effective hollow 45 21 section Ue Midline perimeter of effective hollow section 45 2 1 User manual 45 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Maximum torsor moments the section can resist Maximum torsion moment which can resist the concrete Tus connecting rods Tu Maximum torsion moment which transversal rebar can resist Tus Maximum torsion moment which main rebar can resist Torsion combined with shear stress V s soul Shear stress exhaustion by oblique compression in the Vra MAX Maximum calculation shear effort Torsion transversal rebar Torsion transversal area St Torsion transversal rebar separation Ds Torsion transversal rebar diameter Tuo Rings number Torsion main rebar Amin Minimum torsion main rebar area SI Separation between torsion main rebar Da Torsion main rebar diameter Hbarras Number of bars User manual 45 2 2 1 45 2 2 2 45 2 2 3 44 2 3 1 44 2 2 46 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TESTING Dimensions of section EHE 08 Articles h Edge b Base Lower rebar s mechanical covering 37 2 4 rec nominal l MECSUP Top rebar s mechanical covering d Useful edge d h rwecine Rebar features Hbs Compressed reba
42. he rings separation and the minimum required total area longitudinal reinforcement Below these results are two tables the first shows the diameter of the rebar that makes up the ring s In the case of rectangular sections or hollow sections with a single bar in the outer perimeter only one ring will be shown in the case of hollow sections with reinforcement on both sides of the section appear two rings The dimensioning chart establishes longitudinal reinforcement bar diameters and numbers of bars needed assuming both were equal It is not possible to differentiate between As and as in other sheets because is not requested any bending moment TESTING The Testing sheet to torsion is simpler than the Dimensioning because although the user must enter some additional values are less results and also have created automatic annotations that explain each of the cases In the Data section user must provide the dimensions of the section the provisions of longitudinal and transverse the reinforcements the characteristics of the materials and the design stresses It may happen that by introducing the value of the transverse spacing of the rings this value turns red and display the following notation st value is higher than that established by art 45 2 3 gt gt This means that the value of the transverse spacing is higher than that established by the regulations the user can decide to keep or modify the wrong value but if it s
43. ication of the Ehlers method and is the sum of the bending moment over the moment generated by axial effort Of all entered data will be extracted some characteristic values of the section which means the limits Yum Feum Y and calculate the real values F e y all of which are shown in the Calculations section Over the real values automatically appear one of the following cases 0 lt MdsMlim o Md Mlim the first indicates that the effort is less than the Limit Moment and therefore the section does not require minimum compressive mechanical rebar the second case determined that the effort is greater than the limit and therefore should increase the compression reinforcement Asz to make the sizing of the armor section be optimum User manual 11 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 After determining these values are given so much mechanical reinforcement required as minimum geometric Armadura mec nica m nima Armadura geom trica m nima As 11 85 As cm Aso cm As i 1 05 cm The spreadsheet detects which are the highest values and highlighted in yellow and bold These outstanding values are used in the last section it determines how many bars would be required for any diameter and determines both the real and the minimum separation In case this set of bars breach the results would be crossed out in red if met will be highlighted in yellow and bold This means that
44. l to the z axis These data are distinguished by a subscript ie AB which determines which bar it is E AX Maz ALL KM SA rf YA l Pd 20 1 F y LE In section Calculations and Results are given the factors used for calculations the slenderness of the piece and its buckling length If the support is not going to buckling does not show any result and displays the note No pandea but if it buckles this note is modified by El soporte pandea and appears a new list with the eccentricities and computational efforts in the Z axis These efforts will provide that the axial force equal and that the moment will be increased due to the eccentricity caused by the buckling of the support User manual 26 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 DEFORMATION These spreadsheets follow the procedures established by Art culo 50 of the EHE 08 and the Anejo 8 Apartados 2 2 and 2 3 to complement it But first to obtain the maximum bending moments and maximum deformations produced by the actions of the bars have been followed in Prontuario Ensidesa and Prontuario de Estructuras by CEDEX It has created a single document to talk about Deformations despite there are two spreadsheets because the difference between them is minimal in the face of its use Although the calculations differ between the two the needs of data entry and the results are so similar that it is not worth over
