Be Amca Deng data

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BEAMC AD + 16.1

User manual

Concrete S.r.l. March 2003


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INDEX

1. GENERAL INFORMATION................................................................................................ 7

1.1 COPYRIGHT AND USER LICENSE AGREEMENT................................................................... 7

1.2 RESPONSIBILITY............................................................................................................ 7

1.3 ACKNOWLEDGEMENTS ................................................................................................... 8

1.4 REQUIRED HARDWARE CONFIGURATION.......................................................................... 8

1.5 GENERAL WARNING ....................................................................................................... 8

2. PROGRAM’S DESCRIPTION ............................................................................................ 9

2.1 GENERAL FEATURES...................................................................................................... 9

2.2 PROGRAM’S FEATURES .................................................................................................. 9

2.3 C ALCULATION METHOD OF STRESSES ........................................................................... 11

2.3.1 Continuous beams in elevation or foundation beams and partial frames .............. 11

2.3.2 Beams on elastic soil as Winkler’s ......................................................................... 12

2.4 APPLICATION OF EUROCODE 2 TO R/C BEAMS ............................................................... 12 2.3.1 Generalities............................................................................................................. 12

2.4.1 Materials and loads ................................................................................................ 12

2.3.3 Ultimate limit state bending check.......................................................................... 13

2.3.4 Ultimate state limit shear check.............................................................................. 13

2.3.5 Serviceability limit state check................................................................................ 13

2.5 CRITERIA AND HYPOTHESIS OF CHECKS ON STEEL BEAMS............................................. 14

2.6 CRITERIA AND HYPOTHESIS OF VERIFICATION ON WOOD BEAMS ...................................... 16

2.6.1 Eurocode 5 ............................................................................................................. 16

2.6.2 Allowable stress method......................................................................................... 18

3.

PROGRAM’S INSTALLATION ........................................................................................ 21

3.1 GENERALITIES ............................................................................................................. 21

3.2 CD ROM INSTALLATION .............................................................................................. 21

3.3 INITIALIZATION OF THE PROGRAM.................................................................................. 22

3.4 INSTRUCTIONS FOR THE INSTALLATION AND USE OF THE NET KEY . .................................. 23

3.4.1 Software SentinelSuperPro .................................................................................... 23

3.4.2 How to recognize the PC’s name ........................................................................... 23

4. GENERAL MENU............................................................................................................. 27

4.1 BEAMCAD+ MAIN MENU ................................................................................................ 27

4.1.1 File .......................................................................................................................... 28

4.1.2 Output ..................................................................................................................... 32


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Index BeamCAD 16 – User manual

iv

4.1.3 Options....................................................................................................................35

5. DATA INPUT FOR CONTINUOUS BEAM.......................................................................67

5.1

THE WIZARD ................................................................................................................ 67 5.2 GENERAL DATA ............................................................................................................ 68

5.3 SPAN LENGTHS, SECTIONS AND TOPS............................................................................69

5.4 SUPPORTS ..................................................................................................................70

5.5 SCHEME WITH PILLARS ................................................................................................. 72

5.6 TORSIONAL RESTRAINTS (ONLY FOR STEEL BEAMS)........................................................73

5.7 LOADS FOR ELEVATION BEAMS, JOISTS OR STIFF FOUNDATION BEAMS.............................74

6. DATA’S INPUT FOR BEAM ON ELASTIC SOIL ............................................................77

6.1 SPANS, SECTIONS AND TOPS ........................................................................................ 78

6.2 SUPPORTS ..................................................................................................................79

6.3 LOADS FOR BEAMS ON ELASTIC SOIL .............................................................................80 6.3.1 Elementary load conditions.....................................................................................80

6.3.2 Type of loads...........................................................................................................80

6.3.3. Combination ............................................................................................................81

7. DATA INPUT OF THE WOOD-CONCRETE MIXED BEAM............................................83

7.1 SPAN LENGTHS, SECTIONS AND TOPS............................................................................83

7.2 CONNECTORS.............................................................................................................. 84

8. CORRECTION OR VISUALIZATION MENU ...................................................................87

8.1 GENERALITIES ............................................................................................................. 87

8.2 CORRECTION MENU FOR BEAM ON ELASTIC SOIL ...........................................................92 9. MANUAL DESIGN OF REINFORCEMENTS...................................................................93

9.1 GENERALITIES ............................................................................................................. 93

9.2 LONGITUDINAL REINFORCEMENTS .................................................................................94

9.3 TRANSVERSAL REINFORCEMENT .................................................................................105

9.3.1 Foundation sole reinforcement ............................................................................. 107

9.4 ENDING OF THE PHASE OF REINFORCEMENTS EDITING..................................................109

10. CHECK ON STEEL BEAMS .......................................................................................... 111

10.1 INPUT OF STEEL BEAMS .............................................................................................. 111

10.2 CHECK ON STEEL ELEMENTS....................................................................................... 112 11. CHECK ON WOOD BEAMS .......................................................................................... 115

11.1 INPUT OF WOOD BEAMS .............................................................................................. 115

11.2 CHECK ON WOOD ELEMENTS ...................................................................................... 116

12. CHECKS ON WOOD-CONCRETE MIXED BEAM FRAMES ........................................119

12.1 GENERALITIES ........................................................................................................... 119

12.2 CHECK CALCULATION START....................................................................................... 120

13. PILLARS CALCULATION.............................................................................................. 125

13.1

GENERALITIES ........................................................................................................... 125


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13.2 PILLARS MANAGEMENT .............................................................................................. 125

13.3 LEVELS ..................................................................................................................... 126

13.4 BEAMS...................................................................................................................... 127

13.5 ELABORATION ........................................................................................................... 127 14. USE OF DETAIL.LSP PROGRAM................................................................................. 129

15. PRINT-OUT SYMBOLS OF CHECKS ON SECTIONS. ................................................ 131

15.1 CHECK ON R/C SECTION ............................................................................................. 131

15.1.1 Allowable stress method....................................................................................... 131

15.1.2 Limit States method DM96 ................................................................................... 132

15.1.3 Metodo Eurocodice 2............................................................................................ 133

15.1.4 Method ACI 318.................................................................................................... 135

15.1.5 Metodo NSR. ........................................................................................................ 136

15.2 CHECK ON STEEL SECTIONS ....................................................................................... 137 15.2.3 General symbols used for steel beams ................................................................ 137


15.2.5 Method SLU.......................................................................................................... 138

15.2.6 Eurocode 3 method .............................................................................................. 139

15.2.7 Method AISC LRFD.............................................................................................. 139

15.2.8 Metodo AISC ASD. ............................................................................................... 140

15.2.9 NSR. Method ........................................................................................................ 140

15.3 CHECK ON WOOD SECTIONS....................................................................................... 141


15.3.2 Eurocode 5 method .............................................................................................. 142 15.4 CHECK ON WOOD-CONCRETE SECTIONS ..................................................................... 143


15.4.2 Eurocode 2, 5 ....................................................................................................... 144


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1. General information

1.1 COPYRIGHT AND USER LICENSE AGREEMENT

Material included in the package:

CD ROM with program-files;

personalization and initialization floppy disk;

hardware lock;

user manual;

Intellectual Property Rights. This Software is intellectual property of and is owned by

Concrete Srl. The Software is protected by Italian Copyright Law. Concrete grants a non-exclusive license to use the Software for the purposes described in the documentation.

Copy of original disks is forbidden. One backup copy of the Software is allowed, providedthe copy is not installed or used on any computer.

Reproduction of manuals and software documentation is forbidden.

1.2 RESPONSIBILITY

A great effort has been made in terms of time, work and resources for the program to beas far as possible immune from defects and working anomalies and to respect thetechnological performances described in the documentation material.

Program has been used and tested.

All materials forming the package (magnetic disks, CD ROM, user manual, hardwarelock) will be substituted with other brand-new in the case any material or manufacturedefect will be discovered in the terms provided for by law. Besides this warranty, no otherimplicit or explicit one accompanies the software product.


