ANGLE Orientation of the 2D principal plane Degrees. VONT VONB 3D Von Mises stress where, VM 0 707 SMAX SMIN SMAX SMIN. TRESCAT TRESCAB Tresca stress where, TRESCA MAX Smax Smin Smax Smin. ELEMENT FORCE outputs are available at the centre node of the element all corner nodes of the. element and at any user specified point within the element. The items included in the ELEMENT FORCE output are. QX QY Transverse shear forces stated as force per unit length per unit element thickness. FX FY FXY Membrane forces stated as force per unit length per unit element thickness. MX MY MXY Bending moments stated as moment per unit length. SMAX SMIN Principal stresses stated as force per unit area. TMAX Maximum in plane shear stress stated as force per unit area. ANGLE The orientation of the principal plane stated in degrees measured anti clockwise from the local x. The top and bottom surfaces are identified on the basis of the direction of the local z axis. Units Kn met, When I perform concrete design on an element the output contains expressions such as LONG REINF TRANS REINF TOP. BOTT etc Can you explain what these terms mean, The design of an element involves determination of the reinforcement for moments Mx and My at the centroid of the element The. reinforcement calculated to resist Mx is called longitudinal reinforcement and is denoted in the output by the expression LONG REINF. The reinforcement calculated to resist My is called transverse reinforcement and is denoted in the output by the expression TRANS REINF. The sign of Mx and My will determine which face of the element the steel has to be provided on Every element has a top face and a bottom. face as defined by the direction of the local Z axis of the elements Mx will cause tension on one of those faces and compression on the other. A similar effect will be caused by My The output report of reinforcement provided on those faces contains the terms TOP for top face and. BOTT for the bottom face, The procedure used by the program to arrive at these quantities is as follows. For each element the program first scans through all the active load cases to find the following maxima. Maximum positive Mx, Maximum negative Mx, Maximum positive My. Maximum negative My, The element is then designed for all those four quantities If any of these moments happen to be zero or if the reinforcement required to resist. that moment is less than the capacity of the element with minimum reinforcement only minimum reinforcement is provided For the ACI code. the rules governing provision of reinforcement for shrinkage and temperature are used in calculating minimum reinforcement. The rules applicable for design of a beam for flexure are used in calculating the steel areas The width used in this calculation is a unit width of. the element For determination of the effective depth the steel for longitudinal moment is assumed to be the outer layer and the steel for. transverse moment is the inner layer, The output will consist of the steel area required for all of four maximas As described earlier they will be reported using the terms LONG. TRANSVERSE TOP and BOTT, When I perform concrete design on an element the output reports reinforcement in terms of SQ MM MM Can you please explain. When you ask for an element design or a slab design using the commands. DESIGN ELEMENT, DESIGN SLAB, STAAD designs the element for the moments MX and MY at the centroid of the element By definition MX and MY are termed as Moments per. Unit width since that is what they are They have units of Force length length as in 43 5 KN mm mm or 43 5 KN m m In other words if you. take a one metre width of the slab at the centroid of the element in question the moment over that one metre width on that element is equal to. The design of that element hence has to be done on the basis of a unit width Thus in order to design an element for a 43 5 KN m m moment. one needs to use a one metre width of slab The reinforcement required for that element is thus reported in terms of unit width of the element. The results are hence in the form Area of steel unit width of element as in SQ MM MM. A floor slab has been modeled using 4 noded plate elements The elements are subjected to pressure loading in the vertically. downward direction A concrete design has been performed on the elements See below for the reinforcement report for many of. those elements, Why is it that the moments as well as reinforcement are appearing on the top and not on the bottom of the plates. The reinforcement report for many of those elements looks like the following. LONG REINF MOM X LOAD TRANS REINF MOM Y LOAD, SQ IN FT K FT FT SQ IN FT K FT FT. 134 TOP 5 944 1474 13 12 6 914 1679 58 12, BOTT 1 296 0 00 0 1 296 0 00 0. In the above output the word TOP and BOTTOM refer to the local top and bottom surfaces of the individual elements and not in the global. axis sense The local top and bottom surfaces depend on the way an element is defined in its incidence statement. TOP is defined as the surface which coincides with the positive side of the local Z axis BOTTOM is defined as the surface which coincides with. the negative side of the local Z axis, Shown below are two examples in which the element incidence is numbered in two contrasting ways. In the first figure the local Z axis of the element points in the vertically upward direction Consequently the local top and bottom surfaces have. the same sense as the global top and bottom, In the next figure the local Z axis of the element points in the vertically downward direction Consequently the local top and bottom surfaces. have the opposite sense as the global top and bottom. You can verify the direction of the local axes of the elements in your model by doing the following Click the right mouse button and select. Labels Under the Plate category switch on Plate Orientation The local axes will be displayed as shown in these figures above. PLATE AND SURFACE, What is difference between plate element and Surface. I am use to prepare model without including slab and assigning load on each beams by manual calculation of loads coming on each beams. due to slab as per one way and two slab distribution rules Now I want to create model with slabs by using floor area facility Please advise. what I have to do, 1 use add surface button and surface cursor. 