45. lAddin dll Complemento COM Avanzadas Solver C Officel4 Library SOLVER SOLVER XLAM Complemento de Excel Personalizar cinta de opciones Complementos de aplicaciones inactivas Contenido invisible C Microsoft Office Officel4 OFFRHD DLL Inspector de documento Barra de herramientas de acceso r pido Datos XML personalizados C Microsoft Office Officel4 OFFRHD DLL Inspector de documento Encabezados y pies de p gina C Microsoft Office Officel4 OFFRHD DLL Inspector de documento complementos Fecha XML crosoft shared Smart Tag MOFL DLL Acci n Filas y columnas ocultas C Microsoft Office Officel4 OFFRHD DLL Inspector de documento Herramientas para an lisis C Officel4 Library Analysis ANALYS32 XLL_ Complemento de Excel Herramientas para an lisis VBA fice14 Library Analysis ATPVBAEN XLAM Complemento de Excel Herramientas para el euro Library EUROTOOL XLAM Complemento de Excel Hojas de c lculo ocultas CA Microsoft Office Officel4 OFFRHD DLL Inspector de documento Microsoft Actions Pane 3 Paquete de expansi n XML Centro de confianza Complementos relacionados con documentos Complementos no relacionados con documentos Complementos de aplicaciones deshabilitadas PDF Create 6 Excel Addin C DF Driver OfficeAddIn ZnExcelAddin dll Complemento COM Complemento PDF Converter 6 0 ExcelAddin Editor Nuance Communications Inc Compatibilidad hay informaci n disponible
46. lculations appear Given that data of punching reinforcements may lead to misunderstanding by the similarity of various data then will explain what each one of them despite being defined in the section above symbology Rebar disposition a Rebar angle with axis of the piece Sinak Maximum distance radially concentric perimeters of rebar 5 Distance radially concentric perimeters of rebar used in calculations 1 Minimum distance in radial direction between the support and the first line of rebar 0 5 d 1 max Maximum distance in radial direction between the support and the first line of rebar 0 5 d e Distance in radial direction between the support and the first line of rebar choose by user Dra Width of the perimeter Un ef en x axis by Width of the perimeter Un ef en y axis pi Geometric ratio total main rebar reinforcement inside the perimeter ef Separations data the reinforcements that user must enter are s which corresponds to the user separation between the different perimeters of bars and s which is the separation between the support and the first line of bars above this value appear max and Simin these values are the maximum and minimum by norm so user must provide a value intermediate between them Default was entered a formula that calculates the average between the two the user can modify it at will To avoid possible errors in data entry formulas are linked to s will
47. lity and which are in Domain 2 And estimated values are obtained which are not shown because are not always real These estimated values are compared with the limit values that determine the limit between domains 3 and 4 these values are shown in the Calculations section together with the results of the mechanical capabilities of the reinforcements In the Results section shows the values of yag y My and also determines the domain of deformation which is the section The latter moment My determines the maximum moment that section can resist In case rebar section is not enough that means the My were less than Mg the result will be highlighted in red Whatever the result a note will always help to your interpretation and also provide more information Interpretaci n de resultados No cumple insuficientes armaduras S1 y S2 This note will determine if section meets or not and will also provide the user with information about the reason of failure whether due to As or both Numerical results are not shown because it is a test For correct sizing of the rebar can be used both by probing at the testing sheet as the previous sheet dimensioning User manual 10 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 COMBINED BENDING In this sheet we use the Ehlers method which states that all combined bending problem can be reduced to one of simple bending with no more than taking as moment that produces