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1 General information BeamCAD 16 – User manual

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It is thus evident that nor the producer, nor the retailers can be for any reason heldresponsible for any direct or indirect damage, for profit miss or other as a consequence ofprocedure’s utilization.

Utilizing the package, the licensee acknowledges and accepts that its correct use, theconscious interpretation, and the necessary check on elaboration results remain its ownresponsibility.

1.3 ACKNOWLEDGEMENTS

Word and WINDOWS are Microsoft Corporation registered trademark;

AutoCAD, AutoCAD LT and AutoLISP are Autodesk INC registred trademarks.

IntelliCAD is a registered trademark of Intellicad Technology Consortium

1.4 REQUIRED HARDWARE CONFIGURATION

The computer must be able to support Windows 95B, 98, Me, NT 4 SP3, 2000 SP1, XP.

A pointer tool is indispensable (i.e. mouse).

1.5 GENERAL WARNING

For safety reasons, we suggest to keep a backup copy of disks.

Manual content: BEAMCAD+. BEAMCAD users will ignore sections on steel, wood andmixed wood-concrete beams.


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2. Program’s description

2.1 GENERAL FEATURES

The program is dedicated to the calculation of some r/c, wood, steel or mixed wood – r/cstructural typologies frequently used in building planning.

More specifically, the program allows the analysis of flat structures whose static schemescan be related to those of continuous elevation beams and foundation beams, partialframes, and beams on elastic soil as to Winkler’s. The soil coefficient is different forcompression or tensile stress.

The inclination of the axis is allowed to continuous elevation beams and to partial frames.

The presence of sections with variable linear height is allowed to continuous elevationbeams and to partial frames with constant extrados.

Supports elastically yielding are also allowed.

The program provides a procedure for the planning and check (only with normal stress) ofthe pillars belonging to a flat frame. The procedure is based on the outcomes resultingfrom the analysis of frame’s sub-structures.

2.2 PROGRAM’S FEATURES

Program’s characteristic’s are:

• Transversal sections with a rectangular, or T, or reversed T, or double T shape,which are constant along the bay and variable from bay to bay;

• Steel section database with more than 3000 profiles;

• Wood sections definable by the user as composed of circular or rectangularelements;

• Mixed wood – r/c sections; wood shape may be rectangular with rounded corners or

circulat; r/c may have rectangular or T shape.


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2 Program’s description BeamCAD 16 – User manual

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• Bays of continuous beam and of partial frame with constant extrados can havesections with variable linear height;

• Pillars forming the static scheme of a partial frame can have different height one

from the other and be bound to a fixed support or joint at their ends;

• Supports not defined as pillars can be elastically yielding;

• For elevation beams and foundation beam with static scheme as continuous beamor partial frame, loads reacting on the bay can be linearly partialized type,concentrated or couple-concentrated and divided into total load and varying load upto a maximum number of 50 per bay. It is allowed to apply to the end supportsconcentrated couples of load with total (maximum) and permanent (minimum) value.The program divides the bay into 31 sections and calculates on them the maximumand minimum value of the stress components (moment and shear). The diagramsare shown on video all along the beam length or part of it.

• For beams on elastic soil as to Winkler’s, there is the possibility of assigning to eachbay different values for the tensile-stress and compression soil coefficients so thatsoil variability for different action is taken into account. It is also possible to assign toeach bay support-base values different from that of the beam under examination sopossible underpinning is considered;

• Load actions on beams on Winkler’s type soil are distinguished by introducingelementary load conditions. For each elementary condition, it is possible to assignlinear type loads placed on all span to each bay. Couples, concentrated loads,imposed rotation and assigned subsidence to each beam connection.

• Calculations are carried out in accordance with the load combinations chosen by theuser.

• It is to notice that if kinematical restraints are simulated in the model through theassignment of short displacements or rotation, these assignments must bereproduced for each elementary load condition;

• Reinforcement planning is automatically obtained by fixing some characteristicparameters or the user is the one who chooses shape and dimension of thelongitudinal and transversal reinforcements through the pointing tools;

• Section check is graphic interactive type: active and resistant stresses diagramsassociated with the arrangement of reinforcements are shown on video. Thediagram of resistant stresses is updated at every variation of shape and dimensionoccurring to reinforcements so to allow the immediate check of the covering. Byusing the pointing tool, it is also possible to select a generic section of the beam so

that stress and deformation can be known;

• As the user prefers, checks can be carried out by: Allowable stress method; Semi-probabilistic method at the state limit in accordance with DM 9-1-96; Semi-probabilistic method at the state limit in accordance with EUROCODE n.2, law ACI318, law NSR-98.

• Check on wood sections can be carried out according to the allowable stressmethod, DIN1052 and Eurocode 5.

• While checking, areas with anchored bars are taken into account and adherenceareas are highlighted. Resistant stresses diagrams are drawn on the base of themaximum tangential stresses that steel bars can transmit to the conglomerate

beyond the section under examination;


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BeamCAD 16 – User manual 2.3 Calculation method of stresses

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• Automatic writing of the transfer file (dxf) for AutoCAD or other CAD showing theexecutive graphs elaborated by printer or plotter.

• Calculation report, reinforcement data and quantities list showing the analysis of

quantities output by printer or file ASCII

• Possibility of managing calculation data through the general calculation programelaborated by CONCRETE;

• Possibility of managing calculation data through the general calculation programPrimus of Acca Software;

• Automatic elaboration of design files in dwg format for r/c beams;

• Possibility of creating charts in dwg format using CONCRETE editing program fordfx files.

2.3 CALCULATION METHOD OF STRESSES

2.3.1 Continuous beams in elevation or foundation beams and partial frames

The program is able to analyze continuous foundation beams, elevation beams andframes whose static scheme is comparable to a beam with a generally inclined axis. Theconnections of this type of beam support vertical pillars with joints at their ends or fixed

supports (partial frames).

Beams here considered strain with normal stress, shear force and bending moment,while pillars strain exclusively with shear force and bending moment.

With these conditions, the generic connection of partial frames has two degrees of freemoving (rotation and horizontal translation) provided that a pillar is connected to it. It hasthree (rotation, translation along the horizontal and vertical axis) when it is free. The staticscheme coming out has generally equipped displaceable connections.

Beams have rigid offsets whose width is equal to half dimension of the pillar connected toit or to half dimension of the sliding support if present. A special option allows reducingthe length of rigid offsets.

The calculation method adopted to define the stresses on mast-ends is that used fordisplacements. It considers any rotation and displacement of beam connections asunknown. Stiffness matrixes of each component (6*6 for beams straining with bending,shear and normal stress, 4*4 for pillars straining with bending and shear only) are allreported to the global matrix in the form of compact vector. This latter matrix is associatedwith the vector of pointers at its diagonal terms. From the stiffness matrix, the product of atriangular inferior-and-superior matrix is to be found in a compact way through Crout’smodified method.

Loads on beams are of the most generic type possible and made up of uniform loads,trapezoidal loads, loads and concentrated couples.

For each beam, the evaluation of perfect-joint reactions taking into account rigid offsets

and variations in section height is carried out. For each load condition, the reactions arereported to the global vector of the forces.


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Once the equivalent connection loads have been calculated for each mast (forces andperfect-joint couples change sign), the global load connection vector can be created forevery single elementary load condition. This vector allows to obtaining the connectiondisplacements with substitution to and from of the decomposed stiffness matrix. Starting

from the connection displacements, it is possible to value for each mast the stressesrelated to them. When the perfect-joint stresses are added, the connection stresses areeventually defined.

2.3.2 Beams on elastic soil as Winkler’s

In this structural type, beams are assumed as deformable only with bending and thestiffness matrix is formulated considering the exact solution of the differential equationregulating the elastic equilibrium problem.