2 OR use Generate surface meshing and palate cursor. Secondly if some of my RC members have failed then what I have to do other than change size of failed member and re analyzed and design. whole structure, 3 If my all RC beams and columns has been passed but slab has been failed then what I have to do. 4 In design of slab is it necessary to convert 1 region into two or more regions What is requirement. If you want to consider the in plane rigidity offered by the slabs in the model then it is best to model it as plates. Surfaces are special entities that need to be used for the modeling of shear walls and thereafter these shear walls need to be designed as. per the concrete codes ACI if you are using American code So if you are modeling plates then the load can be provided as a pressure load. on plates But make sure that the plates are meshed properly so that there is proper load transfer from the plates to the adjacent beam. members If you don t want to consider the in plane rigidity offered by the slab against lateral displacements then the loading can be done using. floor load options, You can either model the walls using plates or you may manually calculate the load and provide them as a uniformly distributed member. A good rule of thumb for starting mesh sizes is the lesser of span 10 or 1000mm. ELEMENT FORCE outputs are available at the centre node of the element all corner nodes of the. element and at any user specified point within the element. The items included in the ELEMENT FORCE output are. QX QY Transverse shear forces stated as force per unit length per unit element thickness. FX FY FXY Membrane forces stated as force per unit length per unit element thickness. MX MY MXY Bending moments stated as moment per unit length. SMAX SMIN Principal stresses stated as force per unit area. TMAX Maximum in plane shear stress stated as force per unit area. ANGLE The orientation of the principal plane stated in degrees measured anti clockwise from the local x. The top and bottom surfaces are identified on the basis of the direction of the local z axis. Ref Modern structural Analysis by Iain, Plate and Shell Element Page 1 of 11. Technical Reference, 1 6 1 Plate and Shell Element. The Plate Shell finite element is based on the hybrid element formulation The element can be 3 noded. triangular or 4 noded quadrilateral If all the four nodes of a quadrilateral element do not lie on one plane it is. advisable to model them as triangular elements The thickness of the element may be different from one node to. Surface structures such as walls slabs plates and shells may be modeled using finite elements For. convenience in generation of a finer mesh of plate shell elements within a large area a MESH GENERATION. facility is available The facility is described in detail in Section 5 14. The user may also use the element for PLANE STRESS action only The ELEMENT PLANE STRESS. command should be used for this purpose, Geometry Modeling Considerations. The following geometry related modeling rules should be remembered while using the plate shell element. 1 The program automatically generates a fictitious fifth node O center node see Fig 1 8 at the element. 2 While assigning nodes to an element in the input data it is essential that the nodes be specified either. clockwise or counter clockwise Fig 1 9 For better efficiency similar elements should be numbered. sequentially, 3 Element aspect ratio should not be excessive They should be on the order of 1 1 and preferably less than 4 1. 4 Individual elements should not be distorted Angles between two adjacent element sides should not be much. larger than 90 and never larger than 180, Load Specification for Plate Elements. Following load specifications are available, 1 Joint loads at element nodes in global directions. 2 Concentrated loads at any user specified point within the element in global or local directions. 3 Uniform pressure on element surface in global or local directions. 4 Partial uniform pressure on user specified portion of element surface in global or local directions. 5 Linearly varying pressure on element surface in local directions. 6 Temperature load due to uniform increase or decrease of temperature. 7 Temperature load due to difference in temperature between top and bottom surfaces of the element. mk MSITStore D SPro2007 STAAD Help Technical Reference 2007 chm General Descriptio 7 1 2010. Plate and Shell Element Page 2 of 11, Figure 1 13, Theoretical Basis. The STAAD plate finite element is based on hybrid finite element formulations A complete quadratic stress. distribution is assumed For plane stress action the assumed stress distribution is as follows. Figure 1 14, Complete quadratic assumed stress distribution. mk MSITStore D SPro2007 STAAD Help Technical Reference 2007 chm General Descriptio 7 1 2010. Plate and Shell Element Page 3 of 11, The following quadratic stress distribution is assumed for plate bending action. Figure 1 15, Complete quadratic assumed stress distribution. The distinguishing features of this finite element are. 1 Displacement compatibility between the plane stress component of one element and the plate bending. component of an adjacent element which is at an angle to the first see Fig below is achieved by the elements. This compatibility requirement is usually ignored in most flat shell plate elements. Figure 1 16, mk MSITStore D SPro2007 STAAD Help Technical Reference 2007 chm General Descriptio 7 1 2010. Plate and Shell Element Page 4 of 11, 2 The out of plane rotational stiffness from the plane stress portion of each element is usefully incorporated and. not treated as a dummy as is usually done in most commonly available commercial software. 3 Despite the incorporation of the rotational stiffness mentioned previously the elements satisfy the patch test. absolutely, 4 These elements are available as triangles and quadrilaterals with corner nodes only with each node having six. degrees of freedom, 5 These elements are the simplest forms of flat shell plate elements possible with corner nodes only and six. degrees of freedom per node Yet solutions to sample problems converge rapidly to accurate answers even with a. large mesh size, 6 These elements may be connected to plane space frame members with full displacement compatibility No. additional restraints releases are required, 7 Out of plane shear strain energy is incorporated in the formulation of the plate bending component As a result. the elements respond to Poisson boundary conditions which are considered to be more accurate than the. customary Kirchoff boundary conditions, 8 The plate bending portion can handle thick and thin plates thus extending the usefulness of the plate elements. into a multiplicity of problems In addition the thickness of the plate is taken into consideration in calculating the. out of plane shear, 9 The plane stress triangle behaves almost on par with the well known linear stress triangle The triangles of. most similar flat shell elements incorporate the constant stress triangle which has very slow rates of convergence. Concrete slab Design A floor slab has been modeled using 4 noded plate elements due to slab as per one way and two slab distribution rules

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