48. lues are wrong but that may be of interest To avoid possible confusion have been highlighted in red and crossed out leaving visible but showing values that are not valid SreaL 1185 In the event of results or factors determined by some tables 08 included those tables They highlight the row and column in which it is the result and the intersection of both shows with a more ocher and bold letters fck 30 35 40 45 50 User manual 6 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 In the case of Test sheets and in the case of sizing sheets in which has to calculate the strength of concrete can be found two types of results 1 Favorable results that meet the requirements set by the regulations Highlighted in green bold and italic Vui 675 00 kN box d Cumple 2 Results unfavorable that do not meet the requirements of the regulations Highlighted in red italic and bold Vui 675 00 kN As described in the description section of the leaves the leaves testing sections annotations were made automatically displayed to assist the interpretation of the results POSSIBLE ERROR IN READING FOR RESULTS In any case it is likely that to enter the data into the spreadsheet the result is displayed as follows Vsu HHHHHH kN These pads do not necessarily imply an error in the calculation it may be because the result is too large a figure that will
49. modified will impact on the final results as explained below In the calculations section only shows the geometric characteristics typical of the section the coefficients used in the calculations and if there is shear the design values used for determining the maximum shear which can resist the piece If no interaction with shear in the results section are displayed only maximum torsional moments that can resist the concrete longitudinal reinforcements and transverse reinforcements and a section for interpretation of results Along with the values of Tus Ty y Tus notes appear Cumple or No cumple which called the attention of the user making it easily visible section failure points And under Interpretation User manual 19 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 of results will help you understand why it fails the section At this point automatic annotation will determine if the section complies at all points p e Cumple el dimensionado es correcto or fails dimensioning section or any of their rebar p e No cumple es necesario aumentar la secci n y la armadura transversal It may be that in the Results section the user is the case with the value of Ty2 although this is higher than T notice appear lt lt No cumple gt gt this is because the value of st entered by the user was higher than that established by the regulations this implies that the formula establishing Tuz is incorrect becau
50. n compression connecting rods and piece axis Angle between rebar and piece axis cercos Separation between rings eamas Number branch Calculation stress Calculation shear effort Na Calculation axial force Ma Calculation bending moment Relative to materials fica Concrete compress resistance fork Concrete tractee characteristic resistance faa Concrete tractee calculation resistance fam Concrete tractee average resistance Relative to stress K Coefficient which depends on the axial force d ad Concrete effective axial stress positive compression User manual EHE 08 Articles 40 3 5 37 2 4 rec nominal 44 2 3 2 2 Table 15 3 39 4 38 3 44 2 3 2 2 39 4 38 4 44 2 3 1 44 2 3 1 44 2 2 44 2 3 1 39 1 39 1 44 2 3 1 44 2 3 1 43 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Relative to section Cross section inertia moment S Static moment of the cross section E Dimensionless coefficient Tractee rebar geometric ratio Reference angle of inclination of fissures B Dimensionless coefficient Mechanical arm Shear stress the section can resist Mis Fissure moment Shear stress exhaustion by oblique compression in the Vui soul Shear stress exhaustion by traction in the soul Vcu Concrete contribution to the shear strength Vsu Transverse rebar contribution to shear resistance User ma
51. n the extreme with a lower 4312 ez moment v Dimensionless axial 43 1 2 C Dimensionless coefficient bar position dependent 43 1 2 B Arming factor 43 5 1 Slenderness Lower limit slenderness 43 1 2 Nice Mechanical slenderness 43 1 1 Buckling length Buckling length factor 43 4 lo Buckling length 43 4 User manual 58 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 DEFORMATIONS RECTANGULAR SECTIONS Section dimensions EHE 08 Articles L Beam length hc Edge b Base Vint Lower rebar s mechanical covering 37 2 4 d Useful edge Material characteristics fek Concrete characteristic yield fam fi Medium strength concrete bending traction 39 1 fy Steel characteristic yield Vs Partial safety coefficient of steel 15 3 fya Calculation resistance of steel passive rebar 38 3 Rebar disposition Hbs1 Tractee rebar number of bars Rebar diameter 39 1 Asi Total rebar area Hbs2 Compress rebar number of bars 15 3 Qs Compress rebar diameter 38 3 Aso Total rebar area Actions initial uncentering at 8 days MAD Distributed load value at the left end izq Ga Distributed load value at the right end pm Point load a Distance between the right end of the bar and point load b Distance between the left end of the bar and point load MU Applied bending moment Distance between right end of bar and bending momen