Soil coefficient varies in accordance with the considered bay; the coefficient can assumedifferent values for compression and tensile stress. While considering the soil coefficient

equal to zero soil don’t react for rising. Loads can be assigned to the connections asconcentrated loads, concentrated couples or loads distributed linearly on all the baylength. A numeric artifice allows to applying vertical subsidence or imposed rotation toevery structural connection. While considering values close to zero, it is easy toapproximate restraint conditions such as perfect joint, double plumb-rule or fixed support.

In this case too the calculation method adopted is that used with displacements, whererotation and displacements of each connection are unknown.

Establishing low values to the soil coefficient (10E-2), it is possible to simulate thebehavior of a beam with isostatic foundation through a linear diagram of reaction.

2.4 APPLICATION OF EUROCODE 2 TO R /C BEAMS

2.3.1 Generalities

The program carries out the project of beams and informs about the ultimate limit state(breakage of sections) as well as the serviceability limit state (stress control, deformationsand crack span calculation). Specifically steel reinforcements is automatically planned byreferring to the ultimate limit state. When reinforcements are planned manually, videodiagrams consider the ultimate limit state (flexion and shear). It’s possible to visualizeserviceability limit diagrams too (crack span and deformation). At this stage the user cancheck every section and be provided with values relative to the serviceability and ultimatelimit state. At the end of the planning, the program highlights possible unchecked orfragility situations in any section.

2.4.1 Materials and loads

The user is required to provide partial security factors for the materials and the loads. Theprogram proposes those values suggested by Eurocode 2. The user is also required the

combination coefficients Ψ for variable actions in serviceability limit state, in case of rare,frequent and quasi-permanent combinations.


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2.3.3 Ultimate limit state bending check

Assuming rectangular distribution of the stress on concrete along 0.8 x height from thecompressed edge, where x is the distance between the neutral axis and the extreme

compressed fibers, it is possible to check. Stress on concrete is assumed as equal to:

α*fck/γ c, where:

α=0.85 (additional reduction factor for long lasting loads)

fck=0.83*rck (characteristic concrete cylindrical resistance)

γ c= (partial reduction factor for concrete) defined by the user

The program highlights fragility situations due to concrete cracks through

x/d>0.0035/(0.0035+fyk/γ s/Es), where

x distance between neutral axis and extreme compressed fibers

d considered height of the section

fyk characteristic steel yield stress

γ s steel partial security factor

Es steel elasticity module

2.3.4 Ultimate state limit shear check

Check is accomplished in accordance with the standard method.

Supports are divided into direct and indirect. To check Vrd1 (calculated resistance of theelement without shear reinforcement) and Vrd3 (calculated resistance of the element withshear reinforcement) requires Vsd value (calculated value of the shear force acting at theultimate limit state), which is calculated at the distance d from the edge support. Directsupport in the area between edge support and section at distance d (height considered)from the edge support are the necessary conditions in these checks.

Evaluation of Vrd 1 is carried out with reference to stretched reinforcement anchoredbeyond the possible shear crack. This reinforcement evaluation equals that resulting from

the maximum flexible moment in the section when expressed in absolute value.

The presence of profiles is evaluated as equivalent area of stirrups distributed on 2*dlength on the profile.

2.3.5 Serviceability limit state check

Actions are calculated considering combination coefficient 1 for permanent loads and

combination coefficient Ψ as defined by the user for variable loads.

For cracked section, stress on concrete and steel are calculated at every serviceabilitylimit state at the rare condition that concrete tensile stress is over the fct.eff. value in atotally reacting section.


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The calculation of the crack width is carried out in accordance with EC2 4.4.2.4, where:

β1=1

β2 defined by the user

k1=0.8

k2=0.5

σsr calculated for the homogenized section, the homogenization coefficient is defined bythe user.

fct,eff defined by the user.

For symbols meaning see EC2 4.4.2.2 and 4.4.2.4.

Calculation of deflection is carried out both in the case of a totally reacting section and in

the case of a cracked section.

In the former case, the inertia moment in each bay is to be considered as constant andequal to the value of the totally reacting non-reinforced section (only r/c). In the lattercase, the inertia moment is to be considered as varying within the bay. In those areaswhere stresses cause cracking, the ideal inertia moment increased of the homogenizedsection must take into account the “stiffening effect” . In those areas without cracks, thevalue of the inertia moment relative to the non-reinforced section is to be adopted (onlyr/c). The latter hypothesis clearly makes sense when longitudinal reinforcements coverthe entire bay.

In quasi-permanent condition deflection calculation of cracked sections is carried out

also at exhaustion of creep, adopting a longitudinal elastic module E* = E/(1+ϕ) indicating

ϕ as final coefficient of creep.Moreover the program evaluates the deformation level of continuous beams at exhaustedshrinkage, following indications given in section 4 of EC2 and in particular the expressionof bending given by the equation.

(A.4.4) 1/r = !cs*"e*S/I

With hyper-static beams the evaluation of the deformation due to shrinkage is precededby the evaluation of induced constrained state , which is not considered for resistancechecks.

2.5 CRITERIA AND HYPOTHESIS OF CHECKS ON STEEL BEAMS

The program runs tests of resistance for simple bending and shear force, of instability forbuckling and deformation of steel beams, in compliance with the following norms ofdesign

CNR 10011 – Allowable Stress;

CNR 10011 – Limit States;

CNR 10022 – Allowable stress;


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BeamCAD 16 – User manual 2.5 Criteria and hypothesis of checks ON steel beams

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Norme A.I.S.C. - Allowable Stress Design;

Norme A.I.S.C. - Load and Resistance Factor;

Eurocodice n. 3.

Check of each element used is carried out according to norms of design that areestablished in configuration phase visualizing results and errors that have been found.

The present version of the program runs checks on beams having constant section foreach span, and consisting of one element only, since sections of multiple templates arenot allowed.

In presence of loads considered to be exceptional (Type II, see configuration option),tests are carried out separating stresses of permanent loads and stresses of exceptionalones.

The design of ideal stress for bending and sharing (CNR 10011 e CNR 100s2) is carried

out considering significant parts of the section such as edges etc, and is based on aseries of cases analyzed by the program which depends on the section’s shape.

Criteria adopted in the verification process and corresponding to each standard, are asfollows:

CNR1001 – Working stress and limit states: Concerns verification of all sections asprovided in the program and not included in CNR 10022; limit states design refers to lastelastic state of sections.

CNR 10022 – Working stress: Concerns verification of all molded sections as providedin the program and included in CNR 10022, as well as quadrangle walls with thicknessinferior to 4mm; the program determines which section elements are compressed orbended, and calculates static values or ideal reduced stress of all sections elements.

A.I.S.C. Standards – Working Stress Design: Concerns the verification of all sectionsthat are classified as “compact” and “non-compact” as provided in the program. Does notinclude verification of elements defined as “slender”, subjected to the reduction of staticparameters of resistance (in this case the anomaly is rated by the program as non-verifiable). Tests for “Plastic Design” (see Manual of Steel construction – Allowable stressDesign – 9

th edition, part 5 – Specifications and codes, Chapter N)

A.I.S.C. Standards – Load and Resistance Factor Design: Concerns the verification ofall sections that are classified as “compact” and “non-compact” as provided in theprogram. Does not include verification of elements defined as “slender”, subjected to thereduction of static parameters of resistance (in this case the anomaly is rated by theprogram as non-verifiable).

Eurocode n.3: Concerns the verification of all sections that are classified as category 1,2 or 3; tests for sections of category 4, subjected to reduction of static parameters ofresistance (in this case the anomaly is rated by the program as non-verifiable). Theprogram selects as category of section the highest category among those caused bystress of single components. Non-dimensional slenderness design (buckling), is carriedout following Appendix F of Eurocode 3; the user can choose to assign 1,0, and 1 ascoefficient values for all design combinations or to select the automatic system.


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2.6 CRITERIA AND HYPOTHESIS OF VERIFICATION ON WOOD BEAMS

Checks on wood elements are carried out considering simple bending. A specific sectionof this manual explains Eurocode and Working Stress verifications as well.

2.6.1 Eurocode 5

The following procedure is applied:

Corrective value of resistance type Kmod is defined in function of serviceability categories,therefore projecting values are:

Xd=Kmod⋅(Xk/γ m) (see part 3.1.7 of EC5)

In case of reaction having different duration the shortest one is taken as reference.

Tests are divided in the following categories:

Parallel tensile test

d t d t f ,0,,0, ≤σ

Parallel compression test

d cd c f ,0,,0, ≤σ

Axial bending

1,,

,,

,,

,,≤+

d z m

d z m

d ym

d ym

m f f

K σ σ

1,,

,,

,,

,,≤+

d z m

d z m

m

d ym

d ym

f K

f

σ σ with Km = 0.7 per rectangular section, and for the other ones

Traction and biaxial bending

1,,

,,

,,

,,

,0,

,0, ≤++d z m

d z m

d ym

d ym

m

d t

d t

f f K

f

σ σ σ

1,,

,,

,,

,,

,0,

,0, ≤++d z m

d z m

m

d ym

d ym

d t

d t

f K

f f

σ σ σ

with Km = 0.7 for rectangular section and 1 for others

Compression and biaxial bending

1)(,,

,,

,,

,,2

,0,

,0, ≤++d z m

d z m

d ym

d ym

m

d c

d c

f f K

f

σ σ σ

Y

Z


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1)(,,

,,

,,

,,2

,0,

,0, ≤++d z m

d z m

m

d ym

d ym

d c

d c

f K

f f

σ σ σ

with Km = 0.7 for rectangular section and 1 for others

Shear force

d vv

e

d f K hb

V ,5.1 ≤

⋅=τ

with Kv=1 for beams notched at extrados, otherwise Kv is given by [5.1.7.2c] and

[5.1.7.2d]. In presence of simultaneous shear along both directions τ is calculated as:

22

y xtot τ τ τ +=

Buckling

Defines eulerian stress:

2

05.0,02

,,

z

z crit c

E

λ π σ =

z crit c

k c

z rel

f

,,

,0,

,σ

λ =

if z rel ,λ and yrel ,λ are ≤0.5 normal axial bending test is carried out, otherwise tests are

done as follows (letter y corresponds to bending of y area, the same applies for z)

1,,

,,

,,

,,

,0,,

,0, ≤++d z m

d z m

m

d ym

d ym

d c z c

d c

f K

f f K

σ σ σ

1,,

,,

,,

,,

,0,,

,0, ≤++d z m

d z m

d ym

d ym

m

d c yc

d c

f f K

f K

σ σ σ

with

2

,

2,

1

yrel y y

yc

K K K

λ −+= (same z c K , )

))5.0(1(5.0 2 ,, yrel yrel c y K λ λ β +−+= (same z K )

c β =0.2 for massive wood

c β =0.1 for lamellar wood


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The elastic line of the beam is carried out considering the deformation of each designcondition. Each condition is evaluated with coefficient Kdef (see part 4.1 of EC5), relatedto serviceability and load duration.

Ufin = Uinst(1+Kdef )

Data are combined giving total bending value. Standards here applied evaluate completedeformation considering the combined effect of creep and humidity.

2.6.2 Allowable stress method

With the allowable stress method verifications are carried out using the normal formula for

stress design:

y J

M Cx x

J

M Cy

A

N

x

x

y

y++= ω σ

Each apex stress of section is calculated and compared with the admissible one.

For rectangular massive wood sections the program determines multiplier coefficients of

bending moment (h in cm):

1=Cx h < 15

9.0/1=Cx 15 ≤ h ≤ 23

! "

#$%

& −

−−+=

2326

9.085.0)23(9.0/1 hCx

23 < h ≤ 26

! "

#$%

&

−

−−+=

2630

85.08.0)26(85.0/1 hCx

26 < h < 30

8.0/1=Cx H > 30

As for Cy the most critic condition is considered as follows:

y J M Cx x

J

M Cy

A N

x

x

y

y ++= ω σ

y J

M x

J

M Cy

A

N

x

x

y

y⋅++= 1ω σ

y J

M Cx x

J

M

A

N

x

x

y

y+⋅+= 1ω σ

y J

M x

J

M

A

N

x

x

y

y⋅+⋅+= 11ω σ


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Lamellar wood coefficient are equal to one.

When normal stress and bending moment are present simultaneously, the programcompares admissible tensile stress with parallel fiber compression (considering stress <

0, >0, = 0). In case of admissible bending stress, bending moment is multiplied with ratiobetween admissible stress for compression to fibers (or tensile stress if N >0).

Case N > 0 (bending stress )

ammt

x

x

ammm

ammt

y

y

ammm

ammt y J

M Cx x

J

M Cy

A

N ,0,

,

,0,

,

,0, σ σ

σ

σ

σ ω σ


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20

22

y xtot τ τ τ +=


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3. Program’s installation

3.1 GENERALITIES

Before starting the program, the user must install Windows version 95, or 98, Me, NT2000 or Xp.

The user must check that the hardware lock is in the parallel port between the computerand the printer wire.

3.2 CD ROM INSTALLATION

The floppy containing the users’ personal data is to put in drive A or B and the CD in theproper CD player.

If the operative system used is Windows 95, 98, ME, NT 4.0 or 2000, AutoPlay functionwill open up the installation program automatically.

Those users who disactivate AutoPlay function will have to follow these steps:

-from Start Menu, choose Start;

-type the CD-ROM unity letter followed by :\setup (d:\setup, for example), click on OK orpress Return.

All the possible installations (the user is the owner of by license) will be shown on screen.The selection of each installation can then follow.

to start the program, click twice on the icon.


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3 Program’s installation BeamCAD 16 – User manual

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3.3 INITIALIZATION OF THE PROGRAM

In first installation, the user will be presented with a video window requiring the definitionof the language to select:

Writing on video, the printing of the calculation report and of the quantities list will be inthe selected language.

If Italian + German are chosen, video writing will be in Italian; printed writing will be inItalian and German.

The user is then required to define the work directory.


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BeamCAD 16 – User manual 3.4 Instructions for the installation and use of the net key.

23

3.4 INSTRUCTIONS FOR THE INSTALLATION AND USE OF THE NET KEY.

The net key allows the use of Concrete programs from several PCs connected to oneanother with only one key which registers the number of licenses requested by the user.

The key must be connected to one PC’s parallel port, knowing its name (see fllowingpages on how to retrieve Pc’s name) The name must be specified at first start up ofConcrete program.

The computer’s name will be saved for each program on file “ServerChiave ini” in theinstallation directory. In case the key needs to be moved to another PC, or if theprogram’s has to read the key connected to the Pc where the key is installed.

3.4.1 Software SentinelSuperPro

Minimum software requirements

• Windows NT 4.0 con SP 4, Windows 95, Windows 98, Windows ME, Windows2000 o Windows XP

• One of the following protocls: TCP/IP o Microsoft IPX/SPX

• Internet Explorer 5

Installation

In order to be recognized from different clients, the net key must have installedSentinelSuperPro Server which is installed automatically together with Concrete’sprograms The installation can also be managed manually by the program ‘Install

SuperProServer.exe’, used exclusively by Concrete’s support team to solve eventualproblems.

3.4.2 How to recognize the PC’s name

The Pc’s name where these operations have been performed, must be specified whenConcrete’s programs are launched.

The Pc’s name is shown under network features (95,98,ME) or network system (NT,2000)

For example in Window 2000 user should select

Start – Settings – Control Panel – System – Network identification


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3 Program’s installation BeamCAD 16 – User manual

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In Windows ME user shuold select:

Start – Settings – Control panel – Network – Identification


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BeamCAD 16 – User manual 3.4 Instructions for the installation and use of the net key.