52. ndirect actions the characteristics of the main reinforcement in tension and shall also determine the mode of operation of the section This latter serves for the effective area of the concrete Aces To determine are four figures which have been designated Case 1a Case 1b Case 2 and Case 3 These figures are copied from Figure 49 2 4 and can be chosen by drop down tab in subsection Area eficaz del hormig n En el apartado de resultados si se diera el improbable caso de que la secci n no fisurara simplemente aparecer a la nota La secci n no fisura en el caso de que si lo haga se mostrar el valor de w abertura caracter stica de la fisura y un fragmento de la Tabla 5 1 1 2 la EHE 08 In the results section if given the unlikely event that the section not fissures simply appear the note La secci n no fisura in the case if it does is show the value of w characteristic of the fissure opening and a fragment of Tabla 5 1 1 2 of the EHE 08 This table will be highlighted in green and yellow background values for the opening of the fissure comply with regulations and red for non compliance as follows Abertura caracter stica de la fisura We 0 30 mm r n T ra J Clases de exposici n ws mm lla IIb H IIb IV F Qa Qb Qc User manual 30 Pron tuario en Excel de Hormig n Armado Adaptado a EHE 08 C SIMBOLOGY AND ARTICULATED
53. neseneee 26 DEFORMATION MM 27 FISSURA TION 30 C SIMBOLOGY AND ARTICULATED oooocccccccccnncooonaannnnnnnnnanananannnnnnnnnnanonannnnonnnnnnaanaaannnncnnnnnans 31 SIMPLE BENDING RECTANGULAR 5 32 DIMENSIONIN Chee T 32 KEKEREKE iSS 33 SIMPLE BENDING T SECTIONS sssssscssscscscscscscscscscscscscscccscccsscccscccscccscacscacscasscasscasscasscasscasscds 34 DIMENSIONING 5 xix RR TE 34 TESTING coca ooo 35 COMBINED BENDING RECTANGULAR 5 5 36 essc 36 TESTING o PEE 37 COMBINED BENDING T SECTIONS cccccoooooonaccncccnnnnnananannnnnnnnnnnnnaannnnnnnnnnnanonaacnnncnnnnnanananos 38 esce 38 TESTING i idnpEeEHReRInaengeeEPROBREEaRRODOOOeOOmie eee Ree ORE 39 BENDING COMPRESSION SYMMETRICAL OR 40 User manual Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 SHEAR sesh suse 41 41 WIEST UNG A E 43 TORSION RECTANGULAR SECTIONS cccsccsssssssssscssseeesssssssscceesseessssssssccensseeessssssseseeseees 45 puiaeiice 45 O 47 TORSION HOLLOW SECTION oooccccccnocononancncncnonnnananannncnnnnnnnnonnannnnnnnnnnnanonannnnnnnnnnnanananannnonos 49 DIMENSIONING PPP PP 49
54. nt required as the minimum geometric standard The spreadsheet detects which are the highest values and highlighted in yellow and bold These outstanding values are those used in the last section it determines how many bars would be required for any diameter and determines both the actual and the minimum separation The sheet detects which results meet or not highlighting which they do and crossing out which not This means that will reflect several suitable results and the user should determine the optimal User manual 9 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Hbarras SREAL Smin mm ud cm cm cm 14 8 12 32 054 2 00 16 6 12 06 1 08 2 00 20 4 1257 233 2 00 25 3 14 73 3 75 2 50 32 2 16 08 8 6 3 20 42 1 12 57 408 If all values of the table appear crossed it means none meets the minimum separations established by the regulations a notation will appear at the top of the table indicating that the section should be increased TESTING The introduction of the data in the Test Sheet is similar to that described in the previous section should be introduced characteristics of materials calculation efforts to be introduced in their absolute value and the geometric characteristics of bars The procedure used to obtain the results of this sheet are based on the application of a previous hypothesis which states that the two rebars work in their mechanical capabi
55. nual 44 2 3 2 1 1 4 2 3 2 1 1 44 2 3 2 1 2 44 2 3 2 1 2 44 2 3 2 2 44 2 3 2 2 44 2 3 2 2 44 2 3 1 44 2 3 1 44 2 3 2 44 2 3 2 2 44 2 3 2 2 44 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TORSION RECTANGULAR SECTIONS DIMENSIONING Dimensions of section EHE 08 Articles h Edge b Base Lower rebar s mechanical covering 37 2 4 rec nominal 5 rebar s mechanical covering d Useful edge d h rmecine Material characteristics fy Steel characteristic yield fa Concrete characteristic yield T M A Maximum aggregate size Vs Partal safety of steel Table 15 3 Ve Partial safety coefficient of concrete Occ Concrete fatigue factor 39 4 La Calculation resistance of steel passive rebar 38 3 fica Concrete compress resistance 45 2 2 1 Rebar features Angle between compression connecting rods and piece axis Angle between rebar and piece axis Compressed rebar 65 Compressed rebar number of bars Ds Compressed rebar diameter of bars As Compressed rebar total area Calculation stress Ng Calculation axial force Ta Calculation torsion moment 45 2 2 Calculation shear effort Coefficients K Coefficient which depends on the axial force 44 2 3 1 Dimensionless coefficient rings dependent 45 2 2 1 B Dimensionless coefficient 45 3 2 2 Section characteristics