25


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4. General menu

4.1 BEAMCAD+ MAIN MENU

Main menu presents four options on the control bar:

• File

• Output

• Options

• Help

And below it, there are eight icons for quick controls:

Exit


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4 General menu BeamCAD 16 – User manual

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Beam saved

New continuous beam

New beam on elastic soil

New stiff foundation beam

New steel beam

New wood beam

New mixed wood – r/c beam

r/c section database

wood sections database

mixed wood r/c sections database

Pillars

Quantities list

DXF Automatic regeneration

Print

4.1.1 File

Selecting File from the control bar, the menu with its options opens up:

• New

• Open

• R/c sections database

• Wood sections database

• Mixed woor r/c sections database

• Pillars

• Work directory

• Language

• Exit


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BeamCAD 16 – User manual 4.1 Beamcad+ main menu

29

Selecting one of the options in New, or the corresponding icon, user starts a new r/cbeam (foundation or elevation beam) of wood or steel input of data

To analyze r/c stiff foundation beams select r/c stiff foundation beam where supportsremain aligned. The beam will be designed with pillars on the upper side; upperreinforcements will be considered as span reinforcements while lower ones as supportreinforcements. Loads applied to spans of the beam will be marked as negative (frombottom to the top), since they represent soil effect on foundation.

Selecting r/c slab does not produce shear reinforcements and section beam on plan.

Selecting Open, or clicking on icon user opens windows to recall beam previouslydesigned.

Database files have the following extensions:

- .bcd (r/c elevation and slab beam);

- .fcd (stiff foundation beam and on elastic soil);

- .acd (steel beam);

- .lcd (wood beam).

- .mcd (mixed wood r/c beam)

Files of BEAMCAD previous to version 15 have .bmc extension ( r/c elevation beam, stifffoundation beam, slab beam) and .fmc extension (beam on elastic soil).

Selecting Database r/c section or clicking the corresponding icon, window of mainsection database opens up (insert, delete, re-order).

BEAMCAD proposes the four most frequently used beam shapes, that are: rectangular,T-shaped with superior wing, T-shaped with inferior wing, double-T-shaped. With theinput of measures, it is possible to use further sections such as the “L”or the “C” ones.


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The program checks that the input values are compatible one with the other.

For pillar sections, height is the dimension of the section parallel to the beam axis(support width). C1 and C2 are the minimum superior-and-inferior distances from the

formwork to the stirrup surface (cover).

It is to remind the user that checks will be done with the hypothesis of neutral horizontalaxis, also in the case of non-symmetrical sections to the stress surface.

Program asks upper, lower and lateral covers.

Covers represent minimum distance form formwork to stirrups surface.

Checks are carried out in the hipothesis of horizontal neutral axis also in case ofnon simetric sections referred to forces plane.

Grey areas cannot be activated and will be available with new version .

Selecting Database Wood section program opens window to modify or delete woodsection data .

The section is thought as being composed of rectangular or circular elements. Dimensions

and position of center of gravity needs to be specified as shown in the picture:


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First window shows geometrical parameters of each section referred to center of gravity.

Selectionf Database Mixed sections wood-concrete window opens up to insert, modifyor dolete data of wood-concrete mixed beam sections.

When adding or modifying a section, window opens up, which allows to define thefollowing data in a very simple way.


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User should specify dimensions of slabs which can have, if selected, T section. The lowerbeam can be circular or rectangular with connected edges. It is also possible to give adescription of the section which will be shown in the windows of bays input, and ofcalculation report.

Selecting Pillars, or clicking the corresponding icon, user starts the planning proceduresfor the pillars of an item at normal and simple strain, or the correction procedures forpillars already planned on the basis of beam reactions to the supports. To use the option“pillars” correctly, all the beams of the building must have been calculated previously.

Selecting Work directory, it is possible to define a new work directory or to check that

one in use.

Program puts all the elaborated files in the work directory.

Selecting Language is possible to change the language in use.

Selecting Exit (Alt+F4), user leaves the program.

4.1.2 Output

Selecting Output in the control bar, the menu with its options opens up:

DXF automatic regeneration


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Quantities list

Print

Printer setting

Font setting

Selecting Output and then DXF Automatic regeneration (Crtl+R) from main menu orclicking on the corresponding key, the user starts the file transformation from “. DXF” file,to “. DWG” file, which is then followed by its page arrangement.

To know more about it, see ally 2 “Automatic regeneration” in this manual.

It is to remind that regeneration program must be installed from CD ROM CONCRETEand started for its configuration at least once from the menu Application ProgramsConcrete. If this operation is not done, selecting Output and then DXF Automatic

regeneration (Crtl+R) from BEAMCAD Main menu or clicking the corresponding key, avideo window opens up warning user to follow the procedure previously described.

Selecting Output and then Quantities list, or the corresponding icon, from BEAMCADMain menu, user starts calculation stage. To use this option, user must have installed thecalculation program of quantities list.

For more details, see ally 1 “Calculation” in this manual.

Selecting Output and then Print, or the corresponding icon, from BEAMCAD Main menu,user starts printing of calculation report and quantities list.

Selection the option Print you activate procedure to send a single and formatted ASCIIfile to the printer or RFT format for Word ® files produced for the different beams.


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The program allows to select the calculation file (extension .bst for continuous beams andslabs, .fts for beams on elastic soil, .rep for pillars) and the quantities list file (extension .bctfor continuous beams and slabs, .fct for beam on elastic soil, .cpb for pillars).

Activating option RTF format for Word the option for the heading of the page becameavailable. The bottom of the page is always produced.

Activating option Print on printer following options became available:

Number of initial page: typing 0 the number of the page in the report is not written. Typinganother number the progressive numbering of the page starts by that number.

Delete heading at the bottom of the page: is possible to exclude the underline of theheading at the bottom of the page; in this case at the bottom of the page will be written justthe name of the program, the series number and the name of saving file.

For both print modalities following options are available:

Change of page for each beam: the report relative to each beam starts in a new page.

Calculation criteria: input in the report the relative file present in the installation directory

Calculation criteria for foundation beams: : input in the report the relative file present in

the installation directory


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Calculation criteria for elevation beams: : input in the report the relative file present inthe installation directory

Meaning of symbols: input in the report the relative file present in the installation directory;

Selecting Output and then Printer settings, the user starts printer setup (see WINDOWSmanual).

Selecting Output and then Font settings, the user starts font setup (see WINDOWSmanual).

The choice of print font demands the user’s attention. Different choices from the defaultone could generate incomplete calculation reports.

To draw tables with perfect columns, user needs to use a non-proportional font.

4.1.3 Options

Selecting Options from BEAMCAD Main menu, the menu with its options opens up:

This configuration concerns new beam Beams designed previously have configurationvalues assigned to them when they were designed and later stored in database.


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4.1.3.1 Main op tion s

Selecting Options and then General options from BEAMCAD main menu, user candefine general options.

Window opens up for input of main configuration data regarding various beam typologiesand print options.

Calculation methods

Possibile calculation methods are:

- admissible stress (DM 9-1-96, CNR 10011, CNR 10022, DIN 1052);

- limit states, Italian Standard (DM 9-1-96, CNR 10011, CNR 10022);

- limit states Eurocode (EC2, EC3, EC5);

- ACI 318 limit states (with AISC – LRFD);


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- NSR-98 limit states (with AISC – LRFD);

- AISC - ASD.

Diagrams of bending moments on supports

User can choose diagram shape of bending moments on pillars. When Theoretical ischosen, diagram corresponds to theoretical situation. When Parabolic is chosen, supportvalues at the right and left edge are connected with parabolic line. When linear ischosen, support values at the right and left edge are connected with a straight line.

Increasing moment coefficient in bays (0÷1 )

The user can increase the positive moment value (or negative for foundation beams) witha fraction of the supports average moment’s value. For example, considering 0.2 asfraction, moment diagrams concerning bay reinforcement are increased with 20% of theaverage of moment acting on supports.