56. of section EHE 08 Articles Hata Flange edge harma Web edge baia Flange base DALMA Web base CMEC INE Lower rebar s mechanical covering 37 2 4 l MEC SUP Top rebar s mechanical covering d Useful edge d h Fmecnr Material characteristics fy Steel characteristic yield fek Concrete characteristic yield T M A Maximum aggregate size Vs safety of steel Table 15 3 Ve Partial safety coefficient of concrete Ace Concrete fatigue factor 39 4 fya Calculation resistance of steel passive rebar 38 3 fea Calculation resistance of concrete 39 4 Rebar features 05 Main rebar tractee number of bars Main tractee diameter of bars Asi Main rebar area tractee 0 Compressed rebar number of bars Ds Compressed rebar diameter of bars Aso Secondary rebar area compressed Calculation stress Ma Calculation bending moment Previous calculations Ua Tractee rebar mechanical capacity Us Compressed rebar mechanical capacity Rectangular diagram 39 5 Xum Mum delimiting axis considering and 42 1 3 Yum A x h Application depth limit compressive forces Vest Applied depth of compression forces Mum Limit blending moment My Final blending moment Minimum mechanical rebar Asi Main rebar area tractee As Secondary rebar area compressed Results rebar dimensioning Ds Rebar diameter 32 2 Number of bars
57. onado es incorrecto implies that at least one of the maximum torsional moments which can resist fails and which does not support shear or shear 15 greater than section can resist No cumple es necesario aumentar which implies that despite interaction with shear can be resist but does not comply any of the maximum torsional moments that can resist the concrete or the reinforcements La armadura transversal no cumple las separaciones de norma Tu max 2 3 Tu user must review the value of st and that does not comply rules and therefore do not take into account other calculations User manual 20 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 PUNCHING SHEAR For the use of this spreadsheet is essential to use the respective sheet symbology This is due to two reasons the first is the large amount of data that the user must add with whose initials symbology probably not so used and secondly because since in various sections of the norm uses the same symbology to represent different values it is necessary to add subscripts which are not listed in the norm and therefore the user can not know In the Data section despite its size the user has to enter too much data so only the provisions relating to the support pillar and the slab the reinforcements the characteristics of materials and the calculation effort The biggest difference between this page and the other 15 that in this section some intermediate ca
58. oor adherence Position 11 Certificada cm TRACCION COMPRESI N POS POS II POS POS II 6 15 00 15 00 15 00 20 20 8 15 00 20 00 18 85 26 93 10 23 57 33 67 23 57 33 67 12 28 28 40 40 28 28 40 40 14 33 00 47 14 33 00 47 14 16 37 71 53 87 37 71 53 87 20 47 14 67 34 47 14 67 34 25 58 92 84 17 58 92 84 17 32 75 42 107 74 75 42 107 74 40 94 27 134 67 94 27 134 67 You see this table for two reasons the first is that it is considered more useful in the future to use in any project and because it simplifies data entry If the intention is to give a single result would require the user to determine both the type adhesion as if they are compressed or tensioned and its diameter User manual 24 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 ANCHORAGE BY OVERLAP In the first instance was raised the calculating of anchorage by overlap in the same worksheet that the anchors but has seen fit to do it separately because although some data are identical for these calculations we need to know much more data than for calculating the Anchors Finally we have created a sheet which data section 15 requested the characteristics of the materials steel and concrete and the characteristics of the reinforcement diameter separations between overlaps mechanical areas and real if you use isolated bars or groups bar adherence and whether or not certified It has created a section of fac
59. r contribution to shear resistance 44 2 3 2 2 Transversal rebar Aamec Transversal rebar area Aageom Minimum geometric normalized transverse rebar area St trans MAX Maximum distance between rings trans MIN Minimum distance between rings St trans REAL Real distance between rings Rebar dimensioning Ds Rings diameter Hramas Number branch St cercos Separation between rings User manual 42 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TESTING Dimensions of section h Edge Net minimum width Lower rebar s mechanical covering l MEC SUP Top rebar s mechanical covering d Useful edge d h rmecinr Material characteristics fy Steel characteristic yield fyak Transversal rebar characteristic yield fa Concrete characteristic yield fa Concrete effective resistance to shear T M A Maximum aggregate size Vs Partial safety coefficient of steel Ve Partial safety coefficient of concrete Occ Concrete fatigue factor La Calculation resistance of steel passive rebar Fad Transversal rebar calculation yield fea Calculation resistance of concrete Es Steel modulus elasticity Rebar features bs Compressed rebar number of bars Ds Compressed rebar diameter of bars As Compressed rebar total area Hbs Tractee rebar number of bars Ds Tractee rebar diameter of bars As Tractee rebar total area Angle betwee