Perfect-joint multiplier for minimum bay moment

When activating this option, the positive moment assigned to each section (negative inthe case of foundation) is the maximum value (the minimum in the case of foundation)between calculated value and corresponding value to the perfect-joint situation multipliedby the attributed value. This option is for continuous beam scheme or partial frame only.

Stiff ends coefficient (0-1)

In stress calculation, beam’s ends interior to supports can be considered extremely stiff(by selecting 1) or as belonging to the same bay section (by selecting 0).

Shear deformation

User can consider or not the possible shear deformation of masts forming continuousbeam or partial frame.

Pillars table opens window for input of pillars in static scheme.

Automatic evaluation of weight

Beam weight is added to permanent load automatically. If this option is not activatedby the user, weight has to inserted manually.

Partial safety factors according to material characteristics

• γ γγ γ s (steel’s partial safety factor): value 1.15 is to be adopted (EC2 2.3.3.2, DM 9-1-96)

• γ γγ γ c (concrete’s partial safety factor): value 1.5(EC2 2.3.3.2) or value 1.6 (DM 9-1-96) is to be adopted

Partial safety factors according to actions

• γ G inf (permanent actions, favourable effect)

• γ γγ γ G sup (permanent actions, unfavourable effect): according to EC2 2.3.2.3 P(2),

user should assume the most unfavourable situation between γ G inf =γ G sup=1.35

and γ G inf =γ G sup=1. According to DM 9-1-96, user should consider γ G inf =1 and

γ G sup=1.5.

• γ γγ γ Q sup (variable actions, unfavourable effect) User should adopt the value 1.5(EC2 2.3.3.2, DM 9-1-96)


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Combination coefficients of variable actions for serviceability limit state

• ψ ψψ ψ 0 rare actions

• ψ ψψ ψ 1 frequent actions

• ψ ψψ ψ 2 quasi-permanent actions. The coefficient considered is used by theprogram as variable loads multiplier for serviceability limit state checks (deformation,crack width, stresses on concrete and steel). To show the values to adopt, we reportthe following table enclosed to circ. MM.LL.PP. 24 June 1993 n.37406/STC.

Loads frequent quasi-permanent

Unsteady loads in civil buildings 0,35 0,2

Offices and shops 0,6 0,3

Garage 0,7 0,6

Wind, snow (varying with the region) 0,2 0


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4.1.3.1.2 Print

• Number of bay fractions: it is possible to establish the number of sections(30,15,10,6,5,3) whose check is to be reported in the calculation. These sections areto be added to those in axis with the supports, those at the support edge and thoseat the maximum moment.

• Delete print of sections on pillar. Activating the option the are not printed in thereport verifications of section internal to supports.

• No indication of uncheck: it is possible to inactivate any signaling of non-check onsections in which allowable or limit stresses have been exceeded.

• No indication of uncheck on pillars: it is possible to inactivate any signaling ofnon-check on sections in which allowable or limit stresses internal to the supportshave been exceeded.

• Symbols on the report: when the answer to the calculation report is affermative,

the printing symbols are the Greek ones (e.g. σ). Otherwise, the corresponding Latin

letters are used (e.g. sigma or s).


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• Pictures in the relation. Selecting the box relative to different pictures the programprovides to input in the RTF file of calculation report, together with numeric tablespictures metafile format of input data, static scheme, verification situation to bendingand shear and of deformation.

4.1.3.2 R/c con figuration

4.1.3.2.1 General

Coefficient of homogenization.

It is possible to set n = Ea / Ec = 10 o n = Ea / Ec = 15. This value is used with the limitstates method for calculation of stress in serviceability limit states check

Coefficient of homogenization for checks on cracks

The coefficient is used for calculation of the ideal strength modulus of the homogenized

section for the evaluation of σsr (circ. Ministero LL.PP. 24 June 1993 n. 37406/STC).

Adhesion stress reduction in areas of bad adhesion.


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As per D.M. 14-2-92 5.3.3 and DM 9-1-96, in areas of bad adhesion the coefficient fortensile stress adhesion needs to be different from the one adopted in areas of goodadhesion. The default value is 0.7, as per EC2 5.2.2.2. The value can be modified by theuser and range from 0.5 to 1. The option is not available for with EC2 calculation

method.

Warning of minimum reinforcement incidence (kg/mc).

A warning will be provided when the value exceeds the limit here reported.

Beta2 coefficient for crack width calculation (0.5÷1).

See EC2 4.4.2.4 P(2) . M.LL.PP. 24-6-93 37406/STC.

f ct,eff / f ctm for crack width calculation

Ratio of effective tensile stress and medium tensile stress in conglomerate (0.7/EC2).

Allowable stress of soil (daN/cm²).

This value is used for beam on elastic soil when it has exceed its limit.

Width control of flanges in T sections.

It is possible to avoid the control or reduction of width in T-section flanges (D.M. 9-1-96 oda EC2 2.5.2.2).


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4.1.3.2.2 Materials

Rck (characteristic yield stress of reinforcement (daN/cm²).

It is to remind that f ck=Rck! 0.83 . The following r/c are not allowed: Rck < 150 daN/cm² oRck > 550 daN/cm².

R/c elasticity modulus (daN/cm²).

R/c elasticity modulus is used for calculation of deformations.

fyk (steel’s characteristic yield stress) (daN/cmq)

It is used with the limit states method

δδδδ Minimum moment redistribution ratio

This is the ratio between the redistributed moment and the moment before theredistribution. The value established by the Italian law is 0,75 and it is not required whenthe calculation method chosen is the Limit State Italian law. EC2 (section 2.5.3.4.2)

establishes that the ratio is 0,7 or 0,85 related with section ductility.


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Material partial safety factors

γ s (steel’s partial safety factor)

Value 1.15 is to be adopted (EC2 2.3.3.2, DM 9-1-96)

γ c (concrete’s partial safety factor)

Value 1.5(EC2 2.3.3.2) or value 1.6 (DM 9-1-96) is to be adopted

Actions partial safety factors

γ G inf (permanent actions, favourable effect)

γ G sup (permanent actions, unfavourable effect)

According to EC2 2.3.2.3 P(2), user should assume the most unfavourable situation

between γ G inf =γ G sup=1.35 and γ G inf =γ G sup=1. According to DM 9-1-96, user

should consider γ G inf =1 and γ G sup=1.5.

γ Q sup (variable actions, unfavourable effect) User should adopt the value 1.5 (EC22.3.3.2, DM 9-1-96)

Limits for serviceability limit state

Limit sigmac/fck in rare combination

Limit sigmac/fck in quasi-permanent combination

Limit sigmac/fyk in rare combination

Max crack width in rare combination

Max crack width in frequent combination

Max crack width in quasi-permanent combination

Slow (inelastic) phenomena.

Φ∞ Final coefficient of creep (EC2 Chart. 3.3)

ε∞ Final value for deformation due to shrinkage (EC2 Chart. 3.4)


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4.1.3.2.3 Drawing

The program does not draw the beam. It only writes a file dxf interchanging with the mostused CADs (e.g. AutoCAD).

The result is a file with a fixed name and extension “.DXF”, which, for example, can be

read by AutoCAD through the DXFIN key.

The drawing will be based on centimeters as drawing unity measure.

Plotting scale of prospect

Plotting scale of sections

Dimensions’ height (mm)

Headline’s height (mm)

Insert required values

Drawing of sections: it is possible not to draw sections. In the case of joists, programinactivates this option automatically.


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Beam prospect: it is possible to draw the reinforcement’s exploded view only (withoutthe beam prospect). In the case of joists, program inactivates the option automatically.

Reinforcement positions writing: it is possible the numbering of longitudinal bars.

Reinforcement positions quantities list: it is also possible to have the quantities list oflongitudinal and transversal reinforcements on A4 sheets (dxf file). On activating thisoption, “Reinforcement positions - writing” activates automatically.

Real stirrup span writing: the program in the case of definite width range defines stirrupspan with the closest value to the span required by the user. Then the calculation of thenumber of stirrups follows. When the option is activated, the real stirrup span will beshown on the prospect’s drawing and on the sections’. When inactivated, the spanindicated by the user will be shown on the drawing.

Diagrams writing on plotting files: with an affirmative command, the transfer filecontaining the beam’s drawing will also provide the drawing of moment-and-sheardiagrams.


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4.1.3.2.4 Longituduanl Reinforcement

Selecting projection, the projections length of longitudinal bars from bearing axis are setto the multiple of 10. Selecting length, the length of bar is taken to the multiple of 10. Inboth cases bars ends with bending are automatically taken to 3cm inside the form-work ifdesigned within 5 cm from one end or beam peg. In the same way, bending points of

profiled bars are fixed to the pillar’s peg, if designed within 5cm from the pillar itself.Deactivating the function, the bar will be positioned exactly where designed by the user.

Diameter of added reinforcements (mm)-(#).: the diameter of added wallreinforcements, which are included automatically by the program as stirrup links, isprovided. This affects T-shaped sections, reversed-T or double-T ones, or wallreinforcements when wall dimensions exceed the value defined in the next point.

Vertical span of added reinforcements within core: vertical span of added wallreinforcements is given. If dimensions of section’s vertical faces are not over the valuegiven, no arrangement of wall reinforcements will be provided.

Maximum length of bars (cm): the maximum bars’ length is defined. This value is used

in the automatic reinforcement proposal.


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Length of stirrup anchorage hooks: the length of the stirrup anchorage hooks isdefined.

Stirrups spacing in cm: it is possible to obtain stirrup spacing that is multiple of the

assigned value in cm. When the value is 1 cm, stirrup spacing will be established by normterms only.

Closed stirrups realized with two pieces. It is possible to obtain closed stirrupsrealized with two pieces connected along vertical legs. Option is not active for the stirrupsof wings of double T sections.

Stirrups over pillars: user has to decide whether he wants to continue or not with thebeam stirrups within the support.

Ends of bar’s bend: with this option, bar horizontal ends are drawn in dxf file with 15°bending in their final 10 cm. Otherwise they have a horizontal end.

Turn up contained inside support. Activating this option the length of the ending bent

turned up (turned horizontally after the vertical turn) is kept inside the support. Notactivating the option the dimension of the turn is given by the necessity of anchorage

Diameters in # ( 1/8 inch): both at the input and at the output stage, it is possible todefine bar diameter in 1/8 inch rather than in mm.

Three-dimension analysis: it’s possible automatically check if bars’ position in thesection respects imposed distances bar-formwork and bar-bar.

Distance between bar layers (cm): with three-dimension analysis reinforcements areplaced on different bar layers, if necessary. User defines distance between bar layers.

Distance to allow form vibrator use (cm): distance to allow form vibrator use is in axiswith section core.


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4.1.3.2.5 Stirrups

• Shape of second stirrup.

Stirrups can have two, four, six or eight arms. They can be designed with a first stirrupwhich serves as perimeter to the entire section and with one or more internal stirrups of

horizontal dimensions which will position arms at equal distance. In this last hypothesisthe second stirrup can be of closed shape (closed) as the first one or of open shape(open). In alternative the four arms stirrup can be designed with two stirrups. (double)

• Bend shape of stirrup anchorage.

Shape of anchorage hooks is set. They can be orthogonal (orthogonal) or parallel(parallel) and turned inside the stirrup itself.

• Stirrup elevation

User should input whether stirrup arms can be referred to their axis (axis) or externaldimension. (external)

• Length of stirrup anchorage bend .


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The hook anchorage length of stirrups is set Viene fissata la lunghezza del gancio diancoraggio delle staffe.

• Multiple stirrup distance

It is possibile to design stirrups having multiple distance of the assigned value in cm.Setting value equal to 1 cm, stirrup distance will be determined only by conditionsimposed by standards.

• Closet stirrups designed in two pieces

It is possibile to design closet stirrups designed in two pieces joint along vertical arms.The option is not activated for double T sections stirrups wings.

• Stirrups above pillars

User should decde whether he wants to procede with beam stirrups internal to itsbearing.

4.1.3.2.6 Columns


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• Pillar cover (cm)

The value shows the distance between the form-work and the external area of pillarstirrup. It is used for pillar design with the limit state method where it is necessary to

predict load eccentricity also for check to simple pressure.

• Minimum dimensions for bars in pillar walls

The program proposes longitudinal reinforcements if the dimensions of the pillar’s side ishigher or equal to the one inserted.

• % increase of reinforcement for overlaps in pillars quantity list.

• Width stirrup areas for pillars adjacent to slabs (cm).

4.1.3.2.7 Reinforcement proposal

• ΦΦΦΦ1 longitudinal



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• ΦΦΦΦ1 stirrups



Three diameters are to be attributed to longitudinal reinforcement (30 ≥ φ ≥ 6 mm) and

other three to transversal reinforcement (30 ≥ φ ≥ 4 mm). The program will put them inincreasing order; the maximum diameter of stirrups you input here is used by the programto evaluate the cover for the upper and lower longitudinal bars, independently if existingor not stirrups position with that diameter.

• Bmax for 2-wing stirrups: 4-wing stirrups will always be provided when the width ofbeam core of the upper beams is greater to the assigned one. In case the calculationis made according to EC2, the number of wings is fixed by 5.4.2.2 (9) and option is

no longer used.

• Minimum stirrup spacing: program must not place stirrups with pitch values underestablished spacing (5 cm, for example). The program modifies indicated valuewhen it is greater to the minimum by law.

• Maximum stirrup spacing: it is the maximum spacing to respect (30 cm, forexample).

• % of shear reinforcement assigned to bent up bars: in beam areas where shearreinforcement is to be placed, shear reinforcement can be composed of bent barsand stirrups. If the user refers to DM 9-1-96, values superior to 60 cannot beassigned. If the user refers to EC2, values cannot exceed 50. If the user intends toshear reinforce by means of stirrups only, he has to input the value “0”. Option is

activated only when beams have constant top.

• Interrupted reinforcement % in bays: user has to indicate the % of the necessarymaximum bay reinforcement, which is not to be extended till the supports.

• % in bay of max support reinforcement: user has to define the percentage of maxsupport reinforcement that he wants to cover with stringer reinforcement. Forexample, if he chooses the value “20”, the program will plan support reinforcementgiving 60% to segments astride the support, 20% to iron bars coming from the leftand interrupted on the right of the support. The remaining 20% will be given to ironbars coming from the right and interrupted on the left of the support.

• Multiplier of anchoring length in lap splices. Input the increase of overlapping

length respect to the anchoring length. Datum is utilised for the connection oflongitudinal bars outside supports.

• Penetration of joist reinforcement inside supports. Option is signified for joists.Inputting a value greater than the support dimension the program designsreinforcements depending to support dimension.

• Modality of connection for upper longitudinal bars (lower). Following modalitiesare offered:

1. each support

2. each span

3. on support L


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4. on span L


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Standards. The option is activated only if value “I I ” is set under “Condition type variable

load”

Material.

Set beam required material.

Variable load condition .

Following CNR 10011/10022 (allowable stress) and A.I.S.C. Standards - Allowable StressDesign it is possible to evidence whether variable load points on beam are normal

(condition type I ) or exceptional (condition type I I ) . For details see option “Allowable

Sigma amplification factor for checks of condition type I I ” .

4.1.3.3.2 CNR 10022

b0/t ratio of elements stiffened by web and bending .

Set maximum allowable ratio width(bo)/thickness (t) for elements of compressed section,stiffened by web on one side and on the other side by a simple fold, as per StandardsCNR10022 - 3.1.4.1 (adopt default: 60).

b0/t ratio of elements stiffened by two webs.

Set maximum allowable ratio width(bo)/thickness (t) for elements of compressed section,stiffened on both sides by a web as per Standards CNR10022 - 3.1.4.1 (adopt default:250).