60. r number of bars Ds Compressed rebar diameter of bars Hbs Tractee rebar number of bars Ds Tractee rebar diameter of bars Ds Rings diameter St Distance between rings A Total area of each ring branch Angle between compression connecting rods and piece 44 2 3 1 axis Oy Angle between rebar and piece axis 44 2 3 1 Material characteristics fy Steel characteristic yield fa Concrete characteristic yield T M A Maximum aggregate size Partial safet fficient of steel Vs ar safety coe an of stee Table 15 3 Vc Partial safety coefficient of concrete Occ Concrete fatigue factor 39 4 fya Calculation resistance of steel passive rebar 38 3 fed Calculation resistance of concrete 39 4 fica Concrete compress resistance 45 2 2 1 Calculation stress Na Calculation axial force Ta Calculation torsion moment 45 2 2 Calculation shear effort Section characteristics he Effective wall thickness of the calculation section 45 2 1 enclosed by the midline of the effective hollow 45 2 1 section Ue Midline perimeter of effective hollow section 45 2 1 Torsion combined with shear stress Vus Shear stress exhaustion by oblique compression in the TERET soul Coefficients K Coefficient which depends on the axial force 44 2 3 1 a Dimensionless coefficient rings dependent 45 2 2 1 B Dimensionless coefficient 45 3 2 2 User manual 47 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08
61. results will reflect several suitable and the user should determine the optimal 051 Hbarras Areat SreaL Smin mm ud cm cm cm 14 8 12 82 054 2 00 16 6 12 06 108 2 00 20 4 12 57 2 33 2 00 25 3 14 73 3 75 2 50 32 2 1608 86 3 20 40 1 32 57 400 If all values of the table appear crossed which means none meets the minimum separations established by the regulations a notation will appear at the top of the table indicating that the section should be increased TESTING The introduction of the data in the testing sheet is similar to that described in the previous section should be introduced in section geometric characteristics characteristics of materials and design stresses remember that the bending moment must be entered in absolute value but is important that the axial force is introduced with the proper sign positive for compression and negative for tension zones following the criteria determined by the shape of the sheet The procedure used to obtain the results of this sheet are based on the application of a previous hypothesis which states that the two rebars work in their mechanical capability and which are in Domain 2 And estimated values are obtained which are not shown because are not always real These estimated values are compared with the limit values that determine the limit between domains 3 and 4 these values are shown in the Calculations section together wit
62. se finding rings too far apart they will not work at 100 capacity Consequently the maximum torsional moment Tu max that can resist the piece will be less than any of the three previous results Ty and Momentos torsores m ximos que puede resistir Tui 48 0 m kN Cumple Tu2 32 2 No cumple Tus 67 0 m kN Cumple Torsor m ximo que puede resistir Tumax 32 00 limitado por Styax 6 00 The value of Ty max taken is 2 3 since it follows that the steel does not work properly and that is concrete alone which must resist torsion If there is shear in addition to the maximum torsional moments that resist the concrete and armor also displays a table with the maximum allowable shear section As in the dimensioning section there may be following cases as regards shear Vramax Error with the data provided section no admits shear effort interaction with the torsion moment Vramax lt V a section supports the application of shear but less than introduced Vramax2V ra Section fulfills with interaction shear The interpretation of these three possibilities will be highlighted in the same paragraph by the phrases No admite Cortante No cumple y Cumple In this case the interpretation of results may determine that Cumple el dimensionado es correcto which means it is correctly sized for both pure torsion and shear interaction El dimensi
63. so you can determine whether meets the standard or not and the area of geometric and mechanical rebar and likewise that in other sheets highlighting the greater of the two values From these values the data entered by the user and the calculations will determine the diameter number of branches and rings separation between optimal transverse section In the case that the number of branches or separation between rings have been determined by the user these boxes will repeat such values User manual 16 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TESTING Data input on this sheet is slightly more extensive although only by 2 squares than the previous section similarly requested data on the section characteristics of materials calculation efforts and the provision of rerebars an essential difference in the introduction of data on this sheet 15 that the user 15 free to put any transverse separation value and number of branches In the calculations section only shows the values of the coefficients and the factors used to obtain and Unlike the previous section these calculations are not shown in this section as are both calculations and checks for compliance with Section The results are essentially the interpretation of Fissuring moment values shear exhaustion oblique compression and exhaustion shear traction on the soul differentiating between and Vsy For the interpretation of