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b0/t ratio of non-stiffened elements.

Set maximum allowable ratio width (bo)/thickness (t) for non-stiffened elements ofcompressed section as per Standards CNR10022 - 3.1.4.1 (adopt default: 30).

h/t ratio of bending webs.

Set maximum allowable ratio height (h)/thickness (t) for webs of bending sections as perStandards CNR10022 - 3.1.4.2 (adopt default: 150).

4.1.3.3.3 EC3

γ γγ γ m0 (resistance of section’s category 1, 2, 3).

Set security coefficient of material for resistance check of sections category 1, 2 or 3 asper Eurocode n. 3 (default 1.05 as per D.M 9-1-1996).

γ γγ γ m1 (buckling of section’s category 1, 2, 3).

Set security coefficient of material for checks of instability due to buckling of ties as perEurocode n.3 (default 1.05 as per D.M 9-1-1996).

Reduction factor for vector effect

Set security coefficient of material for checks of instability (torsional bending) due tobuckling vector effect as per Eurocode n.3, paragraphs 5.5.3 and 5.5.4 - (default 0.7 asper D.M 9-1-1996).

Calculation of coefficients C1, C2, C3 for Mcr.


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Set coefficients C1, C2, C3 calculation mode for checks of instability due to buckling asper Eurocode n.3 – Appendix F for calculation of corresponding breaking-down moment.Until precise standards will be issued by the authorized Institutions, regarding the use ofprospects reported in Appendix F, coefficients can be calculated independently from load

combinations (C1=1; C2=0; C3=1) by selecting mode “non-automatic”. When selecting“automatic” the program automatically calculates coefficient values.

4.1.3.3.4 AISC-LRFD

Resistance factor due to bending.

As per A.I.S.C.-Load and Resistance Factor Design, 2nd ed. Vol.I - Part 6 user is toadopt 0.9.

Shear force resistance factor .

As per A.I.S.C.-Load and Resistance Factor Design, 2nd ed. Vol.I - Part 6 use is to adopt0.9.

Automatic calculation of coefficient Cb.

When the option is activated and applicable, buckling coefficient Cb is automaticallycalculated following Standards reported in A.I.S.C.-Load and Resistance Factor Design,2nd ed. Vol.I - Part 6, Chapter F1.2a. Otherwise 1is the coefficient value is adopted.


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4.1.3.4 Woo d con figu ration

First chart (general) requires:

Duration of variable load

It is required to assign a duration value to the load condition represented by the variableload (EC5 only)

Gamma comb. Basic

It is required to provide the partial security coefficient for basic combinations (EC5 only)

Gamma comb. Exceptional

It is required to provide the partial security coefficient for exceptional combinations (EC5only)

Gamma comb. Serviceability

It is required to provide the partial security coefficient for serviceability combnations ( EC5only)

Combination type variable load


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User is required to specify whether the load is to be inserted in a basic or exceptionalcombination. This option determines the choice of gamma coefficient for the calculation ofdesign resistance factor. With the “Basic” option, the gamma coefficient will be used inultimate limit states checks, otherwise the coefficient for exceptional combination will be

utilized.

Material

Select material to be assigned to the beam.

Omega curve

Select type of omega prospect for instability check (instability checks are not activated inthe current version).

Class of serviceability

Specify wood class of serviceability (1, 2, 3) - ( EC5 only)

Type of wood

Specify if wood is massive or lamellar.

The following tables include data that are useful only if Eurocode is used


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Second table (Resistance) Kmod reports coefficient values that combined with gammacoefficients determine design resistance starting from the most common ones:

Xd = Kmod "(Xk/γ m)

In the last table (Deformations) user is required to provide values of coefficient Kdef forcalculation of deformation:

ufin = uinst"(1+Kdef )

4.1.3.5 Mixed wood r/c beams con figuratio n

The following window opens up divided into three sections.


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In the first card general data and about the connection are reported.

Beam propped during casting phase: user should activate this window if beam will besustained by props during casting phase of upper slab. In this case the model will beconsidered with both elements (wood beam + r/c slab) collaborating in all load conditions.Otherwise, the beam will be considered self-load carrying , which means that during theinitial phase it will carry the slab weight not yet solidified. In case of wood self-loadcarrying beams a simple static bearing scheme is assumed. Corbels will always be

considered as propped on their free ends.

Load application only on wood beam: if this option is activated, the load will beattributed only to the wood beam, otherwise it will be distributed among wood beam andr/c slab, in proportion to their bending stiffness.

Unrestrained upper slab: activating this option, the upper slab works only axially.

Pins sliding module: only for personalized connections; user should input value indaN/cm in sliding module of connection.

Resistant shear (daN) : only for personalized connections; user should input value indaN of shear force.

Permanent Kdef : insert creep wood coefficient to use for the condition of permanentload; it influences both the elastic longitudinal module of the wood beam and the sliding


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module of the connection. It does not influence the sliding module for the axialconnection.

Variables Kdef : insert creep wood coefficient to use for the condition of variable load.

Connectors number per row: insert number of connectors rows

Air connecting hole : specify difference between connector radius and hole on woodbeam. Valid only for axial connections.

Axial connectors inclination: valid only for connectors of axial type, specify inclinationangle of pins.

Diameter multiplier for anchorage length: specify multiplier of connecting pinsdiameter, to have the length of anchorage part which is connected to wood beam. Validonly for axial connections

Screw diameter : diameter of screw in case of connections of screw type.

fu,k v screw (daN/cmq) : typical screw yielding stress.

Type of connections: specifiy type of connection used. For calculation of characteristicssee theorical part. The connection bending-shear type is considered of shear type if thedistance between the slab and the beam is specified.

The second card allows to manage data input for wood slab.

The parameters required are the same as those of the wood beam, with the type of plantwhich is added to it where the wood has been drawn and creep coefficients forcalculation of the effects at definite time.


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On the last card there is the possibility to change the reinforcement stirrup and creepcoefficients at initial and finite time.


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Reinforcement is considered as having two types of reinforcements on the cover, plus acore reinforcement for cover with T section.

4.1.3.6 Steel materi als

The summary table includes all the materials of the beam in use, considering the type ofstandards adopted.

Selecting New, input windows opens up, presenting the mechanical features (elasticmodule, Poisson coefficient, specific weight, etc.) and check data of selected material

and standards .

Allowable stress, in compliance with Italian Standards, require thickness 40mm higher orlower and prospect for instability check of compressed bars. Same data is required forcold formed profiles as per CNR 10022.

Selecting Change and Delete you modify or delete the material evidenced on thesummary table .

Selecting OK and Cancel you exit from window and save changes.


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4.1.3.7 Woo d materi als


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Windows opens Up. User is required to define parameters of wood materials for eachadopted Standard.(allowable stress and Eurocode5):

• -elastic module;

• -tensile stress module;

• -thermal expansion coefficient.

Allowable stress method requires allowable stress of load different directions; limit statesmethod requires resistance values in order to obtain design values related to genericconfiguration data already inserted.


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4.1.3.8 Save con figuratio n –con figuration load

Current configuration can be stored. It is also possible to set and load a configurationfrom a previous memory file.

In both cases windows for file management opens up.

4.1.3.9 Confi guration

Save local configuration in global one

Activating option, will save changes to local configuration, which have been appliedduring the elaboration of the beam, also in global configuration.

Data correction after r/c beam elaboration


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Activating option, once r/c beam elaboration is completed, program will always displaycorrection window. If option is not activated, user is asked whether to go back tocorrection window in presence of anomalies, or proceed with the

Save r/c sections in new global database

When a beam is elaborated user might be required to define new sections that are notavailable in the program’s database. Activating the option will add new sections to globaldatabase.


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5. Data input for continuous beam

5.1 THE WIZARD

Selecting one function of New from main menu, (excluding foundation beam on elastic

soil) or the corresponding icon user starts to input datarelative to a new beam

Input is managed by a wizard i.e. by a sequence of windows that can be displa

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