64. sobre compatibilidad Ubicaci n C Program Files x66 Nuance PDF Professional 6 PDFCExcelAddin dll Descripci n PDF Converter 6 0 ExcelAddin Administrar Complementos de Excel 4 dr Administrar Complementos de Excel y aceptar cancelar Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 You must select the option Complementos de Excel and click Ir At this point oSo ver is selected and press Aceptar pM Complementos Cols Herramientas para an lisis Herramientas para an lisis VBA tas para el euro ES If using Excel 2007 maybe the computer requesting permission to install this plugin you must agree to install Once all this procedure the solver option and will be visible It will be on the Datos tab in subsection called An lisis gt Solver An lisis By clicking the Solver option will open a window in which there is no need to modify anything just click the Resolver button Par metros de Solver ON _ Cambiando las celdas de variables D 74 D 75 Sujeto a las restricciones SES84 E 85 Convertir variables sin restricciones en no negativas M todo de resoluci n GRG Nonlinear z M todo de resoluci n Seleccione el motor GRG Nonlinear para problemas de Solver no lineales suavizados Seleccione el motor LP Simplex para problemas de Solver
65. t d Distance between left end of bar and bending moment qu Uniformly distributed load that occupies a section of bar Distance between the right end of the bar and the center e of the uniformly distributed load Distance between the center of the uniformly distributed f load and the left end of the bar g Width of the section affected by the uniform load Previous testing L d Relation length effective edge L d Minimal relation L d to not require deformation testing Tabla 50 2 2 1 a Previous calculations uncentering and n days E Steel modulus elasticity 38 4 Mr Nominal fissuring moment 50 2 2 2 X d Relative depth of the neutral fiber Annex 8 art 2 2 lo Brute moment of inertia ls Moment of inertia of fissured section Annex 8 art 2 2 User manual 59 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 Inertia and deformation modules AL Modulus of deformation of the concrete 39 6 An Equivalent inertia moment 50 2 2 2 pin inertia moment used for calculating I o le Maximum stresses and deformations Maximum bending moment in the uncentering fos Instant deformation in the uncentering Mmax Maximum bending moment at n days fur Instant deformation at n days A Factor fis calculations 50 2 2 3 A Factor in the calculation of deferred deformation Coefficient depending on the duration of the load p Amount geometric compression reinforc
66. these results have added automatic annotations that determine compliance or not if there is cracking or not and if you need armor In addition we have added a second sub in the interpretation appears synthesized all results Being a test it indicates to the user if there are any errors or non compliance at some point in the calculations and what is this fault although no provide a value of the optimum design since this may depend on the user preferences The correct dimensioning can be done by Shear Dimensioning sheet or by trial and error with the same Testing Sheet User manual 17 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TORSION Following the criteria established by the regulations calculations were made for two types of sections rectangular and hollow sections In essence the calculations for both cases are the same and vary only a few values in the data entry and some subsequent formulas given in the hollow sections which can be placed on the inside reinforcement and the outside which does not occur into rectangular sections and that in the case of hollow sections is necessary to determine the wall thickness These differentiations are simple but we preferred to differentiate these two cases in two sheets to facilitate data entry and simplify the calculations The regulations establish dimensioning to pure torsion torsion combined with bending and axial and torsion combined with shear Has not been cond
67. tors and coefficients which shows the values of m and B Since many data are requested the results section 15 greatly simplified In this case as 15 necessary to know both values as Ib Ib net for the correct arrangement of the overlaps both these data are given together with the overlap length l and where necessary also facilitate the separation overlaps Semp and the supplemental bar length User manual 25 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 INSTABILITY OF SUPPORTS BUCKLING This sheet is used for checking supports with respect to their possible buckling The calculations are made according to Art culo 43 of the EHE To successfully entering data to the spreadsheet it is essential to observe user actions and bar scheme provided because although some data are apparently simple are numerous and it 15 quite usual there are errors by confusing the axes of the structure Excel calculates only the structure bidimensionally therefore if the user intends to calculate a three dimensional portico must enter data twice once for each direction The data requested are first determining whether it is a translational or non sway structure as shown in Figura 43 1 1 of normative the characteristics of materials the effort and the characteristics of the bars forming the portico to check Of these bars is requested length L and its dimensions b y h given that h is parallel to the y axis and b is paralle
68. trength Fn x fea A x h Mum Limit blending moment Minimum mechanical rebar Asi Main rebar area tractee As Secondary rebar area compressed Results rebar dimensioning Ds Rebar diameter Hbarras Number of bars Real rebar area SREAL Real separation between bars Smin Minimum separation between bars User manual EHE 08 Articles 37 2 4 rec nominal 15 3 39 4 38 3 39 4 39 5 42 1 3 32 2 69 4 1 1 38 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08 TESTING Dimensions of section EHE 08 Articles Hata Flange edge harma Web edge baia Flange base DALMA Web base CMEC INE Lower rebar s mechanical covering 37 2 4 l MEC SUP Top rebar s mechanical covering d Useful edge d h Fmecnr Material characteristics fu Steel characteristic yield fek Concrete characteristic yield T M A Maximum aggregate size Vs safety of steel Table 15 3 Ve Partial safety coefficient of concrete Ace Concrete fatigue factor 39 4 fya Calculation resistance of steel passive rebar 38 3 fea Calculation resistance of concrete 39 4 Rebar features 05 Main rebar tractee number of bars Main tractee diameter of bars Asi Main rebar area tractee 0 Compressed rebar number of bars Ds Compressed rebar diameter of
69. ucted a combination of bending and axial torsion because regulations state that the longitudinal reinforcement required for torsion and bending traction or bending compression will be a separate calculation assuming the performance of both types of effort independently Although all sheets allowed the introduction of shear the user enters this value the spreadsheet tests the rules established by however user can decide that 0 these calculations do not appear DIMENSIONING Regarding the introduction of data these sheets requested sectional dimensions the characteristics of the materials the arrangement of the reinforcements to torsion efforts calculation and dimensioning of the longitudinal reinforcement compressed It is important to note that the longitudinal reinforcement A or As on other sheets does not correspond to the minimum longitudinal reinforcement torsion but depends on the tension generated by the axial that is if the value of axial force is O the dimensioning of As does not interfere with the calculations since it only is used for obtaining the coefficient K but if N gt 0 will be necessary In the section on testing calculations show the maximum torsional moments that can resist concrete compression struts transverse reinforcements Ty and longitudinal reinforcements The testing of transverse and longitudinal reinforcement in the case of sizing always comply because is obtain
70. whelming the user with two sections which in essence give the same information Since these sheet only trying to give the user the values of maximum bending moments which it is subjected beam object of calculation and the maximum deformations deferred total and active Has been simplified to the maximum data entry although as unusual symbology used in the Prontuario as in some specific cases there are some limitations in introducing the values of some loads No wonder it is necessary to consult the manual at least the first time you use the sheet The procedure for using this sheet is as follows 12 Identify the type of vain and structural system rod Tipo de vano Biempotrado A O Apoyado Empotrado Biapoyado zm mx O Voladizo Sistema estructural Viga simplemente apoyada Viga continua en un extremo Viga continua en ambos extremos Recuadros exteriores y de esquina en losas sin vigas sobre apoyos aislados Recuadros interiores y de esquina en losas sin vigas sobre apoyos aislados Voladizo 22 Enter the dimensions of the rod section and the characteristics of the materials and rebar Once this can be recommended refer to section Previous calculations where the relation appears Lenght Edge and determines if necessary according to Tabla 50 2 2 1 a of EHE 08 make checking of the deformations User manual 27 Prontuario en Excel de Hormig n Armado Adaptado a EHE 08

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PRONTUARIO EN EXCEL DE HORMIGÓN ARMADO